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Home My WebLink AboutBldg 01-673, 01-674, HVAC 2-162, Plmg 02-0455, Walls 02-0083, Sprink 02-0154, Alarm 02-0380, QI~rfifiraf~ nf (0rrnpanrl! CITY OF PRIOR LAKE :!Eltparfmtnf nf ~uil~ing Jlnspttfinn p1Final Permitted , D Conditional C.O. Expires This Certificate issued pursuant to the requirements of Section 307 of the Uniform Building Code certifying that at the time of issuance this structure was in compliance with the various ordinances of the City of Prior Lake regulating building construction or use. For the following: Use Classification COMMERCIAL Occupancy Type R3 Type Construction VN Fire Zone Bldg, Permit No. N/A Zoning District 01-0674 R4 Legal Description L2, B3, BROOKSVILLE CENTER 1ST Owner of Building Site Address 16955 TORONTO STREET Contractor's Name & AddreAFFORDABLE HOUSING SOLUTIONS, 4420 SHORELINE DR., SPRING PARK 55364 ROBERT D. HUTCHINS I. 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I: r- G') :1 m (""" Y OF PRIOR LAKE BUILDING Pi )lIT, TEMPORARY CERTIFICATE OF ZONING COMPLIANCE AND UTILITY CONNECTION PERMIT Date Rec' d 1. White File 2. Pink City 3 . Yellow Applicanl {," \ PERMIT NO.O!O ~ 7-3 \ I " ~4- fit/6 .s~ ~ - - '. ~ -' -...------- LEGAL DESCRIPTION (office use only) d LOT;2 BLOCK"S ADDITION/.!!J.u-,!1.0 ' ~ C tf,p~r OWNER (Name) (Address) BUILDER (N ame) (Contact Name) (Address) r,(/6 TYPE OF WORK. o New Construction OLower Level Finish ODeck o Fireplace A OPorch OAddition ORe-Roofing ORe-Siding OUtility Connection OAlteration PROJECT COST IV ALUE (excluding land) S I hereby certify that I have fliImished information on this application which is to the best of my knowledge true and correct. I also certify that I am the owner or authorized agent for the above-mentioned property and that all construction will conform to all existing state and local laws and will proceed in accordance with submitted plans. I am aware th t the building can revoke this permit for just cause. Furthermore, I hereby agree that the city offi ial or designee may :1<< upon th, 0 . OM ~ ;l (J CJ 7?~.7 ? Contractor's License No. ~isc. Permit Valuation Permit Fee Plan Check Fee State Surcharge Penalty Plumbing Permit Fee Mechanical Permit Fee Sewer & Water Permit Fee Gas Fireplace Permit Fee Park Support Fee # $ SAC # $ Water Meter Size 5/8"; I"; $ Pressure Reducer $ Sewer/Water Connection Fee # $ Water Tower Fee # $ Builder's Deposit $ Other $ TOTAL DUE $ 40"'2.. ,.1..4 T J~?t"I/ \ Paid 4;t 4Z-J' ~ , Date ,. tJ I , , e above application and accompanying documents is in accordance with the City Zoning Ordinance and may proceed as requested. This document nstitutes a temporary Certificate of Zoning compliance and allows construction to commence. Before occupancy, a Certificate of Occupancy must be +I{,~( Special Conditions, if any 24 hour notice for all inspections (952) 447-9850, fax (952) 447-4245 illQ45 CITY OF PRIOR LAKE IaJ 001 Date Rec I d CITY OF PRIOR LAKE BUILDING PERMIT, TE~ORARYCERTDnCATEOFZONmGCO~LUNCE ANn UTILITY CONNECTION PERMIT I-Z2~D2- I PERMIT NO. 0 Z- 0/54-1 II ZONINGI_"') I I. W1Ilte Pile 1. PinIr C1lY 3. Yellow AppllCOM II f.ft s- <:;- -rcs;- 0 nta LEGAL DESCRll. 10N (office use only) LOT BLOCK, 3 ADDITION BrOJK ,. ~. SE {) I ).RIll,(~ 5f- PID z..5 -()c,'Z..- 00 (p -I OWNER (Name) S+O~~ct+-e (phone) (Address) BUILDER. (Name) (Contact Name) _, (Address) ,j f (Phone) q <:;d - 83<; - 3 ~ /6 (phone) q C:;,;) - gq 3 -;( 16 S N SSL("3c:.;- I TYPE OF WORI<1 New Construction OOeek OPorcb ORe-Roofing DJte-Si41ina . I OLower ~tl Finish 0 Firepla~ OAddition OAlteracion OUtility c~cction o Misc. PROJECT COST IV ALUE (exduc1inC land) S I (p 00 . (J 6 I hereby certilY that 1.1 .ve fumahed information on tIliB application whicb is to the best of my knowledge trUe and correct. I also certify that I am the ownllJ' or . aLl~.oriz~d accntfor till above.mentiollcld ptopctty and that all constrUCtion wiD conform to all exisdng state lU!d loaJ t:a~ ,Ule! wiD proceed in aeeordanc:e with submitted pllDS, ! an Iwve tIlat the building official can Ice this permit for just cause. Furd1crmore, I hereby acree that the city oflic:lal or a deslpee may enter upol). p pert ';0 perform ne . s . ,/ , X L- ./ 0--o/t5 / /;2~/ 6~ I Date I Concractor's License No. L Parle Support Fee # S SAC # $ Water Meter Size 5/8"; 1"; $ Pressure Reducer $ Sewer/Water Connection Fee # S WafJ!r Tower Fee # S Builder's Deposit , S Other S TOTALDlJE 1'l1/fL11 2--/5' -o?_ S /,655.27 Pc:rmie Valuation j J, i. I Pennie Fee Plan Fee Scare SW'Chargc: Penalty Plumbing Permit F . " Mechanical Permie i ee Sewer & Wacer Pel ' lit Fee Gas Fireplace Pern ' ; fl'ee s S S S S S S S on B .; omes Your Bui1diug Permit Wben Approved ~ Paid Date 1~/4/Z2? =J /j~f' ffJ- 1- 28- D'd... Date This is to CcrliIY that thi' .cquCSI in thc above application 3JId acco~lln)'iD. clocumcnrs i.s in ac:col'Clance with the Cicy Zoainr: Ordllw1cc and lII&Y proceed. IS requested. This clocumcnl "'hCl'l $lgllcd by ChI: C1r:r' 'lanncr constitute! a temporary CmiliClltl: of ZoDin. compliance md allows c:anftNctlolllo commencc. Beforc occuplftcy I a Cenificau: oi Qccupmc:y must be usued. PIJ ing Oin:ctor I 0. 24 hour notice for all inspections (952) 447-9 SpCl:ial Conditions. if any . fax (952) 447-4145 Date Rec' d c [OF PRIOR LAKE BUILDING PI, tilT, TEMPORARY CERTIFICATE OF ZONING CUMPLIANCE AND UTILITY CONNECTION PERMIT ~. ';i~~e ~:;y I PERMIT NO. " J J\IA3' 1 Yellow Applicanl U -v '1" ==-- ZONING (ofticeuse) /6955 7OeLJ/l/TO Atl6NU6 ..56 1<4- LEGAL DESCRIPTION (office use only) LOT Z-BLOCK 3 ADDITION B,€OOK..SVIu..,e;, cEN7EIe- 1ST PID -02.2.- 0 - I OWNER (Name) ..577J,Il/6 €i/l76 /IP/ge:rn6NT..5 (Phone) (Address) BUILDER (Name) (Contact Name) (Phone) (Phone) 962.rf35.3'KIO S,l!1H~ (ii/vI36e, M6t!r1ANIM& DA ve "2=/ f5M ~ . 7(P-n1 ST. eo/ A/"q (Address) 445/ TYP~ New Construction ODeck OLower Level Finish o Fireplace PROJECT COST IV ALUE (excluding land) $ /~ 000. 00 o Misc. MN 5~ OPorch OAddition ORe-Roofing ORe-Siding OUtility Connection OAlteration I hereby certify that I have furnished information on this application which is to the best of my knowledge true and correct. I also certify that I am the owner or authorized agent for the above.mentioned property and that all construction will conform to all existing state and local laws and will proceed in accordance with submitted plans. I am e that the building official can revoke is permit for just cause. Furthermore, I hereby agree that the city official or a designee may enter upon the prop to rform needed. pe .ons. x Permit Valuation Permit Fee Plan Check Fee State Surcharge Penalty Plumbing Permit Fee Mechanical Permit Fee Sewer & Water Permit Fee Gas Fireplace Permit Fee $ $ $ $ $ $ $ $ ~ Date t-OIO Contractor's License No. Date Park Support Fee SAC # $ # $ $ $ # $ # $ $ $ $ 44-5. I ~~,. 4tJ/97 Water Meter Size 5/8"; I"; Pressure Reducer Sewer/Water Connection Fee Water Tower Fee Builder's Deposit Other TOTAL DUE IPaid ~ fL ~ . Date 7' :J-7,OI This is to certify that the request in the above application and accompanying documents is in accordance with the City Zoning Ordinance and may proceed as requested. This document when signed by the City Planner constitutes a temporary Certificate of Zoning compliance and allows construction to commence. Before occupancy, a Certificate of Occupancy must be issued. Planning Director Date Special Conditions, if any 24 hour notice for all inspections (952) 447-9850, fax (952) 447-4245 7SZ,-'I7I-dJf--- . - - -Ie If OF PRIOR LAKE BUILDING PI \lIT, TEMPORARY CERTIFICATE OF ZONING COMPLIANCE I AND UTILITY CONNECTION PERMIT Date Rec' d JM 2 02001 1. White File 2. Pink City 3 . Yellow Applicant 5 f;. LEGAL DESCRIPTION (office use only) LOT 2 BLOCK 3 ADDITION PID 2 s- o'Z..2. ..oQ:;.:. - (Address) A F'y:.o ~ D .A eL E t~C>tAS I~ &- L/ L( 'Lo <5 I-/a R. fi L uv '{... [) ~ \ lJ fE. S" 0 L vt'IJ J) 5 L trePhone) t> ,2- - 376''' 60 03 f>c<.. \~ ~ Pf\(l.-k tn1 N 5.> 3 6 OWNER (Name) BUILDER It (Name) f'f-O((,1}p k>L€- l10tt S I Ajt.,- S'c>LvllojJS LL<..... (Contact Name) _{<-c>kLcz,..,.T <; k'A ((..Sl~)'-J (Address) 4'( Lo S Hof-E-f...,\!J<-. 0 ,v~ <) p~\~(,- (Phone) (Phone) ~.n=, 1?~"~M 611- 3~6 - ~o~3 P (k jrY\JJ 5536'-/ TYPE OF WORK jIJ New Construction OLower Level Finish o Deck OPorch ORe-Roofing ORe-Siding o Misc. o Fireplace OAddition OAlteration OUtility Connection PROJECTCOST/VALUE (excluding land) $ '2.., '::I-VO) DOO I hereby certify that I have furnished information on this application which is to the best of my knowledge true and correct. I also certify that I am the owner or authorized agent fI e ab ve-mentioned property and that all construction will conform to all existing state and local laws and will proceed in accordance with submitted pans. aw that the building official can revoke this permit for just cause. Furthermore, I hereby agree that the city official or a designee may enter upon e p rty to orm needed inspections. x cz. 0 () 1 '7 trr7 6-llf~() J Date ... Permit Fee Plan Check Fee State Surcharge Penalty Plumbing Permit Fee Mechanical Permit Fee Water Meter Size 5/8"; I"; Pressure Reducer Sewer /w ater Connection F i.cv. _# ~ .4- Water Tower Fee "100. -- #~ 4- Builder's Deposit Other TOTAL DUE I r::fL ~'J33' I ~~~ '~~~!fT '7j This is to certify that the request in the above application and accompanying documents is in accordance with the City Zoning Ordinance and may proceed as requested. This document when signed by the City Planner constitutes a temporary Certificate of Zoning compliance and allows construction to commence. Before occupancy, a Certificate of Occupancy must be issue I,J~\"f ~r ~m5tt;:( cJJJP ~ S ec CondItIOns, If any 24 hour notice for all inspections (952) 447-9850, fax (952) 447-4245 I ~rn:~ttJlt:!<<LD1t~k""" TEMPORARY CERTIFICATE OF ZONING COMPLIANCE AND UTILITY CONNECTION PERMIT 01- o(p7~ Date Rec'd 1- g.,-02.. I. White File I PERMIT NO 2. Pink City . 07 .... 00 0,3 3. Yellow Applicant . _ V {L ~C" ZONK10ffice use) f~. LEGAL DESCRIPTION (office use only) LOT z,...BLOCK 3 ADDITION JjoO/CfV/~v6 ~ne.... / SI/tOP,..). PID 25 -OZ.2.- OO~ - I OWNER (Name) (Address) BUILDER (Name) (Address) TYPE OF WORK. ~ Construction o Deck o Porch ORe-Siding o Misc. o Fireplace DAddition DAlteration DUtility Connection /" PROJECT COST IV ALUE (excluding land) $ C:ZZ:' - I hereby certify that I have furnished information on this application which is to the best of my knowledge true and correct. I also certify that I am the owner or authorized agent for the above-mentioned property and that all construction will conform to all existing state and local laws and wi1l proceed in accordance with submitted plans. I a ware th building official can revoke this permit for just cause. Furthermore, I hereby agree that the city official or a designee may enter upon the need ections. x Permit Valuation Permit Fee $ Plan Check Fee $ State Surcharge $ Penalty $ Plumbing Permit Fee $ Mechanical Permit Fee $ Sewer & Water Permit Fee $ Gas Fireplace Permit Fee $ J - /5- 0""2.- Date Contractor's License No. Date Park Support Fee # $ SAC # $ Water Meter Size 5/8"; I"; $ Pressure Reducer $ Sewer/Water Connection Fee # $ Water Tower Fee # $ Builder's Deposit $ Other $ TOTAL DUE $ /~ 08-7 7'1 ffif ~O~r~ D~te - -- . I ReceiPtNo,C'j..d.t:J97 By rr This is to certify that the request in the above application and accompanying documents is in accordance with the City Zoning Ordinance and may proceed as requested. This document when si ed by the City Planner constitutes a temporary Certificate of Zoning compliance and allows construction to commence. Befo e occu ancy, a Certificate of Occupancy must be is ~/t-~(m- Date pecial Conditions, if any 24 hour notice for all inspections (952) 447-9850, fax (952) 447-4245 16200 Eagle Creek Avenue Prior Lake, MN 55372 Th. C.nl.. of lh. \.ok. Counlry (9/- ~ 7'-/ White - Building Canary - Engineering Pink - Planning BUILDING PERMIT APPLICATION DEPARTMENT CHECKLIST NAME OF APPLICANT AFf=OkJ)A BLE-H6 uSI 1\19 56LUTIOf\J:=) APPLICATION RECEIVED r.o - 20 - 0 I The Building, Engineering, and Planning Departments have reviewed the building permit application for construction activity which is proposed atlr To wE Q. STRBt:.. I L 2, B3,bl2..00t::::<, VI ~l..,E e,-re... I s-r ADD~. X Accepted With Corrections Accepted / Denied Reviewed By: ~iJ Date: 7 - c, -0 I Comments: See Reverse Side for Additionallnformatlonl En-/(t' COI"Is..J. ~/'{.f -r:d~ TartJYlfO 41/,_ only .' ~-~ ~ee Attachments: 1) Grading Plan, 2) Erosion Control Measures 3) Erosion Control Plan liThe issuance or granting of a permit or approval of plans, specifications and computations shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of this code or of any other ordinance of the jurisdiction. Permits presuming to give authority to violate or cancel the provisions of this code or other ordinances of the jurisdiction shall not be valid. II . , ADDITIONAL COMMENTS FOR BUILDING PERMIT APPLICATIONS . . Surface storm wa,ter drainage flowing to the perimeter of this lot to and from adjoining prop~rties must be conveyed .to the roadway and/or to the rear of the lot in drainage swales within the draina,ge easeJ;Ilents.: . . All bare soil areas must be protected from eroding into neighboring properties through the property installed and. maintaim;d silt fence or bales. . . The silt fence required by ~e ero~ion control plan must be installed prior to any ear:thwork being started. . . . The bUIlder is responsible for maintaining the erosion control measures until the turf is established. ..:- The rock construction entrance must be installed at the tune of backfilling of the foundation. . ,. . i. -, - . . : Duffy Engineering & Associates, Inc. 1424 ~Street Na1h Sauk Rapids, MN 56379 Ph: (320) 259-6575 Fax: (320) 259-6991 EmaiI: mail@duffyeng.com Fax Cover Sheet AtteDtion: Charlie and Milo From: Ryan Seavert Date: June 6, 2002 - Fax: 952-941-5240, 952-226-124.1 He: Stonegate Apartn.;ats Number of pages to follow: 0 ADDITIONAL INFORMA TJON The contm.ctor has requested guidance on 2 holes in the floor fiaming at the 9 ~" LVI.. floor joists. The holes are approximately 2 feet square. An additional 9 Y4" LVI.. floor joist should be added on each side of the opening with double 2xlO's or LVL's aroWld the opening. If you have any questions, feel free to give me a call .- U -UJ -4 .-4 ::r:: ~ Dale Thsk - Assignment - Detail .-. ..-. Cl Charles J. Radloff - November 200 I lAlaI-l~~ J. l\..aUIUl1 yroJect ....) lC...> 1'1 f-' " /,0,/'1 a Location fr i? I' .11::(/-e 1805 TELEGRAPH ROAD SUITE #220 BLOOMINGTON, MINNESOTA 55438 VOICE FAX E:~; i '~ \ \ ,.~\.- 952 9411667 952 941 5240 aadIoff@visi,com '2/10)1<<11 -", i'\.. "'. 1 j ".... -'-..!:.'.~........ tho. . I'. . i ", .~ ~ i J- .. } ... , I ?::>" 'i 'r". ..-..------...-.........- \vI ~ L______ -+--."--- .______---11.__ I ! j . J I ~ I ! ! I , I. I , i ! , +-+ \ i I ' 1.1 I i i I I, ! ! , , , I I , ,/ // ,/ / ./ / / / / ,//' ~/ / / / ---- '~J ~ '-.... x, " -D ~'::. ..... 1-' I c r- -H () t- "'\ (./ D ~ GJ ---- 'LJ (\ \J C\ J:(l.l:;y~vJ.~ Datet-s-~By .~ .. i f; ~ j ~ ~ ~,! \" squateS - 118" grid PRIOR LAKE 'INSPECTION -RECORD SITE ADDRESS I ~1 5 5" ~NTO - $~ NATURE OF WORK -1~u,..Jt-r A"P'"r USE OF BUILDING I c.- e-u-J PERMIT NO. D\ - C&>'1 k- DATE ISSUED Ii 0 CONTRACTOR AFFOfZ.M-Bc...e Hoosl~ S:'-""t"\aI"'S PHON (Q Z ...3B(;;. "'''0''"3 NOTE: THIS IS NOT A PERMIT FOR ANY OF THE INSPECTIONS BELOW THE PERMIT IS BY SEPARATE DOCUMENT ,,:P- (J I... (, 7.3 ~ ~77 .' /1-20 () I ~-~. DEPARTMENT OF it, l~- ~9 0- 0 (.. 2 L..) BUILDING AND INSPECTION 61 FOUNDATION (Prior to Backfill)~ \ . \1..1~() ltl (pC'.t. PLACE NO CONCRETE UNTIL ABOVE HAS BEEN SIGNED ROUGH - INS SEWER I WATER I SEPTIC FRAMING INSULATION ELECTRICAL PLUMBING HEATING if re uired) FIREPLACE GAS LINE AIR TEST COVER NO WORK UNTIL ABOVE HAS BEEN SIGNED OCCUpy UNTIL ABOVE NOTICE SIGNED This card must be posted near an electrical service cabinet prior to rough-in inspections and maintained until all inspections have been approved. On buildings and additions where no service cabinet is available, card ~hall b.! placed near main entrance. . ~,\~, Call between 8:00 and 9:00 A.M. for all inspections FOR ALL INSPECTIONS (952) 447-9850 ,. ;.~ White - Building Canary - Engineering Pink - Planning ',,' Th. C.nt.r of the t.k. Country BUILDING PERMIT APPLICATION DEPARTMENT CHECKLIST NAME OF APPLICANT //;-::/:::'[/3/..)11 iJL F; H{; CiS! IV 0/ APPLICATION RECEIVED /~. 8 - 0 2- The Building, Engineering, and Planning Departments have reviewed the building permit application for construction activity which is proposed at: / fc q 557CI:!--{)N' TO )1 vC. .:; [; Accep~d v-- Accepted With Corrections Denied \ _ ).If -oc- RevieweW:~ ~'--'t'-t Date: tf2-1>('DZ- P,O~i::~~~ ~\~' J;;JJJ^':C \, r^ "The issuance or granting of a permit or approval of plans, specifications and computations shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of this code or of any other ordinance of the jurisdiction. Permits presuming to give authority to violate or cancel the provisions of this code or other ordinances of the jurisdiction shall not be valid." _.,... Th. (".nl.r ollh. t..ko ('ounlry White - Building Canary - Engineering Pink - Planning BUILDING PERMIT APPLICATION DEPARTMENT CHECKLIST NAME OF APPLICANT IlrrOe/J.R1l( 6 HO(l \'/ Afcr APPLICATION RECEIVED /- 8 -02- The Building, Engineering, and Planning Departments have reviewed the building permit application for construction activity which is proposed at: /((;955 7O,e,oNTO /1116. s.~ Accepted )( Accepted With Corrections Denied Reviewed By: /J?9B Date: 1- /, -02- Comments: See Reverse Side for Additional I nform::cltion I See Attachments: 1) Grading Plan, 2) Erosion Control Measures 3) Erosion Control Plan "The issuance or granting of a permit or approval of plans, specifications and computations shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of this code or of any other ordinance of the jurisdiction. Permits presuming to give authority to violate or cancel the provisions of this code or other ordinances of the jurisdiction shall not be valid." t The Cf'nlf'r of Ihr l.akr ('ounlry White - Building Canary - Engineering Pink - Planning BUILDING PERMIT APPLICATION DEPARTMENT CHECKLIST NAME OF APPLICANT /lrrO~/tLlLr; HOUS/N1 APPLICATION RECEIVED 1- 8 -02..... The Building, Engineering, and Planning Departments have reviewed the building permit application for construction activity which is proposed at: /&955 7O~NTO /t1I6. s6 Accepted x Accepted With Corrections Denied Reviewed By: V-J.. Date: \- 2.4-0'- Comments: R-ov\'4 SpRCL'~t l\ltS~t (eMS p..~ a..+ ~ t~~ \\AS~'\V'?::1V- "The issuance or granting of a permit or approval of plans, specifications and computations shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of this code or of any other ordinance of the jurisdiction. Permits presuming to give authority to violate or cancel the provisions of this code or other ordinances of the jurisdiction shall not be valid." ~ PRIOR LAKE INSPECTION RECORD DEPARTMENT OF BUILDING AND INSPECTION SITE ADDRESS (t./t SS- ~,.~ A~, TYPE OF ~ORK Je6l V\\'^~ \Ala.. \ l USE OF BUILDING PERMIT NO. 02- 0063 DATE ISSUED I - 2L/ -0 '"2. BUILDER ArFol"ofoL.(~ tfr:,~.;"'-) _ PHONE # &/2-;>f1- l75c..( NOTE: THIS IS NOT A PERMIT FOR ANY OF THE INSPECTIONS BELOW THE PERMIT IS BY SEPARATE DOCUMENT ~ I I PLACE NO CONCRETE UNTIL ABOVE HAS BEEN SIGNED ____ I I 1?,,\J~ ~io.l.1i"s~1.Q!1 ~J- ~~ t.,~ ~('cM I FINAL L--L Call between 8:00 and 9:00 A.M. for all inspections FOR ALL INSPECTIONS (952) 447-9850 INSPECTOR DATE CITY OF PRIOR LAKE EWER AND WATER PERMIT D e Rec'd IZf oj . 1. Green File I PERMIT NO 2. Vellow City. . ^? - 0 112- l. Gold Applicant VL. ZONING (office use) R1- :5~ 7tJR.b U fZ) ~ Av t:- i:::' LEGAL DESCRIPTION (office use only) LOT BLOCK ADDITION PID 25-02.2. - oor,-I OWNER (Name) (Phone) (Address) (Address) (City) (Zip Code) APPLICANT (Name) (Address) fJJCK-OIJ . r!O,yb71{_.h~C( 11Jc.. (Phone) Sf> '/ dvf1- 1&97 _~OCJ'1D Stu-6:!_ 4v~-3' ~/1deJ<5(JrJ J<.1tJ -67&0 'IV (Address) I) (City) ~ /;). .:lIt> ,fOF}iP_co~-L (Phone) So '7 Jv j'> t:] t~C) '/ . DATE /~- It}- {: I (Contact Person) APPLICANT PLEASE COMPLETE BELOW, Size of water service inches, Location of any couplings from structure _ feet. Type of sewer pipe. D ABC D PVC D Cast Iron Estimated length of sewer line feet. Clean out (if required) located at feet from structure. FEE SCHEDULE Residential sewer and water line connection $35.50 Industrial, Com'l & Multi-family 1% of job cost with a $39.50 minimum Sewer connection only $17.50 Water connection only $17.50 Estimated Cost $ /~~ tJ{)t). (1vJ-) Building Permit # SEWER AND WATER PERMIT FEE STATE SURCHARGE TOTAL PERMIT FEE 02" 0/ I z.. /10. - $ .50 $ -----f:ULSa- $ (Office Use Only) This Application Be omes Your Building Permit When Approved ~,~ pai~ 70 ...!::;() DaZ - 7 -Oz- 24 hour notice for all inspections (952) 447-9850, fax (952) 447-4245 't ~ ..~. I Blue 2 Gold J Yellov." Date Rec'd '.r- *' ~~ ~ LJJI pefttl :( jP- it 0/- (0 1~ I PERMIT NO. 02-0/&/ crt""> OF PRIOR LAKE PLUMBIl" ~ PERMIT File Cil~ Applicant (Please ADDRESS ZONING (office use) Je4-- /~955 7lJ/Co;V70 11Vt/ LEGAL DESCRIPTION (office use only) LOT Z BLOCK 3 ADDITION :$~oK..Jv/UA5 (!;:7:)::- /SI PID 25-022-- {){)(p- / OWNER (Name) S\Q\r(I(lk I\\>h (Address) Lj 4 LO Snc.lI' \\ ;\e D (I J ' (Phone) c~s ~~ APPLICANT (Name) ::y. Bril\ \'\E"\nlli)l(d (Phone) 3 2..0 (Address)?>~C'<~ <~l'.: thVllt"'1 {)r I ,,~ (Address) ~~ \. (,\c.:;r\ (City) \1N ~l.~C\ (Zip Code) (Contact Person) (Phone) '3L t\ ~;~. c. ~<n APPLICANT SIGNATURE DATE NtH, I~ lOOI Quantity Type of Fixture Quantity Type of Fixture Bath Tub with or without shower Rough-ins Dishwasher Water Heater Floor Drain Water Softner Lavatory (Bathroom Sink) Stand Pipe (Washing Machine) Laundry Tray (] or 2 compartment sink Sewage Ejector Shower Stall Backflow Assembly Sinks Backflow Assembly Test Bar Sink Lawn Sprinkler Water Closet (Toilet) Other APPLICANT PLEASE COMPLETE BELOW FEE SCHEDULE Industrial. Commercial & Multi-family 1% of job cost with a $39.50 minimum Residential. New One & Two-Family $99.50 Residential. Additions & Alterations $39.50 Estimated Cost $ L 15 \ 000 . 00 Building Permit # 02- 01 (p / PLUMBING PERMIT FEE $ STATE SURCHARGE $ TOTAL PERMIT FEE $ ',15(' .CC Paid ~ r-1'I 2, / -::J v...::;, v Da~1 (;:/20 zo02- Receipt No. 4/235 By 24 hour notice for all inspections (952) 447-9850, fax (952) 447-4245 CITY OF PRIOR LAKE Date Rec'd HEATING/AIR CONDITIONING/FlREPLALE PERMIT ;l4~ OI-?1~ I. Pink File PERMIT NO ; ~~~:\Y ~~~icanl . 0 Z -0/ (p Z- ZONING (office use) /<:4- '. , /fp955 70tetJNTD 17116. LEGAL DESCRIPTION (office use only) LOT2 BLOCK3 ADDITION B.eo~'Vft..--&b cne.. 1ST PID25- 02-"2- - 0 0"- -) OWNER (Name) ':j \()Il.'t\n~. ~~\s (Phone) (Address) ~"lO <'",\\c;e\\C\e t>r. ( . ~ r\ N 5S?>~4 APPLICANT (Name) J . \$c'rtl tlt't hn i\ltcd (Address) :Be~ Sc ,: \\\ w c.w Or i'Je . (Address) (Phone) St . C\Olel (City) (Phone) ~2.0' ~~-O~4.1 DATE ~'J Ilt 2. QO\ ti~ 5\.# :)01 (Zip Code) APPLICANT SIGNATURE (Contact Person) APPLICANT PLEASE COMPLETE BELOW ONEW CONSTRUCTION 0 REPLACEMENT 0 AL TERA TIONS FURNACE MAKE AND MODEL FUEL FLUE SIZE RETURN OPENINGS TYPE OF SYSTEM INPUT HEATING OR POWER PLANT o Steam o Hot Water o Radiation o Special Devices o Other Devices OUTPUT DWann Air Plants OGravity o Mechanical DAir Conditioning OVent. System PLEASE NOTE: Air Conditioner Units Cannot Encroach into Required Side Yard Setbacks FIREPLACE MAKE AND MODEL Industrial. Commercial & Multi-Family FEE SCHEDULE 1 % of job cost Residential, Gas Fireplace $39.50 minimum $99.50 Residential. Additions & Alterations $64.50 Residential, AC Only $39.50 Residential. Heating & AIC (New Construction) Residential. Heating Only (New Construction) $39.50 $39.50 Estimated Cost $ It~'f ,~41.:a Oll Building Pennit # () '2 - 0/ ~ 2- HEATING PERMIT FEE STATE SURCHARGE TOTAL PERMIT FEE $ 1t.1\~ 4'" $ ,50 $ I,,~ q...,. 24 hour notice for all inspections (952) 447-9850. fax (952) 447-4245 Receipt N04/235 By (. Y OF PRIOR LAKE BUILDING P. MIT, TEMPORARY CERTIFICATE OF ZONING COMPLIANCE AND UTILITY CONNECTION PERMIT Date Rec' d 4.- g/()2- l1//lA/ ~1T.:#OI-O"7.3 I. White File I PERMIT NO I 2. Pink City . ()Z,,03 tJ.O 3. Yellow Applicant . __ 1/. 70~N77J /WE. ZONING (office use) /2.4- LEGAL DESCRIPTION (office use only) LOT BLOCK ADDITION PID ZS -02. 2..--() () ~ - J I OWNER (Name) (Address) (Phone) BUILDER (Name) (Contact Name) (Address~ /~ S- -ry ~ (Phone) h S )- '-I S 1- r?..2 S- (Phone)G /.2 - i"d-'9- '117 C - II, lAIc::! b~ /), '") ~ -,-.. TYPE OF WORK o New Construction o Deck OPorch ORe-Roofing ORe-Siding OLower Level Finish o Fireplace OAddition OAlteration OUtility Connection PROJECT COST IV ALUE (excluding land) $ 10 6~.oO x C:...CA;I 2-~ 5 Contractor's License No. '1- 2-d 2- Date c.l-ll-(J( _ - I ~~~ J~~~ L- # $ # $ $ $ # $ # $ $ $ 4--/1 ~() 2.- $ I ~~-mVI Permit Fee Plan Check Fee $ State Surcharge $ Penalty $ Plumbing Permit Fee $ Mechanical Permit Fee $ Sewer & Water Permit Fee $ Gas Fireplace Permit Fee $ Park Support Fee SAC Water Meter Size 5/8"; I"; Pressure Reducer Sewer/Water Connection Fee Water Tower Fee Builder's Deposit Other TOTAL DUE mes Your Building Permit When Approved Date This is to certify that the request in the above application and accompanying documents is in accordance with the City Zoning Ordinance and may proceed as requested. This document when signed by the City Planner constitutes a temporary Certificate of Zoning compliance and allows construction to commence. Before occupancy, a Certificate of Occupancy must be issued. Planning Director Date Special Conditions, if any 24 hour notice for all inspections (952) 447-9850, fax (952) 447-4245 16200 Eagle Creek Avenue Prior Lake, MN 55372 White - Building Canary - Engineering Pink - Planning The' ('"nfer of the' l..kt ('ountry BUILDING PERMIT APPLICATION DEPARTMENT CHECKLIST , NAME OF APPLICANT ALrJ~ ~ etJ/t1IV/vAJ/c,q-71()AJ sy.>TBMS, lA/C!....-. APPLICATION RECEIVED 4-- -9-02- The Building, Engineering, and Planning Departments have reviewed the building permit application for construction activity which is proposed at: /t..tJs5 7Z!~,vTD ,q-vt;;. (STDA/EGi/JTE) Accepted Accepted With Corrections )< Denied Q Reviewed B . - ,lJ!/J!~- Comments: Date: if- t?-O"?.- _L. ?. D~lit~ S~okL ~\t ~~\.\'~~ J ~t...ecfoj- ~O. "- ~ S~c.-er-- ~ "The issuance or granting of a permit or approval of plans, specifications and computations shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of this code or of any other ordinance of the jurisdiction, Permits presuming to give authority to violate or cancel the provisions of this code or other ordinances of the jurisdiction shall not be valid." \>0- . ',' \ , ",. . o o , Th. C.nl.. of Ih. J.ok. Counfry White - Building Canary - Engineering Pink - Planning BUILDING PERMIT APPLICATION DEPARTMENT CHECKLIST NAME OF APPLICANT .~. L " II , --'I" ~_c /,' / _ v ,_J' f ~_.---i I t,- /./ '( FE Ii . 1/ ~. APPLICATION RECEIVED "'1 ;'-f<) V.II:-- The Building, Engineering, and Planning Departments have reviewed the building permit application for construction activity which is proposed at: / / /. .";" r'r- I (! I .. ._~ .:., /.. '",,/ / ." i i ,c: I ; ~ '\~ . I / / , /~:. ) ,/ I \. Accepted Accepted With Corrections / ;<., Denied ... . Reviewed By~ Date: Comments: I I . \ . "The issuance or granting of a permit or approval of plans, specifications and computations shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of this code or of any other ordinance of the jurisdiction, Permits presuming to give authority to violate or cancel the provisions of this code or other ordinances of the jurisdiction shall not be valid," I, ~ I k' /r J lit! ()IJ 1 ()\ / Date Rec'd CITY OF PRIOR LAKE BUILDING PERMIT, TEMPORARY CERTIFICATE OF ZONING COMPLIANCE AND UTILITY CONNECTION PERMIT (i'leu, me or prill.t ami ~gn a.t Mttom) : ADDRESS L /(,95.:) -:mL!!<J N77:) ~er LEGAL DESCRIPTION ((lfficeuse only) 1_0'1' Z ~LOCK 3 ADDITION IJM()PV/~ 4" 30-{} ~ \ Whi.. 1ile ! PEn~MIT ,,"-fO ~ ~ 1. rl"~ ell,. I .fN, l"4..I"l -{)Lj 7- .. Yellow Appllc&l1C I U. ( S'flJ# eGll11& \ ",.p/S. .J J ZONING (OmCeU5~JI I!+- Isr PID 'Z5"'6z,z.- () "I OWNER. (NameLfiFr()~A /J~ HeN/SING; S"~V77t)/J.S L0dd%ess) I BUILDER , l ~3.me) ..... 1j'contact Name) ~ \ (Address) ~~S 13~ n6~;7J./I6A(.- ~t-.I77l-. OCA. '-> -\. 0.. 13 e.. ,~a..... Y""\.. :SOU"fIrIW/t Y De. J ..sr, t"i,.. ou.o, 1:1./...1 (Phone) -~ z.CJ.'" ~.5~ - 6~"'" 71 (Phone) Iftj)( :!'U)- t,6-"- 031'2- (phone) ~<:t.~~ 5~~O/ \ TYPE OF WOF..K o New Con$c:rectiotl DLower l,..eYel Finish ODcek o 'Fire?la~ OPordl OAcldition OR.e.F.cotinl} CJ Alt::alion o Re-Sil1lng DUcility Conntc~ct1 PROJEcr COST ;1/ ALIre (excllUlill :an~) 5 ! f heRb)' cel'lify tlla~ I have Ji,lmished irJ'onnaticn Oft thb ll.l'pliQa.tion wi1ich 19 to the best of lUy ImgWleag~ trot and correct. ! aliO emf)' !hac I am \he: o'NfIltr or I a~lharizr.l agent' th~ ~ove.m~t1oned property a.ll.d that all COl'lmuctioo. will amfOTltl to all exi3tixtg stat: <lJ1d locllllaws and -Nil1 p~ l1i IccorOiZl~ with submitted .,llln all\. aware mat !he' \ldi1, cia1 c:lU1 revQ\ce tni$ permit for Just e!U3C. Furchen:lOrc, 1 hereby agree that the city official or a. dcsir;tee may t1\teT upon th r perty.tO form d. ceticns. This U 10 cerlllY Iht.! the ttqllest :n the ai:O\'C: a.ppllcaclo;1 aTlel ac;;omplll1ic'lS dOC\II'I'AnU illft accordance with tM City Zor.inl c::Ilnance /llId 1M" jl1::l.="~l#1!d. 'l'11i5 do~tfttI1t W~CIl5iincd by the CIW P1UU'ler c:llUt'.nm:s a tempara:y Ccn.ificatc Qf ZOning coml'liance alld 1110'.1'5 c:on~OIl to coml'l\ll1CC, BD<<c ()ccupancY, 3 crn!fiatc ofO~~iUll!Y tllll&t b. \- . x Permit Yalu&t1.or, Pennit Fee 1 $ Plan Check Fee : $ \ State Surcharge $ I Penaity S 1 \ Plumtling permit Fee S ~lech.a.nical P~rrnit Fee S S~cr A Water PewIt Fee $ Oas !'lrepiace permit Fee S ;~ This Applicatica ln~a1a 'lOIJ1' Bui!.ditlg Permit Wblll1 Appro~d I I I !kIilding Oftlda1 Date 3~"5<t3 ~~ L\- ~ ~-O d.... :Dale COIltr.lctcr" License No, - # "# Zll Park Support Fee SAC W~Meter Size 5/8": 1"; pressure R.educcr Scw=r!Wa~ Conne~icl. Fee # Water Tower F= 14 Builder's De,osit Other TOTAL :OUl!. planning Direelor Date Special Conlll,10:1I. \fm'lY 4 hour notice for all iD5P'CtioN (95~) 447.9150, tu (962) 447-424' 16200 BAgl. Ctetk Avenue Prlor Ukc. MN 55372 \ l ...'Y OF PRIOR LAKE BUILDING P .L.~<MIT, TEMPORARY CERTIFICATE OF ZONING COMPLIANCE ANDAJTILITY CONNECTION PERMIT ?/b6W( () 1- t)& 7J ,Ir;JO 6 { --0 (p 74- IIJ1 '155 f7) J:AJ/\./ f7) Date Rec' d /o-4~2- I White File 2 Pink City 1 Yenow Applicant PERMIT NO. () z -/~(,3 A-V6. J. ZONING (office use) LEGAL DESCRIPTION (office use only) LOT BLOCK ADDITION (Phone) OWNER (Name) PID (p-/ (Address) \?\. ~""- \,.',--- lA./f!-"\"'J~ .'1- e\-..--~\...."~ ~ . (z. ~o \.s 'L l,.,,() (Phone) W\.. . c:;. .~ ~ \ I TYPE OF WORK ODeck ORe-Siding o New Construction OLower Level Finish o Fireplace PROJECT COST IV ALUE (excluding land) $ o Misc. DPorch ORe-Roofing OAlteration OUtility Connection OAddition I hereby certify that I have furnished information on this application which is to the best of my knowledge true and correct. I also certify that I am the owner or authorized agent for the above-mentioned property and that all construction will conform to aU existing state and local laws and will proceed in accordance with submitted plans. I am aware that the building official can revoke this permit for just cause. Furthermore, I hereby agree that the city official or a designee may enter~ul!Q!l the property to perform needed inspections. X "'~.' ~j Permit Valuation Permit Fee $ Plan Check Fee $ State Surcharge $ Penalty $ Plumbing Permit Fee $ 4-0. ()O Mechanical Permit Fee $ Sewer & Water Permit Fee $ Gas Fireplace Permit Fee $ This Application Becomes Your Building Permit When Approved ~.:fJf- Building Official / t1/ '-/ /t; ?-- Date Contractor's License No. Park Support Fee SAC # # - ~', 3(ps,OO Water Meter Size 5/8"; I"; Pressure Reducer City SAC and WAC Water Tower Fee Builder's Deposit Other TOTAL DUE # # /?~ JIJ<; This is to certify that the request in the above application and accompanying documents is in accordance with the City Zoning Ordinance and may proceed as requested. This document when signed by the City Planner constitutes a temporary Certificate of Zoning compliance and allows construction to commence. Before occupancy, a Certificate of Occupancy must be issued. Planning Director Date Special Conditions, if any 24 hour notice for all inspections (952) 447-9850, fax (952) 447-4245 16200 Eagle Creek Avenue Prior Lake, MN 55372 '" PRIOR LAKE INSPECTION RECORD~ SITE ADDRESS /~q!f5 1])1< quw ,AV~ S. TYPE OF WORK 0 N ON L USE OF BUILDING I ~ a.u PERMIT NO. 0\ - O&?lg DATE ISSUED 1 0/ BUILDER A~~A6(.$ ~,"--'" PHONE # (Pl2. 51' - 115t NOTE: THIS IS NOT A PERMIT FOR ANY OF THE INSPECTIONS BELOW THE PERMIT IS BY SEPARATE DOCUMENT DEPARTMENT OF BUILDING AND INSPECTION . INSPECTOR DATE I FOOTING ONL~ uJ^LL-$ 1/,'(~'A_tz:.a.L. 1204- 1('-;;1.0-0 ( PLACE NO CONCRETE UNTIL ABOVE HAS BEEN SIGNED I~ I I I FINAL I I Call between 8:00 and 9:00 A.M. for all inspections FOR ALL INSPECTIONS (952) 447-9850 White - Building Canary - Engineering Pink - Planning The Cenlff of Ihe toke Counlry NAME OF APPLICANT BUILDING PERMIT APPLICATION DEPARTMENT CHECKLIST ~~(:$r ~~r~ ~rt~ o APPLICATION RECEIVED The Building, Engineering, and Planning Departments have reviewed the building permit application for co~truction activity which is proposed at: L- STONEGATE APARTMENTS ~~ 16955 TORONTO AVENUE SOUTHEAST - Accepted t/' Accepted With Corrections Denied Reviewed By: Comments: ) AI C:::? ~ ~ tV/~~ ~5 U~w ~ - irIS ~cJ6::J. ~ '/tiE- WO!C/C- 6>N" Ii+tE RE:.I'1AJAI~OF Fl<.o-J~_ DUff" ENb/~ING ~~D RE::\i\5eD FooTlPL? _P~r-J S~-<Yf 13~ ~ (NSR!RrOAl./ ts ~U(t<-LI). "The issuance or granting of a permit or approval of plans, specifications and computations shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of this code or of any other ordinance of the jurisdiction, Permits presuming to give authority to violate or cancel the provisions of this code or other ordinances of the jurisdiction shall not be valid." 'Iv __ , '. . tl I '0 '" ... Th. C.nter nf Ih. ,l,lk. 'Country , White - Building Canary - Engineering Pink - Planning NAME OF APPLICANT APPLICATION RECEIVED The Building, Engineering, and Planning Departments have reviewed the building permit application for construction activity which is proposed at: ~ -'S STONEGATE APARTMENTS ~ - 16955 TORONTO AVENUE SOUTHEAST - ..;: Accepted / \. / .~ittlD.Mr~"') A v& 3. ~ Denied Reviewed By: '1 I~ 0 \ Comments: )Nb ~ ~:tn+~~~ /fiU:::s ~r;;:tk= ttJo~1C- aif -rH~ !<e f1A IAlDtE:t2- OF ~~_ -+- , i .. .. li<' . .J "The issuance or granting of a permit or approval of plans, specifications and computations shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of this code or of any other ordinance of the jurisdiction. Permits presuming to give authority to violate or cancel the provisions of this code or other ordinances of the jurisdiction shall not be valid," .... ...,: .l ' . .~ "'J' f. ,,~,J . '~;' "'\ 'LJ '. , "" Tht Ctn't'ltf..!ht tokt roontry White - Building Canary - Engineering Pink - Planning , '0 /';' /,"" ,,-' /!S~.I~.I~GPERM)1 ~~,~LlC~~t~ DEPARTMENT CHECKLIST NAME OF APPLICANT APPLICATION RECEIVED (, ~(~,-,c ,,~<..,_ TI ,y'v~ -A. _' _ T'~,- .,- The Building, Engineering, and Planning Departments have reviewed the building permit application for construction activity which is proposed at!'",:. : STONEGATE APARTMENTS ~ S~ 16955 TORONTO AVENUE SOUTHEAST :' . .. Accepted' Denitd /1 r>< ,./~it~~(Ave .2].. 1"l. q( ~ 1(;)\ Reviewed I .. Comments: ) N (:;::t1 ~ ~~W/~Ab1-r [fiV:;s ~?rlE {JJo~K L:JIf/' 171e !<e:.I1A IA/D&J- OF- ~~c.r. If .J . "The issuance or granting of a permit or approval of plans, specifications and computations shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of this code or of any other ordinance of the jurisdiction. Permits ,presuming to give authority to violate or cancel the provisions of this code or other ordinances of the jurisdiction shall not be valid." ~ Metropolitan Cou.......:i1 Improve regional competitiveness in a global economy Environmental Services June 22, 2001 Bob Hutchins Building Official City of Prior Lake 16200 Eagle Creek Ave. Prior Lake, MN 55372-1787 JM25. \..- ... ...... .-"- .--- ---. ---_~ L/ Dear Mr. Hutchins: The Metropolitan Council Environmental Services Division has determined SAC for the Stonegate Apartments to be located within the City of Prier Lake, This project should be charged 43 SAC Units @ 80% of the current SAC Rate, as determined below. The Council understands this building has a common laundry facility and does not have plumbing for washing machines in each individual dwelling unit. SAC Units Charges: Apartments (common laundry) 43 units @ 1 SAC/unit 43 @ 80% 43 j. 1160.01::> =- 4ct 450 " . BO: 39/5G:O.~ 4 o(L ~~,Boo :)~.4~ll:O: 3"t$oo If plumbing for washing machines is installed in each dwelling unit, SAC should be collected at 1 00% of the current rate. If you have any questions, call me at 602-1113. Sincerely, _ ~ _ ~ J~ardS Staff Specialist Municipal Services Section JLE: (20) 010622SA cc: S. Selby, MCES Bob Skarsten, Stonewood Development www.metrocounclJ.org Metro Info Line 602- 1888 230 East Fifth Street . St. Paul, Minnesota 55101-1626 . (651) 602-1005 . Fax 602-1138 . TIT 229-3760 An Equal Opportwlity Empioyer ~ Th. C.ol., 01 Ih. Llk. ('ouolry White - Building Canary - Engineering Pink - Planning BUILDING PERMIT APPLICATION DEPARTMENT CHECKLIST NAME OF APPLICANT APPLICATION RECEIVED The Building, Engineering, and Planning Departments have reviewed the building permit application for construction activity which is proposed at: TO W 612- STt<.BE:: f L 2.., 63, BI2..0~V( vL...5 e--re.. I CSI ADDN. Accepted Accepted With Corrections v::? Denied Reviewed By: ~bt Comments: J ~ p,2..o U 1J)3" Date: F\(W" - rz-.t $'15/1 v& GNS\/W c:=\1......, {oilS Ie 1 "f>e-\-t I/Vb ~ Be-u>..J A-u-- T u i~ tSN C-t.-oS~ t. ?~V\M- Apva.y:;s fV....w\~82-S ON ~t"'1()/~ ~, ~~G1t- ~ l)1""E:N5(~} o..J 8/A-(p CAJ.,J ae- ~ At- t1tN S't: (7 ~ i)1-(.04-S~ 4. /t-JSr"'r<-L- ~ ~ 1.(()~'N ~ O,.J hit W~Ae. t' A MetcrL .J:"J(L \b~Tlc;. O,J 2. I' ~Pf~ Wf<n-c,L ~62.VIc::6-. 6~iPC)~ DAI(\I)c ~~~ ~~ "The issuance or granting of a permit or approval of plans, specifications and computations shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of this code or of any other ordinance of the jurisdiction, Permits presuming to give authority to violate or cancel the provisions of this code or other ordinances of the jurisdiction shall not be valid." " ~. , 1 . ,\1'.... 11~'~'1 1 4 t~' I.) Th. r.nl.. ollh. tlk. Counlry White - Building Canary - Engineering Pink - Planning BUILDING PERMIT APPLICATION DEPARTMENT CHECKLIST . '\ _j ,,' '1 ,', " NAME OF APPLICANT AFt:: Ckl.JA ~~6 U~,11\;9 5(.LCrr/ ('I\lS APPLICATION RECEIVED (D - 20 - 0 I The Building, Engineering, and Planning Departments have reviewed the building permit application for construction activity which is proposed at: " "TL lV/V E I~ STI-~E-t.- f L 2.. I !.3 3 , 1< ( (t::::.':: \,i ( V l,.p L~l' k:.., I ~::;l AL; 1) "'.) · Accepted ~ Accepted With Corrections. ;-. Denied . . Reviewed By: ~ ... - . Date: . 0/ a4c:>( Comments: ,,~ ., 'I "The issuance or granting of a permit or approval of' plans, specifications and computations shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of this code or of any other ordinance of the jurisdiction, Permits presuming to give authority to violate or cancel the provisions of this code or other ordinances of the jurisdiction shall not be valid." , I 43 RATED FIRE RESISTIVE PERIODS SPECIFICATIONS All concrete masonry units manufactured by Anchor Block Company: 1) exceed minimum standards as established by ASTM C90-96 for Type 1 units 2) meet all existing code requirements (Minnesota State Building Code is based on the Uniform Building Code - U,B,C.), Type 1 - Moisture controlled units - See Table 1 (Moisture Content Requirements for Type 1 units) ASTM specifications for Concrete Masonry Units, , All standard weight aggregate conforms to the requirements of ASTM C33-93. All lightweight aggregate conforms to the requirements of ASTM C331-94. Fire resistance of concrete masonry units is determined by the -equivalent thickness- of the block and the type of aggregate. The equivalent thickness is the theoretical thickness of the block if all the concrete was molded into a solid unit. It is calculated by multiplying the actual thickness by the % of solids. As an example, an 8- block with 52% solids has an equivalent of 4,0 in. (7.625 x 52% = 4). The greater the equivalent thickness, the greater the fire rating. Lightweight aggregate (expanded clay) has better fire rating than standard weight block (siliceous gravel), As an example. an 8- standard weight block has a 1 hour rating and an 8- lightweight block has a 2 hour rating, Riling the cores of the block with grout or other non-combustible material will increase the fire resistance, Applying plaster or gypsum wallboard will also increase the fire resistance, Estimated Rre Resistive Periods of Walls and Partitions of Hollow Concrete Masonry: Minimum Equivalent Thickness for Ratings of: Type of Coarse Aggregate: 4 Hour 3 Hour 2 Hour 1 Hour Expanded Clay (Lightweight) 5.7- 4.9- 3.9- 2.7" Siliceous Gravel (Standard weight) 6,2- 5,3- 4.2- 2.8- (Based on Table 7-B - Uniform Building Code...as adopted by the Minnesota State Building Code.) Equivalent Rre Resistive Wall Block Block Size Face Shell Web % Thickness Rating in Hours Thickness Number (Inches) Thickness Thickness Solid (Inches) Std. Wat. L.W, 4- 402 4x8x16 1- 1- 75 2,7 - 1 4- Solid 490 4x8x16 Solid - 100 3.6 1 1 6- 602 6x8x16 1- 1- 57 3,2 1 1 2 Hour 616 6x8x16 2- 1- 87 4.9 2 3 8- 800 8x8x16 1-1/4- 1- 52 4,0 1 2 2 Hour 816 8x8x16 1-5/8- 1- 64 4.9 2 3 3 Hour 817 8x8x16 2-1/8- 1-112- 77 5,9 3 4 Solid 890 8x8x16 Solid - 100 7.6 4 4 10- 1000 10x8x16 1-1/4- 1-1/8- 51 4.9 2 3 12- 1200 12x8x16 1-1/4- 1-118- 45 5.2 2 3 Thick Wall 1200TW 12x8x16 1-1/2- 1-118- 47 5.5 3 3 3 Hour 1217 12x8x16 1-5/8- 1-1/4- 47 5.5 3 3 4 Hour 1218 12x8x16 2-118- 1-112- 57 6,6 4 4 14- 1400 14x8x16 1-518- 1-1/4" 46 6.3 4 4 16- 1600 16x8x16 1-1/2- 1-1/4- 44 6.9 4 4 . ~ ~ ,- .~ :1 J ~8/01 16:15 FAX 6517770 ANCHOR BLOCK ~OOl \ . ANCHOR BLOCK COMPANY LETTER OF CERTIFICATION EAST PLANT DATE: June 28, 2001 PROJECT: Stonegate Apartments LOCATION: Prior Lake, MN ARCITITECT: CONTRACTOR: Anchor Block Company certifies that the normal weight concrete masonry units we propose to supply to the referenced project meet the requirements for Moisture Controlled (Type I) units of ASlM C90-94, "Standard Specifications for Load Bearing Concrete Masonry Units". The aggregate used is a siliceous sand and gravel meeting the requirements of ASTM:C33. All block are cured in an autoclave at 3500F and 150 psi. Enclosed is a recent test report that is representative of the concrete masonry units we will supply to the job, Enclosure 2300 McKnight Road North St. Paul, Minnesota 55109-2830 651.777.8321 FAX 651.777.0169 1 ~8/01 16:15 FAX 6517770 ~ AMERICAN ENGINEERING TESTING, INC. PROJECT: PRODUCTION CHECK ANNUAL TESTING AET JOB NO: 20-01000 ANCHOR BLOCK I4IOfl;! " CONSULTANTS . GEOTECHNICAL . MATERIALS . ENVIRONMENTAL REPORT OF CONCRE1:E BLOCK TESTING REPORTED TO: ANCHOR BLOCK COMPANY 8201 BROOKLYN BLVD. BROOKLYN PARK, MN 55445 A'ITN: SCOITTHEIS CC: DATE: March 14, 200 I Product Type: Producer: Date: Sample: Dimensions 8" x 8" x 16" Units Anchor Block Co., No. St. Paul, MN Manufactured: NI A Tested: E-OUl \~ Length, in: Width. in: Height, in: Face Sheil, in: Web, in: Equivalent Web, in: Pbysi~al Pro\)8rties Weight as Received, Ibs: Moisture Content, %: Absorption, %: Absorption, Ibs 1 cu ft: , Density, Ibs I cu ft: Solid. %: Strenrth Total Load. lbs: Gross Area, sq in: Gross Strength, psi: Net Area, sq in: Net Strength, psi: A B 15.60 1~.60 7.63 7.60 7.58 7.62 1.27 1.26 1.12 1.08 2,58 2.50 1/23/01 C Avg ASTM Spec C90-00 1 Unit 3 Unit Avg 15,62 7.65 7.66 1.26 1.07. 2.47 1.27 1.09 2.52 1.25 min. 1.0 min. 2.25 min. 36.7 37.6 37.9 9.1 9.1 9.5 92 35 max. 6.0 5.9 5.6 5.8 7.9 7.8 1.4 7.7 13 max. 131.7 132.6 132.9 132.4 125 min. 53.1 53.9 53.6 53.5 228,680 2~4,920 246,900 119 119 119 1,920 2,140 2,070 64 64 64 3,570 3,980 3,860 3.800 1,700 1,900 Remarks: The samples meet ASTM:C90.99a specifications for Type 1 concrete masonry unitS. Report Prepared By: g~ J. Kehoe7' SupervIsor - Concrete Laboratory ~ir\:l~tt Q David G. Wirth ~ Manager - Construction Services 'Nt AFFIRMATIVE ACTION EMPLOYER' 550 Cleveland Avenue North- St. Paul, MN SS114- 651-fJ59-1JOQ1- Fu 651-659-1379 Dulu1li. Mankato. Marshall- Roche8ter. Wausau . Rapid City. Pierre 2 ,28/01 16:16 FAX 6517770 ANCHOR BLOCK ~ 003 .... ~ AMERICAN 1 ENGINEERING TESTING, INC. CONSULTANTS . GEOTECHNICAL . MATERIALS . ENVIRONMENT A,L REPORT OF CONCRETE BLOCK TESTING PROJECT: PRODUCTION CHECK ANNUAL TESTING REPORTED TO: ANCHOR B~OCK COMPANY 8201 BROOKLYN BLVD, BROOKLYN PARK, MN 55445 ATIN: SCOTT THEIS CC: AET JOB NO~ 20-01000 DATE: January 24, 2001 Product Type: 12- x 8" x 16- Units Producer: Anchor Block Co.. No. St. Paul, MN Date: Manufactured: N/A Tested: 1/23/0 I ASTM Spec C90-00 Sample: E-Ol13 A B C Avg 1 Unit 3 Unit Avg DimensioRs Length, in: 15.55 15.60 15.62 Width. in: 11.49 11.60 11.62 ~# Height, in: 7.60 7.60 7.60 Face Shell, in: 1.25 1.24 1.25 1.25 1.25 min.'" Web,in: 1.24 1.20 1.20 1.21 1.125 min. Equivalent Web, in: 2.86 2.77 2.77 2.80 2.5 min. * For solid grouted masonry construction, minimum face shell thickness shall not be less than 5/8 in. This faceshell thickness is applicable where allowable design load is reduced in proportion to the reduction in thickness from basic faccshcll thicknesses, except that allowable design loads on solid grouted units shall not be reduced. Physical Prooertles Weight as Received, Ibs: 48.0 48.3 48.4 Moisture Content, %: 7.7 7.7 7.7 7.7 Absorption, %: 5.4 5.4 5.4 5.4 Absorption, Ibs I cu ft: 7.3 7.2 7.2 7.2 Density, 1bs I cu ft: 133.8 134.0 133.7 133.8 Solid, %: 4S.s 45.1 45.2 45,3 SD:!!R&tb Total Load, Ibs; 267,190 285,150 284.370 Gross Area, sq in: 180 180 180 Gross Strength, psi: 1,480 1,580 1.580 Net Area, sq in: 82 82 82 Net Strength, psi: 3,260 3,480 3,470 3,400 Remarks: The samples meet ASTM:C90-99a specifications for Type 1 concrete masonry units. 13 max. 125 min. 1,700 1,900 Report Prepared By~ ~OiJYi f) David G. Wirth Manager. Construction Services ~.J~~ Supervisor - Concrete Laboratory "AN AfFIFlMA11VE ACTION EMPLOYER" 550 C/evel.nd Avenue North- St. Paul, fiN 55114- 651-6f9.9001- Fax 651-659-1379 Duluth. Mankato. Marshall' Rochester' Waus.. · Rapid City. Pierre 3 .. t "',.~ . ;vtc'O /0 June 27,2001 / tW'1lL.'. (. III. !'10c5 -'-fIL /1!-/';/-1 / T, 1~ 1-' ~;'I 1/1- 'l.Jo , \J VV\ Charles Radloff 9979 Valley View Rd. #256 Eden Prairie, MN 55344 RE: Stonegate Apartments Toronto Ave. Following are the results of the preliminary plan review for the Stonegate Apartments. Our review was based on the Minnesota State Building Code (MSBC) which adopted with amendments the 1997 Uniform Building Code (UBC) with handicap regulations of the Minnesota Accessibility Code Chapter 1341. Also requirements of the 1998 Minnesota State Fire Code (MSFC), which adopted with amendments the 1997 Uniform Fire Code (UFC), . j /,r-'o/Jc..'1 ON6- I/AAJ kfltJ ~1/"C(;lN~.~. <CII~#: ~ If provided, disperse HDCP van parking stalls to the interior and exterior parking areas. MSBC 1341.403 Item E and 1341.0428, Subpart 2. An access route is required on the interior of the building with a vertical clearance height of 98 inches. MSBC 1341.0428, Subpart 5. -w{'Submit a soils report. ~ Sht. S6: Submit the Structural Engineers Special Inspections / Acknowledgment sheet for UBC 1701.5. Include sound and impact ratings field testing. See enclosed. \ .~ fJ'ft. ~~. ~ ~ M'" SS'SS" - CHyc;.~ ~. " ~4: Provide testing documentaft6n indIcating that exterior walls and interior non bearing"",-vt-l,4:H- truction meet o~-hour fire resis!jve construction. Clear span floor/ceiling, ~~~~... ~'supporting be~ luMlls and concre~lock, in S-3 occupancy to meet two-hour rN. (#>J~ 5'~ fire resistive con ction UBC 703. c.ft...., ~ 5. Provide documentation listing that construction (floors and walls) meets Sound Transmission Control and Impact ratings by laboratory testing. UBC Appendix Chapter 12. 6. Provide structural engineered drawings of the floor and roof truss systems including all OJ,$;~t~~;~g:~:::n~ ~~ ll~ 8/5~ .J - ~ fuJe: \N MecH'- 16200 Eagle Creek Ave. S.L, Prior Lake, Minnesota 55372-1714 / Ph. (952) 447-4230 / Fax (952) 447-4245 AN EQUAL OPPORTUNIlY EMPLOYER --' ..\ D 'P~ ~~\)'CAoI~ \.. :c.AV~#,Q ON 1~61~~ ~~. \ ~~O\ b ~.elto~ ~ ?~P16d-~t;p p~ 1J -*\V Structural Engineer to asses~ soil bearing requirements for adjacent buildings or! the f f:II!. East side of property in clo,ttiJoximi!,y of proposed retaining walls. Provide I t1. ~ engineering on retaining walls. ~ ~ s' / 8. Provide ogtruc~Engineered drawings of foundation panels, columns, beams, and r ast floQI.JUpclude calculations of upper floor corridor walls and posts being upported by precast floor panels, . Provide a recycling space. MSBC 1300.4700. J.o. Provide detail of exterior guardrails. J1. Provide fire lanes for fire apparatus response. Signage to read :" No Parking Fire Lane by order of Fire Department", Place 75 feet apart at front parking and by fire hydrants. @Pro~;"'t less than ODe standpipe for Dse during construction. Fire sprinkler/riser permit required before building permit issued. UBC 904.6.2 ~ Detail4/S8: Does not appear to match K wall type. t,"'.... ~ {t:)"..p Ux> to- Lllt..e B/~6 ~ Sht. S2,S3,S4,and S5 : Provide numbers on detail sections,~' Du ~ 15. Provide fire-resistive construction behind and below all tub enclosures. ~ 16. Provide address numbers on building. UBC 502. fA ..Ii2>Class B or A roofing is required. UBC Table 15-A.. 0. Provide testing documentation indicating l-hr fire rating on trash chute access door and attic access. ~. Sht. A3: Provide detail of swinging gate. ~o, Door 001 60 min firerated. /21. Double doors 001,003,100,200 and 300 to have a coordinator and astragaL UBC 302.2 #2. ~4' (/0 Ii\- 22. DetaiI8/A6: Detail shower seat dimensions. MSBC 1341.0458. This is a preliminary review only. Other code items will be addressed when the final plans are submitted. All items must be addressed before a building permit is issued. Call ifthere are any questions, at 952-447-9851. 7..S. ~ ~vMh". " I '-l S TA<-<- LA..>^, I /L(l.. Or! FI (16- L 1""-) U"",Gs \' ~ ON 2 Cc. Affordable Housing Solutions Robert Skarsten \D\\~"Q/;:c~?7. C.\: ~~ b ~~ ~C\J ~l~ Nir~ \A\~O\~Vt_ e ~~ ~~ftoJftff ~~. CITY OF PRIOR LAKE 16200 EAGLE CREEK AVENUE S.E. PRIOR LAKE, MN 55372 SPECIAL STRUCTURAL TESTING AND INSPECTION SCHEDULE Project Name Location SPECIAL STRUCTURAL TESTING AND INSPECTION Specification Description Type ofInspector (3) Report Frequency Assigned Section Article Finn (4) Notes: This schedule to be filled out and included in the project specification. Information unavailable at that time, to be filled out when applying for a building permit. (1) Use descriptions per UBC Section 1701, as adopted by Minnesota State Building Code, (2) Special Inspector - Technical, Special Inspector - Strucural. (3) Finn contracted to perform services. ACKNOWLEDGMENTS Each appropriate representative shall sign below: l. Owner: Finn: ~ Date: Contractor: Finn: Date: Architect: Finn: Date: SER: Finn: Date: SI-S: Finn: Date: TA: Finn: Date: SI- T: Finn: Date: TA: Finn: Date: SI- T: Finn: Date: F: Finn: Date: F: Finn: Date: *The individual names of all prospective special inspectors and the work they intend to observe shall be identified. (Use reverse side of form if necessary.) Legend: SER = Structural Engineer of Record SI- T = Special Inspector - Technical SI-S = Special Inspector - Structural TA = Testing Agency F = Fabricator Accepted for the Building Department by Date SSTI.DOC DESIGN CALCULATIONS FOR STONEGA TE APARTMENTS PRIOR LAKE, MINNESOTA (PROJECT #01-69) SUBMITTED BY." MICHAEL R. JOHNSON JUNE 9TH, 2001 I HEREBY CERTIFY THAT TIllS PLAN, SPECIFICATION, OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED PROFESSIONAL ENGINEER UNDER THE LAWS OF ym W.TE OF SOTA M, DATE: -l~~ ~ I "t."OO \ MICHAEL R. JO S N LICENSCE NO: 25493 " .,..:;. ..t~~'I-~::': . :,~:~ ~,~~~.,;':::' ~,: .; ,~).:'~;;,~;:;.~.:~ ~'~:E:~~~';",,:' ':'~';".~~ ";"". ., Telephone 952.294.4755 · Fax 952,294.4595 · 8110 Eden Road · Eden Prairie · Minnesota 55344 · mrjengineering@sprynet.com",:"; "._._ ....._. 0" ,_~....' '._ _._.._'..._..,..+ ._ u ._.._,~_"_ ..._ ,.". _.' ___" _._. _ __ ~ .......___ _.,._...____....m_' .__._.. . ._..~_._.,___.J:._.~ \D~I ...-- A~~HCaJPANY KEYSTONE RETAINING WALL DESh Based on Rankine (modified) Methodology 3.1.1 Project: Stonegate Apartments Proj. No.: 01-69 Design Parameters Date: 6/10/2001 By: MRJ ~ ~ o o o ~ 120 120 120 Soil Parameters J... Reinforced Fill: 26 Retained Fill: 26 Foundation Fill: 26 Reinforce Fill Type: Silts & sands Unit Fill: Crushed Stone, 1 inch minus j;};'...'. ..I~.. .....1 Factors of Safety Sliding: Pullout: Connection Overturning: Uncertainties: Peak: 2.00 Bearing: 2.00 1.50 1.50 Serviceability: N/A Base Friction used in Tension of base grid 1.50 1.50 Reinforcing Parameters: Mirafi XT Geogrids Tult RFcr RFd RFid L TDS ..EL Tal Miragrid 07XT 4351 1.67 1.10 1.10 215J--- 1.50 1436 ~ Cds 0.70 . _ 0.70 Analysis: Wall #1 @ 150' Unit Type: Standard 21.5 in Leveling Pad: Crushed Stone Wall Ht: 6.33 ft BackSlope Geometry: 3.00 deg. slope, 5.00 ft long Surcharge: LL -- 200 psfuniform surcharge DL - 1000 psfuniform surcharge Offset= 5.00 ft; Load Width= 30.00 ft Slidint: Overturnint: 2.11 11.15 Case: Case 20 Wall Batter: 0.00 deg. (Hinge Ht N/A) embedment: 0.50 ft Bearin!!: 7.25 Shear 5.61 Bendin!!: 6.37 Results: Factors of Safety: Calculated Bearing Pressure: 1448 psf Eccentricity at base: -0.73 ft Allow. Peak Serviceablity Reinforcing: (ft & lbs/ft) Calculated Tension Connection Connection Laver Hei!!:ht Leneth Tension Reine. TVlle Tal Tel Tsc 3 4.67 13.0 272 Miragrid 07XT 1436 ok 690 ok N/A 2 2.67 13.0 917 Miragrid 07XT 1436 ok 864 N~ N/A I 0,67 13.0 811 Miragrid 07XT 1436 ok 1038 ok N/A Reinforcing Quantities (no waste included): (% of Rein. Strength Used = 52 %) Miragrid 07XT: 4.33 sy/ft o\c. Pullout FS >10 ok 9.25 ok > 10 ok Pref: Embed.! Base F.! - 1 - C:\WINDOWS\Desktop\Acad Wall Files\Minnesota\2001 Projects\OI- 50 to 01-99\01-69-Stonegate\01-69.kwp page ~ of -, ....-- A e==rsaCOMPANY KEYSTONE RETAINING WALL DESI<.. Based on Rankine (modified) Methodology 3.1.1 Project: Stonegate Apartments Proj. No.: 01-69 Design Parameters ..um o o o Soil Parameters -L Reinforced Fill: 26 Retained Fill: 26 Foundation Fill: 26 Reinforce Fill Type: Silts & sands Unit Fill: Crushed Stone, 1 inch Iilinus Factors of Safety Sliding: Pullout: Connection 1.50 1.50 Overturning: Uncertainties: Peak: Reinforcing Parameters: Mirafi XT Geogrids Miragrid 05XT Miragrid 07XT Tult 359r- 4351 RFd 1.10 1.10 RFid 1.13 1.10 RFcr 1.67 1.67 Date: 6/1 01200 I By: MRJ Y...--W 120 120 120 "-.....'"'-----1 ".'e''''''..'....,... ,"'''~"'',),:..'~,,_. :'.."..".".'. ".'.'~.' . ....u ~',' ., ._. ~ .... ,. .,.'. il/ I~ 2.00 Bearing: 2.00 1.50 1.50 Serviceability: NIA Base Friction used in Tension of base grid LTDS 1730 2153 JL 1.50 1.50 ~ 0.70 0.70 Cds 0.70 0.70 Tal 1153 1436 Analysis: Wall #2 @ 130' Unit Type: Standard 21.5 in Leveling Pad: Crushed Stone Wall Ht: 5.00 ft BackSlope Geometry: 3.00 deg. slope, 5.00 ft long Surcharge: LL - 0 psfuniform surcharge DL - 800 psfuniform surcharge Offset= 5.00 ft; Load Width= 30.00 ft Slid in!!: Overturnin~ 1.78 8.43 Allow. Peak Tension Connection Tal Tel 1153 ok 463 ok 1436 ok 864 ok ( % of Rein. Strength Used = 42 % ) Results: Factors of Safety: Calculated Bearing Pressure: 905 psf Eccentricity at base: -0.31 ft Reinforcing: (ft & lbs/ft) Calculated Laver Hei!!:ht Lemrth Tension Rein!. TVDe 2 3.33 9,0 216 Miragrid 05XT 1 1.33 9.0 578 Miragrid 07XT Reinforcing Quantities (no waste included): Miragrid 07XT: 1.00 sy/ft Miragrid 05XT: 1.00 sy/ft Case: Case 20 Wall Batter: 0.00 deg. (Hinge Ht N/A) embedment: 0.50 ft Bearin!!: 8.27 Shear 8.89 Bendin!!: 8.69 Serviceablity Connection Tsc N/A N/A Pullout FS > lOok 7.25 ok Pref: Embed.! Base F.! - 1 - C:\WINDOWS\Desktop\Acad Wall Files\Minnesota\2001 Projects\OI- 50 to o 1-99\0 1-69-Stonegate\0 1-69.kwp page ~ of 2 .dIIBI- ~ . A CX":Nl'RHCCNPANY KEYSTONE RETAINING WALL DESh.. .. Based on Rankine (modified) Methodology 3,1.1 Project: Stonegate Apartments Proj. No.: 01-69 Design Parameters . Date: 6/10/2001 By: MRJ Soil Parameters -L Reinforced Fill: 26 Retained Fill: 26 Foundation Fill: 26 Reinforce Fill Type: Silts.& sands Unit Fill: Crushed Stone, 1 inch minus ~ o o o :L..Zf 120 120 120 ~::r't~~!J:.H*;~f:'2~;f;f / 2 1 Factors of Safety Sliding: Pullout: Connection LSO LSO Overturning: Uncertainties: Peale 2.00 Bearing: 2.00 LSO 1.50 Serviceability: N/A Base Friction used in Tension of base grid Reinforcing Parameters: Mirafi XT Geogrids Tult RFcr RFd RFid LIDS J:L Tal Miragrid 05XT 3591 1.67 1.10 1.13 1730 1.50 1153 ~ Cds 0.75 - 0.75 Analysis: Wall #3 @ 80' Unit Type: Standard 2 LS in Leveling Pad: Crushed Stone Wall Ht: 5.00 ft BackSlope Geometry: 3.00 deg. slope, 5.00 ft long Surcharge: LL -- 0 psfunifonn surcharge DL - 300 psfunifonn surcharge Otfset= 5.00 ft; Load Width= 30.00 ft Slidinl! Overturnin~ 1.48<< 4.34 Case: Case 13 Wall Batter: 0,00 deg. (Hinge Ht N/A) embedment: 0.50 ft Results: Factors of Safety: Calculated Bearing Pressure: 789 psf Eccentricity at base: 0.63 ft Reinforcing: (ft & lbs/ft) Calculated Laver Hei~ht Lenlrth Tension Reinf. Tvpe 2 3.33 6,0 170 Miragrid 05XT 1 1.33 6.0 370 Miragrid 05XT Reinforcing Quantities (no waste included): Miragrid 05XT: 1.33 sy/ft Bearinl! 5.42 Shear 13.88 Bendinl! 8.69 Allow. Peak Tension Connection Tal TeI 1153 ok 463 ok 1153 ok 642 ok (% of Rein, Strength Used = 32 % ) Serviceablity Connection Tsc N/A N/A Pullout ~ 2.05 ok 3,07 ok Pref: Embed.! Base F.! - 1 - C:\WINDOWS\Desktop\Acad Wall Files\Minnesota\200l Projects\OI- 50 to o 1-99\0 l-69-Stonegate\01-69.kwp page ~ of 2 ~ KEYSTONE RETAINING WALL DESK I · ._ ... Based on NCMA-Coulomb (modified) Methodology A=~HCa..4PANY 3.1,1 Project: Stonegate Apartments Proj. No.: 01-69 Design Parameters Date: 6/10/2001 Bv: MRJ Soil Parameters Retained Fill: Foundation Fill: -L 26 26 .f...OO o o L...Qf! 120 120 Unit Fill: Crushed Stone, I inch minus . Factors of Safety Sliding: 1.50 Overturning: 1.50 Bearing: Analysis: Wall #4 @ 60' Unit Type: Standard 21.5 in Leveling Pad: Crushed Stone Wall Ht: 3.67 ft BackSlope Geometry: 7.00 deg. slope, 25.00 ft long Surcharge: LL - 0 psfuniform surcharge DL -- 0 psfuniform surcharge Offset= 25.00 ft; Load Width= 1.00 ft Slidin~ Overturninl! 2.24 1.95 Case: Case 20 Wall Batter: 0.00 deg. (Hinge Ht N/A) embedment: 1.00 ft Results: Factors of Safety: Calculated Bearing Pressure: 639 psf Eccentricity at base: 0.46 ft Bearinl! 4.96 Shear N/A<< - Bendin~ N/A<< Pref: Embed.! Base F.! - 1 - C:\WINDOWS\Desktop\Acad Wall Files\Minnesota\2001 Projects\OI- 50 to 01-99\01-69-Stonegate\01-69.kwp page 2 of 2- ...-- ~ . I - KEYSTONE RETAINING WALL DESIl I · ~ '" Based on NCMA-Coulomb (modified) Methodology ~. C{;N'ISH CCMPANY 3,1.1 Project: Stonegate Apartments Proj. No.: 01-69 Design Parameters << Date: 6/10/2001 Bv: MR1 Soil Parameters Retained Fill: Foundation Fill: ...L 26 26 ~ o o ~ 120 120 Unit Fill: Crushed Stone, 1 inch minus Factors of Safety Sliding: 1.50 Overturning: 1.50 Bearing: Analysis: Wall #5 @ 40' Unit Type: Standard 21.5 in Leveling Pad: Crushed Stone Wall Ht: 3.67 ft BackSlope G.eometry: 5.00 deg. slope, 25,OOft long Surcharge: LL - 0 psfuniform surcharge DL -- 0 psfuniform surcharge Offset= 25.00 ft; Load Width= 1.00 ft Slidio~ Overturnio2: 2.31 2.01 Case: Case 4 Wall Batter: 0.00 deg. (Hinge Ht N/A) embedment: 1.00 ft Results: Factors of Safety: Calculated Bearing Pressure: 628 psf Eccentricity at base: 0.44 ft Beario2: 5.08 Shear N/A<< Bendinl! N/A<< Pref: Embed.! Base F.! - 1 - C:\ WINDOWS\Desktop\Acad Wall Files\Minnesota\200 1 Projects\O 1- 50 to 01-99\0 1-69-Stonegate\0 1-69.kwp page ~ of l 1""-- A CC~HCOMPANY Project: Stonegate Apartments Proj, No.: 01-69 Design Parameters KEYSTONE RETAINING WALL DESIt Based on Rankine (modified) Methodology 3.1.1 ~ Date: 6/1 0/200 1 By: MRJ ~ o o o ~ 120 120 120 Soil Parameters J... Reinforced Fill: 26 Retained Fill: 26 Foundation Fill: 26 Reinforce Fill Type: Silts & sands Unit Fill: Crushed Stone, 1 inch minus 3 Factors of Safety Sliding: Pullout: Connection 1.50 1.50 Overturning: Uncertainties: Peak: 2,00 Bearing: 2.00 1.50 1.50 Serviceability: N/A Base Friction used in Tension of base grid Reinforcing Parameters: Mirafi XT Geogrids Tult RFcr RFd Miragrid 05XT 3591 1.67 1.10 LTDS 1730 1L 1.50 Tal 1153 .JL 0.75 Cds 0.75 RFid 1.13 Case: Case 11 Wall Batter: 0.00 deg. (Hinge Ht N/A) Analysis: Wall #6 @ 50' Unit Type: . Standard 21.5 in Leveling Pad: Crushed Stone Wall Ht: 7,67 ft BackSlope Geometry: 3.00 deg. slope, 5.00 ft long Surcharge: LL - 0 psfuniform surcharge DL - 350 psfuniform surcharge Offset= 5.00 ft; Load Width= 30.00 ft Slidinl! Overturoinl! 1.61 4.46 embedment: 0.50 ft Bendinl! 4.40 Results: Factors of Safety: Calculated Bearing Pressure: 1240 psf Eccentricity at base: 0,66 ft Reinforcing: (ft & lbs/ft) . Calculated Laver Heil!ht Leol!th Tension Reinf. Tvpe 3 5.33 8.0 381 Miragrid 05XT 2 2.67 8.0 768 Miragrid 05XT 1 0.67 8.0 575 Miragrid 05XT Reinforcing Quantities (no waste included): Miragrid 05XT: 2.67 sy/ft Beariol! 4.63 Shear 6,82 Allow. Peak Tension Connection Tal Tel 1153 ok 523 ok 1153 ok 728 NG 1153 ok 795 ok (% of Rein. Strength Used = 54 %) ServiceabJity Connection Tsc N/A N/A N/A Pullout FS 3.70 ok 3.70 ok 7,67 ok Pref: Embed.! Base F.! - 1 - C:\WINDOWS\Desktop\Acad Wall Files\Minnesota\200l Projects\Ol- 50 to 01-99\01-69-Stonegate\01-69.kwp page ~ of l Facsimile Tl ~nsmittal Sheet - CR - = "'Cl ~ ~ ~ III Qj To: Robert Hutchins City of Prior Lake From: Charles Radloff CHARLES J. RADLOFF · ARCHITECT 9979 Valley View Rd #256 Eden Prairie MN 55344 11-0 ~ ....c: U ARCHITECT Monday, August 20, 2001 11 :05 AM Voice:952-941-1667 Fax: 952-941-5240 Pages including this cover sheet MEMO Page 1 of 5 Robert, Here are the documents I was to send last week, sorry I just ran out of time before I left town. Questions or coments call 952 941 1667 Charlie R. cPcu--4) 5~,t, CC Bob Skarsten .20.2001 9:42AM (SK-~ TIME MANAGEMENT CORP '"I Charles J. Radloff ~ AROHITEOTS . PLANNERlI == W.oEM~',.f~H\lr'tllt,r D dN z: u VOICE (812\ 84' -,ee7 II PAX (81R}8~1.e240 0( or STONEGATEAPTS. PRIOR LAKE, MN. NO. 699 P.1/4 - REVISE 1 HIC SPACE oe.o 9101 .... M1N'lEBOI' A .20.2001 9:43AM TIME MANAGEMENT CORP NO. 699 ~ .. ." . .,,' : '.' .... .". ".' -If ,.... . , ---------~--------~J -----------..--.--~---............-----..........-..-...- EjtEET '"ICharles J. Radloff SK ~ AROHITEOT8 . p~ANNm8 _: m\~""'AL.t,,~'d~,rD.rJ lC II VOICE (012).41.1U7 If F"X (812)841.6240 C w2difi ~ JI:fiU~ir 1005 STONEGATE A PTS. PRIOR LAKE, . MN. '" N\IIiB ar " P.2/4 OU)8101 .... 00.01 ..... NO clllIId CJR -- 15 EJ1;~ 17 lAJ6~,'4J 19 2) 4 -) < ) -,~TT SK:3 "'I Charles J. Radloff ~ ARCHITECT.. PLANNERII :: WE~"''''LEI U'tl~.r D m J: U VOICE (812)141-1067 a: FAX (812)141.&240 I( STONEOATE APTS. PRIOR LAKE, MN. ......, ~UG.~0.~001 9:48AM TII"'- "1ANAGEMENT CORP NO. 699 P.4/4 2aQ'-S" '.4' ,'.;z" - TYPE 2 '2)0 I APT.*300 e!!1: 1/^1 "? to APT.#214f APT.1314 8i E.2lA1 ~~_.\ ~ '-I#..J ~ N 6'-0" I I I = I~B~ ! = I ~----L ............. r---- 8~6RAGf: I_____J~:::;~~____ I I a9 I 40 47 I 48 I , I I 37 I 8e 40 : 415 I -----~~~-E--- fiOOB/50~ II I _____1 ..,,(...J_____ i I. I 41 4e 49 I eo I : I 15'..0' 6'.0' c '" 8 "'I Charles J. Radloff ~ ARCHITECTS. PLANNEIl. :: ~\~~Lf!UI"'~rI'Dat :J; ~ VOl CE (112) 841-1067 I( FAX (112)1141 -'240 STONEGATE APTS. PRIOR LAKE, MN. 01111/01 Do" M1NNEilClI'II a..... &6- TO: FROM: DATE: RE: Planning Department Building Department Engineering Department Finance Department Public Works Department Police Department Jane Kansier, Planning Coordinator ~ July 12, 2001 U Stonegate Apartments Stonegate Apartments, the 43-unit apartment building located at the intersection of Tower Street and Toronto Avenue, will begin construction soon. The address and PID number for this building are as follows: Address: 16955 Toronto Avenue SE PID Number: 25-022-006-1 Please change your files to reflect this information. Thank you. 1:\OOfiles\OOcup\OO-O IO\address.doc 08/30/01 THU 12:14 FAX 14J002 HARDWARE GROUPS GROUP 1 BUILDING ENTRANCE DOORS 1 - % pair butts Latch set Closer Threshold Weather-strip GROUP #2 BUILDING SECURITY DOORS 1 - % pair butts Lockset (wired to intercom/security system) Closer Threshold Weather-strip GROUP #3 EXTERIOR DOORS 1 - % pair butts Lockset Closer Threshold Weather-strip GROUP #4 OFFICE, MECHANICAL ROOMS,' MAILROOM, STORAGE ROOMS 1 - % pair butts Lock.set Closer Threshold Kick plate GROUP #5 STAIR, LAUNDRY 1 - % pair butts Latch set Closer Threshold Kick plate GROUP #6 CORRIDOR PASSAGE 1 - ~ pair butts Latchset Closer Threshold Kick plate Magnetic hold open GROUP #7 APARTMENT ENTRANCE DOORS 1 - % pair butts Latchset Deadbolt lock Viewer (2 at accessible units) Closer Threshold Kick plate (at accessible units) GROUP #8 APARTMENT BATHROOMS, PRIMARY BEDROOM 1 - % pair butts Privacy lock GROUP #9 APARTMENT SECONDARY BEDROOMS, STORAGE ROOMS, CLOSETS 1 - % pair butts Passage lock GROUP #10 STORAGE COMPARTMENT DOORS 1 pair hinges Hasp GROUP #11 DRAFT STOP DOOR 1 pair butts (spring loaded) Latchset 11 IS" TYPE 'X' GYP. BD. 3" SOUND ATTENUATION INSULATION BOTH SIDES 2x4 WOOD STUDS @ 16" O.C. STAGGERED ON 2X8 PLATE 112. RESILIENT CHANNEL @ 24" O.C. W/1/'l'x3" GYP. BD. FILLER STRIP ALONG BASE PLATE G UNIT PARTY WALL 1 HOUR SCALE: 1 112" = 1'.0' STC RATING 56 FIRE RA TlNG: 1 HR. FIRE TEST Ul DES U305 & U340 f 43/4"+ 518. TYPE 'X' GYP. BD. EACH SIDE 2x4 WOOD STUDS @ 16" O.C. -^ 2X6 STUDS ~ @ PLUMBING o INT'R PARTITION WALL SCALE: 1 112" = 1'-0' Ii 518. TYPE 'X' GYP. BD. 3" SOUND ATTENUATION INSULATION BOTH SIDES 2X4 WOOD STUDS @ 16. O.C. STAGGERED ON 2X_ PLATE 112. RESILIENT CHANNEL @ 24" O.C. W/1/'l'x3" GYP. BD. FILLER STRIP ALONG BASE PLATE K STAIR IUNIT WALL 1 HOUR SCALE 1112" = 1'-t1" STC RATING 56 FIRE RATING: 1 HR FIRE TEST Ul DESU305 8< U340 { 11 314. ~ : r: ~ o SCALE: 1 112"= 1'.0' A t 1. AIR SPACE 18m TYPE 'X' GYP. BO. 4 WOOD STUDS @ 16" O.C. 3112" F.G. BATT INSUL. BOTH SIDES 5/8. TYPE 'X' GYP. BD. 2 LAYERS l!l ill :5 I: u 18" TYPE 'X' GYP. BD. 3112. F.G. BATT INSULATION 112. RESILIENT CHANNEL @ 24" O.C. W/112"x3" GYP. BD. FILLER STRIP ALONG BASE PLATE J SCALE: 1112"= 1'-0" TYP. UNITICORR. WALL -1 HR. STCRATING50 FIRE RAT ING: 1 I-R FIRE TEST UL DES U311 . n o ;~~E~l'~~l,~ALL f 7518" f o ~~~:~Il~~ ~:LL t 1'-01/4" o ~C~EE~I~~l,~ALL 12" CONCRETE BLOCK ROCK FACE ABOVE GRADE WATERPROOFING DOWN TO AND OVER TOP OF FrG. 8" CONCRETE BLOCK t FACE BRICK AIR SPACE 518" EXT. GYP. SHEATHING 2><6 STUD 16" O.C. BLDG. WRAP ADJ. WIRE TIES 21 FIBERGLASS BATT INSULATION 518" GYP. BD. OVER POLY VAPOR BARRIER -t 1'-1 3/4" o ;~E~l'~~l,~ALL t 93/4" t o :r~:~ll~~ ~:LL 7 11'l' t t .. o ~~~~~~ ;~IS WALL t 2" CONCRETE BLOCK 111.2" RIGID INSULATION WATERPROOANG DOWN TO AND OVER TOP OF FTG, 2 x 2 WOOD STUD @ 16" O.C. MAX. 518" TYPE 'X' GYP. BD. OVER POLY VAPOR BARRIER " CONCRETE BLOCK 111.2" RIGID INSULATION 2 X 2 WOOD STUD @ 16" O.C. MAX. 5/8" TYPE 'X' GYP. BD. OVER POLY VAPOR BARRIER 518" TYPE 'X' GYP. BD.OVER POLY V.B. EFIS OVER 3/4" RIGID INSUL., BLDG. WRAP, 518" GYP. SHEATHING STUD 16" O.C. 1 FIBER GLASS INSUL. 518" GYP. SHEATHING BxUv.U30S - Fire Resistance Ratings - ANSI/UL 263 6/18/01 4:12 P~ Iii:'\ Working for CUSTOMERS \:y a safer world REGULATORS CONSUMERS RETAILERS BXUV.U305 Fire Resistance Ratings - ANSIfUL 263 PS2e Bottom Notice of Disclaimer I Previous Page J I i / J' Fire Resistance Ratings - ANSIfUL 263 Guide Information Design No. U305 June 04, 2001 Bearing Wall Rating - 1 HR. Finish Rating - See Items 3 and 6. r-- J6Jf O.C. J ~t ~1I 16- O.C.~ . . ~ .. ... .. 0." -..". . , ... ,.... .. .-.. .. ... ... .. ,. . .. .. .' . . . .... .. " . ,. .. ,. ""'@ 0 2x4ts firestopped 1. Nailheads Exposed or covered with joint compound. 2. Joints Exposed or covered with fiber tape and joint compound, except where required for specific edge configuration. For tapered, rounded-edge wallboard, joints covered with joint compound or fiber tape and joint compOlUld. As an alternate, nom 3/32 in. thick gypsum veneer plaster may be applied to the entire surface of Classified veneer baseboard. Joints reinforced, 3. Gypsum Board* 5/8 in~thick wallboard paper or vinyl surfaced, with beveled, square, or tapered edges, applied either horizontally or verti~ly, Wallboard nailed 7 in. OC with 6d cement coated nails 1-7/8 in. long, 0.0915 in, shank diam and 1/4 in. diam heads. When used in widths of hap://~~/I~?rene-BXlN.lIlOS&ansIuUillri'"~SWL+~I07433017~lam41ll24&va-_. Page 1 of6 B}cUV.U30S - Fire Resistance Ratings - ANSllUL 263 6/18/014:12 n - other than 48 in., walllx. 1 is to be installed horizontally. For an .~te method of attachment of gypsum boards, refer to Item 6, Wall and Partition Facings and Accessories* . AMERICAN GYPSUM CO - Types AGX-I, AGX-2, AGX-3 (finish rating 23 min.), Type AGX-7, AGX-II (finish rating 26 min) or Type AG-C. BEIJING NEW BUILDING MATERIALS CO L TD - Type DBX-I (finish rating 24 min). BPB AMERICA INC BPB CELOTEX - Type 1, Type SF3 (finish rating 20 min), Type A (finish rating 21 min), Type B (finish rating 20 min), Type C (finish rating 21 min) or FRP, CANADIAN GYPSUM COMPANY - Type AR (finish rating 26 min), Type C (finish rating 26 min), Type FCV (finish rating 26 min), Type IP-AR (finish rating 26 min), Type IPC-AR (finish rating 26 min), Type IP-XI (finish rating 26 min), Type IP-X2 (finish rating 26 min), Type SCX (finish rating 26 min), Type SHX (finish rating 26 min), Type WRC (finish rating 26 min), Type WRX (finish rating 26 min), Type FRX (finish rating 20 min). CONTINENTAL GYPSUM COMPANY - Type CGl-l (finish rating 20 min), Type CG-2 (finish rating 20 min), Type CG-3 (finish rating 20 min), Type CG3-3 (finish rating 20 min), Type CG-5 (finish rating 26 min), Type CG5-5 (finish rating 26 min), Type CG6-6 (finish rating 26 min), Types CG-3W, CG-5W (finish rating 20 min), Types CG-3WS, CG-SWS (finish rating 20 min), Type CG-6 (fmish rating 23 min), Type CG6-6 (finish rating 26 min), Type CG-C, Type CGT6-6 finish rating 23 min), Type CG9-9 (finish rating 26 min), Type CGT6-6 (finish rating 23 min), Type CGTC-C (finish rating 20 min), G-P GYPSUM CORP, SUB OF GEORGIA-PACIFIC CORP - Type 5 (finish rating 26 min), Type 6 (finish rating 23 min), Type 9 (finish rating 26 min), Type C (finish rating 26 min), Type DGG (finish rating 20 min), Type GPFS 1 (finish rating 20 min), Type GPFS2 (finish rating 20 min), Type GPFS6 (finish rating 26 min), Type DS. JAMES HARDIE GYPSUM INC - Type Fire X (finish rating 26 min), Type Max"C". .. htIJxI/~cnn"".binXYWat~.JSEXf/I~.Ll105&.amIutlide-F~ANSLUL+263&:.<qid=1074330174&c/8id"'1073741~ _ Page 2 of 6 BXtJV.U30S - Pire Resistance Ratings - ANSI/UL 263 6/18/014:12 n LAFARGE GYPSUl\Il, ..JIV OF LAF ARGE CORP - Type LGFC2 (finish rating 20 min), Type LGFC3 (finish rating 20 min), Type LGFC6 (finish rating 26 min), Type LGFC-C (finish rating 20 min), Type LGFC6A (finish rating 34 min), Type LGFC2A, Type LGFC-C/ A. NATIONAL GYPSUM CO - Type FSK (finish rating 20 min), Type FSK-G (finish rating 20 min), Type FSW (finish rating 20 min), Type FSW-2 (finish rating 24 min), Type FSW-3 (finish rating 20 min), Type FSW-G (finish rating 20 min), Type FSK-C (finish rating 20 min), Type FSW-C (finish rating 20 min). NORGIPS A/S - NORFIRE X (finish rating 26 min). PABCO GYPSUM, DIV OF PACIFIC COAST BUILDING PRODUCTS INC - Types C, PG-2 (finish rating 20 min), PG-3 (fInish rating 20 min), Types PG-3W, PG-5W (finish rating 20 min), Type PG-4 (finish rating 20 min), Type PG-6 (finish rating 23 min), Types PG-3WS, PG-SWS (fInish rating 20 min), Types___ PG-5, PG-9 (finish rating 26 min) or Type PG-c. REPUBLIC GYPSUM CO - Type RG-l (finish rating 20 min), Type RG-2 (finish rating 20 min), Type RG-3 (finish rating 20 min), Type RG-4 (finish rating 26 min), Type RG-6 (finish rating 20 min) or Type RG-C. SIAM GYPSUM INDUSTRY CO L TD - Type EX-l (finish rating 26 min) STANDARD GYPSUM L L C - Type SGC(finish rating 20 min), Type SGC-3(finish rating 20 min) Type SG-C or SGC-G(finish rating 20 min). TEMPLE-INLAND FOREST PRODUCTS CORP - Types T (finish rating 20 min), VPB- Type T (finish rating 20 min), WR- Type T (finish rating 20 min), Type T SmG (finish rating 20 min), FRX-6, VPBX-6, FRWRX-6, TG-C or FRX-6 Exterior Gypsum Soffit Board. . hap1~~SEXT/I~BXlN.~F~ANSJiUL+263&dljii=107433011~1lY7374187A&vcr_. Page 3 of6 BXUV.U30S . Fire Resistance Ratings - ANSI/UL 263 6/18/01 4:12 P~ -- UNITED STATES G' 3UM CO - Type AR (finish rating 2 .lin), Type SCX (finish rating 26 min), Type C (finish rating 26 min), Type WRX (finish rating 26 min), Type WRC (finish rating 26 min), Type IP-Xl (finish rating 26 min), Type FCV (finish rating 26 min), Type IP-X2 (finish rating 26 min), Type SHX (finish rating 26 min), Type FRX (finish rating 20 min), Type FRX-G (finish rating 29 min), Type IP-AR (finish rating 26 min), Type IPC-AR (finish rating 26 min). WESTROC INC - Type Fi-Rok. YESO P ANAMERICANO S A DE C V - Type AR (finish rating 26 min), Type C (finish rating 26 min), Type WRX (finish rating 26 min), Type WRC (finish rating 26 min), Type IP-Xl (finish rating 26 min), Type FCV (finish rating 26 min), Type IP-X2 (finish rating 26 min), Type SHX (finish rating 26 min), sex (finish rating 26 min), Type IP-AR (finish rating 26 min), Type IPC-AR (finish rating 26 min). 3A. Gypsum Board* (As an alternate to Item 3) - Nom 3/4 in. thick, installed as described in Item 3, CANADIAN GYPSUM COMPANY - Types AR, IP-AR. UNITED STATES GYPSUM CO- Types AR, IP-AR. YESO PANAMERICANO S A DE C V - Types AR, IP-AR. 3B. Gypsum Board* (As an alternate to Items 3 and 3A) - 5/8 in. thick, 4 ft wide, square edge, applied vertically. Wallboard nailed 8 in. OC with 1-3/4 in. long galvanized roofing nails. Joint covering (Item 2) not required. CANADIAN GYPSUM COMPANY - Type WSX (finished rating 22 min). UNITED STATES GYPSUM CO - Type WSX (finished rating 22 min). YESO PANAMERICANO S A DE C V - rype WSX (finished rating 22 min). hap:I/~XW~/I~?nome=BXUV.lIlOS&:ca1m1li1le=F~ANSItUL+~107433017~lam41824&\'Cf _ Page 4 of6 BxrN.U305 - tire Resistance Ratings. ANSIlUL 263 6/18/01 4: 12 pt- 3C. Gypsum Board* (As an alternate to Items 3, 3A and 3B) - 5/8 in. thick, 2 ft wide, tongue and groove edge, applied horizontally to one side of the assembly. Secured as described in Item 3, Joint covering (Item 2) not required. CANADIAN GYPSUM COMPANY - Type SHX. UNITED STATES GYPSUM CO - Type SHX, YESO PANAMERICANO S A DE C V - Type SHX. 4. Steel Corner Fasteners - (Optional) For use at wall comers. Cpannel shaped, 2 in. long by 1 in. high on the back side with two 1/8 in. wide cleats protruding into the 5/8 in. wide channel, fabricated from 24 gauge galv steel. Fasteners applied only to the end or cut edge (not along tapered edges) of the wallboard, no greater than 2 in, from comer of wallboard, max spacing 16 in, OC, Nailed to adjacent stud through tab using one No. 6d cement coated nail per fastener, Comers of wall board shall be nailed to top and bottom plate using No, 6d cement coated nails. 5, Batts and Blankets. (Optional, Not Shown) glass fiber or mineral wool insulation. CERTAINTEED CORP GUARDIAN FffiERGLASS INC JOHNS MANVILLE INTERNATIONAL INC KNAUF FIBER GLASS GMBH OWENS CORNING HT INC, DIV OF OWENS CORNING - Coming Fiberglas Corp, ROCK WOOL MANUFACTURING CO - Delta Board. ROXUL INC THERMAFIBER L L C - Type SAFB. lqxI/ddIb8:.uL~Im~SEXf/lfRMIFMX)\\'I'I!i':.bl11l'hwoo=BXlN.l..OO:5&anlm1lide-F~SL1Jl..+26.'3&c.qid=1074330174&d8id'"lrrm41824&.... .. Page 5 of6 BXUV.U30S - Fire Resistance Rating" - ANSIlUL 263 6/18/01 4:12 P~ 5A. Fiber, Sprayed* As an alternate to Batts and Blankets (Item 5) - Spray applied cellulose insulation material. The fiber is applied with water to completely fill the enclosed cavity in accordance with the application instructions supplied with the product. Nominal dry density of3.0 IblW, U S GREENFIBER L L C - Cocoon stabilized cellulose insulation. 6. Wall and Partition Facings and Accessories*- (Optional, Not Shown - For use as an alternate to 6d nails described in Item 3) Wallboard fastened with 2 in. long 16 gauge staples spaced max 3 in. OC along vertical joints and 6 in. OC in the field, When staples are used, wallboard joints covered with paper tape and joint compound. Staples covered with joint compound. Finish rating is 18 min. PASLODE ILLINOIS TOOL WORKS CO *Bearing the UL Classification Mark Pa~e Top Notice of Disclaimer I Previous Page J UL Listed and Classified Products UL Recognized Components Products Certified for Canada 'I.his page and all contefitsMe Copyright 10 2001 by Underwriters Laboratories Inc.@ The appearance of a company's name or product in this database does not in itself assure that products so identified have been manufactured under UL's Follow-Up Service. Only those products bearing the UL Mark should be considered to be Listed and covered under UL's Follow-Up Service. Always look for the Mark on the product. . ~/cimbBl.ukal*i!i..aIVXYV~SEXT/I~BXlN.lOOS&w1shaUidcFF~ANSLUL+~I074330174&.d8id='ICJm41ll'1A&u" _. Page 6 of6 BXUV.U31l .'Fire Resistance Ratings - ANSllUL263 6/18/014:03 n Iii:'\ Working for CUSTOMERS \:y a safer world ,REGULATORS - CONSUMERS RETAILERS BXUV.U311 Fire Resistance Ratings - ANSI/UL 263 Pa2e Bottom Notice of Disclaimer I PrevIous Page I Fire Resistance Ratings - ANSIlUL 263 Guide Information Design No. U311 May 03, 2001 Bearing Wall Rating - 1 HR. Finish Rating - 23 Min. ":'7 -"7 ..... - '"\. - 7y ---, -- -l. -~ - --......~ --. ~ ..~ ~.... ---.. -~ ... ~ .... ...<.. ~. ~~ o ~...,,=-~ ..... __161' or 24 tIO.C. + t .... :',\,11' ....., ..... . ., "". . . 2 Horizonta I Section .. If: ....... ~ fl. '" ,..., . Vwtlcal Section .. ~.-.- --- -~, -.. ~.... -....- ~ ""-'........ ..--..," ...._."..--~-... --.- .. ... ...... --.." L ...... ,,--- - -... .. ~ --.. '- _____ "" -- -.. ."J' ~ f/IIIIII- -::: --. - .. _ '- W"\t. - ..... ____ ifili .............. 'IItr. ......... ---.,;' ~ ~.... ... ..... ... ~/~IbI~/I~mt1'h1ome-BXlN.U311&.a:rWnuidorF~ANSIIUL+263&.cbjii=1074~1073741824&a'- PaRe 1 of4 BXUV.U311- fire ResistBnce Ratings -ANSIIUL 263 6/18/01 4:03 P~ 1. Wood Studs Nom 2 4 in., spaced 16 or 24. Oc. Effective.. _ross braced. 2, Furring Channel Resilient, 25 MSG galv steel. FlUTing channels spaced vertically 24 in. OC, flange portion screw attached to one side of studs with 1-1/4 in. long diamond shaped point, double lead Phillips head steel screws. 3. Gypsum Board* 5/8 in. thick 4 ft wide. Screw attached one side to finring channels with 1 in. long, self-drilling, self-tapping steel screws spaced 12 in. OC, vertical joints located midway between studs and back blocked with furring channels, attached with 1 in. long, self-drilling, self- tapping screws, spaced 12 in. OC, along each edge. Wallboard attached other side to studs with 1-1/4 in,long diamond shaped point, double lead Phillips head steel screws spaced 12 in. OC, vertical joints located over studs. AMERICAN GYPSUM CO - Type AG-C. BPB AMERICA INC BPB CELOTEX - Type FRP, CANADIAN GYPSUM COMPANY - Types C, IP-X2, IPC-AR, CONTINENTAL GYPSUM COMPANY - Types CG5-5, CG-C, CGTC-C. G-P GYPSUM CORP, SUB OF GEORGIA-PACIFIC CORP - Type 5. JAMES HARDIE GYPSUM INC - Type Max"C", LAFARGE GYPSUM, DIV OF LAFARGE CORP - Types LGFC-C, LGFC-C/A. NATIONAL GYPSUM CO - Types FSW-C, FSW-G, ~~~lSEXf/l~BXlN.U31I&=rouidc-F~SItUL+~id-l~I07374182A&l:r_. Page 2 of 4 BXUV.U311 . 'Fi,e Resistance Ratings. ANSllUL 263 61 I 8/0 I 4:03 Pr" PABCO GYPSUM, DIY OF PACIFIC COAST BUILDING PRODUCTS INC - Type Cor PG-C. REPUBLIC GYPSUM CO - Type RG-C. STANDARD GYPSUM L L C - Type SG-c. TEMPLE-INLAND FOREST PRODUCTS CORP - Type TG-C, UNITED STATES GYPSUM CO - Types C, IP-Xl, IPC-AR. YESO PANAMERlCANO S A DE C V - Types C, IP-Xl, IPC-AR. 4. Batts and Blankets* 3 in. thick mineral wool batts, placed to fill interior of wall, attached to the 4-in, face of the studs with staples placed 24 in, Oc. ROCK WOOL MANUFACTURING CO - Delta Board. JOHNS MANVILLE INTERNATIONAL INC ROXUL INC THERMAFIBER L L C - Type SAFB. 4A. Glass Fiber Insulation (As an alternate to Item 4) - 3 in, thick glass fiber batts bearing the UL Classification Marking as to Surface Burning and/or Fire Resistance, placed to fill the interior of the wall, attached to the 4 in. face of the studs with staples placed 24 in. OC. See Batts and Blankets (BKNV or BZJZ) Catagories for naples of Classified companies. haJxl/~~SEXI'/l~.U311&=m1lidc-F~ANSItUL+263&dljiFl~lrm741824&ver_. Page 3 of 4 BXUV.U311 ,'Fire Resistance Ratings - ANSIlUL 263 6/18/014:03 Pr, 4B. Fiber, Sprayed* ~ m alternate to Batts and Blankets (Itel r) - Spray applied cellulose insulation material. The fiber is applied with water to completely fill the enclosed cavity in accordance with the application instructions supplied with the product. Nominal dry density of 3.0 lb/ft' , U S GREENFIBER L L C - Cocoon stabilized cellulose insulation. 5. Joints and Screw heads Wallboard joints covered with paper tape and joint compOlmd. Screw heads covered with joint compound. As an alternate, nom 3/32 in. thick gypsum veneer plaster may be applied to the entire surface of Classified veneer baseboard. Joints reinforced. *Bearing the UL Classification Mark Pa~e Top Notice of Disclaimer I Previous Page J UL Listed and Classified Products UL Recognized Components Products Certified for Canada This page and all contents are Copyright ~ 2001 by Underwriters Laboratories Inc.@ The appearance of a company's name or product in this database does not in itself assure that products so identified have been manufactured under UL's Follow-Up Service. Only those products bearing the UL Mark should be considered to be Listed and covered under UL's Follow-Up Service. Always look for the Mark on the product. .. hIlp:I/~~SEXf/I~'ltmJeooBX\.JV.U3II&o:ns1uui11e=F"~+~u-I074~1073741824&vcr_. Pagc40f4 BXUV.U340 .'Fi... Resistance Ratings - ANSllUL 263 6/18/014: 10 PI Iii."\ Working for CUSTOMERS \:y a safer world .REGiJ~TORS: CONSUMERS RETAILERS BXUV.U340 Fire Resistance Ratings - ANSIlUL 263 Paee Bottom Notice of Disclaimer I Previous Page J Fire Resistance Ratings - ANSI/UL 263 Guide Information Design No. U340 May 03, 2001 Bearing Wall Rating - 1 Hr. Finish Rating - See Item 2 -:-~ . . I .. . .' . I .. .. HORIZONTAL SECTION 1, Wood Studs Nom 2 by 4 in. alternating on opposite sides of nom 2 by 6 in. wood plates, Spaced 24 in, OC max on each side of wood plates, staggered 12 in. OC on opposite side. 2, Gypsum Board* 5/8 in. thick wallboard, paper or vinyl faced with beveled, square, tapered or rounded edges. Wallboard nailed to each stud 7 in. OC with 6d cement coated nails, 1-7/8 in. long, 0,0915 in, shank diam and 1/4 in, diam head. As.an alternate, NO.6 bugle head drywall screws, 1- 7/8 in, long, may be substituted for the 6d cement coated nails. When used in widths other than 48 in., wallboard to be installed horizontally, ~/dd!bIle.~~/I~.t.rl4O&a:nm1ti""F~+ANSItUL+~1074330364&.dgi<107374187A&va-_. Page 1 of3 BXUV.U340 . Fire Resistance Ratings - ANSI/UL 263 6/18/014:10 Pr. AMERICAN GYPSUl\tt CO - Type AG-C. BPB AMERICA INC BPB CELOTEX - Type FRP (Finish rating 20 min). CANADIAN GYPSUM COl\1P ANY - Types C (Finish rating 26 min). CONTINENTAL GYPSUM COl\1PANY - Type CG5-5 (fInish rating 26 min), Types CG-C, CGTC-C. G-P GYPSUM CORP, SUB OF GEORGIA-P ACIFlC CORP - Type 5 (Finish rating 26 min). JAMES HARDIE GYPSUM INC - Type Max"C". LAFARGE GYPSUM, DIV OF LAFARGE CORP - TypesLGFC-C, LGFC-C/A. NATIONAL GYPSUM CO - Types FSW-C, FSW-G. PABCO GYPSUM, DIV OF PACIFIC COAST BUILDING PRODUCTS INC - Type C or PG-C, REPUBLIC GYPSUM CO - Type RG-C. . hI4xI/di1Rbt6e.~~/1~'/I"'"e"'BX1N.L!34O&:am/uUide-F~SItUI..+~il-l074330364&.clgid=1073741824&\ocr _ Page 2 of3 BXUV.U340 ~ Fire Resistance Ratings - ANSI/UL 263 6/18/01 4: 10 PI. STANDARD GYPSUM L L C - Type SG-C. TEMPLE-INLAND FOREST PRODUCTS CORP - Type TG-C. UNITED STATES GYPSUM CO- Types C, IP-Xl (Finish rating 26 min). 3, Joints and nailheads Wallboard joints covered with tape and joint compound. Nail heads covered with joint compound, As an alternate, nom 3/32 in. thick gypsum veneer plaster may be applied to entire surface of Classified veneer baseboard, Joints reinforced. 4, Batts and Blankets* (Optional) - 3-1/2 in. max. thickness glass or mineral fiber batt insulation stapled to studs. See Batts and Blankets (BZJZ) category for list of Classified companies. 4A. Fiber, Sprayed* As an alternate to Batts and Blankets (Item 4) - Spray applied cellulose insulation material, The fiber is applied with water to completely fill the enclosed cavity in accordance with the application instructions supplied with the product. Nom1l1al dry density of3.0 Ib/fP , U S GREENFIBER L L C - Cocoon stabilized cellulose insulation. *Bearing the l:}L Classification Mark Paee Top Notice of Disclaimer I Previous Page J UL Listed and Classified Products UL Recognized Components Products Certified for Canada This page and all contents are Copyright CO 2001 by Underwriters Laboratories Inc.@ The appearance of a company's name or product in this database does not in itself assure that products so identified have been manufactured under UL's Follow-Up Service. Only those products bearing the UL Mark should be considered to be Listed and covered under UL's Follow-Up Service. Always look for the Mark on the product. . ~/cilllbmul.~~/lffiAM&.n:.,,~I1I11I~BXIN.~f~ANSWL+~iFl074330364&cfi!id=Irrm4111:Z4&\'er_. Page 3 of3 BXUV.U342 - Fire Resistance Ratings. ANSI/UL 263 6/18/01 4:06 Pt, Iii:\ Working for CUSTOMERS ~ a safer world REGULATORS CONSUMERS RETAILERS BXUV.U342 Fire Resistance Ratings - ANSI/UL 263 Paee Bottom Notice of Disclaimer I Previous Page J Fire Resistance Ratings - ANSI/UL 263 Guide Information Design No. U342 May 30, 2001 Bearing W alll!~ting - 2 Hr. Finish Rating - Min 59 min. 4. . " .. : I ~ ," '--",'--,..-- --,~~.----.--.,........., .... . '.. ." ....-.;~.......J1.-- ~.-.. '.' . I . I ~ l \' ~ \ -;. r..-....-..,---.---.--..... j: .~~.. I _ . . .. ..... . . . . ,. . .. j..-. , ..;~....~....... --'-' P":r: . .. . ~/amm...uL~~SEXT/I~BXlNU342&11:minuide'-F~ANSItUL+~ii=10'7433036ll&.cl1073741!Cl&\U" - Page I of 5 BXUV.U342 - Fire Resistance Ratings. ANSIlUL 263 6/18/014:06 PJo. HORIZONTAL SECTION .... .... -.... .... . . .. . 00 4 cD ALTERNATE CONSTRUCTION I-IOHIZONTAL SECTION 1. Wood Studs Nom 2 by 4 in. Cross braced at mid-height and effectively frrestopped at top and bottom of wall. Spaced a max oL16 or 24 in. OC depending on type of wallboard , See Item 2 below. 2. Gypsum Board* 5/8 in. thick, 4 ft wide. Applied either horizontally or vertically. Inner layers nailed to studs and bearing plates 6 in. O,c. with 6d cement coated nails, 1-7/8 in. long, 0.0915 in. shank diarn and 1/4 in, diarn head. Outer layer of double layered side nailed to studs and bearing plates 8 in. O.C, with 8d cement coated nails, 2-3/8 in. long, 0.113 in. shank diarn and 9/32 in, diarn head. Vertical joints located over studs. As an alternate, No.6 bugle-head drywall screws, 1- 7/8 or 2-3/8 in. long for the inner and outer layers, respectively, may be substituted for the cement coated nails_All joints in outer layer of double layer sides staggered with joints in inner layer. N01E: Only board types marked with + may be used in assemblies with 24 in. OC spacing of studs. AMERICAN GYPSUM CO- Type AG-C or AGX-l1. BEIJING NEW BUILDING MATERIALS CO LTD - Type DBX-l. BPB AMERICA INC BPB CELOTEX - Type 1 or FRP+. ~!ddalmc.uI.~~SEXf/l~'hancrBXUV.~~+ANS1UL+~107433a36ll&:.d81073741824&wr_ Page 2 of 5 BXUV.U342 - fire Resistance Ratings - ANSllUL 263 6/18/014:06 PI- CANADIAN GYPSUM COMPANY - Type C+, IP-XI, IP-X2+, IPC-AR+, sex, SHX, WRC+, FRX or WRX. CONTINENTAL GYPSUM COMPANY - Types CG-2, CG-3+, CG-3W, CG-3WS, CG- 5W, CG-5WS, CG-6, CG-C, CG5-5+, CG6-6, CG9-9, CGTC-C. G-P GYPSUM CORP, SUB OF GEORGIA-PACIFIC CORP - Types 5+, 9, DGG, DS, C, GPFS6. JAMES HARDIE GYPSUM INC - Types Fire X, Max"C". LAFARGE GYPSUM, DIV OF LAF ARGE CORP - Types LGFC-C, LGFC2, LGFC2A , LGFC6, LGFC6A, LGFC-C/ A. NATIONAL GYPSUM CO- Type FSK, FSK-I, FSW-C+ or FSW-G+. - PABCO GYPSUM, DIV OF PACIFIC COAST BUILDING PRODUCTS INC - Type C, PG-2, PG-3+, PG-3W, PG- 3WS, PG-4, PG-5W, PG-5WS, PG-6 or PG-C. REPUBLIC GYPSUM CO - Type RG-C. SIAM GYPSUM INDUSTRY CO L TD - Type EX-I. .. STANDARD GYPSUM L L C - Type SG-C, SGC or SCG-G+. hl4:>:I/dllubtmuLn1'~~SEXT/I~'hJomeo=BXlN.u3-12&o.n,lnui~~r+ANSIIUL+2ll3&clJjid-IO'7433036ll&:dilam41824&Ycr _ Page 3 of 5 B}\!UV,U342 -'Fire Resistance Ratings - ANSllUL 263 6/ 18/0 I 4:06 PlI TEMPLE-INLAND FOREST PRODUCTS CORP - Type TG-C. UNITED STATES GYPSUM CO- Type C+, FRX, FRX-G, IP-XI, IP-X2+, IPC-AR+, SCX, SHX, WRC+ or WRX, YESO PANAMERICANO S A DE C V - Types C+, IP-XI, IP-X2+, IPC-AR+, SCX, SHX, WRC+, WRX. 2A, Gypsum Board* 3/4 in. thick, 4 ftwide. Applied vertically to studs (spaced max 16 in. OC) and bearing plates 6 in. OC with 8d cement coated nails, 2-3/8 in. long, 0.113 in. shank diam and 9/32 in, diam heads or 2-3/8 in, long No.6 bugle head dIywall screws. When this single layer system is used Finished Rating is reduced to 26 min CANADIAN GYPSUM COMPANY - Type UL1RACODE, UL1RACODE SHC or UL 1RACODE WRC. UNITED STATES GYPSUM CO - UL 1RACODE, UL 1RACODE SHC or UL 1RACODE WRC. YESO PANAMERICANO S A DE C V - UL1RACODE, UL1RACODE SHC or UL 1RACODE WRC. 3. Joints and Nailheads Wallboard joints of outer layer covered with tape andjoint compound. Nail heads of outer layer covered with joint compound. As an alternate, nom 3/32 in. thick gypswn veneer plaster may be applied to the entire surface of Classified veneer baseboard, 4. Batts and Blankets* (Optional) - 3-1/2 in, max thickness glass or mineral fiber batt insulation See Batts and Blankets (BZJZ) category oflist of Classified companies. 4A. Fiber, Sprayed* As an alternate to Batts and Blankets (Item 4) - Spray applied cellulose insulation material, The fiber is applied with water to completely fill the enclosed cavity in accordance with the application instructions supplied with the product. Nominal dJy density of3,O IblfP . ~ ~/dJlsOOJe.~~/I~?ranc-BXlN,~~ANSWL+~ii-I~lam41824&\a"_ Page 4 of 5 BXUV.U342 . firo Resistance Ratings. ANSI/UL 263 6/18/01 4:06 P~ U S GREENFIBER I. C - Cocoon stabilized cellulose insu' m. *Bearing the UL Classification Mark Pa2e Top Notice of Disclaimer I Previous Page j UL Listed and Classified Products UL Recognized Components Products Certified for Canada This page and all contents are Copyright <0 2001 by Underwriters Laboratories Inc.@ The appearance of a company's name or product in this database does not in itself assure that products so identified have been manufactured under UL's Follow-Up Service. Only those products bearing the UL Mark should be considered to be Listed and covered under UL's Follow-Up Service. Always look for the Mark on the product. .. IIp:I/a.m.e.~~/1~?non-axuv.\.Dol2&ca1sIn1lIlo-F"_R''dllOo.Ralin8l''''+ANSliUL+263&:dljid=107433036ll&cfgid-1073741tC.I&'''.. _ Pago 5 of 5 B}ruV.P522 - 'Fire Resistance Ratings. ANSI/UL 263 6/18/01 5:06 PI IiL\ Working for CUSTOMERS \:;:y a safer world RE TORS CONSUMERS RETAILERS BXUV.P522 Fire Resistance Ratings - ANSIlUL 263 Pa2e Bottom Notice ofDiselaimer I Previous Page' Fire Resistance Ratings - ANSIlUL 263 Guide Information Design No. P522 December 08, 2000 Unrestrained Assembly Rating - 1 Hr Finish Rating - 25 Min (See Items 3 or 3A ) .,....-----...-- . .. hap:/~ltmrJabUSEXf/I~PS22&a:ruiotlidc4"~ANSWL+~1074329319&cfgj<F1073741824&\'tS-. Page 1 of 5 BXUV.P522 - Fi,e Resistance Ratings - ANSltUL 263 6/18/01 5:06 n ... -.. '. ,......~ -0' .... ..... . ... .,:_ .. 00 .. . .. ". '. I.:,.,::, '_<:~';' ;': ::':'~',~~~ /.:. :'.; :':':, ;""; .': ':_ ::..' .:. "';' "'~.~' :~..:'~'.~' :':.: :.::- ~3"4-3"-i ,....., 11 t \..~ , \ ~~ ,_/ ~7-<' (6)' \!J ... Alternate Insulation I.Jlaeelnentn-- . iii-'ll M--.;.;.c;Lf,;,l ~.t~ 1. Roofing System* Any UL Class A, B or C Roofing System (TGFU) or Prepared Roof Covering (TFWZ) acceptable for use over nom 15/32 in, thick plywood sheathing. Nom 15/32 in. thick plywood sheathing secured to trusses with construction adhesive and No. 6d ringed shank nails. Nails spaced 12 in. OC along each truss. Staples having equal or greater withdrawal and lateral resistance strength may be substituted for the 6d nails. 2. Trusses Pitched or parallel chord wood trusses, spaced a max of24 in. OC, fabricated from nom 2 by 4lwnber, with lwnber oriented vertically or horizontally. Truss members secured together with 0.040 in, thick galv steel plates. Plates have 5/16 in. long teeth projecting perpendicular to the plane of the plate. The teeth are in pairs facing each other (made by the same punch), fonning a split tooth type plate, Each tooth has a chisel point on its outside edge. These points are diagonally opposite each other for each pair. The top half of each tooth has a twist for stiflhess. The pairs are repeated on approximately 7/8 in. centers with foUr rows of teeth per inch of plate width, Where the hap'l/ddlme.u.I~ItmPab1lSEXf/I~.hmI'lnan.,.BXIN.P5~~Rali18!lMANSI.UL.+~id=1074329319&d8id=1073741ll24&\as_. Page 2 of 5 B}ruV,P522 - fire Resistance Ratings - ANSI/UL 263 6/18/01 5:06 P~ truss intersects with the :rior face of the exterior walls, the mir. :ss depth shall be 5-1/4 in. with a min roofslope of3/12 and a min. area in the plane of the truss of21 sq/fl:. Where the truss intersects with the interior face of the exterior walls, the min truss depth may be reduced to 3 in. if the batts and blankets ( Item 3) are used as shown in the above illustration (Alternate Insulation Placement) and are firmly packed against the intersection of the bottom chords and the plywood sheathing. 3. Batts and Blankets* (Optional) - Glass fiber insulation, secured to the plywood decking with staples spaced 12 in. OC or to the trusses with 0.090 in, diam galv steel wires spaced 12 in, OC. Any glass fiber insulation bearing the UL Classification Marking as to Surface Burning Characteristics and/or Fire Resistance, having a min density of 0.5 pef As an option, the insulation may be fitted in the concealed space, draped over the resilient channeVgypsum wallboard ceiling membrane when resilient channels and gypsum wallboard attachment is modified as specified in Items 6 and 7. The finished rating has only been determined when the insulation is secured to the decking. 3A. Loose Fill Material* As an alternate to Item 3 - Any thickness ofloose fill material bearing the UL Classification Marking for Surface Burning Characteristics, having a min density of 0.5 pef, fitted in the concealed space, draped over the resilient channeVgypsum wallboard ceiling membrane when resilient channels and gypsum wallboard attachment is modified as specified in Items 6 and 7. The finished rating when loose fill material is used has not been determined, 4. Air Duct* Any UL Class 0 or Class 1 flexible air duct installed in accordance with the instructions provided by the damper manufacturer, 5. Ceiling Damper* Max nom area, 324 sq in. Max square size, 18 in. by 18 in, rectangular sizes not to exceed 324 sq in, with a max width of 18 in. Max damper height is 14 in. Installed in accordance with manufacturers installation instructions provided with the damper. Max damper openings not to exceed 162 sq in. per 100 sq fl: of ceiling area. C&S AIR PRODUCTS - Model RD-521 POTTORFF CO INC - Model CFD-521 6, Resilient Channels Formed of25 MSG galv steel, installed perpendicular to the trusses (Item 2), spaced a max of 16 in. OC when no insulation (Item 3 or 3A) is fitted in the concealed spaced, or a max of 12 in. OC when insulation (Item 3 or 3A) is fitted in the concealed space, draped over the resilient channeVgypsum wallboard ceiling membrane, Two courses of resilient channel positioned 6 in. OC at wallboard butt-joints (3 in. from each end of wallboard). Channels oriented opposite at wallboard butt-joints. Channel splices overlapped 4 in. beneath wood trusses, Channels secured to each truss with 1-1/4 in. long Type S screws. 7, Gypsum Board* One layer of no~ 5/8 in. thick by 48 in. wide boards, installed with long dimension parallel to trusses. Attached to the resilient channels using 1 in. long Type g bugle-head screws. Screws spaced a max of 12 in. OC along butted end-joints and in the field when no hap-j!dlilboe.ul~'YV'\'IIlJiaa>1lSEXT/l~'Inarne-BXUV~d.rFlletR",i,*l1a.tRalillgst..+ANS/IUI.. +263&chjXFI0743293198afgjd-l073741ll24&vcn., Page 3 of5 BXUV.P522 . fire Resistance Ratings - ANSI/UL 263 6/18/01 5:06 P~ insulation (Item 3 or 3A ; fitted in the concealed spaced, or a I: of 8 in. OC along butted end- joints and in the field when insulation (Item 3 or 3A ) is fitted in the concealed space, draped over the resilient channel/gypswn wallboard ceiling membrane. CANADIAN GYPSUM COMPANY - Types C, IP-X2, IPC-AR. UNITED STATES GYPSUM CO - Types C, IP-X2, IPC-AR. YESO PANAMERlCANO S A DE C V-Types C, IP-X2, IPC-AR. 8. Finishing System (Not Shown) - Vinyl, dry or premixed joint compm.md, applied in two coats to joints and screw-heads; paper tape, 2 in. wide, embedded in first layer of compound over all joints. As an alternate, nom 3/32 in. thick veneer plaster may be applied to the entire surface of gypsum wallboard, Alternate Ceiling Membrane - Not Shown - Not for use when insulation (Item 6 or 6A) is used. 9. Steel Framing Members a, Main runners Installed perpendicular to Structural Steel Members - Nom 12 ft long, 15/16 in. or 1-1/2 in. wide face, spaced 4 ft Oc. Main runners hung a min of2 in. from bottom chord of Structural Steel Members with 12 SWG galv steel wire. Wires located a max of 48 in. OC. b. Cross tees or channels Nom 4 ft long, 15/16 in. or 1-1/2 in. wide face or cross channels, nom 4 ft long, 1-1/2 wide face, installed perpendicular to the main runners, spaced 16 in. OC. Additional cross tees or channels used at 8 in, from each side ofbutied wallboard end joints, The cross tees or channels may be riveted or screw-attached to the wall angle or channel to facilitate the ceiling installation c. Wall angles or channels Used to support steel framing member ends and for screw-attachment of the gypsum wallboard - Painted or galv steel angles with 1 in. legs or channels with 1 in. legs and 1-9/16 in. deep, attached to walls at perimeter of ceiling with fasteners 16 in. OC. CGC INTERIORS, DIY OF CGC INe - Type DGL or RX. USG INTERIORS INC - Type.oGL or RX, htlp:I~.a:mI~XYVianpabUSEXf/I~.,..BXlN~~+~1074:m319&.cfgid-l073741lCl&vcn_ Page 4 of 5 B.xiUV.P522 -"Fire Resistance Ratings - ANSllUL 263 6/18/01 5:06 P~ 10. Gypsum Board* For use with Steel Framing Members (Item 9) - One layer of nom 5/8 in. thick by 48 in, wide boards, installed with long dimension parallel to the main runners. Wallboard fastened to each cross tee or channel with five wallboard screws, with one screw located at the midspan of the cross tee or channel, one screw located 12 in from and on each side of the cross tee or channel mid span and one screw located 1-1/2 in. from each wallboard side joint. Except at wallboard end joints, wallboard screws shall be located on alternating sides of cross tee flange. At wallboard end joints, wallboard screws shall be located 1/2 in. from the joint. Wallboard fastened to main nmners with wallboard screws 1/2 in. from side joints, midway between intersections with cross tees or channels (16 in, OC). End joints of adjacent wallboard sheets shall be staggered not less than 32 in. Wallboard sheets screw attached to leg of wall angle with wallboard screws spaced 12 in, Oc. Joints treated as described in Item 7. CANADIAN GYPSUM COMPANY - Type C or IP-X2, UNITED STATES GYPSUM CO - Type Cor IP-X2. YESO PANAMERICANO S A DE C V - Type Cor IP-X2. *Bearing the UL Classification Mark Paee Top Notice oCDisclaimer I Previous Page J UL Listed and Classified Products UL Recognized Components Products Certified Cor Canada This page and all contents are Copyright ro 2001 by Underwriters Laboratories Inc.@ The appearance of a company's name or product in this database does not in itself assure that products so identified have been manufactured under UL's Follow-Up Service. Only those products bearing the UL Mark should be considered to be Listed and covered under UL's Follow-Up Service. Always look for the Mark on the product. ~ ltap:I/daIOOoso.u1.amI"l!i-bi~IIcm~/I~.I'5Z!&a:nfu1lidcF-f~ANSWL+2638c.cqjd<1074329319&cfgid-ol073741ll:Z4&vas_. Page 5 of 5 tlX'UV.L.537 - h,e Resistance Ratings - ANSI/UL 263 6/18/01 4:59 p~ 1, 2, 3. Flooring Systelus The finish flooring (Item 1), vapor baIl Jer (Item 2), and subflooring (Item 3), may consist of anyone of the following systems: System No. 1 Finish Flooring - 1 by 3 in. T & G and end matched laid perpendicular to joists, or 19/32 in. thick wood structural panels, min grade "Underlayment" or "Single Floor". Face grain of plywood or strength axis of panels to be peIpendicular to joists with joints staggered. Vapor Barrier- Commercial rosin-sized, 0,010 in. thick. SubDooring - 1 by 6 in. T & G fastened diagonally to joists, or 15/32 in. thick wood structural panels, min grade "C-D" or "Sheathing". Face grain of plywood or strength axis ofpanels to be perpendicular to joists with joints staggered, System No.2 Finish Flooring - Floor Topping Mixture* - 6 gal max of water to 100 lbs. of floor topping mixture, Compressive strength to be 1500 psi min. ThicImess to be 3/4 in. min, UNITED STATES GYPSUM CO - Levelrock 2500, Levelrock RH Vapor Barrier- (Optional) - Commercial asphalt saturated felt, 0.030 in. thick. SubDooring - 19/32 in. thick wood structural panels, min grade "C- D" or "Sheathing". Face grain of plywood or strength axis of panels to be perpendicular to joists with joints staggered, System No.3 Finish Flooring - Floor Topping Mixture* - 6 gal max of water to 100 lbs. of floor topping mixture. Compressive strength to be 1500 psi min. thicImess to be 1 in. min. UNITED STATES GYPSUM CO - Levelrock 2500, Levelrock RH Vapor Barrier - (Optional) - Commercial asphalt saturated felt, 0.030 in. thick. SubDooring-15/32 in. thick wood structural panels, min grade "C-D" or "Sheathing". Face grain of plywood or strength axis of panels to be perpendicular to joists with joints staggered. System No.4 Finish Flooring - Floor Topping Mixture* - 8 gal max water to 80 lbs. min of floor topping mixture to 180 lbs. max of sand. Compressive strength to be 1500 psi min,. ThicImess to be 3/4 in. ~1dmmo:.ul~1I:rnPobUSEXT/IFRAMFJ~ldllll'marntrBXlNl..S37&ro.i...aido-F~SlUL+26.3&.cqid-I07432813S&dgid-I0737418:!4&\..,._. Page 2 of8 BXUV.LS37 . Fire Resistance Ratings. ANSI/UL 263 6/18/01 4:S9 Pr UNITED STATES G. 3UM CO - Levelrock 2500, Levelr : RH Vapor Barrier- (Optional) - Commercial asphalt saturated felt, 0.030 in. thick Subflooring-15/32 in, thick wood structural panels, min grade "C-D" or "Sheathing". Face grain of plywood or strength axis of panels to be perpendicular to joists with joints staggered. System No.5 Finish Flooring - Floor Topping Mixture* - 6.8 gal, of water to 80 lb. offloor topping mixture to 1.9 cu ft. of sand. Thickness to be 3/4 in. min HACKER INDUSTRIES INC - Firm-Fill, Firm-Fill High Strength and Gyp-Span Radiant. Subflooring - 5/8 in. thick plywood with exterior glue, min grade to be "standard," confonning to PS 1-66 specifications. Face grain of plywood to be perpendicular to joists with joints staggered. System No.6 Finish Flooring - Floor Topping Mixture* - 10-13 gal. of water to 170 lbs. of floor topping mixture to 5951bs. of sand. Compressive strength 900 psi minimum. Thickness to be 3/4 in. minimum when used with 5/8 in. thick plywood subflooring and 1 in. minimum when used with 1/2 in. thick plywood subflooring. ORTECRETE CORP - Type II. Subflooring-l/2 or 5/8 in. thick plywood with exterior glue, minimum grade to be "standard," confonning to PS 1-66 specifications. Face grain of plywood to be perpendicular to joists with joints staggered, System No.7 Finish Flooring - Floor Topping Mixture* - Foam concentrate mixed 40: 1 by volume with water and expanded at 100 psi through nozzle. Mix at rate of 1.4 cu feet of prefonned foam to 94 lbs Type I Portland cement and 300 lbs of sand with 5-1/2 gal of water. Cast density of floor topping mixture 100 plus or minus 5 pef Min compressive strength 1000 psi. Thickness 1-1/2 in. ELASTIZELL CORP OF AMERICA- Type FF. Vapor Barrier - (Optional)- Commercial asphalt saturated felt, 0.030 in thick. ~~/anrlabUSEXf/lfRAMEI~'h1ancrBXlNl.S37~~+163&d:JjiF107432813~1073741824&\l'IS_. Page 3 of8 BXUV.L537 - Fire Resistance Ratings - ANSllUL 263 6/18/01 4:59 p~ SubDooring - 15/32 i ~1ick wood structural panels, min grad -:-0" or "Sheathing". Face grain of plywood or strength axis of panels to be perpendicular to joists with joints staggered. System No.8 Floor Topping Mixture* - Foam Concentrate mixed 40: 1 by volume with water and expanded at 100 psi through a foam nozzle. Mix at rate ofl.4 cu ft ofprefonned foam to 94lbs Type I Portland Cement., 62.5 Ib of Pea Gravel and 312.5 100 of sand, with approximately 5.5 gal of water. Cast density of Floor Topping Mixture 100 (+ or -) 5 pef Min compressive strength 1000 psi. Thickness 1 in. LITE-CRETE INC - Type I. Vapor Barrier - (OptionaI}- Commercial asphalt saturated felt, 0,030 in thick Subtlooring - 15/32 in. thick wood structural panels, min grade "C-O" or "Sheathing", Face grain of plywood or strength axis of panels to be perpendicular to joists with joints staggered. System No.9 Finish Flooring - Floor Topping Mixture* - Foam concentrate mixed 40: I by volume with water and expanded at 100 psi through a nozzle, Mix 94 Ibs cement., 300 Ibs sand, approximately 5.4 gal water, 1.2 cu ft prefonned foam, 5 oz Type N fiber and 4 oz Component Z. Cast density of floor topping mixture shall be 105 (+ or -) 5 pef with a min compressive strength of 1200 psi. Min thickness shall be 3/4 in. ELASTIZELL CORP OF AMERICA - Type Zc. Subtlooring - 15/32 in. thick wood structural panels, min grade "C-O" or "Sheathing". Face grain of plywood or strength axis of panels to be perpendicular to joists with joints staggered. System No. 10 Finish Flooring - Floor Topping Mixture* - 3 to 7 gal of water mixed with 80 Ibs offloor topping mixture and 1.0 to 2.1 cu ft of sand. Compressive strength to be 1000 psi min. Thickness of3/4 in. min when used with 19/32 in. thick plywood sub-flooring or 1 in. min when used with 15/ 32 in. thick plywood sub-flooring. MAXXON CORP - Type O-C, GC, GC2000, L-R or T-F. Floor Mat Materials* - (Optional}- Floor mat material nom 1/4 in, thick adhered to sub-floor with Maxxon Floor Primer. Primer to be applied to the surface of the mat prior to lath placement. Jl4X!/~~~/1~BXlN.LS37~~Sl.tJL+~107432813~1Cf73741824&\aS.. Page 4 of 8 tlXUV,L'37 - fire Resistance Ratings, ANSI/UL 263 6/18/01 4:S9 PI MAXXON CORP - pe Acousti-Mat. Metal Lath - For use with floor mat material, 3/8 in. expanded galvanized steel diamond mesh, 3.4lbslsqlyd placed over the floor mat. Floor topping thickness a nom 1 in. over the floor mat. Alternate Floor Mat Materials*-(Optional) -Floor mat material nom 1/4 in. thick loose laid over the subfloor. Maxxon Floor Primer to be applied to the surface of the mat prior to the floor topping placement. Floor topping thickness a min 1 in. over the floor mat. MAXXON CORP - Type Acousti-Mat II, Vapor Retarder - (Optional) - Commercial asphalt saturated felt 0.030 in. thick. Subtlooring-1S/32 or 19/32 in. thick wood structural panels, min grade "C-D" or "Sheathing". Face grain of plywood or strength axis of panels to be perpendicular to joists withjoints staggered. System No. 11 Finish Flooring - Floor Topping Mixture* 4 to 7 gal of water mixed with 80 lbs of floor topping mixture and 1.4 to 1.9 cu/ft of sand. Compressive strength to be 1200 psi min. Min thickness to be 3/4 in. RAPID FLOOR SYSTEMS - Type RF, RFP or RFD. Floor Mat Materials* - (Optional}- Floor mat material nom 1/4 in. thick adhered to sub-floor with Maxxon Floor Primer. Primer to be applied to the surface of the mat prior to lath placement. MAXXON CORP - Type Acousti-Mat. Metal Lath - For use with floor mat material, 3/8 in. expanded galvanized steel diamond mesh, 3,4 lbslsqlyd placed over the floor mat material, Floor topping thickness a nom 1 in. over the floor mat. Alternate Floor Mat Materials*-(Optional) -Floor mat material nom 1/4 in. thick loose laid over the subfloor. Maxxon Floor Primer to be applied to the surface of the mat prior to the floor topping placement. Floor topping thickness a min I in. over the floor mat. MAXXON CORP - Type Acousti-Mat II, p'jldmbtJc.ul~Ill:mPabUSEXT/I~~BXlNl5.37&ccruluuidc=F'~+ANSLUL+2ti3&cqit=101432813S&:c/8id-'lam41824&\a'S_. Page S of8 !:l)\.U V.L'Jl . rlre KeslStancc Katings . ANSIIUL 263 6/18/01 4:59 PI Vapor retarder - (0 :)Oal) - Commercial asphalt saturate ~lt 0.030 in. thick. Sub800ring - 19/32 in. thick wood structural panels, min grade "e- D" or "Sheathing". Face grain of plywood or strength axis of panels to be perpendicular to joists with joints staggered, System No. 12 Finish Flooring - Floor Topping Mixture* - 8 gal max ofwater to 100 Ibs min of floor topping mixture to 275lbs max of sand. Compressive strength to be 2100 psi minimum, Thickness to be 1/2 in minimum when used with 19/32 in thick wood structural panels; or 3/4 in, when used with 15/32 in. thick wood structural panels. UNITED STATES GYPSUM CO - Levelrock 3500 Vapor Barrier - (Optional) - Commercial asphalt saturated felt 0,030 in. thick. Sub-Oooring-15/32 or 19/32 in. thick wood structural panels min grade "C-D" or "Sheathing". Face grain of plywood to be perpendicular to joists with joints staggered. System No. 13 Finish Flooring - Floor Topping Mixture* - 8 gal max of water to 100 lbs min of floor ~~_ topping mixture to 275lbs max of sand. Compressive strength to be 3000 psi minimum, Thickness to be 1/2 in minimum when used with 19/32 in, thick wood structural panels; or 3/4 in. when used with 15/32 in. thick wood structural panels. UNITED STATES GYPSUM CO - Levelrock 4500 Vapor-Barrier- (Optional) - Commercial asphalt saturated felt 0,030 in.lhick. Sub-Oooring-15/32 or 19/32 in. thick wood structural panels min grade "C-D" or "Sheathing". Face grain of plywood to be perpendicular to joists with joints staggered, System No. 14 Finish Flooring - Floor Topping Mixture* - 3.5 gal max of water to 100 lbs min of floor topping mixture to 100 lbs max of washed silica sand. Compressive strength to be 3000 psi minimum. Thickness to be 3/4 in. minimum when used with 19/32 in. thick wood structural panels; or 1 in. when used with 15/32 in. thick wood structural panels. UNITED STATES GYPSUM CO - Levelrock SLC Vapor Barrier - (Optional) - Commercial asphalt saturated felt 0.030 in, thick. dlp:I/dmbIse.uJ.a:mIqJi-bi>oXYIk:mPabUSEXT/IFRAMFJ~XUVL537~SItUL+26.3&d!ii.Fl074328135&di!i<Flam418Q.1&\Q1l.. Page 6 of 8 U^o.J ......JJ/ . rorc l\CSlstIIDCC IUllOg" - AN:iI/UL 263 6/18101 4:59 n Sub-flooring-15132 _ 19/32 in. thick wood structura1 panels. ..n grade "C-D" or "Sheathing". Face grain of plywood to be perpendicular to joists with joints staggered, System No. 15 Finish Flooring-Floor Topping Mixture* - Foam concentrate mixed 40: 1 by volmne with water and expanded at 100 psi through nozzle. Mix a rate of 1.2 cu ft of prefonned foam to 94 lbs Type I Portland cement and 300 lbs of sand with 5-1/2 gal of water. Cast density of floor topping mixture 100 plus or minus 5 pef Min compressive strength of 1000 psi. Thickness 1-1/2 in, CELLULAR CONCRETE L L C Vapor barrier - (Optional) - Commercial asphalt saturated felt, 0.030 in. thick. Subtlooring-15132 or 19/32 in, thick wood structura1 panels, min grade "C-D" or "Sheathing". Face grain of plywood to be perpendicular to joists with joints staggered. 4. Cross Bridging 1 by 3 in. 5, Wood Joists 2 by 10 in., spaced 16 in. OC firestopped. 6. Gypsum Board* 1/2 or 518 in. thick, 4 ft wide, installed with long dimension perpendicular to joists and secured with 5d and 6d cement coated cooler nails spaced 6 in. OC, for the 1/2 in. and 5/8 in, thick material, respectively. Nails spaced 3/4 and 1/2 in, from-side and end joints, respectively. BPB AMERICA INC BPB CELOTEX - Type FRP. - 7, Joint System For Wallboard or Lath. Papettape embedded in cementitious compound over joints and exposed nail heads covered with compound, with edges of compound feathered out. 8. Alternate Joint System (Not Shown) - For Lath only. A 3/16-in, thickness of gypswn plaster applied to entire exposed surface over either paper tape on joints embedded in cementitious compound or 2-1/2 in. wide glass fiber tape stapled 8 in. OC, on joints. Note: Local authorities having jurisdiction should be consulted for firestopping between joists and back of wallboard at area limits. *Bearing the UL Classification Mark . ~/~ItmPabUSEXf/IFRAMEi~-axuvLS37~~~SlUl.+~107432813~lam418Z4&\\'.B.. Pagc 70f8 'Mol) V .L'-' I - tile KCSlstancc Katmgs. ANSIIUL 263 6/18/014:59 PI filee Top Notice of Disclaimer I PrevIous Page J UL Listed and Classified Products UL Recognized Components Products Certified for Canada This page and all contents are Copyright 0 2001 by Underwriters Laboratories Inc.@ The appearance of a company's name or product in this database does not in itself assure that products so identified have been manufactured under UL's Follow-Up Service. Only those products bearing the UL Mark should be considered to be Listed and covered under UL's Follow-Up Service. Always look for the Mark on the product. .. ~~d~IIo:mpa.euSEXT/IFRAME/~L537&a:nro1lidc-F~+2l53&.c:qli-I074328I3~I073741ll2A&"""_ Page 8 of8 Ot.j'lS/01 MON 10: 43 FAX Undereave and Roofvents I4J 001 http://www.sw~rs.comlindexlmtgt208551P29S36.httl 'Back To TOD .. .. Return to the Owens Coming - Roofing/Asphalt Division page on Sweet's Online Visit the Owens Coming - RoofinlZl Asphalt Division WEB site. II Sys-reM THINKINGTIll )11..1:... r.. ''''frn.."~. Owens Corning World Headquarters One Owens Corning Parkway Toledo. OH 43659 Tel: 1-800-(}ET-P~ Web site: http://www.owenscoming.com Roofing System Components VentSureTM undereave vents VentSure undereave vents help provide an air path into an attic. When used in combination with VentSure roof vents or VentSure ridge vents, a continuous airflow into and out of the attic is created which helps prevent roof damage and premature aging. VentSure@ roof vents VentSure roof vents help prevent roof damage and premature aging to ensure lasting beauty and superior performance. VentSure™ gable vents VentSure gable vents allow damp, dead air to escape from attic space and small enclosed areas beneath a roof. VentSure:FM foundation vents VentSure foundation vents help provide a positive airflow into and out ofthe crawlspace area beneath a home, and help to prevent the damage moisture can cause to a home's structural components. VentSure™ miniature vents VentSure miniature vents help damp, dead air escape from awkward and/or small enclosed areas. For more ~nformation on the above products, visit our website at www.owenscorning.com Undereav~ \rents Soffit Edge Undereave Vent Piece per carton: 30 .. 'I 1 oflO ., :;:, 61IK!200J 11:27 AM 1 2 of 10 01$/i8/01 MON 10:44 FAX 141 002 Undereave IIDd Roofvents http://www.SWcr:ts.COm/indC:<l~~'i~55fP29'36.ht. OC Model# ColorlFinish Opening Free Will Short Size Area Ventilate* Code (inches) (sq. in.) (sq. in.) UVOO VTS644 ML Mill! Alum 4 42 88 UVOl VTS644 BK Black! Alum 4 42 88 UV02 VTS644 BR Brown/Alum 4 42 88 UV03 VTS644 WH White/Alum 4 42 88 Soffit Edge End Cap for use with Soffit Edge Undereave Vents Piece per carton: 40 OC Model# Color/Finish Short Code UV04 VTS645 BK Black r Straight Edge Undereave Vent Piece per carton: 30 OC Model# Color/Finish Opening Free Will Short Size Area Ventilate * Code (inches) (sq. in.) (sq. ft.) ( :t: ~ "') UV05 VTS646R ML :Mill! Alum 96x2 90 188 ~ ~ H tt . ~~'I-Wf.-rJ lN06 VTS646R WH White/Alum 96x2 90 188 UV07 VTS646R BR Brown/Alum 96x2 90 188 Trim Edge Undereave Vent Piece per carton: 30 OC Model# Color/Finish Opening Free Will Short Size Area Ventilate* Code (inches) (sq. in.) (sq. ft.) UVll VTS648R ML Mill/Alum 96x2 90 188 UVl2 VTS649R WH White/Alum 96x2 90 188 UVI3 VTS648R BR Brown/Alum 96x2 90 188 ,. Rectangular Undereave Vent Piece per carton: 24 .. 6/1R/2001 11:27 AM . UU/~~/UL MUN LU:3~ ~AA 141 003 2 ~ 06/.:i-Jj101 THU 16: 41 FAX 612 92/ 733 BARTLEY SALES I4J 001 ,. Q Oate ,;; -;l ~ I f of peg.,' S To i3o.A From l3il/ '..... SUIIMrnAL SHEET CoJDept. Co. ~R (I. ~L~Slt.!}~ Phon., PhGne' , J<;''''' fU<>>NTR,Q,CTOR:.. ~... . DETAIL AND DI$TRI6UTOR: MODEL NUM6=R: .JL INCUSTJ:lIE8 INCORFl'OFlATEiD 4450 W. 78th Street CIrl::Ic Bloomington. MN OM3e Phone,9~Z~'6850 FAX: 952-835-221 B QUANTITY: P~OJECT; APPROVED BY: " I.... ARCHITECT: DATE: JL WEST COA$"f 628S RANDOLPH STPII!l!T. COMMERCE, CA 90040 PHONE: 323-726-9070 FAA; 323-726-0068 "'L SOUTH EAST 57l5ll CORPORATION CIRCLE. FT. MEYlFlS, FL PI-!ONE, Q41-f393-7500 FAX: 941-693-7$01 FIRE RATED ACCESS PANELS - WALLS AND CEILINGS MODEL FD SERJES IILU$I( MOUNTliiD AC:CESS PANl!LS LlL 'I'1i$T NUMBER: R13O$7-1 Mil TEST NUMI!II!R: MiI-496-PSH-Ol63, CAUFORNIA STATE FIRE M.t.R$Io4ALL (CSFM) NIJM8iiR: 3330-1211S:1DQ Specity M<>d~l FD when you need '0 !)rovide ilCC8lili to utilities in the wab or colHngs of stBlrwella. shatl$, corTidOo'S and any other &l'I!U whero liro r.atings illV irnportwrt. To facilit-. Insl.;llladon in weU conllUUCtlon. frames ..... eq ulppeCl with m8llOnry anc:ho<$ and bolt hole.l\. OOOrs ara l\n1iahed with ari aulomatic closer and IQtch automstically when door il5 rBleB8!d. The dOOt panel has 7" Of insulation In II S~1'Id1o\liCl'l.lype con.stl\Jction. The FO 81ri86 model access dOCl' hQS also pn)ved practical fOt I.ISe whlln rwduction in sound transmission thrOugh acce&a Qpenlnglll9 dllSlred. The FD $eo'ie$ eM be in8talled In r..c ruled walls or eoilinll6 and maintains the firw barrier ratings. The$e panels cany Ut'ldllrwritet'll Labor'aIOriv;; 1.112 hour .B' label rating for wall applbltioru; and the Wal'l'lOCk Hersey Isbel for 3-hour non-combustlolc ~nd 1 -hour cornou$tible floor/ceiling assCrl'lbfils. . Model F DWB incol')JO(att$ a $llco:;at drywall bead frame so that drywall cement may be applied to cover and concc3llhe flange at the time willi bow joints IInd ccmanllllll being Cemented. MOdIlI FDPW includes a 3/4- p1uterguard for use In p1uter Willis, Note: Both mooelS FDWB IUId FCPW fl'Itly ~ il'!&tillled In ceil"'g sy&tem& as weU (up 10 24. )( 36' aize only), provided thI$ reqUirement ia clearly SDeclliC<lllllhe time of Ordering, J.t., (lleo hils avs~abl. a tlte I';'ltcd debmlion panel with a 14 -gauge IltHI dQor for GeCurlty spplloatlons, Model HGFl:J. See our Detention Sped~tiO$ Catalog JLV11190 in Sweet.s fer edditlonarlrl1oonat1on. MODEL ~ MORTISE Pft~P lIPliCIFlCATlONS: "..,' MaWrial. FD, FDWB and f'DPW Frwne~ Hi gcugll st.., Cloer. 20 gauge steel Fini&h: Gray baked enOor'l'Cl Mlllerlals FOSS ~fam8: 16 l)lWlle stalnless sleel Door. 20 ~u9C Slainl9sli st8e1 IIlnish: ~ satin finillh staln_ clclel Materials HQFD Fr'amll Frame' 14 QilUge steel Door: 14 gauge steel po1me CI:llII Flnlsh ~ Gray I:>aked enamel prima cost JoIir'lg.: Continuous hinge molll'lled on the long slde of oblong panels. Latch: Unlversalliltcll meChill1iam can be COIlvllrted belwlKln lumrlng and k'Y lock In lI'le !iald Brtd is recessed lO ~Ioo.v for waD cC\IIIring to be applied over ptlnel fao", with no obstruction, Includ_ interior latch release device for unlocking door frQm l1lSlde, P",o;killjinll: One panel per Cal'fOl1, Automatle CI O$il!!iI: Spring clOII., on all ei~e pan.1e 8!I/lufC$ positiva hitching of C10eing door. A second spring ia Included Q/\ cizco 16" x 16' thru 24' ~ 36- ilnd must be used for the ceiHng flre ralll'l!jj on these sizes. MODEL Fa Options: _ G1QlvQni~ed Steel option. door Md lrame _ Morti5e preparation lor cylinder lock by ,)th~r'$. This pnIparBtion wlU accept any standerd t -, /8' ClNJ mortise cylln(ler Ond allows you to key to new or .xis:ing muter key systllm Csm ml,l$l be with minimum ",." ;"'"9th of 7/1'" <:lee diagrnm). UNIVERSAL lATCH =~M r 7/1.~ --I LlliiTAIL .. I CE=J -- ...... .... @ MODEL FDWB For information on security ~S$ panels: See J.L lndulllri.. c.tention Specialties. Sweet's 111901JU or call factory. 1 o6iga/01 THU 16:42 FAX 612 92-'733 BARTLEY SALES 'l:':::':":::t~ ':'.:-~ ~'=-:-i~~i:t -f.....-; I- ...."'-.__..."..... - r:':. "- ---; r -. ( ........... 0Dar QDDOl' 'T" I I I.' j l'f:lsteH'uard ~ '" of- ... --- '101 j.1~~___.... "'. .:' t..,I'" ",1 ....."'1 '.;..,:-:." I . .....l, 1 --- ..-----Ir ,. ,;".....;. ----_.._.~J.j- ~r(l..... ~ I-- 1002 FIGURE 1 WALL INSTALLATION DETAIL MODELS FD, FDSS, AND HGFD REFI!R TO TABLE FIOURIi 2 3-HOUR CEILING INSTALLATION DI:TAlL MODELS lID, FDSS, Rl:FER TO TABLE FIGURE 3 i-HOUR CEILING INSTALLATION DETAIL MODELS FD, FDSS REFEFI ro ~L.E FIGURE 4 WALL INSTALLATION DETAIL MODELS FDWB, FDPW REFER TO TABLE · DIMENSIONS IN INCHES · WEIGHT IN POUNDS A - MODEL SIZE B . OUTSIDE FRAME DIMENSIONS C . WALL OPENING DIMENSIONS g . CEILlNC OPENING DIMENSIONS SHIPPING WEIGHT 1-HOUR CEILING OP!1LINO CI~'ENSIONS :l-~O\JR ~t:ILIN(i OFeNING (lIMEN5!OIlJL. LATCHES WIDTH X HEI~IfT --~ -- - -- I - HEICHT FD rnv,'G i FDSS WIDTH , HI:IGHT WIDTH I HEIGHT WIDTH HGI'D .. e-:w: 8" 10" 10" U/8- 8 318- II SIS" 11518" ., 7 11 1 10" lC 10- 12' 12" 10 W" 10318" 11 518' 11 !l/8" II 9 15 1 12" lC 12- 14" 14" 12 318" 12318' 13518" 13 51." 11 11 17 1 .. 1."x14" 14318" 115 518" 1$ 22 ~, 16" 1Il" 14318' 16 !W8" 15 1 HI" x 16" 1" 1." 1. 31'S" 111318" 17 $18" 1H/S" 10 16 24 1 18",,18" 20" 201. 18 318" ,. 3IlI" 111 SIO" 1. !18' 19 20 30 1 20" x 30" 22" 32" 20 318" 30 :va- 21 518" 31 S/8" S-' 35 S1 1 ... 22" X 30" 24" 32" ~ 31&- SO S/8" 23 518" 31 6/8" 32 33 53 2 .. 24' lC 24" 26" 26" 24 ale" 2431e" 25 518" 25 5/8" 27 28 41 1 - .. 22" x 36" 24- 315" 23~ 37 SJ8" 2 a2 3f8" 30 318" 40 4' 58 24" lC 30- .. 26" 38" 24 aIS- 36 318" 25 6/8" 37 518" 42 <<3 60 2 1-.= 24" x 4,$" 26" 50" 24 3/8" 48 318" - - 57 59 85 2 f-; 30" x 30" 3-2" 32" 30 318" 30 318' - .. 44 45 62 2 ,_3:(' x 327 SA' SA" ~ 318" -. 54 55 8' 2 32 3f8" - - .' SS" x :su- 38" 38" 36 318" SS 318" - - 61 e3 92 2 _36" x q,' 36" 50" 3& 3t/r 48 318' - .. 75 7!1 114 2: _x " " " .. . " --.... - ~!CIAL SIZE COO~ AVAlLe,ilLE FROM .. ;It 8" TO 911" lC "8" -see CEILING INSTALLATION INST~CTIONS PflOVlDED WIlll PIlOQWT NOTli: WAI'l"lOCK HERSEY FIt'lE RjQ'EO OElLING LA8tL FOil SIZES UP TO t4. X 38' ONLY For inlormation on security aooess ~ $c. J.L Incfuslrlet tletwntion ~lie&. Sweers 111901JU or cag filetory. 2 06j.~!J/01 THU 16:42 FAX 612 92r~"733 BARTLEY SALES 141 003 .. ~ 9 ~~O~:SSllect Circle FIRE RATED ACCE~ ~RS Bloomington. MN SS43S PhOJle~ (612) 835-6850 Fax.: (6:l1) 835-2218 J.L. FIRE RATED ACCESS PANEL CEILING INSTALLATION INSTRUCTIONS ., 0._ .i.. n. D IIIIN ~ 1pIJ!I&Ua II H- . lP (..... . =::!. -::.. "'l: - ...:.~-- .--...._~_._.. _lhot........ II_~ .....--- ......_ r.u;.'_ . OYPSUM BOARD CED.JNG (MODEL FD SHOWN) I. Witb metal C6 wood studding., in~l a framed opening at specified location ofpanet Opening dimensioos should be 3/8" larger than the door size of the panel; i.e., fur 16" x 16" panel. opening should be 163/8" x 16 3/8". 2. Install fire door usin; screw space 18" on centtt. Minimum of (2) sae\YSper side. 3. Remove automatic door doS(:J' (spring). 4. Place panel in positicn in optnin,g and mark location of attacbJng screws OIl studding, using holes on latch and hinge side; the panel frame in position as marldng guides. 5. Remove panel and drill 5/32" hole through studdhlg al: points marked fOr attachment holes. 6, Place panel in position (leaving mascmy anchor straps flat against panel frame) and attach with #10 drywall screws. 7. Panel can be supported with 12-gauge wire ties or plumbers tape attached from framing screws to wood studs of flooring above, 8. Check panel fur freedom of movement. lebinding occurs, shim as necessary to prevent racking of frame. 9. FC6 Model ro, I" wide face 1i'amc remains exposed. 10. Reo-attach automatic door closer (spring). and secure to the framing above. NOTE; Latch may need to be lubricated periodically to en.'ture smooth operation. IMPORTANT 11. Panel sizes 16" xl(/' and larger are suptJlied with an eJdra spring. It is the responsibility of the installer to anach these springs fi'om the spring base on back of panel to framing of floor- above to ensure that door is self-closing. 12, Before In.sla1ling panel, bend (lock release) bracket inward causing panel to stay in up position. 13. In order to ensure that panel is self-closing, it mw.1 be released from at least 60 degrees from horizontal. NOTE: AU FIRE-RATED ACCESS PANELS ARE SELF CLOSING Copyrisln l!/99 J.L. ~ ID... 3 1 004 I Wilkinson Chutes www.wilkinsonchutes.com . Rubbish Chutes Typi"ll Spedfkatlons~ Furnish whert' 5I1own on plolnS 24" <;liameter Rubbish Chute as manufactured by Wilkinson Chutlls and specifi~ below; Chl.lte Material: The Chule shall be fabricated of lt16 u.s. GauqQ Aluminized Sleel. Sound Insulation: WiI~inson Stan~rd sound COill vibration dampening COmpOund on eltterior of Chute only Include Korfund sound isolator pads at each floor suPPOrt frilme Other sound dampening compounds ..re optional. ~ Intakes: 15 - wide x 18' high, stainle~ sle<c'l, self- (lOSing. pOSitiVE' latchlllg, bottom-hinged, holnd operated doors carry the UL I 1/2 hour 'B" Label Linen Chutes Soiled linlln I~ uSuillly bagged Or bundlli'd before it is loaded Inl0 the CI'Ule. Therefore, the sldli' hinged doon WIth large clear openings are used most often on linen churli'~ Our door~, With specially deSigned cantilevered br..ckE'ts, prov,de 01 lull 180 degr(l(l opening to allevla Ie brQken closure~ as E'xperlenced WIth other deSigns. HOspit"Js generate about t 5 pouI,ds of sOlii'd linen per bed per day. (Hotels and motels a little IP;51 The ~e of disposables may reduce th"s. figurE'S Typical $pe<lfiUltion,: Furnish whcre !lhown on pl"rllo 2<1" dlilmf-tE'r Linen Chute a$ M(lnufactur'ed by wilkinson Chute~ and .pecified below: Chute Mat.rial: ThE! Chute ~hJII bll filbriCilted of 1116 U.S. Gs"9E' Aluminized Steel. s designation and are rilted for a 250' F milximum temperature ri,e in 30 minutas. Intake door to pivot on a conCQilled l/r steel pivot shaft zinc plated to prevent corrosion and bUild-Up of dobris. (Specify masonry or drywllll instllNiltion.) Intake doors to be lurni$hl'd with removilble stainless steel door trim with emb055ed letters (RUB8ISH). Cylinder Locks: To prevent unauthori.ed use of the chute, intake doors can be furnished With keyed,alike locks or masler-kf'Yed to the building. Discharge: Wilkinson '!Ype "A". normally open. indini!d rolling door With fusible link. Discharge <;loor panel to be Iilbricated to "B" lablll construction (1" lhi,k in5ulation). Vent: Provide fu" diillT1lj!W vent 4'-{)" abDlle roof \/\lith meldl explosion cap. Bird !laven j(1d1or curb 011'0 optional, lntake$: 21" widll X ~ 1" high. stainless steE'l, self- dOSII19. l105iti~ latchinQ, sidE' hinged, hand operated doors c:arry the UL 1 1/2 hour. B. lllbel designolllon and are rilted for a 2500 r maximum temperature ,i5'1' In 30 minuLe5. (Specify masonry or drywall Installation) Intake door to halle 1 SO' swing operation and be furnished With rlllTlovable stainless steel door tnm with embossed letters (SOILED LINEN). Cylinder lQ(k$: To prw"nt ulliluthorized use of the chute, intolke door; can be furnished wittllceyed.alikQ locks or mastElr-keyed to the building. Disd1lrge: 'rype "H" hopper with 24" wide ~ 30" hIgh, top hinged, Counlerbalanced stllinless sleel door GlIry the Ull 1/2 hour 'B" ub('1 designation and art' rllted for a 250. F ma~imum temperaturp. rlst' in 3Q minutes. with fusible link. Reiniorced bottom with 1113 gauge Impact plate. Hopper to be s\.Ipponed with a 2" pipe pedestal ~nd equipped Floor F'ii1me5: Fabric"te floor frames of 1 - \/2" x )_ 1/2" x 3/10" angles and 1-112" x 3116" bar G ~Ided assembly. ~ ' . Sprinklers: 1~" IPS 165" sprinkler heac With ,hielc at top mtake. AdditiOn..' 1/2" sprinklers and 5hield9 ~t evefy $ec;ond intake (Of as required by Code). 3M." IPS flushing spray head centered ,n chute 3bcv,; :0:> intake ready far ,0nnE'Ction by plumbE" I \1 Chute Cloaning: A Disinfecting and Saniung (O&S) unit equipped WITh adjusting s,rew to f.,t~la:e the strength of diSinfectant introdu,p'O into lhl! flush,n!;! water, conneeted to flushing head S~CilY ~ad.. On-off valve on unit pemllts abiiit~ I? by- pass disinfecting and sanitizing unit when de,ire:J Ail 0&5 units require 15" XIS" high "de-hinged stolinless steel access door bl'ilrlng il U.L. "B" lobel wilh 2. IPS drain flange for connE'Ction by plumber. Vent: Provide full diameter V9nt 4'-0" above roof with metal explosion cap. Bim screen andlor Clift, are optional. Floor Frames: FabriOiltefloor framc:sof 1-112" ~ H.'2" x :;l116" angles ilnd '-1/2" x 3/16" bar ~to,k welded assembly. , Sprinklers: 1/2" IPS 165' sprinkler he.ld W!lh.d above top intake. Addltion<ll 1/2" spMkler; "nd shields at every second intake (or a~ r!1Qu"~d by Code). 3/4' IPS flushing ~pray head centered 1:'\ eMut", above top intake ready for connllCtlon by pl~M'be:. I nt a ke D 0 0 rs Our stllinle55 steel self closing positM> latching intake doors ,any the Undel'Writllrs l.aboratories 1 112 hour" B" Lobel des/gr.at'on and ar~ rated for a 250" r maximum door temperature nse In 30 minutes. Wilkinson Intake doors have slalnlim steel trims, AISI type 302/304. WIth iI St.lndard satin finish Or No.3 dirt'ctioncll polish. The stollnleu st'l'tl trim is installed ",oun<;l the framed Opening of the wall for each int~kli1 door. ,>.11 St~~dard Wilkinson l(l1a~e DOOrs Include 3 concedled clos\"e asst'mbly, and fulllhroat-width openings. All part~ art' replaceable lhrou9h a side mounted mech..nism housing wr. !en eliminates the nCKesslty of removing the doo' from the wall for servIce. 180" Side Hinged RJ Door . . Recommended for all chutll$ handling bagged or', bundled linen The doo, un be opened a full 180" gIVIng enough SP"Cii> to' dep~it larger bags il needed. With the door completely open il full 180", the cleOl/ opening into the chutl! is llqual10 the doot's nominal size. The dOOr is furnished either left or right h,lIlded. HI-Rise lCO 2000 The Wilkinson bottom hlng~ door enhilncE'O with the controls for all Hi-RIse Rp.cycl1ng Systems The in leg,ated door system enables multi-,tory building developers to ,om ply with recycling regulations. WilkinSOn and Hi-Rise Recyding S\"tems' reprr..ent;lti~s will provide frl!l! consultation for wastc stream ,i'culltion desion during your schematic and daign <;levelopment phases. ADA Compliant Automatif; Door: This ADA compliant door i~ used to facilitate chute ,,'cess 1;11' elderly or h';lndlcapped Indlvidu~I~. lhe door's push button control opens the Intake without lhe requr.t Of the individual to tightly gfdSP, pinch or twist .VTlst to operate the door controls This pneumatic. >y~t~m deSign al50 provides self !!nclC'>ure and yeilr~ of r!!liable operation . ~ ," -.~, 4 i1ute Details: II CltITE 2.'1YI'fCAL CItl1l; ow.1E'll'II I 1li fB !r h I 13= ... '" l!i ~ ~ .. ~ -~ ... '" l!i .. ~ ~ Elll'IiNslON.oHf .......... . . ~ SPAlN<l.eIl MOO 8 R!OIJIRED AT ii! flllST MAKE ~ ~ DISCtWlGE ! ... ~ g .... e . ~ a ;;. AlJeIlSlI anm: WI COM""'rnJR ....... 165 oeG.JoIJTOMotJ1C SPlIIICUR I$lI ~T EVmv llTlEl! r~QOA BGINHIIIll /IJ HIGIlI!ST INro:li t Type W lJlllllhlrgf ~ FlII.l DIAMEtEII YB'IT THRU ROQFW/ W'I.OSIOf4 W PER NFl'A4~ co.. I: CHUTE BOTTOM HIlGeO IlTAXE ~WAU .m ~ , " ClIlITli ~ FM:eOl'WtIll. ! r---' ~'''\ . '. , BO DEGIlEE SWING .. SIDE H1H1llIl 1NT.o'l<E II CIIJIi I 22" MIN. . rACl; OF WllU. ~ I. . . IUJ.V I'lIIEII/.W1C 1NTAlCE. fW 1'\JSH-IIlITTON Ql'WTtO _ . __ WITH lIMIiO SB..F-cL1l8IIIIl. .. , N)A IIOlTOM tiNGED IN1ME WIUlINSCII ""'PH llCiUJ'lo DISaw& DOOR WITH 165 !lEG F. FIlSIllUi LINK WlKlN$Oll COMI'ACI1lII. HHltSE Arel'lUIG SlSreM OR IIl8B1SH CONTAI~ . T,... 'N' CIIIcIB'ae Discharge Doqrs TYPI! "A"; The 'A" horizontal rolling ::lonr " usl."d for rubbish l;i1ute inst.1l1atlOns Dr any chute v.:"h OpOl'n end discharge, The door is of "B" l~bel COnStrcctlon with I" thick insulation endom in ~n aliJll\lnized sti?el cover. but it does not bear iI Iilbel. The door ,,'upported by tour rollers riding in inclined tracks i1nd is held normally Open with a fusible link. When the lin~. i~ ot)enl!d by IIxce!i5ive heat,. gravity causes the door to r~II .hut. ~~ l)rp" "H": The hOPP'lr di!.Charge is norrnal,y used when the discharge is to be built into the wali. The sides ..no top of the happllr a~ made of 16 gaugE! aluminized steel. the bottom (or impact area of IhQ hcppar) is made of 13 gauge aluminized ~teel. The diSCharge opening IS formed onto a structural ,Ingle door frame. Th@ sloped bottom is supported on a 2" "ipe pedestal. WhE'n the malerial dropped is eXCeptionally heavy Of when the hQight of drop is great, the th,ckne:;~ of the ,mpiI(t area an be In~riilsed and a struCtural >leel suPPOrt frame can b@ ~ubstituted for the pip@ pedestal. A 2" drain at the low point 01 the hopper pel'l'T1its flUShing down the chute with the door closed. The diScharge door is furnish..d with a top hinged COunterbalanced assembly that holds the door Oplln unl!i'SS closed man ually. The COunter b,lIance has a fUSible link thaI per'rilS Ihe door to automatically shut in Ulse thE' link is ope wed by heil' Dr fire, The doDi' also has a lever latch at Ihe bottom '0 draw the door tight .lQllln.t the 9i:1sket. This latch i.onlV to be used when the ,hVI" '5 being flushed down DQQIS carry the UL 1 1/2 hovr . a' Label deSIgnation and il~ filled for a 250" F m;lximum temperature rise in 30 minutes. ?4 2h21 15x18 "':.{'mfu\l! ." '.\:J.,;".lm~".ll~f:"'il," '\>I, 30 ~4x24 21x18 ~ .;.. f; '. !~"..;' . "~1;:\', t; "/~~1\1AiU!I ' Smiller 01 81B BYaII_ Discharge Door Options CCIIm t~.l\'PlCH. 0lllI\!~ , CIIU1E ....... FIICl: OFWHl. iP _ ~r -., ~'T$O'SWlfiiG ! t. CI1ItI~ ,. COtllllf FO'l POW!R (! CIMt 'Z~. n"QJ.. TO co~~ PlJlas U" 1IUl. 1HI1t~/ t-t-;a $'., WOl,1 II.RISE .:u-",.. -. . ~.l'lI_'7El ' CltlTOlfflo\Kt& CClNTROl P~l _BDft'llft.H,1J4 "'.IlO'If.D, ~_GEllOllIl -$ lHIOOI\ I'L\H IH-i.Iff..stWIM: IlUl.IJll1I<[ ...",:;( REC't\J'" SYStEM ALtIIlNm. D.t.JRf:l DISOWlCl: fOR RUBDI$W O~ Llltat 5 W~i:\'ClJNG o.IWjCEM€NTS I'll' CL.VI:I \....,..,~~ ~ I"'~ \,./",,1 1~,;11 I ~ r..; "'~,-....", ""'1 I too""''''''' '''_..__1 "'_'_"""T , , '" .~. Department of Administration ARE YOU READY FORAN ELEVATOR INSPECTION? The following Items are most often incomplete: 1. Is two-way communication provided and working? Is there call~n and call-out capability? Does it include emergency operating Instructions with elevator telephone number? (A.D,A, compliance is required.) 2. Are the smoke detectors installed at each lobby and In the elevator machine room? And, are the lobby detectors zoned? There is to be no built-in time delay. Verification is not permitted or allowed. . 3. Will the smoke detector installer be at the inspection to conduct the required test for the elevator Inspector? Have Phase I and II been tested to assure proper operation? 4. Has all equipment and appurtenances not directly related to the use, function, or operation of the elevator been removed from the machine room and hoistway? (such as non-related ducts, piping, conduits, and equipment) . 5. Have you provided and installed a wall~mounted fire extinguisher In the, machine room located by the door? 6. Have you' provided a machine room door closer and self-locking lockset7 (Door must be normally openable from inside machine room). 7" Does your machine room lighting provide 10 foot candles 'of fluorescent Illumination at floor level? S. Is your machine room door assembly properly fire rated, smoke sealed, and labeled? 9. Is your machine room the same fire rating as your holstway? 1 Q. Have you provided a hoistway vent (3.5% of hoistway or 3 Sq. Ft. minimum, per elevator)? Venting required for elevators having a travel of 25 feet or more. Building Codes and Standards Division. 408 Metro Square Building, 121 7th Place East, SL p;wl. MN 55101.2181 V~)ice: 651,296.4639: FIlIt: 651.297.1973; TTY: 1.800.627.3529 and ask for 296,9929 " 11. Have you Installed a grille (or fall protection) In the hoistway vent? Burglar bars are to hold 250#. 12. Have you Installed an emergency key lock box on the designated floor at the elevator lobby? And, have you provided the proper keys, Including: machine room key, fire service keys, vent key, and hoistway door unlocking device, floor cutout key switches, and any door that has a lockable door lock going to the machine room? 13. Have you provided emergency fire signs (Appendix "H") with the same size colors and verbage? 14. Does your machine room venting have proper fire dampers in penetrations? 15. Are smoke dampers installed in. machine room venting, If required by the U.B.C.? 16. Have you provided a clean and dry elevator pit and machine room? 17. Have you provided GFCI protected outlets in the pit and in machine room. all receptacle outlets? (See #26 for scavenger pumps) 18. . Will your hoJstway and machine room ventilation maintain normal operating temperatures (550 - 900 Fahrenheit)? 19. Is your hoistway vent switch labeled and key operated? HOistway vent, open/close key removable in closed position. Does it have an end line switch light? (Device must be provided with visual indicators for open and closed status. Op~rating device to be located adjacent to fire control panel, If provided, or the elevator lobby of the designated floor). . . . 20. Has elevator floar covering been Installed with proper flame and smoke spread? 21. Have you provided elevator machine room door Identification "Elevator Equipment"? 22. Are enclosed lobbies in and completed? (When required by U.B.C.) 23. If enclosed lobbies are not required per U.B.C., then are draft curtains installed for lobby separation? .. 2.. If sprinklers are installed In machine roams or pits, are guards and baffles installed? If sprinklers are Installed In the hoistway or machine room, are heat detectors Installed and connected to a shunt trip breaker? 25. Sump pumps. If provided, shall not be on a GFCI protected outlet (Sump cannot be located In pit or machine room). 26. Scavenger pumps In pits shall be on a single non-GFCI protected outlet In pit only. 27. Car lights and receptacles shall be on a separate branch circuit (15 AMP) and the overcurrent protecting device shall be located In the machine room and lockable. 28_ A separate branch circuit required for the machine room light and receptacles_ (Lighting cannot be on load side of GFCf). 29. A separate branch circuit Is required for the pit light and receptacle. (Lighting cannot be on load side of GFCI). (August 11. 1999) 0~"'i8/01 MON 15:19 FAX 'un 18 01 03a~3p June 18.2001 ~18nd M~oh8nlo81, Ino. 76... '8812~ Lakeland ~ 73! To'IIV DrIve . Medi_. MN 55341 Bus: ('763) 478-8112 . Fal (7,,~) 478-8124 CITY'S COpy Stnnewood Development Corporation AfIOrdable Housing Solutions LLC ..108 Rc;d O.k RId. MinnetoDka Minnesota 55tHS AtteQtion~ Bob Skarlten Dear Sob, Enclosed heftwitb are the thermal trBQlmittanQe calculations fOr the Stoacpte Aputmcnta iu l-l'iur Lake Minne80ta. Tbese have been prepared in accordance with the 1999 Minnesota Energy Ccxte Chapter 7678. Please call if you have que.tions, Sincerely. Lort~.~ 4~ 1 141 001 i' 1 0',118/01 BON 15: 20 FAX Jun 18 01 03143p 141 002 Aeland M~Ch.niOalj Ino. 76~ 88124 ;,2 Baildinc Envelope Thermal -rn...lllittauoe C....louIation lot Stone gate Apa.rtmentll, Prior Lake MN Wall Type J Wood Framed Wall Auemhl,y :Ii x 6@ Ie" o.c. with R-IS IhaulatioD & Fiberboard Sbcathing U = 0.061 WaJl1)pei Normal Weij;bt Concrete Block 8" Width ~ Filled U = 0.27 Roof R .. l.Qoae Filllblul<<tion In It.afirnJ U ~ o.at. Window "I)'pe A IJ' Wide by 'II' High Double Pane With Low-E Glus Meta'-Clad Wood. Operable U:; 0.640 }latin Door 'I)pe B cr Wide by tf High Double PallO Witb Low-E Glasa M\ll:i&l-CSad Wood. Operable lJ = O.~O Entrance Door Type C 6' Wide by 7' High M<<aJ With TLeTnW Braak \J = O.6:S Sor'Vice Door Stleel Door With Foam Core U == O.SLS Garage Door Steel With Foam Fill U ::; 0.68 2 0'/18/01 MON 15:20 FAX Jun 18 01 03.4a~ ~~land Meohanioal, Ino. 76~ 88124 The En.~Jope Calculation Are Li.tcd Below DftcriptiOri Roof Area ~. ~ U Value 0.022 0.061 O. 0.54 0.58 0.a3 0.35 0.1140801I 0.1 7 3 AI'8I SQ. A. Heal 19.080 54 1eo 21 27.218 46,288 otS85&8,876 46,286 27,218 11,080 420487. 1 38099.36 iii 003 ,,3 ,/28/91 15:22 FAX 763 425 .,' HANSON SPANCRETE MIDWEST ~ on.t / '1f~4 . . leBO Evaluation Service, Inc. 5380 WORKMAN MIll ROAD . WHITTIER, CALIFORNIA 90601-2299 A subsidia.ry c.orporation of the International Conference of Building OffiCj~!~ EVALUATION REPORT . Copyrighl Cl 2000 ICBO Evaluation Service, Inc. rER-2151 Reissued January r: 2000 Filing Category: ROOF. WALL AND FLOOR PANELS--Concreteand Masonry (216) SPANCFlETE PRESTRESSED DeCK UNITS SPANCRETE MANUFACTURER'S ASSOCIATION POST OFFICE BOX 828 WAUKeSHA. WI 531S7..o828 '.D SUBJECT: Spam:retil Prestressed Ceck Units. 2.0 DESCRIPTION 2.1 Generlll: Spancrew i$ a precast, pretensloned. hollow.cored coocrete liilab, 40 inche15 wide, available in thicknesaes of 4, 6, B, 10 and 12 inches. TWOtyP8S Qf unitS are available, Standard and Ultra/ite. The Standard unit is produced in thicknassBI5 of 4, 6. 8, 1 0 and 12 inches and the Ultralite in a, 10 and 12 inches, Typical cross sections are shown in Figures 1 and 2. Slab units are produced from <l:ero-alump concrete mixes placed with a machine that deposits. compacts and lInlshes th. con- crete in three immediately successive layers by an extrusion process and in one complete operation, resulting in a mono- lithic slab section. The length of a completed slab is the com- plete length Qfthecasting. The units are moist cured by irriga- 'lion through the cores ofUle slabs Or by use Qfc:uring blankets and after curing, are saw cutto required lengths which at the same time provide for transfer of prestress forces. Reinforc- ing consists entirwly of longitudinal prestre$Sing llitrands. 2.2 Design: 2.2.1 Venlcal: Design and analysis of Spanc:rete are ac- cording to rational methods of desi9l'l and analysis of pre- &tressed concrete members In accordance WIth Section 1918 of the UBe. Whan bonded toppings are employed. topping is considered to aet With the Spancrliltlil to form a composite membe~ . 2.2.2 General and Late....l: Spancrete units for each individ- ual project or use are designed In accordance WIth the re- quirements of the project for span, dimension, loading and other conditions peculiar to the speCifio proposed use. The unlt$ are produced, plant cut and prepared for each project according to the approved design in the plants of producers reeogni%ed as approvlild fabricators by ICBO es. Spancnr.te elements are intended to be used to form a continuo LIS hori- zontal deck system forfloors or ro0f5 to resist all applied YliIrtl. caI and horJzontalloads by grouting of keyways provided in the edge joints of the deck uni18 giving shear values as speci- fied in Section 1917.5 ofth. UBe whENl used in conjunction with a properly reinforced structural concrete lopping bonded ;~". . to the units Without mechanical ties to form a composite action and provide transverse reinforcement. The bond developed by the poured-in-place :structural topping and the Spancrete unit has sufficient factor of safety for the recognized bond stress of 80 pounds per .quare inch. The grouted keywaY6 can develop a maximum shearvalue of 40 pounds per square inch for loads applied in a vertical direction normal'to the Spancrete units without topping. Where bracing for lateral forces is provided by other methods or parts of a structure, units may be installed withouttoppillg using suitably d esignecl and detailed shear and bearing-reslsting elements to prevent displacement in any direction including separation or shear- ing at the side joints of the units. When topping and plank are used as a composite member, either the topping or the plank system must be designed and detailed to resist lateral forces. ShlilarvallHls setlorth In Table 19-0 ofthe UBe are applicable for bolts grouted into the cores with the specified embedment. 2.3 Are-resistive Construction: Fire-resistive ratings for thlil Standard and Ultralite are set forth in Table 1. 2.4 Identification: The units are identified by their configuration as indicated in Figures 1 and 2. 3.D EVIDENCE SUBMITTED Reports of structural tests and small-scale and full-scale fire te$t$. 4.0 FINDINGS That the Spilncrete Prestressed Deck Units comply with the 1997 Uniform Building Code'~. sUbJect to the tollow- ing conditions: 4.1 This repDrt does not cover fabrication of the Span- orete Prestressed Deck Units. See specific leBO ES fabricator reports and listIngs lor recognized manUfacturing plants. 4.2 The units are de81gned In accordance with 5ection 1918 of the code for prestressed concrete. 4.3 Construction. c:omplln with this report. 4.4 Structural plllns, details IInd calcullltions on each project.... submltl:ed and approved by the building official having jurisdiction over the site. This report is subject to re-examinatIon In two years. BlI/IIlItlIiorr ~,am(JflCBO EI"lu4atioIlSr,.iell,[ree.. ar, ;"ur41f11,,, to ,,.,,/11, In/Onn4.IUmltJ CltrUA mllrI.,,.,o/ICBO, uJlftd,.,'hrefJdl upon which the'lIporl lslJaslld.~''Q.'uQII(J1I "porrsan 1I00ta IJllfIOlUtrvm lIS "prll~lIl1linf Q&f/AmcsaI'QtI) QUr.UQttrilmtG 1I00Y"4Jkalhoddl'llsnJ nOTtlSalJ IIndo/"SIImllntor/"econrnl'''- PIlon for _ "Jth/llSllbj/lct r/lpori. This T.part is btl$14 yon brdllJHtulllftlturs al'othllTtllt:hnit:lZl datil sulnniltMl by thllll.pplietmt.. TM ICBO E'I!lI1l1J11ion S/lflJiee,/nc., t,chnlcttl SUiJJh4s I'I1'i.wu t/u kg I'IISUlullml/",.othurlAlII, bill do" not pl/SlQl tur/II.~lf'i,s to ",.ketllllmlfJJrnrJflnt vrri/lClllian. 1'11.", una warnmry b, leBO J!.valuatiOIl S IIn:ir:e, I ne,. ~~ oTimplill4, os IO(!II,'"Fllldu.," ",,01111I1' mllttrrm tlllll'lll'al'foras to any pl'fXluet t:O'l'fTfll ".I' tTtr "'POri. This dildtli.." Iltel""." but is Dot limillld 10, mlll'Chanlabilil1. paga 1 ot4 4 J 28/0L .15: 21 FAX 763 425 7 ~SON SPANCRETE MIDWEST Ig~i 2014 ~ 001/004 .- ~ .. ER-2151 TABLE!. 1 SCHEDULl! of' SPAIIICRI!TI! I'JRI!-RI!SISTIVE RAnNGS1 'rIlICllllaQ IF ?OPPI,. 1111[ PlRII' ClII1CI\I&.YIII INIIUITl UIII' IlbIIII\IJI IATIIII OM lI_ _h.., lln_..1 11II.1) U. I..., ende ''B'' HlU'dzvclc Concrete Coy. 011 Straacl ~10-l.2 Nu_ l l~ 4 2 1 I~ 8-lo.li NOD. 2 l~ Grade MA" Harclrook COllcnllr: Cover UD Sired 7 fJ.&.lo-a None I 1 4- 2 I 1 e a J t~ r 8-10-12 Nune S 8-10-a Nune 3 .2 Lightweight Coucrete eo"... OD SbUd 4 NODe 1 IK 8-8-10-11 Ngue I II ~.8 1 I l~ 8-10.11 NOlIe 2 1'4 II !. 3 Hi 8-10-12 HelM 3 Ui 8-10.11 !l .. 2 Gndr: ''Do. Banhuck Coacrete 8pmwdII wfth !i ~ VermiClUlitr: ''Mr' SoSt ~10-1.I NODe 1 IU 4-6 S It 8-10-11 NOlIe S Hl 0-8-10-11 .2 3 1% ID-l! NolW: 3 1'" Grade "A" Harlbor:k Cazu:rete S.-Dente with ~" Vamdoalite "MK"' 50a 4-6-~10-12 NODe 1 1 4..e S B 1 4-8 ! 3 I*' 8-10-12 NCInII a 1 8610-12 NllAa 3 Hi ~1~12 i . A IlPtwaiabt Straml Ccw. wkh YI- VermEaallte '"YJC" au Soflt 4.&-8-10-12 None J '" U .e .II 1~ u I 3. 1I-11J..12 No~ .I '" 8-10.lB NOlIe S IV! 8-10-12 .2 .. ni lPft.ratatlve 11I11111lbr UlInIIrt: slab. "WI)' IlIIIJ ID a.. 1G-1IIIrl12~ 1lAi1l. S ,.~"",te.. '(~K P08t-r Fax Note 7G71 "10 Phone' Fax' Phon.' Faxl 95 1 ~/28/01 15:21 FAX 763 425 . Page 3. of 4 ~t ._B~SON SPANCRETE MIDWEST '~ '01' IUII'~ !A. !M!..~:'.' .. n. 0.. 4 ~,~.. ER..2151 u . 10" SPANCRETE Je. 8U SPANCRETE If X-- . :II .. IX- I~. . . 641 SPANCRETE Je- t :II: !r .. . ~ IS(. L .- - 4 " SPANCRETE FIGURE 1 .,,- L k"' . x .. 2 J/28/01 15:21 FAX 763 425 'l I HANSON SPANCRETE MIDWESl , ~ pagu 4 of4 ~nn:l/n04 'i!,lN-.., ~ :'-~ 'J . ER-2151 ~ . .. ~ . .. ULTRALIGHT SPANCRETE '" f o o'~o- ,.. ~ ~ a- /d 1 C( UL TRALlQHT S'ANCRETE ~. ~ f :q ~ 4(J. , 2"UL TRALIGHT SPANCRETE flQURE 2 3 100 III 1'-8" 4" 2" m= ~ ~ N lOr . . f/o.~ r:~ ~ 1)~ ..:.J c: ~.. Sl v .. ~ (i)~ ~~ lJ. . . ~ " ~ 9 C) ~ 01 1) lJ ~ ~ N '0: . . . . . . c:n II 5" 2" 1'-4" \... cP~ _ i]~ \ . 01 ~ ;s:~ ... ~ 11- J:. ~ ~ T 7" ~ . c/'t"'" gi ~ O"~ O''Q (!)N ~(Jl 00 &9CJi -'. 3" N tI -Jo I o " O'ltl I -P;, t')~ ..J ()! G 9 .I: jj) G <).. Q-\r-. --::;,.- .s: ~ ~ ~ ... \1~(X) ro ....~ >> - tt.... 7 CV_ ~ ':'~\\1 - :D P '" ~ ~ ~ ~S3MaIR al3HJNVdS NOSNVH ,-......" N- , ("J.. ..I: ~ ~9 o (:) (i>. {\\ N :lJ ~ ~ .~ -\ tJ 1 ~ '15 (fJ c {' (' ~. (\\<1> D f')-:- '" ~ l '" de ~ V's ~ R eft @) l1' ~ 9' {) GJ ....... OJ ~ OJ \..,<t) CiJ \.,+1 GJ - (\> "- OJ - ....uJ CP - ~ OJ - ~ Tj) - \.. -u OJ - (9 ~t <~ J> ~ rJ ('\ -l:t> ~ ~ , ~ 9 I (f, ~ () () ~ S6te S6t 619 XVd 60:90 a3M 10/S1/LO 2001 09: 57A FROM: INTL MA~(.L~RY INST 6123321621 ~ ~"" ..-.... -. .. . . - I - .cprllllrill),.! ., 'Inll'llIr,a1. tl1l' l'l111l1J11l 'p,'l'illlelllllu~1 he at ka~1 9 'I 12 7 1111 11l1l~ and ;1l'n.~pl;Il11'l' i~ haseu on ability tlll:i1rry i11l :1>;1011 I..atl. II Ihl' fi....:pl'llofing is not slruelllral, lhl' lIlilllllllllll \:lllullllI knglh j, X ft (2,4 m) anu ueu:pl<lIIl'l' ., hawd 1111 Il:lllpl:nllUrl' rb.... in the strul:lllral ,'Illllllln. Huse S.rC~ltn Test. For IIlml rOIling,. I ASTM E 119 requires thul walb llnlkrgo a fire alld 1111"-: "Ireamlcst as well ", the fire cnuumm:e t...."I. ~ The tcst suhjcc:ts a spct.:imen 10 impal'(, erm.illn :lIIU therrn:a1 ,hock over the entire area of the ,urraec .....hkh hus heen cxposeulo the fire. The "'pcl'ifil'Ulioll~ I.:urcrlllly dcnocc nozzle size, distall\;c. dllra(illn of applie:llion anu water pressure at the busc of the Ilozzle.:l (See Fig. J.) FIG. 3 After the fire test, a wall specimen is pivoted outward and a hose stream 01 water played over the hot face. Loading. Throughout the fire endurance and hose stream testS, a constant superimposed load is applied to bearing walls to simulate a maximum load condition. The applied load shall be as nearly as practicable to the maximum load permitted by design in reference to nationally recognized structural design criteria. Columns are loaded to develop Ihe design stresses and then subjected to Ihe standard tire on all sides, Where (he tire protection is nm designed to carry loads, an alternate method of lest muy be used in which the column is notlouueJ. Tempera'lure rbe. the sole crite- rion here. is measureu by atleust three Ihermocouples located ac each of four levels. .S.rict))" S~U~jll', Ihe ASTM prn..'~&Jurl,.~ lIL'1I..T1nUk'" ultinlal.:' tire 1"C':iI:nanc-= periods. nul fire. t"lin~_1rrri :T\I.'o aha:rnale" :art: al;...I:lblc n.4." 'k~,"' "Irtam (~S, n".~ ~ p.:rf'VIl\Cd un :L duplicate wall Ulllplt whU:h hil~ t.c:cn \U"j\."l'k.'1I In a fire \;"r'hur~ (<<:..., J'"u ,)oC haJf "r .hlt dcltrmlnccJ faf&: tc~i~til"',:e I"CO.-It'd l tJ\J( nua:lt:',,, Ih...n I hr)~Clr th&,' ht,X" "Iream lCM nuay be' pel1'urmL'tl on rh.: ('n~mal "aU .;r"""lIn-:n. Tht: 1.1ll1:r l!'o 1tk.-u,;u;,1 C,L..l; f..,- hrl"'"'" walls, JSome uf 1hc:!olC rcqull"L"Rll"nb \':11) "uh th,,~ rir... I~SI~lan.:C' J"I=nl..... TO:~24710639 F'. .-, .co Non-Bearing Walls and Partitions. ~ The test is. successful and a fire resistance period may be assigneu to the construction, if: I, The wall or partition withstands the fire endur- ance test without passage of flame or gases hot enough to ignite cotton waste for a period equal to that for which c1assificalion is desired. 2. And, the wall or partition withstands the fire and hose stream test without passage of flame. of gases hot enough to ignite cotton waste, or of the hose stream. 5 3. And, the average temperature of nine thermo- couples on the unexposed surface has not in- creased more than 250 F (121 C) above its initial temperature. c Bearin& Walls. The conditions of acceptance for bearing walls are essentially the same as for noo- bearing walls and partitions (above), with the following additions: 1. The specimen muSt also sustain the applied load dur- ing the fire endurance test. Colwnns. Columns with integral structural fireproofmg may be assigned a fire resistance period if they success- fully sustain the superimposed load dUring the fire endur- ance test. For fireproofing of columns not designed to carry loads, a fire resistance period may be assigned if the average tem- C perature rise does not exceed 1000 F (538 C) and the max- . imum temperature rise does not exceed 1200 F (649 C) at anyone point. TERMINATION POINTS OF TEST METHOD When an assembly under test reaches anyone of the acceptance criteria; (1) ignition of cotton waste, (2) aver- age temperature rise on unexposed side above 250 F (121 C), or (3) fails to carry the design load if it is a load- bearing test; the test is terminated. The first two criteria relate to the function of providing a barrier against the spread of fire by penetration of the assembly, the third relat- ing to structural integrity. The termination point for tire tests of brick masonry walls is almost invariably due to temperature' rise (heat transmission) of the unexposed surface. Brick masonry walls successfully withstand the load during test and the h06e stream test conducted inunediately after the wall has been subjected to the fire exposure. 1h.i.s structural integrity of brick masonry walls is attested to in many fires where the masonry walls have remained standing when all other parts of the building have been destroyed or consumed dur- . ing the fire. {. · No combuslible members f'amed in. 'Allhoulh ASTM E 119 docs nol lpecirlCally ..... whol is meam by "pas...~. of Ih. hose Sftam". mil is generally aceepled to me8lllhal no collDp$e of the wall oc:cu.... For c:....,lc. Wltcr paasine tftrouch masonry joinq is, nol a cause for rejec:ting lhe specimen. 2 2 C' -29-2001 09:57A FRoM:INTL MASONRY INST 6123321621 COMBUSTIBLE FRAMING OR FACING Conditions of Acceptance. The test procedure for walls supporting combustible framing or facing is es- sentially the same as for other walls. However. no hose stream test is required. The test is successful and a fire resistance period may be assigned if: I. The protection withstands the test and no com- bustible members ignite. 2. And, the contact-surface temperature of combus- tible members does not increase more than 250 F (121 C). For members closely embedded on three sides in masonry, concrete, etc., the per- missible temperature rise is 325 F (163 C). AMOUNT OF COMBUSTIBLES RELATED TO SEVERITY OF FIRE Burn-out tests conducted at the National Bureau of Standards, which were performed in fireproof struc- tures with various concentrations of combustibles hav- ing calorific values in the range of wood and paper (7000 to 8000 Btu per Ib) and assembled to represent building occupancies, indicate that the relation be- tween the amount of combustibles and the fire severity is approximately as given in Table 1 which is repro- duced from National Bureau of Standards Report, BMS92, Fire-Resistance Classifications of Building Constructions, October 1942. c TABLE 1 Relation of Amount of Combustibles to Fire Severity Average Weigh. Average W.I~ht of Combustibles, Fire o. Combustlb .., Fire Ib Icer sq n of Severity, Ib per sq It of Seyerlty, oor .,.. hr floor area hr 5 '12 30 3 71,., :v. 40 4Y2 10 1 50 6 15 1'12 60 I 7Y2 20 2 ( COMBUSTIBLE CONTENTS IN BUILDINGS In 1947, the Office of Technical Services of the Department of Commerce sponsored an investigalion of the weights of combustible conlents in various oc- cupancies. This survey was made by the Public Build- inss Administration under the supervision of the Na- tional Bureau of Standards and the resuhs are reported in National Bureau of Standards Report, BMSI49, Combustible Contents in Buildings, published July 1957. Regarding the weights of combustibles reported, the report states: "Only the weights of combustible conlents. finished nooring. interior finish. and trim are included in the weight lotals. No combustible structural elemenls are included because they are a pan of the building itself and not of the contents. "In aeneral. the amounts of combustibles were obtained by weighing combustible furniture, equipment. goods. and other combustible contents in sufficient quantity 10 enable the lotal weight of such material within each area to be compuled. The weight of any combustible flooring material. showcases. pani- TO: 952<1710639 p."'? lions. door and window trim. and buill.in tixtures which could nor be wei&hed. was estimated from the thickness and area. All of Ihe weights were converted 10 equivalent weights of combus. tibles having a calorific value in (he range of wood and paper. . . Table 2 gives average combustible contents of vari- ous occupancies as included in the authors' summary of BMSI49. TABLE 2 Average Combustible Contents of Occupancies Occup.ncy Combuetlb" loading lilt per tq " 10 A 'easonable vallie. in- cluding slD'age 'corns Aem..ke Resldendal Hospitals Palie.-' ro-. do'ml- IOriN. walling 1OOITlIl, cor. rkbs, kilchens and dining rooms 0.8to 3,9 Adminislralive lIlld ollie.s 2.9 to 8.6 Service areas. store rooms. laundries. etc. 0.5 \0 13.1 Schools 15 Maximum in areas tor Irealmenl. surgery and c1il'lics - 21.61b ~r sq It Library stackrooms, Slore 'ooms and oflices. felll'e- senling a small perc:enl- age 01 lOlal area, he.d higJle,combuSllble loa~. Mercantile EslGlbhrnenls Depar1lnent stores Not 0'1. 20 Manulsctu,lng Establish. mentS Clothing tectorie, 20 Prin1ilv es1l1bbhmenls 30 Olflcas 20 In order to determine the total fuel content or lotal conflagration hazard represented by a building and its contents, the fire hazard represented by the combusti- ble materials incorporated in the structure itself must be added to the combustibles incident to the occupancy of the building. FIRE RESISTANCE The fire resistance ratings of walls and partitions are usually less than ultimate fire resistance periods as determined by test, since most building code require- ments are in multiples of I hr with a 4-hr maximum. Table 3 gives ultimate fire resistance periods for solid TABLE 3" Ultimate Fire Resistance Periods for Loadbeering Clay and Shale Brick Walls Ultimate Fire Re.lstance P.riod In Hours Incombustible Members Nominal Frsmed Into Wall Combustible Wan Wall Or No Framed-In Members Framed Thlck- Type Member. Into Wall n.... In. Plaater Plaater" Plaster" on" No on One on Two No EllGi:Jsed Plaster Side Side. Pinter I~ 4 Solid 1V. 1:V. 2112 - - 8 Solid 5 6 7 2 2112 12 Solid. 10 10 12 8 9 12 SoIIdd 12 13 15 - - 9 to 10 Cavity 5 6 7 2 2112 . Ad_Pled from BMSIl2. R.",4InC. 7. 'To achI_11laIa .....ga, aaen p1_ao wllII t_ mUll hi" 81 ,...\ v......., 1:3 gypsum. 0_ p1Ulet. . Baed "" 108tllaba. "eased on lampetlln..a rise (lor nan-Ioellb..nnll walls). 3 3 cJ-2001 09:58A FRoM:INTL MASu~RY INST 6123321621 brick loadbeuring walls, These walls were tested under working louds of 160 psi of gross area, except the 4-in. w:Jlls which were loaded to 80 psi. Rutings for 8-in. or thicker solid brick walls apply when units are Inid in any of the mortars included in ASTM Specification C 270. Ratings for 4-in. solid walls apply when the units are laid with type M, S or N mortar. Estimating Effects of Combustible Members. Where no fire tests are available for unplastered walls with combustible members framed in, the rating may be approximated from tests on similar walls without combustible framin~ by using the factors in Table 4, TABLE 4a Estimating Factors for Unpla'teredb Walls with Combustible Framing W.II Type All walls with 1 cell In wall thicknells.....,......................,.. Eight-inch walls with 3 ce/l$ in wall thlc:knBS8 ................. Eight.inch walls wilh 2 units in wal thickness ................. . Eight-inch soNd waUs .................._..............,.................... Air walls with 2 cells in wall thickness ....,........................ All 12-ln. walls except those with 1 or 2 cells In wall thickness ............................................................... Factor' 0.4 0.4 0.4 0.4" 0,5 0.67 . Adap.ed 110m llMS9I2. Ile"'-& 7. .,... wat. pI_,ed _ 'h-ln.. 1 :311\'PIU....sana p1..ler an I". aid. ClIl......I. CCln>b_ "-ng, - 1 11110 =_ ro1inga ...... 3 br .ncllll br III 1_ rolings. No incJ..... ill pennIlted lOt pIasImr on tile lam. _ u COIIIIlUI11bIe 1rarN111 _ will,. -...obit -... .nter from _ IIdn. . WIlpIv,.1IIIg. at ~Iu"" wa.. wi1h ...._ulliblt 'nuning by III. .""",priatelaclot In ccm_ "lingS lor -- UI1fIIU1ared waUl whicll SUjlpOIt mmIluS1lllIe IrrIa1ing. .Wallo 0' unill wIIicl1 .... /101 _<rei IIIClfI _25 ~. Fire Resistance Ratings. Figures 4 through 7 list fire resistance ratings for various brick walls. Ratings listed are for loadbearing walls tested with working loads of 160 psi of gross area, except the 4-in. wall in Fig, 5 was loaded to 92 psi and the 4-in. wall in Fig. 4 was loaded to 80 psi. Table 5 lists the fire resistance ratings for steel col. umns covered with brick. - TABLE 5 FIreproofed-Column Fire Ratings ConatrucUon""" Ratings Sleel Columns. 6 by 6 in, or larger :w..in. brick wilh b,ick fill References 1 and 5 4hr 2Y4-ln. brick with brick fill Refetences 1 and 5 1hr . Column fi.. 'elIi_ vari. wirh lhe eIOSS'_lionalare. olllOlid _telilll: lhe large' l/Ie .... tile gr"aler ...... ....1Ianc. lor ,go..., 1h~1al... OlprollClIan arounclWle SlftlCllll81 ...... COIu..... dlmensiono ... OUlOidll C/imerosio<ll. S_ e_na 11III)' ,*",*. mo,. ODve' 10 lICIIl_ oqull ,.tingl. F....eolumn.1II<r1....noIlQu...., pralllClkln._.lIU8l1haJ Of . _ar. ODIumn IIaWlg aqual Dr __ Cl'O$SosectIanaJ are.. "TlIic"'-_ do no' ,_ pIuIer. TO: 9524710639 P:4 ~ 4" 4.IN. SaUD BRICX WAll NOll.combustlble 0' no members framell in Units alleasl 7S pelcenl solid No plaster required Relerences I, 4. 9 anl114 FIG. 4 One-Hour Fir. Rating Construction shown is loadbearlng. REFERENCES (, Fire Resistance Ratings, December 1964; American Insurance Association, 85 John Street, New York, NY 10038. 2. Harry D. Foster; A Study afthe Fire Resistance of Building Materials, Engineering Experiment Station Bulletin No. 104, January 1940; Ohio State University, Columbus, Ohio. 3. Standard Methods of Fire Tests of Building Construction and Materials, ASTM Designa- tion E 119; American Society for Testing and Materials, 1916 Race St., Philadelphia. P A 19103. . 4. Fire Resistance of Brick Walls. Technical News Bulletin No. 124, August 1927; National Bureau of Standards, Washington, D.C. 5. Ingberg, Griffin, Robinson, Wilson; Fire Tests of Buildiltg Columns, Technologic Paper No. 184, 1921; National Bureau of Standards, Washington, D.C. 6. Fire Endurance of Hollow Brick Walls, Tech. nical News Bulletin, Vol. 35, No.4, April 1951; National Bureau of Standards, Washing- ton, D.C. The following three references are Building Mate- rials and Structures Reports. published by the National Bureau of Standards, Washington, D.C.: 7. Fire-Resistance Classifications of Building Constructions, BMS92, October 7, 1942. 8. Fire Tests of Brick Walls. BMS 143, November 30, 1954. { 9. Combustible Contents in Buildings, BMS ]49, July 25, 1957. (Comillued on paSt 8.) 4 4 ~) --i " c. C' c ( ",!.J-2001 09:59A FROM: INTL MASONRY INST 6123321621 r- 4-1N. saUD BRICK WALL No members ftamed in Units at least 75 percent solid laid in morta~ and backed WIth a hat shaped metal furring channel 3A in. thiCk formed from O.ll21-in. Sheet melal attached to !he brick wall on 24-in. centers usitg four whistle plugs and diamond pointed 6d common nails; and lh-in. type X gypsum waJlboanl Ittached to the metal furring strips with WI-in. long type 5-12 screws spaced 8 In. OoC. Reference 10 I 6" -f--:-," &-IN. "SCRllricll". WALL . Non-combustible or no members framed in Units at least 75 percent soUd No plis1e' requi'ed Reference 13 .~.. tJ SPat. 011 , &I;P1IBIAj I.IN. HOLLOW IRICK WAU Combustible members lramed in Units at leasl 71 percent solid No plaster required Combustibl, mlmbers not fully embedded Plaster 2 sides (~-in,) Refereoces 1 and 6 TO: 952q710639 F':5 1~+ I "IN. SOUD BRICK WALL Non-combustible or no members framed in Units at least 75 percent solid Plaster 2 sides References 1 and 7 I 8" .-v.--- J FIG. 5 TwcMiour Fire Rlltinga Constructions shown ar. loadbearing_ 5 5 8-IN. SOUD BRICK WALL Combustible members lramed in Units at least 75 pereem solid No plaster required References 1. and 7 10-IN. BRICK CAVITY WAlL CombustiblB members framed in Units at least 75 percent solid No plaster required Walls filled solidly at combustible members References 1 . 7 and 9 ~9-2001 09:59A FROM: INTL MASul'lRY INST 6123321621 8./N. HOLLOW 8RICK WAll Non-combustible or no members framed in Units at least 71 percent solid No plaster required Reference 5 1 and 6 8.1N. lOUD IRICK WALl. Combustible members framed in Unifs at least 75 pe rcenl solid Plaster 2 sides Reference 1 FIG. 6 Three-Hour Fire Ratings Conatructlons ahown are Ioadbearlng. 6 -"'1- 6 TO: 9524710639 8.1N. HOLlOW BRICK WALL Combustible members 'ramed in Units at least 71 percent solid Plaster 2 sides (~-in, ) References 1 and 6 8-1N. BRICK CAVITY WALL Non-combustible or no members framed in Units at least 75 percent solid No plaster required Reference 12 P:t, ~ c. .. (> , K _. ":.. ~'::'"'.lll~. "'.. '.'....,. ~,-:. ~_, ~ c L . ~9-2001 09:S9A FROM:INTL MASONRY INST 6123321621 I 8" V -f - .---- -'/1 i I I I TO: 9524710639 F'" "7 . I 8-IM. lOUD BRiel( WALL Nono(;ombustible or no membe's framed in Units at least 75 percent solid No plaster requirell I 8" I ;,L - -----7' I I , 10" - ' , /------7' 100IN. BRICK CAVITY WALL Non-combustible or no members framed in Units at least 75 percent solid No plaster requi'ed References 1 and 7 '. ,,' 1-- 12" Relerences 1, 7 and 9 FIG. 7 Four--Hour Fire Ratings Constructions shown a,. loadb..rlng. 7 7 f 8-IN. HOLLOW BRICK WAll Non-combuslible or no members framed in Units alleasl 71 percent SOlid Plaster 2 sides (f4-in, plasterl Relerences 1 and 7 Units at leasl 60 percent solid CllIs fillell with perllle loose fill insulation No plaster requ Ired Reterence 11 12.tl. SOUO BRICK WALL Combustible members framell in Units at least 75 percent selid No plaster required References 1 and 1 ;v~9-2001 10:00A FROM:INTL MASONRY INST 6123321621 (Cominuedfrom page 4,) 10. Reporr of a Standard AST M Fire Endurance and Hose Stream Test of an Unsymmetrical Limited Load Bearing Wall Assembly. Building Research Laboratory Report No. 5471. November 1973; Engineering Experiment Sta- tion, The Ohio State University, Columbus. OM 43210. 11. Report of a Standard AST M Fire Endurance Test and Fire and Hose Stream Test on a Wall AssembLy. Building Research Laboratory Re- port No. T-3660, October 1966; Engineering Experiment Station, The Ohio State University, Columbus, OH 43210. 12, Fire Resistance of a Brick Cavity Wall System, Report No. E.S, 6975, October 1968; Structur- al Research Laboratory, Richmond Field Sta- · Rei. U.s. Pal. Off.. Sept (BtA) R$MOB.I.A.9/92 TQ:9S24710639 P.Co .1_' tion, University of California. Berkeley, California. 13. "SCR brick". Wall Fire Resisrance Tesl. by Ohio State University Engineering Experiment Station; Research Report No.2. Structural Clay Products Research Foundation (BIA>, Sep- tember 22. 1952. 14. Report of a Standard ASTM Fire Endurance and Hose Stream Test. Building Research Laboratory Repons, Nos, T -197 I, Marc h 1962, and T -1972. March 1962; and Report of a Standard ASTM Fire Endurance and Ho~'e Stream Test on a Wall Assembly. Report No. T-3016, August 1964; Engineering Experiment Station, The Ohio State University. Columbus. OH 432 to. 8 ( c ( ~BI"- Technical Notes ~~ on Briclc: Construction Briok In.Utute of America 11490 Commerce Park Drive, Reston. Virginia 22091 .29-2001 10: 00A FROM: INTL MASL.., ,~y INST 6123321621 (' TO:'::>->c'l710639 P:'3 Reissued" August 1991 CALCULATED FIRE RESISTANCE Abstract: Fire-resislllllce periods for building components are normally determined by physical tests conducted according to ASTM E 119 Standard Methods of Fire Tests of Build- ing Construction and Materials. This Technical Note! addresses analytical methods 10 deter- mine tire ratings for building construction not specifically tested under ASTM E 119. De- scribed 3I'e procedures for Clllculating Ute fire resist~ce of clay maso~ry walls incJUdi~g: I) effecls of plaster, 2) effecls of air spaces; 3) multl-wylhe conslrucllon; and 4) equlValenl thickness for hollow masonry units. Key Words: brick. building codes. fire ratings, fire resislance period, c INTRODUCTION Fire resistance is determined by standard test meth- ods and used by model building code~ ') provide both life safety and property protection. St,'ards to estab- lish fire resistance are developed and ao ~ed by a con- sensus group. Model codes contain man ~ory require- ments which local jurisdictions adopt as v to govern building design and construction. Fire resistance is a property of all type:. f building construction and is related to whether the n erials are combustible or non-combustible. Clay masonry is a non-combustible material and has excellent fire resis- tance in building construction. Accepted practice has been to detennine the fire resistance of clay masonry walls by ASTM E 119 Method for Fire Tests of Build- ing Construction and Materials. There are some instances when a panicular type of building construction has not been physically tested by the ASTM E 119 test method. This Technical Notes provides an analytical method to determine the fire rat- ing for building construction not specifically tested by ASTM E 119. This method is commonly known as the calculated fire resistance. This Technical Notes, the third in this series, concentrates on calculated fire resis- tance as it applies to model building code requirements. Other Technical NOles in this series address the ASTM E 119 test method and fire resistance ratings for bearing wall applications. ( DEFINITIONS To fully understand the calculated fire resistance pro- cedure, two terms must be defined. These two defini- tions will be referenced throughout this Technical Notes. Fire Resistance Period: the property of a material or assembly to withstand fire or give protection from it for a specific period of time, As applied to elements of buildings, fire resistance is characterized by the ability to confine a fIre, to continue to perform a given struc- tural function, or both. Fire Rating: a time required, usually expressed in the lowest full hour, for an element in a building to maintain its particular fIre resistance propenies. Model building codes establish the required fire ratings for various building elements. THEORY The resistance of clay masonry walls to fire is a well established fact and has been found to be a function of wall mass or thickness, Fire resistance tests have been conducted on walls of solid and hollow clay units. During the ASTM E 119 fire test. the fire resistance of clay masonry walls is usually established by the tem- perature rise on the unexposed side of the wall speci- men. Few masonry walls have failed due to loading or thermal shock of the hose stream. The method of caJculating fire resistance periods is described in NBS BMS 92, "Fire Resistive Classifica- tions of Building Construction", National Bureau of Standards, 1942, The construction must be similar to others for which the fire resistance periods are known. or of composite constructions for which the fire resis- tance periods of various components are known, Re- garding the derivation of the general calculated fire re- sistance formulae, the authors state: "In most cases the fire resistance period will be de- termined by the temperature rise on the IInexposed side of the wall. and it is on this criterion that the following method of interpolation and e.'rtension is based. . Originally published in June 1991, IlIls Technical Note:; has been reviewed 8IId rvissuecl willi editorial ehanges. 9 co :::I. ~ 5' l@; 2' S' ~o c:- ::J> <D3 -" (I) <0 :::I. con -"II) tm] ~ a. ~~> -en (")0 "'Z ::D -< J~~ 29-2001 10:00A FROM:INTL MA~uNRY INST 6123321621 According to the gellemltheory of heat tran.smission. if walls of the same material are expo.red to a heat source that maintains a CO'lstanl temperature of the sutface of the expo~'ed ~'ide, (/lid the IInexpo~'ed side is protected against heat loss, the lime at which a given temperature will be attained on the unexposed side wi// vary as the square of the wall thickness. In the standard fire test, which involves specified conditions of temperature meu~'t1rement and a fire that increases the temperature at the exposed surface of the wall as the test proceeds, the time required to altain a given temperature rise on the une.tposed side will be different from where the temperawre on the exposed side remains constant at the initial exposure tempera- ture for any period. It has beenfound that c:omparisons fairly consistent with test results can be obtained by as- suming the variation to be according to some lower power of n than the second. The fire resistance period of the wall can be then expressed by the formula: R = (cVr Eq. i where: R = fire resistance period, hr c = coefficient depending on the material. design of the wall, and the units of measurement of R and V V = volume of solid material per unit area oJ wall surface, and n = exponent depending on the rate of increase of temperature at the exposed face of the wall For walls of a given material and design, it was found that an increase of 50 percent in voLume of solid malerial per unit area ofwa// surface resulted in a 100 percent increase in the fire resistance period. This re- lationship gives a value of 1.7 for n. The Lower value for n as compared with 2 for the theoretical condition of constant temperature of the exposed surface is to be expected as the rising temperature at the e:cposed sur- face wouLd tend to shorten the fire resistance period of walls qualifying for relatively higher ratings." The fire resistance period of a wall may be expressed in terms of the fire resistance of the conjoined wythes of the wall as follows: "If R/, R;t. RJo etc. ;: fire resistance periods of walls (or component laminae of walls) having volumes of sol- id material per unit area oj wall surface of V" Vlo Vjletc., respectively, al.so letting c and n be defined as above. then for walls in general. RI =: (CI V,)~, R2 = (C2V2r, and RJ ;: (c1VJ).," The fire resistance period of the composite wall us- ing the form of Eq. 1 will be: R = (c, V.)., V, ;: VI + V1. + V) c, =: (c.V\ + cJV1 + c)VJ) I V therefore, R = (c1V.+cJVJ+c)V))O Eq.2 where: and TO: '::1524710639 P: 10 =: (Ril,. + R~"o + Rj"o). Eq. 3 Substituting 1.7 for nand 0.59 for Iln, the general calculated fire resismnce fonnuJa becomes: () R = (R,Cl.J9+ R2'J$ + R)O.S9 ... + R."59)1.7 Eq. 4 where: R" R~, and R) ... Rn = known fire resistance periods of the component laminae, in hr The calculated fire resistance has been expressed in terms of the fire resistance periods of the component laminae of the wall, which need not be of the same ma- terial and design. For walls of similar materials but of differenl thick- nesses, the formula can be adjusted to the following form; Rz = R, (VII V2)".7 Eq.5 where VI and VJ are the volumes of solid malerials per unit area of wall surface, and RJ and R, are the corre- sponding fire resistance periods. Using this theory, the fire resistance period of a wall assembly can be determined from the fire resistance pe- riods of the component laminae. Either the fire resis- tance periods determined by fire lests or the fire rating established from the fire tests can be used. Use of actu. al fire resistance periods detel1Tlined by tests will pro- vide more accurate results than the use of fire ratings. This is because fire ratings are based on the lowest full hour achieved. As an explanation, a wall with a fire re- sistance period end point of 2 hours and 40 minutes will only attain a flee rating of 2 hours. Further, many fire tests of clay masonry walls are terminated once the wall attains the desired fire rating rather than continu- ing the fire test to its end point. The calculated fire re- sistance, using either the fire resistance period or fire rating, can thus be used to verify that the wall assembly equals or exceeds the fire rating required by the build- ing code enforced in the area in question. ( CALCULATED FIRE RESISTANCE MUlti-Wythe Construction The theory behind calculated fire resistance indicates that a multi-wythe wall, Le., a wall consisting of two or more dissimilar materials, has a greater fire resistance than a simple summation of the fire resistance periOds of the various layers. Equation 4 developed from NBS BMS 92 yields a calculated fire resistance if the tire re- sistance periods for each dissimilar material are known. The fire resistance periods can be used to determine the total fire resistance of a multi-wythe wall composed of a combination of concrete, concrete masonry or clay masonry. The fire rating of the multi-wythe wall will be the maximum number of full hours thus detennined. Tables I through 5 are extracted from known fire re- sislance tests performed under ASTM E 119. Tables 1. 2. 4. 5 and 7 can be used to calculate fire resistance pe- riod for walls constructed of a combination of clay ma- sonry, concrete masonry or concrete walls. ( 2 10 c c (. JI'l-29-2001 10:01A FROM: INTL MA__,~RY INST 6123321621 TO.....S24710639 P: 11 TABLE 1 Fir. Resistance Periods for Non-Loadbearing and Loadbearlng Clay Masonry Wallsl,2 Wall or Partition Aaaembly, Members Framed Into Wall or Partition Minimum Nominal Thlcknes. Combustible None or Non-Combustible (minutes) (minutes) CLAY OR SHALE. SOLID 4 in. brick 75 8 in. brick 8in.brick 153 12 In. brick 120 240 240 CLAY OR SHALE. HOLLOW B in. brick, 71 % solid 120 180 12 in. brick. 64% solid B in. brick. 60% solid, cells filled with loose fill insulallon 240 240 CLAY OR SHALE. ROLOK 8 in. HoMow Rolok 60 150 12 in. Hollow Rolok 8 in. Hollow Aolok Bak 180 240 240 CAVITY WALLS. CLAY OR SHALE 8 in. wall; two 3 in. (actual) brick wythes separated by 2 in, air space; masonry joinl reinforcement spaced 16 in. o.c. vertically 160 9 in. wall; two nominal 4 in. wythes separated by 2 in, air space' 1/4 in. metal ties for each 3 sq n of waU area . 803 240 CLAY OR SHALE BRICK. METAL FURRING CHANNELS 5 in. wall, 4 in. nominal brick (75% solid) backed wfth a hat shaped metal furring channel 3/4 in. thick formed from 0.021 in. sheet metal attached to brick wall on 24 in. centers with approved fasteners; and 112 In. Type X gypsum board attached to the metal furring strips with 1 in, long Type S screws spaced 8 in. on centers 120 HOllOW CLAY TILE. BRICK FACING 8 in, wall; 4 In. unlls (40"/0 SOlld)4 flus 41n, solid brick 60 210 12 In. wall; 81n. units (40% solid) plus 4 in. solid brfck 120 240 ~Units shall comply with the requiremenl$ 01 ASTM C 62. C 126, C216 or C 652. 1 In. . 25,4 mm, 3~_ 9 in. ~all has a 120 min rating if the hollow spaces near combustitlle members are fined with fire resistance materials for the lull thickness 01 the wall and lor at 4 _as! 4 In. above lIlId belo.v and befween the combusdble members. Units shall QlIT1ply with the requirements of ASTM C 34, Effects of Plaster Sanded gypsum plaster applied to either face of a clay masonry wall will increase the tire resistance peri- od of the wall. Tests of solid clay masonry unit walls show the effect of one coat of plaster on the fire ex- posed side of a specimen to be approximately the same as for one coat of plaster on the unexposed side. No tests have been performed with plaster on only the un- exposed side of hollow clay tile walls, but there is no reason to suspect performance different from that of solid clay masonry walls. The calculated fire resistance formula to include the effect of sanded gypsum plaster on either one or two sides becomes: where: R = (RnO.~!I + pl)1.1 Sq. 6 calculated lire resistance of !he assembly, hr fire rating of individual wythe. hr thickness coefficient of sanded gypsum plaster R = Rn ;;;; pi = The thickness coefficiencs of plaster for use in the fonnula for determining the calculated fire resistance of plastered clay masonry walls are taken from NBS BMS 92. The constants were derived from available test re- sults. The average thickness of plaster applied in the series of tests ranged from 1/2 inch (12.7 mm) to 3/4 inch (19.1 nun). These thicknesses are most likely to be used in new building construction or are found to be applied On existing walls in a building where the fire rating is not known. Values of pi for use in Equation 6 are given in Table 6. Thickness coefficients of sanded g)'t>sum plaster should be selected based on the actual thickness of plas- ter applied to the wall and whether one or two sides of the wall is plastered. When using Equation 6, values for R.. must be hourly ratings. Thickness coefficients for other types of plaster materials have not been deter- mined to date. 3 11 -2001 10: 02A FROM: INTL MASG,... ( INST 6123321621 TO:9~~..j710639 P: 12 TABLE 2 Fire Resistance Periods For Non-Loadbearlng And Loadbearing Clay Tile Masonry Walls1,2 Wall or Partition Assembly, Members Framed Into Wall or Partition Minimum Nominal Thick""s. Combustible None or Non-Combustible (mlrwtes) (minutes) HOllOW CLAY TILE 8 in. unit; 2 cells in wallthicknass, 40% solid 45 75 8 in, unit; 2 cells In wall thickness, 43% solid 45 90 8 in. unit; 2 cells in wall thickness. 46% solid 60 105 B in, unit; 2 cells in walllhickness, 49% sofid 75 120 8 in. unit; 3 or 4 cells in wall thickness, 40% solid 45 105 8 in. unit: 3 or 4 cells in wall thickness, 43% solid 45 120 B in. unit: 3 or 4 cells in walllhickness, 48% solid 60 150 8 In, unit; 3 0' 4 cells in walllllickness, 53% soUd 75 180 12 in. unit; 3 cells in wall thickness, 40% solid 120 150 12 in. unit; :3 cells In walllhlckness. 45% solid 150 180 12 in. unit; 3 cells In wall thickness. 49% solid 180 210 12 in, wall; 2 units with 3 or 4 cells in wall thickness, 40% soUd 120 210 12 In. well; 2 units with 3 or 4 cells in wlIlllhickness, 45% solid 150 240 12 in. wall; 2 units with 3 or 4 cells in wlIlIlhickness, 53% solid 180 240 16 in. wall; 2 or 3 units with 4 or 5 cells in wall thickness, 40% solid 240 240 STRUCTURAL CLAY TILE 4 in, unit; 1 cell in wall thiCkness, 40% 8011&'. 75 6 in. unit; 1 ceUln waD thickness. 30% solld3,. 120 6 in. unit; 2 cells in wall thickness, 45% solidS 60 4 in. unit; 1 cell in wall thickness, 40% solid.,5 75 6 in. unit: 1 cell in wallthicknsss, 30% solid4,5 120 HOLLOW STRUCTURAL CLAY TILE 8 in. unit; 2 cells in wall thickness, 400!. solid 45 75 8 in, unit; 2 cells in wall thickness. 49% solid 75 120 6 in. unit: 3 or 4 cells In wall thickness, 53% solid 75 180 8 In. unit; 2 cells in wall thickness, 46% solid 60 105 12 in. unit: 3 cells in wall thickness. 40% solid 120 150 12 In. wall; 2 units, with 3 cells in wall thickness. 40% solid 120 210 121n. wall; 2 units with 3 or 4 cells in wall thickness. 45% solid 150 240 12 in. unit; 3 cells in wallthlckness, 45% SOlid 150 180 12 in. unit; 3 cells in walllhlckness, 49% solid 180 210 16 in. wall; 2 units with 4 cells in waD thiCkness, 43'Y. solid 240 240 16 in, wall; 2 or 3 units will'l4 or 5 cells in wall thickness. 40% solid 240 240 1 Units Shall comply with the requl'enlents of ASTM C 34. C sa. C 212 or C 530. 21 in. = 25.4 mm. 3Ralings are for dense hard.J)umed day or shsle, .Cells filled with Iile, stone, slag, Cinders or saM milCe~ wilh mona" 5Ralings are for medium-burned clay tile, Effects of Air Spaces A continuous air space separating wythes of masonry will increase the calculated fire resistance of masonry walls. A continuous air space can occur between wythes of masonry or between masonry and concrete, The calculated fire resistance formula then becomes: R = (R,0.39 + Rl'9+ ...R,.0-'9 + as)I.1 Eq.7 where: R = calculated fire resistance of the assembly, hr RI' Rl and R,,::: fire rating of the individual wythes, hr as ;;; coefficient for continuous air space NBS BMS 92 indicates that a continuous air space from 112 inch (12.7 mm) to 3-1/2 inch (89 nun) may be estimated by the use of a value 0.3 for each continuous air space. Thus a value of 0.6 would be used in multi- wythe wall with two continuous air spaces, Values for R" in Equation 7 must be in hours. () <> Hollow Clay Masonry Walls Although many fire tests on hollow clay masonry walls have been conducted, it would be virtually im- possible to test all combinations of unit size and shape used in construction. Fire resistance periods can be readily obtained or estimated from the unit's equivalent thickness. It is accepted practice to determine the fire resistance of concrete masonry units based on the type of aggregate used [0 manufacture the units and the equivalent thickness of solid material in the wall. Re- cent developments in the clay masonry industry have led to the use of the equivalent thickness method for determining the fire resistance of hollow clay masonry units which conform to ASTM C 652 Standard Specifi- cation for Hollow Brick Made From Clay or Shale. The equivalent thickness method permits the detenni- nation of fire resistance period of hollow clay units that (, 4 12 (' c l 29-2001 10: 02A FROM: INTL MFl"'_,iRY INST 6123321621 TO:....,j2<l710639 P: 13 TABLE 3 Fire Resistance Periods For Steel Frame/Brick Veneer Walls' Fire Resistance Period Wall or Partition Assembly Plaster Side Exposed 8rick Faced Side Exposed (minutes) (minutes) Steel studs faced outer side with 112 in. wood liber board sheathing next to studs, 314 in. air space fonned with 314 in. X 1 5/8 in, wood strips placed over the fiberboard and secullld 10 the studs; metal or wire lath nailed to such sttips. 3 314 in. brick veneer held in place by lilling 3/4 in. air space between the btick and lath with 90 240 mOltar. Inside facing 01 studs: 314 in. unsanded gypsum plaster on metal or wire lath attached 10 5/16 in. wood strips s8CUl1Id to edges of the sluds. Sleel studs laced outer side with 1 in. insulation board sheathing anached to studs, 1 in. air space. and 3 314 In. brick veneer attached to steel frame with metal lies every 5th course, In6ide lacing of studs: 7/8 in, sanded gypsum 105 240 plesls' (1:2 mix) applied on metal or wire lath altached directly to the studs. Same as above excepl use 7/8 in. vermiculite-gypsum plaster or 1 in. &anded gypsum plaster (1 :2 mix) 120 240 applied to metal 01 wite, Stesl studs laced oute, side with 1/2 in. gypsum sheathing board, attache<lto studs, and 3 3/4 In. brick veneer anached to steel frame with metal ties every 5th course. Inside feeing of studs: 112 in. sanded 120 240 gypsum plaster (1 :2 mix) applied to 1/2 in. per10rated gypsum lath securely attached to studs and having strips of melallath 3 In, wide applied to all horizontal joints of gypsum lalh. 11 In. .. 25.4 mm. . may not have been physically tested under ASTM E 119. The fire resistance periods for hollow clay mason- ry units included in Table 7 are based on the equivalent thickness principle, Equivalent thickness is the average thickness of solid material in the wall. It is found by taking the total vol- ume of a wall unit. subtracting the volume of core or cell spaces and dividing by the area of the exposed face of the unit. The equivalent thickness of hollow clay masonry units can be calculated from the actual thickness and the percentage of solid material in the unit. Both of these measurements can be obtained when the units are sam- pled and tested according to ASTM C 67 Methods of Sampling and Testing Brick and Structural Clay TIle, The equivalent thickness is based on the equation: Et-=~ Eq.8 I x h 13 J II ., where; E,. = equivalent thickness. in. V == net volume (gross volume less void area), in.3 = length of hollow brick., in, h = height of hollow brick. in, When the walls are plastered with sanded gypsum plaster, the effect of the plaster may be included by using Equation 6 once R. is calculated using the equivalent thickness method for the hollow clay ma- sonry unit. However, Equation 6 can only be used when plaster consists of sanded gypsum materials. To determine the effects of other plaster m&terials for hollow clay masonry units, the only option is to in- clude the thickness of the plaster when determining the net volume, V, in Equation 8. 5 ~9-2001 10:03A FROM: INTL MAS.... ..~y INST 6123321621 TO::.-....c4710639 p: 14 TABLE 4 Minimum Equivalent Thlckness1 (Inchea) of Loadbearlng or Non-Loadbearlng Concrete Masonry Walls2,3'''.5 FIre R.slstance Periods (minutes) Type of Aggregate 30 4S 60 75 90 105 120 135 150 165 180 195 210 225 240 Pumice Of" Expanded Slag 1.5 1.9 2.1 2.5 2.7 3.0 3.2 3.4 3.6 3.8 4,0 4.2 4.4 4.5 4.7 Expanded Shale. Clay or Slate 1.8 2.2 2.6 2.9 3.3 3.4 3.6 3.8 4.0 4.2 4.4 4.6 4.8 4.9 5.1 Umestone. Cinders. or Unexpanded Slag 1.9 2.3 2.7 3.1 3.4 3.7 4,0 4.3 4.5 4.8 5.0 5.2 5.5 5.7 5.9 Calcareous Gravel 2,0 2.4 2.8 3.2 3.6 3,9 4.2 4.5 4.8 5.0 5,3 5.5 5,8 6.0 6,2 Siliceous Gravel 2.1 2.6 3.0 3.5 3.9 4.2 4.5 4.8 5.1 5.4 5] 6.0 6.2 6.5 6.7 1 Equlvalentthiclcness Is lhe 8Vsrsge thlcllness 01 \tie solid material in Ihe wal. II Is found by laking the total volume 01 a wall unit, subtracting the volume 01 core spaces. and dividing lhis by Ihe ares of the exposeO face 01 the unit 2 ValuM between those shown in \he lable can ba d"'rmin8d by di,ect interpolation. 3 Wbere camIlulltlble members are framed into Ihe wall. the Ihicllness 01 solid material between the end of each member and lhe opposite face of the wall, 0' between m8ll1bers set in lrom oppOllite sidll8, shall not be tess lhan 93% 01 Ih8l1\lc:knesa shown in the table, "Units shall comply with tho requiremenlll of ASTM C 55. C 73, C 90 or C 145. 5 Exlrac:ted from the 1991 Edition Qf the Standard BuHding Code, Soulh.,n Building Code Congress Intemallonal, Table 3103.1. EXAMPLES OF CALCULATED FIRE RESISTANCE Multi-Wythe Construction A composite wall consists of 4 inch (100 rnm) nomi- nal face brick with a monared collar joint and 4 inch (100 mm) siliceous aggregate concrete wall. The fire resistance rating is determined as follows: From Table l 4 inch nominal face brick, R. = 60 min (I hr) From Table 5 4 inch siliceous COncrete wall, R2 :;:;: 77.3 min (1.29 hr) Fire Resistance is calculated by Equation 4 R = (R.ll,S9 + RlS9)1.7 = [(1.0)0.s9 + (1.29)0-" ]1,7 = 3.70 hr Fire Rating is expressed in multiples of hours with 4 hr as a maximum required in all model building codes. A wall with a calculated fire resistance of 3.70 hr can- not attain a 4 hr fire rating. Thus, the fire rating is 3 hr. Effects of Plaster A 6 inch (L50 mm) solid brick masonry wall has a 120 min (2 hr) fire rating from Table 1. Determine the fife rating with 3/4 inch (19,1 nun) thick sanded gyp_ sum plaster on one and two sides, Using Equation 6 and Table 6 with 3/4 inch thick plaster on one side R '" (R,.Q.)9 + pl)1.7 = [(2)0.59 + 0.45]1.7 = 3.13 hr, Fire Rutinlf = 3 hr Using Equation 6 and Table 6 with 3/4 inch thick plaster on two sides R = {(2)o.~ + 0.90J1.1 '" 4.45 hr, Fire Ratin~ :;:;: 4 hr Effects of Air Spaces A cavil)' wall consists of 4 in. (100 mrn) nominal solid clay masonry units, a 2 in. (50 nun) air space and 8 in. (200 mrn) limestone, cinder or unexpanded slag . concrete masonry unit. The concrete masonry unit has actual dimensions of 8 x 8 x 16 inches and is 50% sol- id. The ftre rating is determined by Eq. 7 as follows: From Table 1 4 in. nominal solid clay unit, RI = 60 nun or I hr A 2 in. air space, as = 0.30 An 8 x 8 x 16 eMU composed of limestone, cinder or unex.panded slag has an equivalent thickness of Er == (8)(8)(16) x 0.50 (8)(16) = 4 in., From Table 4, fire rating:;:;: 120 min (2 hr) Fire Resistance is calculated by Eq. 7: R == (R1M9 + R20..59 + as)1.7 == [(l)o.S9 + (2)0,'9 + 0.3]1.1 0:: 5.77 hr, Fire Ratin!! _ 4 he Hollow Clay Masonry Walls Determine the equivalent thickness and fire rating for a nominal 8 It 4 x. 12 in, (200 x 100 x. 400 nun) hol- low clay masonry unit with the coring pattern shown in Figure 1. First, determine the net volume of the unit. 6 14 () c~. (! (:.. c l )-2001 10:03A FROM:INTL MA~ ,~y INST 6123321621 TO:_..>24710639 P: 15 Fire Resistance Periods For Concrete Walls (minutes) TABLE 5 For Thlcttness (lnChea) Of Type 01 Material 1112 2 2112 3 3112 4 4112 5 5112 6 6112 7 Siliceous aggregate concrete 16.8 23,9 34.7 45.4 61.0 n.3 97.4 120.5 144.4 170.0 200.3 235.7 Carbonate agg'egale concrete 18.0 27.7 40.7 52.9 67.5 87.6 112.2 135.4 164.5 167.0 229.4 270.1 Sand-lightweight 2 2 conc'ete 23.9 35.4 53.8 75.3 104.1 135.4 170.0 207.8 250.22 2 Ughtweight concrete 24,5 39.9 60.0 84.5 115.8 146,3 167.0 229.4 280,22 2 2 2 . I nSlJ lating concrete3 43.8 80.3 116.9 138.0 204.7 258.42 2 2 2 2 2 2 lExlracted lrom lhe 1991 Edhlon of lhe Standard Building Code, Southern Building Code Congress International, Table 3102.18. 2The lire resistance perioCllo, Inis thickness e.ceeds 240 minutes. 30ry unit welgllt 0135 pcl or less and conaistlng 01 cellular. peril" or vermiculite concrale. Gross volume = t x h x 1 = (7.625)(3.625)(11.625) = 321.3 in.3 Next. detennine core area volume = 2 [(4.625) (3.625) (2.875)] + (4.625) (3.625) (0,625) ::: 106.9 in) Net volume = 321.3 - 106.9 = 214,4 in.3 % Solid =: 214.4/321.3 = 0.667, unit is 66.7% solid Determine equivalent thickness, Er by Eq. 8 Er =3...... 1 x h = 214.4 (11.625)(3.625) = 5.09 in. From Table 7 a hollow clay masonry unit, unfilled. with an E,. = 5.09 auains a 240 min or 4 hr fire rating. SUMMARY This Technical Notes has addressed analytical meth- ods to detennine fire ratings for building construction not tested under ASTM E 119, commonly known as calculated fire resistance. Procedures for calculating the fire rating of multi-wythe construction, plastered clay masonry walls, the effects of air spaces within wall construction and the equivalent thickness of hol- low clay masonry units are presented. Fire ratings play an important part of building wall selection, The information presented in this Technical Notes will be useful for calculating the fire rating of untested waJl assemblies composed of clay masonry and combinations of clay masonry with other construc- tion materials such as concrete and concrete masonry. The information and suggestions contained in this Technical NOles are based on the available data and the experience of the engineering staff of the Brick Insti- 15 tute of America. The information contained herein must be used in conjunction with good technical judge- ment and a basic understanding of the fire resistance properties of brick masonry. Final decisions on the use of the infonnation presented are not within the purview of the Brick Institute of America and must rest with the project architect, designer, owner or all. REFERENCES 1. Fire Protection Planning Report No, 13, "Ana- lytical Methods of Detennining Fire Endurance of Concrete and Masonry Members - Model Code Approved Procedures", Concrete & Ma- sonry Industry Fire Safety Committee. 2. "Fire Resistance of Various Masonry Walls". G.E. Troxell, University of California at Berke- ley, 1967. 3. Fire Test Report #83-13, "Two Hour Fire Resis- tance Tests of Higgins Brick Company Solid Grouted 5-Inch Hollow Brick Units" by Fisher and Williamson. . 4. International Conference of Building Officials Research Repons #1957, #2730 and #4062. 5. NBS Research Paper No. 37, Fire Resistance of Hollow Load Bearing Wall Tile. National Bureau of Standards, 1928, 6. "Standard Building Code, Chapter 31" Souchern Building Code Congress. International, 1991 Edition. 7. Structural Engineers Association of California, "Annual Report for the Fire Racings Commit- tee", 1962. 8, Technical NOles on Brick Consrrucrion 16 Re- vised. "Fire Resistance", Reissued May 1987. 9. Williamson, R.B., "Standard Fire Tests of Un- loaded Hollow 6-inch BricktBlock Panels (filled with lightweight Aggregate; Venniculice)", 7 j-2001 10:04A FROM:INTL Mh ~RY INST 6123321621 TO.....524710639 p: it:, 1.125 IN. ',125 IN, 1.5 IN. ) 2.875 IN. 0.625 IN. 2.875 IN. FIG. 1 Hollow Clay Masonry Unit Dimensions TABLE 6 Coefficients For Plaster (pi)' thickness of Plaster (In.) (mm) One-Side Two-Side 1/2 (12.7) 0.30 0.60 5/8 (15.9) 0.37 0.75 3/4 (19.0) 0.45 0.90 J 'Values listed are for 1:3 sanded gypsum plaster. TABLE 7 Minimum Equivalent ThiCkness' (in.) of Loadbearing or Non-Loadbearlng Hollow Clay Masonry Walls1.3.4.5 Fire Resistance Period (minutes) Type of Material 60 120 180 240 Brick 01 Clay or shale. unfilled 2.3 3.4 4.3 5.0 Brick of clay or shale, grouted 0' filled with perlite. vennicullte or expanded shale aggregate 3,0 4,4 5.5 6.6 1 Equivalent II\lckness Is lhe average thickness of sOlid materlalln \he wall. It is 'OUnd by taking the IOlal volume 01 a wa. unit, subtlllcting the volume 01 core or cell spaces and dividing by the area ot the exposed face of the unit, 2V.....a between Ihose shown in the table ClIO be de'ermined by direct interpolation. ~rs oomtlU$tllJle membsl'll e'e tramsd In the wall. the thickness 01 solid mal8rial between the end of each member and the opposite 'ate of the wall, or b8tween members sill in from opposHe sides. shall not be 1e66 than 93". 01 the thickness shownln the lable. 4Unill shall comply with the requilements of ASTM C 652. 5Extraclsd lrom the 1991 Edition ollhe Standard Building Code, Southern BuildIng Code Congress ImernallonaJ. Table 31044, ) R5M=S.I.A.8I91 8 16 29-2001 10: 041=1 FROM: INTL ~,. ~JNRY INST 6123321621 1......9524710539 p: 1'7 National Concrete Masomy Association an information series from the national authority on concrete masonry technology FIRE RESISTANCE RATING OF CONCRETE MASONRY ASSEMBLIES Keywords: columns, control joints, equivalent thickness, fue resistance ratings, fire walls, multi-wythe walls, speci- fications INTRODUCTION This TEK conforms to the stated parameters of the Standard Method for Determining Fire Resistance of Con- crete and Masonry Construction Assemblies, ACI 216.1-97/ lMS 0216.1-97 (ref. I-hereinafter referred to as the Stan- dard). Concrete masonry is widely specified for tire walls and fire separation walls because these elements are: '. noncombustible, · provide durable frre resistance, and · are economical to construct, For the most part, the contents of the Standard are not new, but rather are a compilation and refinement of the many documents previously published by the various segments of the masonry and concrete industry. More importantly, the Standard is a document that has gone through a fonnal consensus process and is written in mandatory language, and therefore is now incoIporated by reference into the national model codes. TEK 7-1A Fire Resistance (1999) directory of listed fire rated assemblies. The listing service also monitors materials and production to verify that the concrete masonry Wlits are and remain in compliance with appropriati standards. A premium is usually charged for units of this type. The system also is somewhat inflexible in that little variation from the original tested wall assembly is allowed including unit size, shape, mix design, ingredients. and even the plant of manufacture. The third option, testing of representative elements of the construction in accordance with standard fire test methods is generally not practical due to the expense of the test and time required to build., cure, and test representative specimens. CALCULATED FIRE RESISTANCE METHOD Scope This tEK covers methods for determining the fire resis- tance rating of concrete masonry assemblies, including walls, colwnns, lintels, beams, and concrete masonry fire protection for steel columns. It also includes assemblies composed of concrete masonry and other components including plaster and drywall finishes, and multi-wythe masonry components including clay or shale masonry units, Background The calculated fire resistance method is based on exten- Methods of Determining Fire Resistance Ratings sive research and results of previous testing of concrete The fIre resistance rating period of concrete masonry masonry walls. Fire testing of wall assemblies is conducted elements can be determined by three methods: in accordance with the Standard Test Methods/or Fire Tesls · calculation, o/Building Construction and Materials: ASTM E 119 (ref. 7) · through a listing service, or which measures four performance criteria, · by testing. ASTM E 119 Perfonnance Criteria: The calculation method is the most practical and most . resistance to the transmission of heat through the commonly used method of determining the frre resistance wall assembly, rating of concrete masonry. It is based on extensive research . resistance to the passage of hot gases through the which established a relationship between physical properties wall sufficient to ignite cotton waste, of materials and the fire resistance rating. The calculation . load carrying capacity of loadbearing walls, and method is utilized in the Standard which determines fire . resistance to the impact, erosion, and cooling effects resistance ratings based on the equivalent thickness of con- of a hose stream on the assembly after exposure to crete masonry units and aggregate types used in their manu- the standard fire. facture. The fire resistance rating of concrete masonry is typically An alternative to the calculation method is provided by governed by the heat transmission criteria. This type of private commercial listing services, The listing service failure mode is certainly preferable to a structural collapse approach allows the designer to select a fire rated assembly endpoint characteristic of many other building materials which has been previously classified and listed in a published f..om the standpoint of life safety (particularly for fire fighters) TEl< 7-IA 10 1999 NatiOllal Concrete Masonry Association (replaces TEK 7.1 and 7.3) ( 17 )-2001 10: 07R FROM: INTL MRS. .R.Y INST 6123321621 1;. = (~x VI) + (T2x 1';) ( Where: Tr - required equivalent thickness for a specific fire resistance rating of an assembly constructed of units with combined aggregates, in. (mm) T" T2 = required equivalent thickness for a specific fIre resistance rating of a wall constrocted of units with aggregate types 1 and 2, respectively, in. (mm) V;, V2 = fractional volume of aggregate types 1 and 2, re- spectively, used in the manufacture of the unit ( Multi-Wythe Wall Assemblies The fire resistance rating of multi-wythe walls (Figure 2) is based on the fire resistance of each wythe and the air space between eacb wythe in accordance with the following Equa- tion. R = (R,o.59 + R"O,J9 +... +R.O-'9 + AI + A2 +.., A.Y? Wbere: R" Jl",...R. = fire resistance rating of wythe 1,2,...n, respectively (hours). AI' A2'...A. =0.30; factor for each air space, 1, 2,...n, respectively, baving a width of 112 to 3112 in. (13 to 89 mm) between wythes. Note: It does not matter which side is exposed to the fire. \ TO:;.>...;>24710639 p: 1'3 For multi-wythe walls of clay brick and concrete ma- sonry, use the values of Table 3 for the brick wythe in the above equation. Reinforced Concrete Masonry Columns The fire resistance rating of reinforced concrete masonry columns is based on the least plan dimension of the column as indicated in Table 4, The minimum required cover over the vertical reinforcement is 2 in, (51 mm). Concrete Masonry Lintels The fire resistance rating of concrete masonry lintels is determined based upon the nominal thickness of the lintel and tbe minimum cover of longitudinal reinforcement in accordance witJ1 Table 5. Cover requirements in excess of 1 'l'2 in. (38 rom) protect the reinforcement from strength degra- dation due to excessive temperature during the fue exposure period. Cover requirements may be provided by masonry units, grout, or mortar. 19 29-2001 10:09A FROM:INTL~. JNRY INST 6123321621 Control Joints Figure 3 shows control joint details in fire rated wall assemblies in which openings are not permitted or where openings are required to be protected Maximum joint width is !I.. in, (13 mm). Steel Columns Protected by Concrete MUODry The fire resistance rating of steel columns protected by concrete masonry as illustrated in Figure 4 is determined by the following equation: R = Q,401(Anlp)o.7 + {O,285(T",1.6/ftO.2) x [1.0 + (42.7 {(A.,mT..,)/(O.25p+ T..)}o.8)J}(English units) R = 7. 13(AIIP.r + {O.0027(T...1.6/ftO.2) x [1.0 + (2.49x107 {(A.,mTea)/(O.2Sp + T..W,8)]}(SI units) Where: R = Fire resistance rating of the column assembly, hr. A.t = Cross-sectional area of the steel column, in.l (ml) D = Density of concrete masonry protection, pef (kg/ml) p. = Heated perimeter of steel column, in. (mm) k = Thermal conductivity of concrete masonry, Table 6, BtuJ'hr-ft""F (W/m"K) p = Inner pcrimeter of concrete masomy protection, in. (mm) T... '" Equivalent thickness of concrete masonry protec- tion, in. (mm) Effects of Finish Materials In many cases drywall, plaster or stucco finishes arc added to concrete masonry walls. While finishes are nor- mally applied for architectural reasons, they also provide additional fire resistance value. The Standard (ref I) makes provision for calculating the additional fire resistance pro- vided by these finishes. It should be noted that when finishes are used to achieve 1, 3524710639 P:2Cl i t 20 r2001 10: 12A FROM: INTL MAS. ,~y INST 6123321621 the required fire resistance rating, the masonry alone must provide at least one-half of the total required rating. This is to assure structural integrity during a fire. Certain finishes deteriorate more rapidly when exposed to fire than when on the non-fire side of the wall. Therefore, two separate tables are required. Table 7 applies to finishes on the non-fire exposed side of the wall and Table 8 applies to finishes on the fire exposed side. For finishes on the non-fire exposed side of the wall, the TO:';;J::;)24710639 P:21 finish is converted to equivalent thickness of concrete ma- sonry by multiplying the thickness of the finish by the factor given in Table 7. This is then added to the base concrete masonry wall equivalent thickness which is used in Table 1 to determine the fire resistance rating, For finishes on the fire exposed side of the wall, a time is assigned to the finish in Table 8 which is added to the tire resistance rating detennined for the base waJl and oon- fire side fmish. The times listed in Table 8 are essentially the length of time the various fmishes will remain intact when exposed to fire (on the fire side of the wall). When calculating the fire resistance rating of a wall with finishes, two calculations are performed. The first is assum- ing fire on one side of the wall and the second is assuming the fire on the other side. The f1J'e rating of the wall assembly is then the lowest of the two. Note that there may be situations where the waIl needs to rated with the fITe on only one side. InstaUatioD of Finishes Finishes that are assumed to contribute to the total fire resistance rating of a wall must meet certain minimum installation requirements, Plaster and stucco need only be applied in accordance with the provisions of the building code. Gypsum wallboard and gypswn lath may be attached to wood or metal furring strips spaced a maximum of 24 in. (610 mm) on center or may be attached directly to the wall with adhesives. Drywall and furring may be attached in one of two ways: ( 21 _9-2001 1121: 15A FROM: INTL MH_ _,~RY INST 6123321621 1). Self-tapping drywall screws spaced a maximum of 12 in. (305 mm) and penetrating a minimum of3/. in. (10 mm) into resilient steel furring channels running horizontally and-spaced a maximum of 24 in. (610 rom) on center. 2). Lath nails spaced at 12 in. (305 mm) on center maxi- mwn, penetrating 3/. in, (19 mm) into nominal I x 2 in, (25 x 51 mm) wood furring strips which are attached to the masonry with 2 in, (51 mm) concrete nails spaced a maximum of 16 in. (41 mm) on center. Gypsum wallboard must be installed with the long dimension parallel to the furring members and all horizontal and vertical joints must be supported and finished. The only exception is sl. in. (16 rom) Type "X" gypsum wallboard which may be installed horizontally without being supported at the horizontal joints. For drywall attached by the adhesive method, a 3/8 in. (10 mm) bead of panel adhesive must be placed around the perimeter of the wallboard and across the diagonals and then secured with a masomy nail for each 2 ft1 (0.19 mZ)ofpanel. CONCLUSION The calculated fire resistance procedure is practical. versatile, and economical, It is based on thousands of tests. It is incorporated by reference into the major model codes of the US and allows the designer virtually unlimited flexibility to incorporate the excellent fIre resistive properties of con- creq, masonry into the design. TO. _324710639 P.-=>=. . L...L... REFERENCES 1. Standard Method for Determining Fire Resistance of Con- crete and Masonry Construction Assemblies, ACI 216.1-97/ TMS 0216.1-97. American Concrete Institute and The Ma- somy Society, 1997. 2. Standard Methods of Sampling and Testing ConCrete Ma- sonry Units, ASlM C 140-97. American Society for Testing and Materials, 1997. 3. Standard Specification for Concrete Aggregates, ASTM C 33-97. Amorlcan Society for Testing and Materials, 1997. 4. Stand'"'" Specification for Lightweight Aggregates for Insu- lating Concrete, ASTM C 331-98. American Society for Testing and Materials, 1998. 5. Standard Specification for Lightweight Aggregates for C01lCre~ Masonry, ASTM C 332-87(1998)". American Society for Testing and Materials, 1998. 6. Sf4ndard Specification for Loadbearing Conaete Masonry Units. ASTM C 9O-97a. American Society for Testing and Materials, 1997. 7. Standard Test Methods for Fire Tests of Bui/ding Construc- tion and Materials, ASTM E 119-88. American Society for Testing and Materials, 1988. 8, Standard Specification for Vennicu/ite Loose Fill Insulation. ASTM C 516-80(1998)<1. American Society for Testing and Materials, 1998. 9. StmIdard Specificationfor Perlite Loose Fi/lInsulation, ASTM C 549-81(1998)'1, American Society for Testing and Materials, 1998. NATIONAL CONCRETE MASONRY ASSOCIATION 2302 Horse Pen Road, Herndon, Virginia 20171-3499 www.ncma.org To order a complete TEK .I\hn\lal or TEK lndex, contact NCMA Publications (703) 713-1900 22 29-2001 10: 15A FROM: INTL ~,. JNRY INST 6123321621 1,-,. 952<1710639 P:23 I I r" National Concrete Masonry Association an information series from the national authority on concrete masonry technology INCREASING THE FIRE RESISTANCE OF CONCRETE MASONRY Keywords: fire resistance ratings, fire walls, plaster INTRODUCTION It has been accepted practice to determine the fire resis- tance rating of concrete masonry walls based on the aggregate type used to manufacture the units and the equivalent thick- ness of solid material in the wall. Each of the model building codes have establ ished minimum thickness requirements (Table I) for given hourly ratings developed and refined over the years through the results of actual fire tests. Equivalent thickncss of concrete masonry is determined by calculating the product of the net volume (expressed in the form of percent solid) and the actual width of the unit The net volumc is found by the test procedures described in ASTM C 140, Standard Methods of Sampling and Testing Concrete Masonry Units. (ref 5) In most instances, concrete masonry units which meet the equivalent thickness requirements for a given hourly fire rating are rcadily availablc. However, whcn such units arc not avail- able, it may be necessary to increase the tire resistance rating by adding supplemental materials either into the cores of the block or attached to the surface of the wall. Fire ratings may also need to be increased when the endurance periods of existing walls must be improved to accommodate chWlges in building usage. classification, or to bring older structures into compliance with current building code re- quirements. This TEK describes procedures to increase the fire resistance of concrete masonry con- struction by adding specific materials or combi- nations of materials to the wall. TEK 7-4 Fire Re$istaflce (1997) units are solidly filled with grout the equivalent thickness is considered to be the actual thickness of the unit, Research conducted by the Portland Cement Association (Figure I) (ref. 2) indicatcs that a fairly wide range of granular materials may increase the fire endurance if employed in the hollow cells. Of course, use of an approved insulating material in the hollow cells to increase the fire endurance has the added benefit of increasing resistance to heat flow, Standard Method for Determining Fire Endurance of Concrete and Masonry Const11lction Assemblies, ACI 216.1 (ref. 4) allows the equivalent thickness of the unit to be taken as the actual thickness when all cores are filled with; sand, pea gravel, crushed stone, or slag that meet ASTM C 33 (ref. 6) requirements; pumice, scoria, expanded shale, expanded clay, expanded slate, expanded slag, expanded fly ash, or cinders tharcomply with ASTM C 331 (ref. 7); orperlite or vermiculite meetingtherequirementsofASTMC549andC 516(refs. 8,9), respectively. ... SURFACE FINISHES The fire resistance values shown in Table I are for concrete masonry walls without plaster or wallboard tinishes. Plaster or wallboard finishes increase the fire resistance 0 f the concrete QranularslaQ 1404 diatomaceous earth 1388 1383 calcareous sand FILLED CORES exoanded shale 1382 Filling the hollow core spaces, or the air space in a cavity wall, with an approved material will reduce the rate ofbeat flow through the wall and result in an increased fire endurance. Under the provisions of each of the national model codes (refs, 1,3, 10), when the cells of the o cores empty 1153 100 200 300 400 500 Fire endurance lime, minutes Figure I-Test Results of Core Fills to Increase Fire Resistance Rating (ref. 2) " TEK 7-4 Q t997 NlUional Concrete Masonry Association 23 )-2001 10:16A FROM:INTL M~ IRY INST 6123321621 TL ..524710639 F':24 Table I-Fk'e RaIstuc:e RatIDg Period of Ccmcrete Muoary AslembUes (rei. 4) Minimum required equivalent thickness, in. (rnm), of the concrete ( Aggregate type in the masonry assembly,. to achieve a tire resistance rating period of concrete mason unitb 4 hr. 3 hr, 2 hr. 1.5 hr. I hr. Calcareous or siliceous gravel 6.2 (157) 5.3 (135) 4.2 (107) 3.6(91) 2.8 (71) (other than limestone) Limestone, cinders or air-cooled slag 5.9 (150) S.O (127) 4.0 (102) 3.4(86) 2.7 (69) Expanded clay, expanded shale or expanded slate 5.1 (130) 4.4 (112) 3.6 (91) 3.3(84) 2.6 (66) Expanded slag or pumice 4.7 (119) 4.0 (102) 3.2 (81) 2.7(69) 2.1 (53) · Fire resistance rating between the hourly fire resistance rating periods listed shQlI be detennined by linear interpolation based on the equivalent thickness value of the concrete masonry assembly. II Minimum required equivQlent thickness corresponding to the fire resistance rating for units made with a combination of aggregates shall be determined by linear interpolation based on the percent by volume of each aggregate used in the manufacture. Table 2-Multiplyinl Factor for FinlshesOD Non-FIre-Exposed Side orwall (ref. 4) Expanded shale, expanded clay, Siliceous or carbonate Semi-lightweight expanded slag, or pumice less a t oncrete 20'! 1.00 0.75 0,75 1.2S 1.00 1.00 1.75 1.50 1.25 Gypsum wallboard 3.00 225 225 · For ponland cement-sand plaster sls in. (16 mm) or less in thickness, and applied directly to concrete or masonry on the non-fire exposed side of the wail, the multiplying factor is 1.0. masonry wall , with the increase in fire endurance depending on the type of finish, the type of block, and whether the finish is on the fire exposed or non-exposed side of the wall. When gypsum wallboard or plaster finishes are applied to a concrete masonry wall, the calculated fire resistance rating for the masonry alone should not be less than one-half the required fire resistance rating. Since the contribution of the finish to the fire resistance of the wall is largely a matter of its ability to stay in place, consideration must be given to methods of attachment. Plaster and stucco should be applied direcdy to the concrete masonry in accordance with building code provisions. Gypsum wall- board may be attached using wood or steel furring, or attached directly to the walls by adhesives. Requirements for fastening wallboard to masonry walls are listed below. I. Self-tapping drywall screws spaced at a maximum ofl2 in. (305 mm) on center and penetrating 3/8 in. (to mm) into resilient steel furring channels running horizontally and spaced at a maximum of24 in. (61 0 mm). 2 Lath nails spaced at a maximum of 12 in. (305 mm) on center penetrating 3/4 in. (19 mm) into nominal 1 x2 wood furring strips that are secured to the masonry by 2 in, (S I mm) concrete naUs and spaced a maximum of 16 in. on center( 406 mm). 3. Application ofa 3/. in. (10 mm) bead of panel adhesive around the perimeter of the wallboard and across the diagonals. A fier the wallboard is laminated to the concrete masonry surface, secure it with one masonry nail for each 2 ~ (0.19 m2) of panel. 4, Gypsum wallboard must be installed with the long dimen- sion parallel to furring members and with all horizontal and venical joints supponed and finished. sls in. (16 rom) Type X gypsum wallboard is permitted to be installed horizon- tally on walls with thc horizontal joints unsupponed.. ( NON-FIRE EXPOSED SUR FACES An increase in equivalent thickness can be calculated for wallboard and plaster applied to the unexposed side of rhe masonry wall. Multiplying factors (Table 2) are employed to calculate the added equivalent thickness. The increase or decrease in added thickness (i.e., the value of the multiplying factor) depends on the relative heat resistance of the concrete masonry and the finish material. The corrected thickness is then added to the equivalent thickness of the concrete ma- sonry to determine the fire resistance. Example 1: UseoITable 2 Assume that a wall finish will be applied to the non-fire- exposed side of the wall. The actual thickness of the finish is 3/4 in. (19 mm). The added equivalent thickness is calculated as follows: (a) lithe masonry unit is manufactured of siliceous or calcar- eous gravel and gypsum wallboard is the finish material, the added equivalent thickness will be: 0.75 in. x3.00-2.25 in. (S7mm) l (b) If the unit is manufactured of expanded slag and the finish 24 3-2001 10: 17A FROM: INTL MI'lRY INST 6123321621 ~ material i:-. ponlunuccmcnl-simu plasler. Lhcaddcd cquivu- Icnllhickness will be: 0.75 in. xo. 75 =().56 in. ( 14 mm) Similar calculations may be made lor units manufactured of other oggrcgate lypes or covered with different finish materials. FIRE EXPOSED SURFACES Wallboards and plasters appl i ed to lath on the fire exposed side of u concrete masonry wall are treated differently since their contribution to additional tire endurance is limited to the period of time they stay on the wall during a fire. Wallboard exposed to a fire tcst ~enerally will burst into tlame within the first 30 seconds; and will have lost its outer paper cover in about tive minutes. The material between the paper covers will then begin to detlect and crack, however still offering some protec- Table 3-- Time Assigned to Finish Materials on Fire Exposed Side ofWall (ref. 4) f l. Finish descriotion: Time..min. Gypsum wallboard It.in.(IOnun) 10 1/2in.(l3mm) 15 'Is in. (16mm) 20 2 layers of3/.in. (10 mm) 25 1 layer JIs in, (lOmm)and 1 layer Ihin.(13mm) 35 2 layers 112 in, (13 mm) 40 Type X gypsum wallboard Ihin, (13 nun) 5fain. (l6mm) 25 40 Direct-applied cement-sand plaster see note a Portland cement-sand plaster on metal lath J/4in. (19mm) 20 'fa in. (22 mm) 2S 1 in. (25 mm) 30 Gypsum-sand plaster on 'I. in. (19.9 mm) gypsum lath lh in. (13 mm) 3S ~/.in.(16mm) 40 J/4in.(19mm) 50 Gypsum-sand plaster on metal lath 3/. in. (I I mm) '1. in. (22 mm) I in.(2Smm) SO 60 80 l · For purposes of determining the contribution of portland cement-sand plaster to the equivalent thickness of concrete masonry for use in Table I, it is permitted to use the actual thickness ofp1aster, 01"1. in. (16 mm), whichever is smaller. TL..J52"l710639 P:25 tion to the masonry until it hus rallen off. The total length of time it protects the wall varies with the tocal thickness of the cover, and with its ability to stay in plOlce when exposed to fire. The "falloff time" for wallboard or plaster on lath is added directly to the fire resistance of the untinished concrete masonry wall. Table 3 shows tire endurance times of some selected common wallboard finishes and plaster on lath systems. To calculate the tota] resis- tance rating of these finishes on a concrete masonry waIl, the times listed are added directly to the fire resistance rating of the unfinished masonry as long as the finish is on the fire exposed side of the wall. For example. '/~ in. (16 mm) gypsum wallboard will contribute an additional 20 minutes to the fire resis- tance rating of the wall. With the exception of exterior walls required to be rated by only one side, walls must be rated for exposure to fire from both sides. Therefore. two calculations must be performed assuming each side to be the fire exposed side. The calculated fire resistance rating must not exceed the lower of the two ratings determined by assuming each side to be the fire-exposed side, Two calculations are not necessary for walls having the same type and thickness of finish on each side. ( Example 2: Finishes on Both Sides oeWall A fife wall required to have a 4 hour fire resistance rating will be constructed of8 in, (203 mm) hollow concrete masonry units (55% solid) manufactured from expanded slag aggregate. What type and thickness of additional finish material is re- quired? 1. Therequiredequivalentthickness is4.7 in. (119mm) (from Table I). 2. The calculated equivalent thickness is: 0,55 x 7 .625 in. =4.19 in. (106 mm) ) 1 I j , j I 3. The calculated fire resistance period is 3.27 hours (by interpolation from Table 1), The requirement that the ma- sonry alone provide at least one-half of the (otal required rating is satisfied (3.27 > 2.0), 4. Sufficient finish material is required to provide an additional fire resistance period of: 4 - 3,27 = 0.73 hours S. One layer ofs/, in. (16 mm) gypsum wallboard on the fire- exposed side has a "time assigned" of20 minutes (Table 3), 6. On the non-fire exposed side sufficient equivalent thickness is required for 0.73 . (20/60) = 0.4 hours. 7. By interpolation from Table I, an additional 1.38 in. (35 nun) ofequivalenr thickness are required. From Table2. one layer uP/, in. (16 mm) gypsum wallboard is equivalent to: 0.625 in. x2.25= 1.4 in. (36 nun)ofequivalentthickness> 1.38 In this example. the fire resistance requirement is met by using the same type and thickness of finish material on each side of the masonry wall, therefore a second calculation is not necessary . 25 29-2001 10:17A FROM:INTL ML ..JNRY INST 6123321621 Example3: Finishesun Both Sides of Wall A tire wall n.-quired to have a 4 hour tire resistance rating will be constructed with Min. (203 mm), 53% solid. concrete mllSQnry units of expanded shale aggregate, The wall will be finished on each side with a layer of '11 in. (13 mm) gypsum wallboard. Whae is the minimum equivalent thickness of con- crete masonry required? Since the wall has the same type and thickness offlnish on each side, only one calculation is required. 1. The I/~ in. (13 mm) gypsum wallboard on the tire-.cxposcd side has a '.time assigned" of 15 minutes pcrTable 3. 2 Therefore. the fire resistance required to be provided by the masonry and gypsum wallboard on the non-fire-exposed side is 3 hours and 45 minutes (4 hours minus 15 minutes). 3. From Table 2. the corrected thickness ofgypswn wallboard on the non-tire-exposed side is 1.1 in. (28 mm)(2.25 x 'I, in.). 4. From Table I, theminimumequivalentthicknessofmasOnry, including the corrected thickness of gypsum wallboard, required for a rating of3 hours and 45 minutes is 4.9 in. (124 om). 5. Therefore, the equivalent thickness of masonry required is 3.8 in, (4.9 minus I.l)(97mm). 6. The equivalent thickness of the masonry is: 7.625 in. xO.S3=4.0 in. (I02mm) The unit has sufficient equivalent thickness to meet the four hour rating in conjunction with the tinish. From Table 1,4.0 in, (102 mm) of expanded shale aggregate concrete masonry will provide a fire resistance of over two hours. Therefore. the requirement that the masonry alone provide at least one-half of the total required rating is satisfied, TL .J524710639 REFERENCES I. BOCA Nutionul Bui/ding Code. Country Club Hills, IL: Building Officials and Code Administrators International. Inc.(BOCA),1993, 1 Menzel, Carl A. Tests of the Fire Resistance and Strength of Walls of Concrete Masonry Units. Portland Cement Association, 1934. 3. Standard Building Code, Binningham. AL: Southern Build- ing Code Congress International, Inc. (SBCCI), 1994. 4. Standard Method for Determining Fire Endurance of Concrete and Masonry Construction Assemblies, ACI 216.1-97. American Concrete Institute, 1997. 5. Swndard Methods of Sampling and Testing Concrete Masonry Units. ASTM C 140-96b, American Society for Testing and Materials, 1996. 6. Standard Specification for Concrete Aggregates, ASTM C 33-93. American SocietyforTestingandMaterials,1993. 7. Standard SpecifICation for Lightweight Aggregates for Concrete Masonry Units, ASTM C 331-94, American So- ciety for Testing and Materials, 1994. 8, Standard SpecificationjOr Perlite Loose Fill Insulation, ASTM C 549-81 (1986). American Society for Testing and Materials. 1986. 9. Standard SpecificallonfQr Vermiculite Loose Fill Insula- tion, ASTM C 5 I 6-80(1990),AmericanSociety forTesting and Materials, 1990. 10, Uniform Building Code. Whinier, CA: International Con- ference ofBuilding Officials (ICBO), 1994. NATIONAL CONCRETE MASONRY ASSOCIATION 2302 Horse Pen Road, Herndon, Virginia 20171-3499 www.nema.org To order a complete TEK Manual or TEK Index, contactNCMAPublications (703) 713-1900 26 P:26 I ~ .d/01 THU 15:21 FAX 612 4 --'-- - 3428 _____ ~SON SPANCRETE MID' [4:1001 .. Fax message .0. ... .O-Hansol,1 ~ This fax messaBe is confidential and intended for the add.ressee only. If incorrectly received, please contact {he sender and return in the mail to the address opposite, Hanson Pipe & Prodllct~, \ no. North Ctlnlrfll Region . SplDlc:rele Midw~5l P.O. Box \360 Maple Grove MN S53l1 Phone 763 4;lS 5555 Date June 28, 2001 Tu Bob Skarster Company XXXXX Fax 952~471-0639 From Don Stehler Fax 763 425 3428 Jab II 13220 sul1jl!ct Stone gate Pages I \ including this one Bob Skarsten: We will design our product for frre ratings called out per Architectural and Structural contract drawings and specifications. The precast for this job win meet fIre rating requirements as determined by UBC and/or per mnl-124, Design For Fire Resistance Of Precast Prestressed Concrete. I have attached pertinent sections of this PCl publication along with some calculated examples. Call me if you have additional questions. Regards. ~SF Don Stehler Engineering Manager Hanson Spancrete Midwest, Tnc. 1~IJU(f'[4"d in 1.n!ilan;;!I'a. ,;'~[.;'J fleQll5tetr<1 Q;S)ea: A:l ..u',)'}c 1 3428 ~SON SPANCRETE MID T I4J 002 l' , - ~, _8/01 THU 15:22 FAX 612 . --.-. - DESIGN FOR FIRE RESISTANCE OF PRECAST PRESTRESSED CONCRETE SECOND EDITION by Armand H. Gustaferro and Leslie D. Martin Prepared for the PCI FIRE COMMllTEE (1988) Paul C. Breeze, Chairman James P. Barris Ronald G. Burg Louis T, Caimi Stanley Cumming William L. Gamble James R. Gaston* Armand H. Gustaferro* D8vid W. Hanson* Robert T. Haug Thomas W. Hedberg Daniel P. Jenny Milo J. Nimmer Walter J. Prebis* Thomas J. Rowe *Past Chairman 2 ----- HANSON SPANCRETE MII T l4J 004 ..., ~8/01 THU 15:22 FAX 612 3428 CHAPTER ONE GENERAL In the interest of life safety and property pro- tection, building codes require that the resistance to fire be considered in the design of buildings. The degrse of fire resistance required is depen- dent on the type of occupancy, the size of the building, its location (proximity to propertY lines and within established zones), and, in some cases, the amount and type of fire detection and extin- guishing squipment available in the Stfucture. In addition to the life safety considerations, casualty insurance companies and owners are concerned about the damage that Is inflicted upon the structure and its contents during a fire. Insur- ance rates are usually substantially lower for buildings with higher fire resilitance ratings. Fire resistance ratings have, in the past, been assigned to various building components on the basis of results of standard fire tests, Such tests leave much to be desired. In addition to being expensive and time consuming, fire tests often yield results that are misleading. Because of these shortcomings, a considerable research effort has been expended to develop procedures and data for the rational design of structural members for fire resistance. 1.1 STANDARD FIRE TESTS OF BUllDlNG CONSTRUCTION AND MA TEfllAlS The fire resistive properties of building com- ponents are rneasured snd specified according to a comrnon standard, ASTM E119.(21* fire endur- ance is defined as the period of resistance to the standard fire exposure which elapses before an "end point" is reached. The standard fire exposure is defined by trye . time-temperature relationship of the fire shown ,in Fig, 1. t, and is required by ASTM E 119. This fire represents combustion of about to Ib of wood (with a heat potential of 8,000 Btu per Ibl per sq ft of exposed Iilrea per hour of test. Actually, the fuel consumed during a fire test depends on the fur- . Numb~rs in raistld pllrenthBSftS designate ,e(srttncr$ listed in ChtJpttlr to, nace design and the heat capacity of the test "'.~- sembly, For example, the amount of fuel consullfb during a fire test of an exposed concrete fIOO~ specimen is likely to be 10 to 20 percent greater than that used during a test of a floor with all insulated ceiling, and considerably greater than for a combustible assembly, However, this fact is not recognized when aS$igning or specifying fire resistance ratings, The standard, ASTM E119, specifies the min- imum sizes of specimens to be exposed in fire tests. For floors and roofs, at least 180 sq ft must be exposed to fire from beneath, and neither di- mension can be less than 12 ft, For tests of walls, either loadbearil"lQ or non-Ioadbearins. the mini- mum specified aretl is 100 sq ft with neither di- mension less than 9 ft. The minimum length for columns is specified to be 9 ft, while for beams it is 12 ft. During fire tests of floors, roofs, beams, load- bee ring walls, and columns, the maximum per- missible superimposed load as required or permitted by nationally recognized standards is 2500 u. o w ~ 2000 < a: w ~ UI ... w r:I: w :t ~ ~ ! 4. UI u <.It % 0: ~ u. 1500 1000 600 o o a 2 4 6 !'IREi TEST TIME. H~ Fig. 1,' Standard tjme-tamper~ure relatlon5hip of furnacE! atmo,phere (ASTM E119j.l;!1 -5- 4 ~8/01 THU 15:22 FAX 612 ~ 3428 --IlANSON SPANCRETE MID' l' @003 .. -. - -- -- -- - l MNL.124-89 Copyrightllll 1989 By Prestressed Concrete Institute First Edition, first printing, 1977 First Edition, second printing, 1982 Second Edition, 1989 All rights reserved. This manual or any part thereof may not be reproduced In any form without the written permission of the Prestressed Concrete Institute. ISBN 0-93704Q-41-X Prirltd In U ,S,A. 3 28/01 THU 15:23 FAX 612 , 3428 _ HANSON SPA~TE MID' T 41J 005 , --.-. -- applied. A lood other than the maximum may be applied but the result$ then apply only to the re- stricted load condition, The standard permits al- ternate tests of large steal beams and columns in which a superimposed load is not required, but the end point criteria rue mOdified. Floor end roof specimens ere exposed to fire from beneath. beams from the bottoms and sides. walls from one side. and columns from all slderi. ASTM E' 19 distinguishes between "re- strained" and "unrestrained" assemblies. Re- strained in this case means that thermal expanfiJn of the specimen is restricted during the fire tes~. Two classifications can be derived from fire tests of restrained specimens, "unrestrained" and "re. strained," ASiM E119 includes a guide, Table '.', for classifying construction as restrained or un- , rastrained. It can be noted that cast-in-place a~rl - . ~ most precast concrete constructions are consid~ ered to be restrained. TABLE 1.1 EXAMPLES OF TYPICAL RESTRAINED AND UNRESTRAINED CONSTRUCTION CLASSIFICATlONS (from Appendix X3 of ASTM E,,9.88) I. Wall Bearing: Single span and simply supported end spans of multiple bays:. (1) Open-web ileel joists or steel beams. supporting concrete slab. precast units or metal deeldng unrestrained (2) Concrete slabs, precast units, or mlrtal decKing unrestrained Interior spans of multiple bays; I (1) Open-web stelll joists. steel beams or metal decking. supporting continuous concrete slab restrained \ (2) Open-web 8teel joists or stlilel beams. supporting precast units or metal decking unrestrained (3) Cast.in-place concrete slab !Systems restrlilined (4) Precast concrete where the pctentilll thermtll expansion is resisted by adjacent \ constructiOn" restrained II. Ste.1 framing: (1) Steel beams welded. riveted, or bolted to the framing members restrained I (2) All types of cast-in-place floor and roof systems (such as beam-and-slabs, flat I slabs. pen joists, and w,ffle Slabs) where the floor or roof system is seCl,Ired to the framing members restrained (3\ All types of prefabricated floor or roof systems where the structural members are \ secured to the framing members and the potential thermal expansion of the floor or roof system is resisted by the framing system or the adJoining floor or roof eonstructionb restrained I III. Concr.te framing: \ (11 Beams securely fastened to the framing members restrained (2) All types of east-in-placs floor or roof systems (such as beam-and-slabs, flat slabs. pan joiSUi. and waffle slabfil) wher~ the floor system is cast with the framing \ members restr'llined (3) Interior and exterior spans of precast systems with cast-in-place joints resulting in restraint equivalent to that which would exist in condition III (1) restrained I (41 All types of prefabricated floor or roof systems where the structurtll members are \ secured to such systems and the potential thermalllxpansion of the floor or roof systems is resisted by the framing system or the adjoining floor or roof constructionb restrained IV. Wood constructivn All types unr~strllined -Floor and roof sy$wmll clIn 1:)e considered 'estrail'l~d when mey are lil(l into wailS wi1h Dr without tie beama, lhe walls being dtslgnec and detailed '0 resist tharmal t"ruat from me floor Dr roof .!Iystom. 'For Cl(Omple. ,c$latsnaa 10 potential ,"ermsl expansion is eOl\sldered to be a_hilllled wh~r'\: (11 ContinuClu$ sltuatural eonarate topping is USed, (2) TOs apae' between the endlS of praaalll units or bltween thil ends of unitS and the vartical face of support! is filled with ~oncrete or mort.r, M . 131 The space between the ends of prscillSt units and the vemasl f,,_es of 5UPpol'U. or between the ends 01 solid Dr hOllow core sLab uniD doe. not exceed O.2~ percent D( tho 18ngt" lor normal welght concrete members or 0.' ",rcent of the length fo' lltrucwrallightweight cOl'lcrete mam~e.... -6- 5 /28/01 THU 15:23 FAX 612 4 3428 HAN~ON SPANCRETE MID\ r I4J 006 at ...,,---- - - 1.1.1 End Point Criteria: (al Loadbearing specimens must sustain the applied loading - collapse is an obvious end point (structural end point). (b) Holes, cracks, or fissures through which flames or gases hot enough to ignite cot. ton waste must not form (flame passage end point). (el When the temperature increafile of the unexposed surface of floors. roofs, or walls reaches an average of 250QF or a maxi. mum of 325QF at anyone point (heat trans- mission end point). (dl In alternate tests of large steel beams (not loaded during testl the end point occurs when the steel temperature reaches an average of 1000"F or a maximum of 120QoF at anyone point. Unrestrained assembly classifications can be de- rived from fire tests of restrained specimens. When based on results of fire tests of restr8ined speci- mens, additional end point criteria for unres- trained floor, roof and beem classifications are: (a) Structural steel members: temperature of the Steel at anyone section must not ex- ceed an average of 1100.F or a rna)(imurn of 1300"F. (b) Concrete structural members: average temperature of the tension steel at any section must not exceed 800"F for cold- drawn prestressing steel or , 'OO.F for reinforcing bars. (e) Multiple open-web steel joists: average temperature must not exceed 1100oF. Additional end point criteria for restrained assem. bly classifications are: (a) Bezsms spaced more than 4 ft on centers: the above steel temperatures must not be exceeded for classifications of 1 hr or less; .for classificotions longer than , hr, the above temperatures must not qe ex- ceeded for the first half of the classifica- ': tion period or 1 hr. whichever is longer. (b) Beams spaced 4 ft or less on centers and slabs are not subjected to steel tempera- ture limitations. Note that there are no limiting ternperatures for reinforcing steel or prestreasing steel for re- strained classifications of slabs, Also, there are no limiting steel temperatures for unrestrained as- sembly classific2Itions derived from fire t@sts-N~~ unrestrained specimens. Restrained assernbly classifications c~nnot be obtained from fir@! tests of unrestrained specimens. · Walls and partitions must meet the same structural, flame pi!lssage, end heat transmissio,! end points described above. In addition, they must sustain a hose stream test (simulating. in a spet ified milnner. a fire fighter's hose stream). 1.2 APPLICATION OF STRUCTURAL ENGINEERING PRINCIPLES TO DESIGN FOR FIRE SAFETY In designing a structural member to resist ser- vice loads, the member is proportioned so that its capacity to resist loads is somewhat greater than the anticipated loadS to be placed on the member. as illustrated in Fig. 1,2(8), If the loads applied to the structure exceed the anticipated loads by a certain margin, as in the case of a load test. a structural "end point" (failure) will occur. as In Fig. 1.2{b}. At elevated tempsratures. the strengths of construction rnaterials diminish, If the strength re- duction is enough, as may occur during a sus. tained fire, then a structural end point will also occur, even if the applied loads do not exceed those anticipated (Fig. 1.2(c)), Therefore, if the temperature of the materials at a given time dur- $llllllllll'111111111~ ~s""""., m~'^,. M Theoretical moment ~tPBCity. M. (al ~ S""''''"", 00'"' due to overload M=M. (bl ~ s,,,~"""''''"' due to fire Mo. = M I -..... M I I no I L---~----- __~J le) -- M. Fig. 1.2 Comp,riaon of moment dil.lgramll for e ~trUC\llral load test and II ~truCtural firs lest. 6 28/01 THU 15: 24 FAX 612 '. 3428 ing a fire ore known, or can be assumed (similar to the assumption of live loads), and the strength of the material at that temperature is known, then the capZlcity of the member can be determined. Much of the research effort mentioned previ. ously has been devoted to the effects of high t811"1' perature on the properties of concretes and steels used in prec$st and prestressed concrete struc- tural members, and in determining the tempera- tures within a concrete member during the "standard fire." Thus, in the case of precast and prestressed concrete enough is known to design for fire safety using structural engineering prin- ciples. In the design of i! strucutral member, the ratio of the load carrying capacity of the anticipated applied loads is often expressed in terms of the "factor of safetY." In designing for fire. the "factor of safety" is contained within the fire resistance classification rating, Thus, 1!I member with a 4-hr. rating would have a greater "factor of safety" for HANSQ.N SPA~CRETE MID' r If1] 007 \It 8 particular situation than one with a 2-hr. rating- The introduction to ASTM E1 19-88 states: "Whtn a factor of safety exceeding that inherent in the test conditions is desired, a proportional increase should be made in the specified time.classifica. tion period," The design methods and examples in this ~ manual are consistent with the strength {ultimate) design principles of the "Building Code Require.. ments for Reinforced Concrete {ACI 318.83)." Be- caUse the factors of safety in the design for fire are Included in the ratings, the load factors and capacity reduction factor <l> are equal to 1,0 when designing for fire resistance in order to be consis- tent with the conditions of acceptance in ASTM E119. Most of the example problems in this manual deal with precast. prestressed concrete, Neverthe less, the principles apply not only to precast con- struction but also to cast.in-place post.tensioned concrete and reinforced concrete. ~8- 7 ~ 28/01 THU ~: 24 FAX 612. __ 3428 --1lANSON SPANCRETE MID T 141008 ... CHAPTER FOUR SIMPLY SUPPORTED SLABS AND BEAMS 4.1 STRUCTURAL 8EHAVIOR Assume thllt a simply supported prestressed concret8 slab is exposed to fire from below, that the ends of the slab are free to rotate. and that explInsion can occur without restriction. Also as- sume that the reinforcement consists of straight strands located near the bottom of the slab. With the underside bf the slab exposed to fire, the bot. tom will expand more than the top and the slab will deflect downward; also. the strength of the steel and concrete near the bottom will decreese as the temperature rises. When the strength of the steel diminishes to that required to support the slab, flexural collapse will occur. In essence, the applied moment remains practicallv constant dur- Ing fire exposure, but the resisting moment ca- pacity is reduced as the steel weakens. Fig. 4.1 illustrates the behavior of a simply support8d slab exposed to fire from beneath, as described above. Because strands are parallel to the axis of the slab, the l.Iltimate moment capacity is constant throughout the length: tlllllllllllllllllllJ fiRE M - BPpllrd mo1"\ent Mn = mcmen1 ceplloity ~@2Hr 1_ ~8PPLi~om.nt M., = reduced moment capOicity Fig. 4.1 Momsrtt diaglllms for ..imply 51,1J:lj)ortecl beam or slab before llnd during fire GXp05ure, Mu = q,Ap.f p5 (d - a/2) "" 4>M n tl 1 ... .~ where :::: the erOSi sectional area of the prestress- ing steel. in.2 fps = the stress ih the prestressing steel at ul- timate load, ksi ' d =< the distance between the centroid of th~ prestressing steel and the extrema com- pression fiber, in. a =- the depth of the equivalent rectangular stress block &t ultimate loed, in., and is equal to ApsfpJO.85t~b, where f~ is the compressive strength. ksi, of the con- crete and b is the width of the slab, in Mn "" nominal moment strength, in..k In lieu of an analysis based on strain compat. ability the value of fp5 can be assumed to be: _ (_ O.5Ap/lfp...) fp.. - fpu 1 bdf~ ..,4.2 , . where f"" is the ultimate tensile strength of the prestressing steel, ksi. If the slab is uniformly loaded, the moment dia- gram will be parabolic with a maximum value' at midspan of: wLZ M=- 8 where w = dead plus live load per unit of length, kl in. I... span length, in. As the material strengths diminish with ele- vated temperatures, the retained moment capac- ity becomes: MnB "" Ap.fpsB (d - aal2) ...4,3 1~ 8 0/28/01 THU 15:24 FAX 612 , 3428 -_.--- in which 8 signifies the effects of high tempera- tures, Note that Ape and d are not affected. but fpo Is reduced, Similarly, a is reduced, but the con- crete strength at the top of the slab, f~, is generally not reduced significantly because of its lower temperature. If, however, the compressive zone of the concrete is heated above about 900.F, an appropriate reduction should be included in th~ calculation of a8' Flexural failure can be assumed to occur when Mnll is reduced to M. From this expression, it call be seen that the fire endurance depends on the applied loeding and on the strength-temperiilture characteristics of the steel. In turn, the duration of the fire before the "crit- ical" steal temperature is reached depends upon the protection afforded to the reinforcement. 4.2 TEST VERIFICATION To verify the theory described above, the Port- land Cemellt Association sponsored a series of fire tests of simply supported prestressed con- crete slabs.14GI During the t9S1$, the temperature of the prestressing steel was monitored and the steel temperature at the time when collapse was imminent wes used in calculilting Mno. For these tests, a comparison of Mno and M is shown in Fig. 4,2 Note that the values are nearly equal, clearly Illustrating that the moment capacity during a fire can be predicted, and that behavior during fires follows basic engineering principles. 300 G Tett relul", 200 In ~ llI: '. ~ ~. 10Q o o 100 100 M... IN..KIPS Fig, 4.2 Comparison of M.M and M from firlll kists of limply 1I1,1pported slllbs.l'" HANSON SP~NCRETE MID. Ij1,J 009 r r Of all of the fire tests pertormed on si~~~ supported prestressed or reinforclild conc,1iete beams or slabs, none has failed in shear. Because of the relatively small sizes of test furnaces. som;: very short specimens with very large end she{; {orees have been fire tested. Thus it seems ~VI' tiel'll "that simply supported concrete slabs or beams which have shear capacities required by ACI 318 will not fail in shear if exposed to fire. · 4.3 DeSIGN AIDS Fig. A.6 shows graphicallY the relatil;mship~ between moment intensity lM/M") and critical stJ'';1 temperatures for vllrioui valu8s of wp' The deri- vation of these relationships is given in Appendix 8. Figs. A.7.1. A,7.2. and A,7,3 show graphically the relationShips between moment intensity alld "u" distance for various fire endurances and ag- gregate types. The following example illustrates the use of the graphs. Problem 4. 1 Determine the fire endurance of a simply sup- ported (unrestrained) hollow-core slab, 10 in. deep, 48 in. wide, reinforced with six 112-in, 250 ksi strands centered 1-3/4 in, above the bottom of the slab, The span is 28 ft. the dead load is 65 psf and the live load is 50 psf. Con- crete is made with siliceous aggregate with f;;, = 5 ksi. SOlUtion: 300 M 4(65 + 50)(28)2 = '41.1 ft-Ki s 8(1000) P M" :Ai Ap.f~t ld - a/21 Apt... 6(0,144) !:: 0.864 sq, in. d = 10.0 - 1,75 ... 8.25 in. f = 250 [1 - O.6l0.864)(2!50)] '" 236 ks.i P$ . 48(8,25)(5) ~. 0_864(236) . a'" 0.85(5)(48) :::; 1.00 In. M"... 0,864(236)(8.25 ~ 0,50)/12 ... 131.1 ft-kips MJMn = 45.1/131.7 = 0,34 r; \ - ... Ap.f plI ... 0.864(250) "" 0.11 \'I ,? _ wp bdf~ 48(8.25)(5) \'J~ - From FiQ':-A.7.2 with M/Mn = 0.34, iiip = 0.11, and u = 1.75 in.. the fire endurance is about 2 hr 30 min. - 16- 9 .,/28/01 THU .15: 2~ FAX 612 .. J 342L- HANSON SPANCRETE MID\,_.;T 141011 ~ - "" 1.152(250) _ 0.19 (.sip 48{6.25)(6) At 3 hr for u = 1.75 in. and mp :::i 0.19 M/Mn "'" 0.375 From step (d) above, Mu ;= 109.5 ft-kips M = 0.37~.~09.6) = 45.6 ft-kips "'" 8(45.6){1000) = 146 f IN (25)2(4) ps WI ::;;; 146 - 60 "" 86 pst. Problem ~.4: Provide ~hr fire endurance (structurally) by adding stmnds and/or rebars to an 80116 + 2 for a 29.ft span with 8 live load of 40 psf. Sim- ple support. 1'10 restraint. normal weight con- crete, f'~ = 5 ksi. topping concrete f'c: "" 4 ksi, fpu = 270 ksl, b ... 96 in., strand pattern shown below: TQPPln~ r~ = 4 kSI 1-5.3/4,.1 c... , : 1 '" -I U A,n!ll 6(0.153);0 0.918 in.2 d'" 18-6.67z:11.33in. wl1 '" 539 plf wI .. 8(40J '" 320 pit w = 859plf ~ ~ 3.3/4" Solution: (a) Estimate strand temperature at 3 hr from Fig. A.4(3) 6.67 (2 . at c.g.s. b c:: 3.76 + 14 ) "" 4.70 In. Avg. 85 -= 12150F (bl Estimate fpus from Fig. A.1 fpu9 ::::: 0,095 fpu - 0.096(270) =:; 25.65 ksi (c) Calculate Mo, and compare with M fpss ... 25.6 ksi 8. = 0.07 in. Ml1n - 0.918(25.6)(11.33 - 0.04)/12 == 22.1 ft.kips M - O.859(29}~/8 = 90.3 ft-kips (0) Try adding one 1/2 in. 270 ksi strand at U = 8 In. and two #8 Grade 60 reinforcing blrs at u ::::I 7.25 and 9.26 in. in each stem. (el Estimate temperatures and strengths of w. strand and rebars From Fig, A.4(3). at c.g.$. 6 ~ u = 3(6.67)4 + 1 (8) "'" 7,0 in. at u "" 7 in., b = 4.75 in., 8, = 120QoF fpu' = 0.10fpLl - 27.0 ksi at u <::: 8.26 in., b = 4.93 in., 8. ... 11650F \.f;s = 0.42 f.,. '" O.42(60) "" 25.2 ksi .......... (f) Calculate Mn' adjusted f~sO "" 27 (1 _ 0.5(8)(0,,53)(27.0)) = 26,9 ksi 96(11 )(4) adjusted as 8(0.153(26.9) + 4(O.79}(25.2) =- 0.34 in. 96(O.85)(4} Mns due to strand: Mnll "" 8(0.153)(28.9)(11.00 - 0.17)/12 =" 29.7 ft-kips Mn. due to rebars:.\ "- <\:.{. ~ 'l'~ . 0 . M", := 4(0.79)(25.2)(9.75 - 0.17)/12 "" 63.5 ft-kips Total capacity ;: 29.7 + 63,5 ;= 93.2 ft-kips :> 90.3 ft-kips :. OK ProbJ~m 4.5: Provide 3.hr fire endurance by applying spray- insulation to an 8DT24 + 2 double tee section of normal weight concrete with a strand pat- tern 88-01 as shown below: Span = 46 ft simple support, unrestrained, superimposed dead load = 10 pst live load == 50 Pif. WI ... 400 plf, Wd = 516 + 80 = 698 plf - 18- - 11 ..t1.1 14: 41 FAX ~8/01 1':11 PAl 78a 421 1~ JL\NSON 8PANCU'l'B IlIDWBST .",.2 at4 1!R4151 SCt11!DUU! M $PA"~I!!~ 1UI1'1IIDIt' ~ .. IF -r!ir Ib ...., .... "ff' IIanhvaI: c:.r.ne. c... .. ...... 6-8-1DoU .. 1 II 4 I 1 1010.11 --. ... "N" JJar60ck ao....... a.r... _ ... ) H-JIHI Hou 1 II " . 1 ~~ 8 . I ..lit-II 11- a l 1-1Na x.... I . J u......... c...re e.... ,...... + ... 1 d x... 1 J. I 1-10.11 No. I . " I litll acr 2 Ui .. ~~~~ ....... ... "........ ~1I -. I II u J litll ... I Itfi1 . I NOM ~"""'~"rRI""wJdr. K. V....r.....&. UI-!O-ll ~ 1 1 .w I . 1 tHl! N~ I I,. . 1M H_ I ..100 lL .. a ~.y...,...w .... c.-..... K. v......... ,.... _ .... ....wo.u No. I, 11 ... ~ ~ in I I~ 4 1~ I... ..............,UMIIIt~__ID......... ~...... S "~,,.tc,. p(~K 7871 1 .,c. [iOOl ~OOltOO4. ~ .. u .JiU 14: 42 FAX . " [Sage a. of 4 ~8/01 11~1_PAX 783 .21 12. . ..JI6!fSON SPANCRBTB KIDWEST .0 lDU ". a" SPANCRETE IfM- ... ~ L ~ .. tM'" ,.. SPANel!'. & . :It 4" SPANCRETE FlClUM'I 2 IlJ002 ~ Wi'+;4 ER4'51 ., " .dU 14: 43 FAX ~8~Ol 11:21 PAX 763 428 l1A t2is. 40;4 Ro\Nsmr SPANCRBTB ][lDWBST 1ZI 003 ~~.,~~. 9.21 $1 ':e " 00 :if - "',- .- ULTRALIGHT 'PANCHETE 4! 1~ ULTRALlaHT 'PANCRI!TI! ~ . ~ '2"UL TRALIGHT .PA"CIIET~ ..... 3 . .dU 14: 43 FAX ~/91 1&:22 PAX 'IS 42& 12i. ~004 " HANSON SPANcam JlIJ>WEST ~t4"4 ~ ICBO Evaluation Service, Inc. 6380 WOf\1<MAN MIU. ROAD . WHITTI!A. CAUFORNIA Q080142C19 A B~di.ry oorpmtion of the International Oonference of Building OffICJ~. EVALUATlnN REPORT b-1__._~ ,........._~.e~ . CDpyfIStlIOlllM'lO ICiO ..... ...... Inc:.. n_".... ...... "'""' y To -'IoN' \. .. ~ 8PAl'tCAET.e PRW 'flUUD DIICK UNITS 8PANCRJrrE UANUFACTURIiR'tl ASSOCIATION POST OI'PICE BOX" WAUKIIIHA, WllS1l1001211 ,.0 au..,1Cn Spancrc'lll prestteae~ Deck Units. 2.0 DElCRIPTION L1 G_I'II1& 8: lCHW".~ prettnelonld. hoIIow-aonKtOQf1CQt. . , <M) 1n811.. wid.. awIIabttt In tHIfcneeeN of 4." 6, 10 8I1d 1JInches. lWo1ypwofunit6MftAWiIabl6. Sf6ndMI6I'Id UIV8I1t1. "n1. 81Bndan:I W1It .. pt'ClCIuwd Tn 1hlolcneu. of 4. 0. e, 10 and 12 InGMnndthe UItnIJitlt in 8. 1 D Md 1lUnchee. Typlclll 0'fQIll seaUonil are ehown In PIgunMr 1 and I. 8Iab unna .... procIUG4M:I fIorn ~ CCllIlCl.se IlIblu plIK:ed .. .~lIlIdd~lbI. com,*,*, Mdflnl1lr.1heGOn- <<..In ttnetmrnedl8llllv auCCllllll8lvw layers bv an mcIrU8Ion P"*-Mdlnone~~, iWuII&1gJn a menD- Illhlcullab""'.1"I'wIength uompllDdelalH.1tIecom- pl_lenglh~...rng. The unf....mofIltoured~fmga- 1IonthJauOh th. carwof..... Or ~ ....afcurfngblankels and aftIrCwfnG, era aaw M1D rtqglrld I"""" vmroh stile ..m. tlm. pnMde tor trM8fer of pralnl8a frIrDR. AIIritlHo- iI"IfI CtJMIAta M\ttNIy of IangIIw:lWlI ~ IIfrtidL 2.2 DesItn: . 2.2.1 VertIc.: DesIgn and _tpla ~ spanctMe 11I'8 ac- etltIfll'lg fa raIIoMI fMI10dt qI ~ and .... of I"- IIIrelIHdwncntefl'l8llllMnfn~WIItIS8dIon 1818 of the UBQ. When bor!d*f~ ....empltlved. top~. oone1d.... fA ut wDltKr 8panclNlllil1Cl feIrm . CNll'IIpOI1re member. -..a.a ca.....I_......... 8panareteunllafor..oh 1rId1vld- ..... prat.at tJt use are dtIe!"*' 11\ lIClOord8nce wIh the ,.. qulteMMtB af the ..... fOr lpan. 1lImenaIon. laikItIQ I6nd .... aondItIor'YI peaull8r to the sp8Cllfto prapand .... Th. unitt .... PftMIuc*f. pIIII1t cut lnd prep-.d fDr NQf1 proJect IMHlarI:InQ II>> hi apprcwed dulgn In the plants of pl'DdUClelS ~..1IPPfCMNI fabrk:afor. by IC::BO iii. IJ*lCRlte eIernenta ....lnIenc1ed to be U8lId to farm. oonInuOLM holl- ....deckll)'8t8mfar1loonlorRlGfltllu...JlltallllllPhd y~ tal and hvtt-i.... k*iI ~ grouting at a,wap pnMded in ttMl q.joitd.aClf1l\edealf unllgIvIflQ 8he11rvalUlt allpICi-o 1Ied In 8ediIIn 1I117..1i gf &he U8C wheI1 URCf In ClOTIlun:ildorl wfth aprgp9fly reinfrrreed stI'l.ICIlnlconcnate tapping bondlld PilIng Oategory: ROOF. WALL AND FLOOR PANIiL.6-Conorllte and Masonry (218) '.' toN unlf.8W1DtoUtrnRhN\blltle&fO farm a COmpOSite ad10n 8tId pruvid. trlIntverae reinforcement. The bond d~oJ'8d bY1t\. pourtCHn~ llrUCIutIII topping Md the spJnctete """ "... ....... factor of safe~ 'tor the rec;ugrUecl blmd .... of 80 pgunda P'" ,quare inch. The grouted keywap can~"maxlrnUm .hearvatue Of 40 poundS per.qulII"8 inab for IoadI; app_.1 In a vertiCIl dIrectlan narmlll'lO 1M Spancrete Ids WIIhout tgppIng. Whent bracing tor lateral for.. Ie ~Id by ath.. rneIhDds or pans of a stJUCtUte. unka ma~baCnlt8lledwfthcndtDpplng..mg auM.blyc.tHlgnecl .andd..u.d 'l1Mt~ MaMQ-tM1l1ll'lClA'M'iiMltto ~NWAM d/spI8G81Mftt Tn 8fty dlrdon .-refueling .....-ran or .h....... Ing IIf.hulde)ointa ofti'll uniI.s. When toppitg and ~Iank.... uIed ilia ~ 1I'I8Iftbw. alherthatapplt'lg oriM plank eyatM\l'nUStbedulan8d lInd dIItded to r.18t IltclralfoR*l. lhallrVlllu.1Il8tfortIi in 'nIbre 19-0 Of the UBClIW appDeabIe forbollagnan.d Inta the GOnMrwlthth811PecIlIed embIildrr.t. a.a F'Ire-NeIeV.,. CCanatruatlon: Flr8-,........ l'dnOI fOr tho StandarCl ~ U1traIIl. are .It farIh In "'I'iIbIe 1. a.4 ldewrJtIGMIOll: The unfta .. idIIntiIIed blf rhIir oonflguratial'l" indica.ted In FJglI'eI1 Md 2. . U I!VIJENCE SUSMITTIID Reports cf struolur;dtv&tli and srnaIl-scatv and iull-soale fire teIMII. 4.0 ..NDIHCIII That the .JI.~ P....er-d Dack Unlta DOmplvwlth ..1BS7 (.WIonn BuIIcfIIrg CcNN"', eu~Jeotto the follow- Inl aondItIGnr. ...., Th. nport dO.. not otJNeI ,*bri~i'K1 at the 8p$n- ..... Pr8GIre..-d PMk Unite. ... epeoIftD ICIIO IS fIlbrIotor MPDrta and HatIng_ tor ~ lhaIUdaoIurlne pi.... 4.2 The _1tII.,. d..III'" In IlCCOrclanCll with SHt!gn 1918 ar 1he aDd. far ........td eancreta. 4.3 C1orultruallan. oompIl.. with tht. ntpClft. 4A struduraI "..... d.... .nd calGUI...o.... an ItOh PI'OIlICtIM't tubmllledMd approved DytlUlI building ofIIcllII bMIIn, Jurl8dtedon over 1rI6 aita. 'Thla ...,011 .. eubJtlat to .......mln8tIon In two y...... B-."-:;.::c;:"lJfIIt3JOa.tflMllfu~',,_'-M""~ .."...,.IItfG""""',.a-.t ___fI/flOD.",.....III..........v.h,..,.,., ..'-I. ,.,."._,.,I#I..--*....."...,..,."........O/'IIlQ'.u-......".HI~~___.llfIor_...uillr............ ""/fr- "'III aIiM NJIIIII. nu,.,.".__.......,.".......Dtlr.rlHlaWal..~ 1?1lu"""" DllCMJ~s.r.w,iltl.,IHIIJlM""IIM,.IIWWf4",. _~...",..-.~_ ,"'.....,JI_Ults.-dIIIIfII..m4f...~..rwI/IwilrIn. ,.......,._ ..,..,."",N>>ItJ......ItNI~_,..,In~....".. _......,.iIII,....,."."..,....,...,..,_",fAe,..,...UIrJ~fII'I'II-_,.....,.,.".n"~.,.".,.,.,.,Iu',..Oll"""_"'.......It..".,,. Pag. i of4 4 n"5'PL., L-r ~TQF- P~ur ~ A ~, 0~1 . ~\!A'-u-E- 3~ ~c:<q ct9O. - ~. ~N'1 . ~ Ar-o, ~.. - . ~N~ ~ o~ a?l'. - .. Cof:JreF f1b.~ ~ L.- :B ~P"~ PU\1.J ~v~ ~~, ~C~&"~fXlJ) ~ s<r e>p ~4t-l D~ &P. (~~. t ~ L, QtOx3.~5 Of- PLAN ~e- 13, (21. 1~ 'i, f,) _.____.____._____...__ Sr,. ~... J~i__..~q ~~~~~Z:..~J'Z::__.. .__ .........-...-_._.._-+...~~~.-.~---~-~-~~--~....~r$ ___..~__LE.._~_~~_~..':!I~~ fOUfr ....... ._..___.._..._H______..._..__..J2~~~-..-EAr(.}-~--.-.. __.... ....._~~._.EPq[1,.l,,)'?{!~ 34q~.- r :J3~11'1S / '5 (~/5lt /,0. .- -- ~ 4D1..1,2'"\ ~ 3tCJ~~- ~B,7') _ 75 a - (3) (21."1S ~ S ~3.. 04-- ~ 12-12-- ~,.' -,~_._._..~--,,- 2 ZIS1k .11 :'~r--r~~ C?$ ... =--z'/f/ f~~~ f1... .. - -, 1t1/1--..lpf . (2 -( 5-3 . ~ b("\h.u"",~ ~~ tiN ~~ Vf(..UJ\T"le:N~ ~ ~ 5B, SCO$.f; ;<. 50. - =- 2, j ZS} 000.- - ll:{c 500 s,~. 7<- ::'0. - sss-, 0:J0. -_ \o~ ~3f S\o) GbO~- 7(~' 5' ~T ~u~ M.~ .4 3> UN ~ 'fC.- ~ OC)O. - ~12../~ ~ .. USe \{^L<-J-&- Ttt6 ~q&oc>.' w~ tv,. 'P(Z.oJ ~ C :: ~ 4+q::oo- -z. 9:>0... C)oo.- 04~Ck90) ~{2-( -~zg .~ ur CQsr t s~ ~lu....(cIf'J ~~ z./~t:V x3.C;- I t>ta >' ..~z. :.80 =- tz.Bo. - 24/1'23~ .1-4- 7'-- ~o 7P ~~ ~ 4 ~ 3'too~ - 154, J~~ ~ - ~ from Charles Radloff .952-941-5240 I nu, Jun L/j, L UV I ':>.vu nv, Page 4 of 4 08/28/01 THU 15:03 FAX 6124474245 I CITY OF PRIOR L\KE IlJ003 i i I I I I I PRIOR LAKE, MN 55372 8P]1 CIAL STRUCTURAL TESTING A~ INSPECTION SCHEDULE Project r iame S" ro~ .;;:-=-1!r~"" .....,... of- oJ : LocatIo I ~ L C - ~~ CITY OF PRIOR LAKE 16200 EAGLE CREEK AVENUE S.E. SPECIAL STRUCTURAL TESTING AND INSPECTI0N Description Type Df Inspector (3) I Report Frequency , Assigned Firm (4) Notes: ,: I is schedule to be filled out and included in the project specificatiDn. Infonnatioo unavailable at that time, to be filII: lout when applying for a building penn it. , I) U$! desaiptions per UBe Section 170 I, as adopted by Minnesota State Building Code. " 0 Specie.1lnspector - Technical, Special InspectDr . Strucural. ' " ') Firm contracted to perform services. ACK.NOWLEDG~NTS Each IPF opriat owner: ContraC1; r: Arc:hitec:' SER: ' Sl.S: TA: SI.T: TA: SI-T: f: F: ..egcDd: SIR = StrUctural EDgineer of Record SI- T.. Special Inspector - Technical Sl-S c Speciallnspector. S$Atru_l ~.' T A "" Testing Agency F .. Fabricator Accept!: I , tor lhe BuDding Department by I ..TLOOC R~ STS Consultants, Ltd. Solutions through Science & Engineering July 5, 2001 Mr. Bob Skarsden Affordable Housing Solutions, LLC 4420 Shoreline Drive Spring Park, MN 55384 Subject: Stonegate Apartments Retaining wall Constructability; STS Project 98353 Dear Bob; At your request, STS Consultants has reviewed the stability of the slope resulting from temporary.excavation during the construction of the four tiered modular block retaining walls at the above project site. Previous geotechnical exploration and reporting was completed by Braun Intertec Corporation. That report indicated that the soils supporting the walls and the soils between the walls and the adjacent buildings are sandy lean clay and sand, stiff to very stiff in place. Based on reasonable soil strength parameters, a slope stability analysis was conducted. This analysis indicated that the a factor of safety in excess of the minimum of 1.5 is achieved for the anticipated excavation depths and slopes attained. With normal and prudent excavation methods and construction procedures, there should be no effect on the adjacent property town homes. If you have any questions, please call me at 763-315-6300. Sincerely, STS Consultants, LTD. ,~4~~ James H. Overtoom, PE. JHO/ C98353001doc 10900 73rd Avenue North, Suite 150. Maple Grove, MN 55369-5547. (763) 315-6300. (763) 315-1836 Fax 8 TOIEWOOI> )) EVELOFMEIT5 4420 Shoreline Drive Spring Park MN 55384 9;2-471-0;84 omce - 9;.1-471-0639 fax J>E8I&I ~ E"VILJ> June 29, 2001 Robert D. Hutchins City of Prior lake 16200 Eagle Creek Ave. Prior Lake, MN 55372 RE: Stonegate Apartments, Toronto Ave. Attached are some of the items your requested in your letter to Charles Radloff on June 27, 2001. Item No.2, Soils report Item No.4, Testing documentation and design specs for the fire rating on the precast concrete. Item No.7, Engineering for the retaining wall. Item No. 12, Permit application for standpipe. (plans submitted with architectural drawings) Remaining items to be submitted by the architect. Thank your, ~ Bob Skarsten Stonegate Apartments _,stonewoorl-clewelomeDt.com . SaJes@stonewood-developmentcom ~ STATE BANK OF LONG LAKE 1964 w. WAYlATABLVD.. PO, BOX 636 LONG LAKE, MINNESOTA 55356-0636 · 952/473-7347. FAX: 952/473-0282 IRREVOCABLE LETTER OF CREDIT No. 062601 June 6, 2001 City of Prior Lake 16200 Eagle Creek Avenue Prior Lake, MN 55372-1715 Dear Sir or Madam: We hereby issue, for the account of Robert Skarsten and in your favor, our Irrevocable Letter of Credit in the amount of $30,000.00, available to you by your draft drawn on sight on the undersigned bank. The draft must: a) Bear the clause, "Drawn under Letter of Credit No. 062601, dated June 26, 2001, of State Bank of Long Lake; b) Be signed by the Mayor or City Manager of the City of Prior Lake. c) Be presented for payment at 1964 W. Wayzata Blvd., Long Lake, MN, on or before 4:00 p.m., June 26, 2003. This Irrevocable Letter of Credit sets forth in full our understanding which shall not in any way be modified, amended, amplified, or limited by reference to any document, instrument, or agreement, whether or not referred to herein. This Irrevocable Letter of Credit is not assignable. This is not a Notation Letter of Credit. More than one craw may be made under the Irrevocable Letter of Credit. This Irrevocable Letter of Credit shall be governed by the most recent revision of the Uniform Customs and Practice for Documentary Credits, International Chamber of Commerce Publication No. 400. We hereby agree that a draft drawn under and in compliance with this Letter of Credit shall be duly honored upon presentation. ~z T as. Johnson ~.'Jice' President Continuous Banking since 1905 t,;acb~u.w.dIoJllIl.OOO FDIE __lI.UUlttlco.o..... ~6 June 21, 2001 Bryce Huemoeller Huemoeller and Bates Law Office 16670 Franklin Trail, Suite #210 Prior Lake, MN 55372 Charles Radloff Radloff Architects 9979 Eden Valley Road #256 Eden Prairie, MN 55344 Affordable Housing Solutions LLC Attention: Bob Skarsten 4108 Red Oak Ridge Minnetonka, MN 55345 RE: Stonegate Apartment CUP Dear Messrs. Huemoeller, Skarsten and Radloff: We have received the revised site plans and building permit application for the Stonegate Apartments. Before the Planning Department will sign off on this application, you must submit the following information: 1. Proof of recording of Resolution #00-58. (I sent Messrs. Skarsten and Radloff a certified copy of this resolution on July 21, 2000; however, I am enclosing another certified copy with this letter to Mr. Huemoeller.) 2. A signed assent form. (Mr. Huemoeller received an assent form on June 6, 2001. Please let me know if another copy is required.) 3. The landscape plan must be revised so that the key includes the proper numbers (see attached). 4. A letter of credit for 125% the required landscaping costs. An estimate or bid for this required landscaping must be submitted for staff approval. Once this information is received, the Planning staff will be able to approve your building permit application. The Building Department and Engineering Department may have other requirements. If so, you will be notified of the necessary changes. 1:\OOfiles\OOcup\OO-O 1 O\permit letter. doc Page 1 16200 Eagle Creek Ave. S.E., Prior Lake, Minnesota 55372-1714 / Ph. (952) 447-4230 / Fax (952) 447-4245 AN EQUAL OPPORTUNITY EMPLOYER Please keep in mind that you must obtain a building permit by July 17, 2001, or the conditional use permit will be null and void. Thank you for your prompt attention to this matter. If you have questions, please contact me directly at 952-447-4230. Sincerely, Q. ~ J ne Kansier, AICP anning Coordinator Enclosure C: Bob Hutchins, Building Official Sue McDermott, City Engineer 1:\OOfiles\OOcup\OO-O 1 O\permit letter.doc Page 2 .'1 NEW PLANTINGS SIZE TO AL ~ KEY COMMON NAME I 8 0 TAN IC A L N A '" E Q TY. (cal.ln.) TYPE (..l.ln.) ~gt\ S had. T r. . . '( 2. Burr 0 . k I Q u. re u. m. e ro e a fila 4 3 1/2 B&B 14 ~ S uoar M liola A car . ace h . ru m 12 2 1/2 B&B 30 - TOTAL QTY. OF SHADE TREES 1. 44 t7~ Park In g Lot T r.. · t ) Tho rn I. .. H 0 n . y 10 cu. I I G I. d 118 I. trlaneanthos In.rm I. 7 3 112 B&B 24 112 TOT A L Q T Y . 0 F PAR K IN 0 LO T TREES 7 ~ ::;...- o rn a man la I Tn.. I~ N annvbarrv Viburnum 1 V Ib urnum 1antago 8 2 112 B&B 20 Thornl... Coek.pur Hawlhorn. 1 - i:>.Y'7<'l C rata all u s II h. a n 0 Iltru m 10 2 1/2 B&B 25 ~ TOTAL QTY. OF ORNAMENTAL TREES ,5fYb Con If. r T r. . . P In u s ra. In 0 . a 1 N orw a Y P In a 8' 25 3 112 B&B 87 1/2 Black Hili. Bpruca I Pleaa lI/auca dan.ata 18" . 1 4 3 112 B&B 49 TOTAL QTY. o F CON IF E R T R E E S 39 Tolal Q Iy. 0 f T ra a . rr '60 294 S h ru b . NOTE R ad Twig Dogwood I Corn u. . to 10 n If. ra 'I.antl' 18 .5 Pol G- Com pac I A m a rlc a n C ra n b. rry bu. h 1 V Ib urnum Irllobum 'comll.eta' 18 .5 Pol o ro-Iow Sum ac I Rhus arom atlea 'G ro -10 w . 28 .2 P a I W In II a d E u 0 n y m u. lEu 0 n ym usa la t u s 8 .5 Pol Hanry Hud.on Ro.a 1 R o. a 'Hanry Hud.on' 19 .2 Pot ~ Llllla Prine." S plr.a I Splr.a /apon/c. 'LIlIl. Prine.... 58 .2 Pol TOTAL QTY. OF SHRUBS 145 ~ Pan n n la 1./0 ro u n d COy. r F la. e a flo w. riP 0 IVII 0 n u m r.ynou/rla 89 .1 Pol .ame spp. cB with In e Etch o . trle h F arn I "'att.uela .truthlopt.rl. 31 '1 Pot g ro u ping same spp .. Sad u m IS. dum . A cr. '(30" J & '0 r. g 0 n. w ith in e a c h . Blood'(30"~1 & 'Kam t.ehalleum '(40" J 103 .1 Pot grouping TOTALQTY.OF peR E N N IA L S 203 TOTAL T R E E PRE S E R V A T 10 N P LAN Q TY. (c.l.\n.\ New T ra a R aD la e. m . n I. R a Q u Ir. d nfa 89.25 Naw Trae. to ba P lanlad on-.lle-(lIunll) ~ 294 GENERAL PLANTING NOTES 1. In.t.llatlon 01 all planllng. will be In .ccord.nee wilh prore. .Ione' horticultural .Iandard. a. e.tabll.hed In Ih. mo.1 current edlllon olthe -land.eape Con.truelion Ralarence M .nual" a. publl.hed by Ih. Am .rlean Nursery and land. cape A . . 0 c I. tlo n . , 2. All planling bed. .hall be coyered wilh a minim um 014" standard wood mulch to ba .el.elad by owner. All dl.turbed ar..' not otherwise marked or denoted on plan .hall be ol.nled wllh .od IIr.... 3. V.rlfy 10eaUon 01 undarground ulilltla. prior 10 digging. 4. All n.w planting. .hall b. Irrlgalad. Irrlg a tlo n plan .hall be subm itted with building parm II. TREES TO BE REMOVED QTY. COMMON NAME SIZE (Ineh- e.l.) J' Date Recej'vedJUN 2.. P 2001 . Date Reviewed '/! / \......\~. _._....~ ,_~_,___.^. _,~,__,__._.."L/' PERMIT REQUIREMENT Date: 12!J.ilo} Request: . Pr-~ ~ r~~Jf!Ls (J)'Sg. . ~ %st~ ~J7I- , LtL ~ l~rvJJ.~ .. ~ Larv1~~ fJ!Ah\ ~ +v.~ ~.J:i::' Date: Request: Date: Request: Date: Request: Build i ng/P la n n i ng/Eng in ee ri ng Permit # . Date: Reply: Date: Reply: Date: Reply: Date: Reply: Permit CompleteD PERMREaU.DOC REPLY DATE Accept D Decline 0 Accept 0 Decline D Accept 0 Decline 0 Accept 0 Decline 0 Permit Issued 0 ~ , ~ ----- CITY OF PRIOR LAKE BUILDING INSPECTION DEPARTMENT COMMERCIAL & MULTI-UNIT PLAN REVIEW CHECKLIST Project Name: ~~~ c/V;~ I Job Address: T Q..A-<--~ I. CLASSIFICATION OF BUILDING: A. Use of Building 1. Occupancy Group (Table 5-1) ~3 2. Occupancy Separations (Table 5-B) ~.,.(t.. ~oz. ~ ~2- B. Type of Construction (Table 5-A) -:sr ~ \ ~ J rYPf::t:.. C. Location of Property &J , e" Front <.0 t Rear 'L.1.~ N S I L. Side ~ ~ R. Side '=:Olt D. Floor Area 0 F (l- \ 1. Actual S~J~" 2. Allowable (Table 5-C) \ 0 I 500 3. Area Increase TC'TA"",, a) Open Area (5_05) \0,500,," \00'0 ';. 'l\,OOb b) Sprinkler (505.3) JU, 000 yo. '1.. :; 41..000 c) Multi-Story (506) 4 -z.oa:>..,c.1. : 84. 000 > '95,500 \ ~.fL. Pv- lq~"f- ~:: ~ \;5"~ ./1- -;. ~~. ~ >., " ~ MIX~d Occupancy Calculation = -tT 4. E. Height and Number of Stories 1. Actual: Stories 3 , Height 3~ 2. Allowable (Table 5-D): Stories .3 Height s::> 3. Allowable Increase ~, - \ \ -::=- 1--1 ~ e ~ - f ,. \~ ~ 'T1 -;lJ -- ~ ~ ~ f ) ,. ..J 7.. -- \ '^ ~ ~ ,I (J ~~ ,- v!. , ;J5> .. ~ ~ f jeA t~' '1 t :{? .. cd- ('- ~.. ~ ..I , r l:f-~ ~ ~" ~ '8 .. , f~ (?:. l) ~ 0 . . - ~rl ,. ) '(; . . ~ ~ ~ ,'I 0 ~ j. G' \}'l '\"I 1 .. )> Q ~ ;!' r ~ \, ( '" L."$.,,- \\1\ e 6t.' e l. e ~<1 z .~5 ,~"Z .(,) 1c::> \e~. (,p$ A\JC&. . "eGf. J S Av6.. 't.!,\.\{' 9."'t 1-. ,,-:- IV ~~ <" .G..~ "Z.J.; e~1~ '1...0 e '1.&),<-<) "$>e. 't ~ .3 -<- '\ /....~. ~,DC- \ 16 ". ,1 1'- - -- ,- - -.. r I ) I t ! ( I -s.~ 1i t \81 -z.. \ \ " -+,.. =- - -- -:.. - - I ~~~ I , ~i:f" ,- - --1 -4 oz..t.. I t.. , I "'" I ~ I (p 41~A;-"F.. \, toe. ., Sob.~ ~ ?~ e '1~S'.~5 l~B e ~&'5..(,:o,-S- -, 't I 3Ss. S u,..,o6f-G:.~ ~367 ~ I , 10 ;o'~ ,51570 u/'M.. ~ 4510 ~ HEIGHT OF BUILDINGS ~ t j FLOOR LEVEL IS CLASSIFIED AS THE RRST STORY WHEN THE FLOOR LevEL IS: NOT MORE THAN 4 FEET saow GRADE FOR MORE THAN 50 PERCENT OF THE . TOTAL PERIMETER NOR MORE THAN a FEET BELOW' GRADE AT ANY POIm: SECOND STORY I . I FIRSTSTORY L. ~ ....... _ _ --1 FIRST STORY , -.::8 SINGLE-LEVEL BUILO'INGS THE LOWER FLOOR LEVEL IS CLA.SSIAED AS THE RRST STORY IF THE FLOOR LEVa . ABOVE IS: . . MORE THAN 6 FEET ABOVE GRADE FOR MORE THAN 50 PERCENT OF THE TOTAL .> 12' PERIMETERaMORETHAN 12FEt:l ABOVE GRADE AT ANY POIm: - . - . . MULTILEVEL BUILDINGS FIRST STORY SECTION 420. HS-5 f STS Consultants, Ltd. . . Solutions through Science & Englneenng ~ R~ James H. Overtoom, P.E. Principal Engineer 10900 73rd Avenue North, suite 150 Maple Grove, Minnesota 55369-5547 763.315.6300/Fax 763.315.1 836 e-mail: overtoom@stsltd.com Direct Dial: 763.315.6303 &~.t.8d(,.. A: lIGhIe ~...fr.1 Engineering Services for Noise & Vibration Measurements Roger J. Anderson Principal Engineer ~ P.O. Box 100, CarverMN 55315-0100 USA Telephone (952) 368-3590 Fax (952) 368-3810 E-mail roger@ancoustiCS.com A Preliminary Geotechnical Evaluation Report for The City of Prior Lake Lot 2, Block 3 Brooksville Center 1st Addition Prior Lake, Minnesota -:r e ~~ (7Z -:re>kV\. Lo..('t~ ,,/ J#/?{)lq;(. ~4'~ /#f1/1ft & ~rJ-h~ Project BODX-95-265 October 27, 1995 Braun Intertec Corporation BRAUN5M INTERTEC Braun Intertec Corporation 6950 West 146th Street, Suite 131 Apple Valley, Minnesota 55124-8520 612-431-4493 Fax: 431-3084 Engineers and Scientists Serving the Built and Natural Environments October 27, 1995 Project BODX-95-265 Mr, John Wingard, PE City of Prior Lake 16200 Eagle Creek Avenue Southeast Prior Lake, MN 55372-1714 Dear Mr. Wingard: Re: Preliminary Geotechnical Evaluation, Lot 2, Block 3, Brooksville Center 1st Addition, Prior Lake, Minnesota As you authorized, we have completed the preliminary geotechnical evaluation for the above-referenced project. The purpose of the preliminary geotechnical evaluation was to assist in evaluating subsurface soil and groundwater conditions with regard to future site grading for a proposed multi-family residential development. ~ General Please consult the text of this report for our analysis and recommendations, It has been a pleasure performing these services for you. If you have questions regarding the information contained in this report, or if we can be of further assistance, please call Joe Friederichs or John Carlson at (612) 431-4493. Sincerely, ~~~ Joseph M. Friederichs Engineering Assistant ~~ John T. Carlson, PE Senior Engineer Attachment: Geotechnical Evaluation Report .~ jmf/jtc:paa \9S26S\rpt -- Table of Contents Description Page A. Introduction . . , . . . . , . , . . . . . , . , , , . . . . , . . . , . . , , . , . , . , , . . . . . " 1 A.l. Purpose ..""..,...."....".,....,...,",.".,.,' 1 A.2. Scope ,.""".".,.,....."".....,.,',.,.".,.,' 1 A.3, Available Information "..,..,..,.."....,.......,.,.,.. 1 AA. Boring Locations and Elevations. , . . , , . , . . , . , . . . . , . , , . . , , , .. 1 B. Results ..,." . , , . , . . , , , . , . , . . . , . . . . , , , . . . , , . , , . , , . , , . , . " 1 B.l. Logs ..".....,..,.,.,.",.....,...,.,.."....,.,. 1 B.2, Soils "",.",.,..".,......."...".,...,..,.,.,' 2 B.3. Groundwater ..,..,..,..,.,...,.......,....".,....., 2 -- C. Analyses and Recommendations ..,.,."..,."......,.,',.....,',. 2 C,I. Proposed Construction , . . , , , . . . . . . , , . . . . . . . . . . , , . . . . . . ., 2 C.2. Site Work , . . . , . . . . . , , , . . . , , , , . , . . , . . . . . . , , . , . , . . . ,. 3 C.3, Foundation Design ,.",..,....,..,........"...,',.". 4 C.4. Pavement Areas ,. . , . . . , . . . , . , . , , . . . . , . . . , . . . . . , . . , . ., 4 C.5. Utilities "".,."",.........,..."....,..,....,.,. 5 C.6. Cold Weather Construction . , , . . . . . . , , . . , , , . . . . , . , . . . . , , ., 5 D. Field Testing ,., , , , . . , . . . . , , . , . . , , , . . . , . . . . . . . , , . . , , . . . , , .. 6 D .1. Field Testing and Sampling , , . , . . . , . , . . , . . . , . , . . . , . . . . , . .. 6 D.2. Soil Classification. , , . , . . . , , . , , . , . , . . . , . , , . . , , . . . . . . . .. 6 D,3. Groundwater Measurements ,..""".".,.."..,."...... 6 E, General Recommendations . , , . . , . . , . . . . , , . . , . . . . . . , . , . . . , . . . , . .. 7 E.l. Basis of Recommendations .,."""..,........,...".,... 7 E.2. Review of Design . , , , , . . , . , . . . . . , , . , . . , . . . , . , , . . . , , , " 7 E.3. Groundwater Fluctuations , . . . . , , , , . . . . . , . . . . . , . . , , . , . , , ., 8 E.4, Use of Report ..,.,."..."...,..,.,.,."..".".".. 8 E.5, Level of Care . , . , , . , . , , . , . , . . , . , . . . , . , . . . , . . . , , . , . . ., 8 Professional Certification -- Appendix Boring Location Sketch Descriptive Terminology Log of Borings ST -1 through ST-4 - BRAUNSM INTERTEC Braun Intertec Corporation 6950 West 146th Street, Suite 131 Apple Valley, Minnesota 55124-8520 612-431-4493 Fax: 431-3084 Engineers and Scienlists Serving the Built and Na/ural Environments A. Introduction A.I. Purpose The purpose of this preliminary geotechnical evaluation was to assist in evaluating subsurface soil and groundwater conditions with regard to site grading and foundation support for the proposed buildings. A.2. Scope A total of four standard penetration test borings were performed for this evaluation, With the results of the borings, this engineering report was prepared addressing our analyses and recommendations . The scope of our work did not include an exploration for environmental contamination at the site. - A.3. A vailable Information A topographic map was provided for our use. The map is titled, "SEC.2 TWSP, 114N. R.22W,", prepared by Israelson and Associates. The plan is not dated. The property is generally sloping to the east and includes areas of trees and brush, A.4. Boring Locations and Elevations The borings were taken at the approximate locations shown on the attached sketch. Mr, John Wingard, of the City of Prior Lake selected the boring locations. The borings were located in the field by Braun Intertec based on measurements from existing roadways. The surface elevations at the borings were surveyed by the City of Prior Lake. B. Results /- B.I. Logs Log of Boring sheets indicating the depths and identifications of the various soil strata, penetration resistances, laboratory test data and groundwater observations are attached. The strata changes were inferred from the changes in the penetration test samples and auger cuttings, It should be noted that the depths shown as changes between the strata are only City of Prior Lake Project BODX-95-265 October 27, 1995 Page 2 approximate. The changes are likely transitions and the depths of the changes vary between the borings, Geologic origins presented for each stratum on the Log of Boring sheets are based on the soil types, blows per foot, and available common knowledge of the depositional history of the site. Because of the complex glacial and post-glacial depositional environments, geologic origins are frequently difficult to ascertain, A detailed investigation of the geologic history of the site was not performed, B.2. Soils Borings ST-l, ST-2 and ST-3 generally encountered 3 to 7 feet of fill. The fill consists generally of a thin surficial layer of topsoil underlain by clayey sand, sandy lean clay and/or lean clay, r--- Underlying the fill at Boring ST -1, an approximate 2-foot thick layer of clay topsoil was encountered. Underlying the fill or topsoil or occurring directly on the surface at Boring ST- 4, glacially-deposited clays were encountered to the termination depths of the borings, Standard penetration, tests indicate the clays to be in a medium to stiff condition. B.3. Groundwater Groundwater was not encountered in any of the borings during the drilling operation or after withdrawal of the auger from the test holes. Groundwater levels should be expected to show annual and seasonal variations, Because of the low permeability of the soils, the water levels encountered may not represent the actual water levels. A period of several days may be necessary for water in the bore holes to stabilize at the groundwater level, C. Analyses and Recommendations ,- C.l. Proposed Construction At the time of this report, a development or grading plan was not available for our use, We understand that a multi-family residential development will be constructed at the property. City of Prior Lake Project BODX-95-265 October 27. 1995 Page 3 We assume the building will be supported by typical spread footing foundation systems with relatively light foundation loads. C.2. Site Work Based on the results of the borings, the fill and topsoils are judged to be potentially compressible and unsuitable for fill and foundation support, The underlying medium to stiff clays appear generally suitable for fill and foundation support, We recommend that an excavation/backfill approach be used for site development. This will involve excavating the vegetation, topsoil and fill soils from the building areas and placing engineered fill, if necessary, to establish grade. The following tabulation outlines the anticipated excavation depths at the boring locations, -- Boring Existing Surface Anticipated Approximate Excavation Number Elevation Excavation Depth Bottom (feet) (feet) (feet) ST-l 990.5 9 981 Y2 ST-2 977.7 4 9731h ST-3 976.1 3 973 ST4 980.0 1/2 9791h Please note that the excavation depths indicated in the above table are approximate and could vary slightly, The actual depths of excavation required may differ between boring locat;ions and should be determined in the field at the time of construction. In areas requiring engineered fill to establish footing grades, the excavation must be oversized to provide lateral stability to the engineered fill. The bottom of the excavation should be oversized 1 foot beyond the outside edge of the footings for each foot of engineered fill placed below the bottom of the footings (1: 1 oversizing), - .- City of Prior Lake Project BODX-95-265 October 27, 1995 Page 4 The bottom of the excavation should be observed by a geotechnical engineer or technician under the direct supervision of a geotechnical engineer to evaluate the removal of unsuitable soils and the suitability of the natural soils left in place. TIlls should be done prior to placement of engineered fill and/or footings. Based on the results of the borings, the glacially-deposited clays below the topsoil and fill soils appear generally suitable for use as engineered fill. During the site grading, we recommend the existing fill soils be further evaluated to determine if they can be used as engineered fill in building areas. Portions of the clays will likely be in a wet condition and will require aeration during placement to lower the moisture contents to achieve the compaction requirements. ~ We recommend the engineered fill placed for foundation and floor slab support be compacted to at least 95 percent of standard Proctor density (ASTM D 698). We recommend the moisture content of the engineered fill soils be within 4 percentage points of the optimum moisture. Compaction tests should be taken to evaluate the densities achieved. C.3. Foundation Design Based on the soil boring results and the above described soil correction procedures, it is our opinion the engineered fill soils and underlying natural soils should be suitable for support of spread footings sized for an allowable soil bearing pressure of up to 2,000 pounds per square foot (psi). It is our opinion the total and differential settlements based on these loadings should not exceed 1 inch and 1/2 inch, respectively. TIlls loading should also provide a theoretical factor of safety of greater than 3 against localized shearing or base failure of the spread footings, We recommend the site be graded to provide positive drainage of runoff water away from the building locations. Because of the impermeable nature of the on-site clays, we recommend the buildings be constructed with drain tile systems. - C.4. Pavement Areas We recommend the surficial vegetation, topsoil fill and topsoil be excavated from the pavement areas, We recommend that backhoe test pits be dug to further evaluate the suitability of the existing fill soils for pavement support. Depending on the results of the test City of Prior Lake Project BODX-95-265 October 27, 1995 Page 5 pits and pavement grades, it is possible that the buried topsoil at boring ST -1 can be left in place if the topsoil is capped by 4 feet or more of fill. The 4-foot cap of fill would provide a stable pavement subgrade. In areas requiring engineered fill to establish pavement grades, the excavation should be oversized at least 1 foot beyond the outside edge of the curb line for each foot of fill placed below the bottom of the curb line, ~ The engineered fill placed in pavement areas should be compacted to at least 95 percent of standard Proctor density to within 3 feet of sub grade and 100 percent within the upper 3 feet. We recommend the moisture contents of the engineered fill soils be within 4 percentage points of the optimum moisture content, and the engineered fill soils within 2 feet of sub grade have a moisture content no greater than 1 percentage point over the soil's optimum moisture content. Prior to placement of the aggregate base, we recommend the sub grade be proofrolled with a loaded tandem truck to detect unstable areas, Any unstable areas should be subcut and replaced with a drier, compactable soil or dried and recompacted. Based on the results of the borings, the subgrade soils will consist mainly of lean clay. For pavement design, we recommend an assumed Hveem stabilometer R-value of 12 be assumed. C.S. Utilities Based on the results of the borings, the glacially-deposited clays at the anticipated pipe invert levels appear generally suitable for pipe support. We recommend that the utility trench backfill be compacted to the specifications previously outlined in Section C.4, Pavement Areas . C.6. Cold Weather Construction If site grading and construction is anticipated during cold weather, we recommend that good winter construction practices be observed. All snow and ice should be removed from cut and fill areas prior to additional grading, No fill should be placed on soils which have frozen or contain frozen material. No frozen soils should be used as fill. -- - City of Prior Lake Project BODX-95-265 October 27, 1995 Page 6 D. Field Testing D.l. Field Testing and Sampling The penetration test borings were performed on October 13, 1995, with a truck-mounted core and auger drill equipped with a 3 l/4-inch inside diameter hollow-stem auger. Sampling for the borings was conducted in general accordance with ASTM D 1586, "Penetration Test and Split-Barrel Sampling of Soils." Using this method, we advanced the bore hole with the hollow-stem auger to the desired test depth. A 140-pound hammer falling 30 inches was then used to drive the standard 2-inch split-barrel sampler a total penetration of 1 1/2 feet below the tip of the hollow-stem auger. The blows for the last foot of penetration were recorded and are an index of soil strength characteristics. Samples were taken at 2 112-foot vertical intervals to the 15-foot depth and then at 5-foot intervals to the termination depths of the borings. A representative portion of each sample was then sealed in a glass jar. -- D.2. Soil Classification Soils encountered in the borings were visually and manually classified in the field by the crew chief in accordance with ASTM D 2487, "Classification of Soils for Engineering Purposes," - and ASTM D 2488, "Description and Identification of Soils (Visual-Manual Procedures)," A summary of ASTM D 2487 is attached. All samples were then returned to our laboratory for review of the field classifications by a geotechnical engineer, Representative samples will remain in our office for a period of 60 days to be available for your examination. D.3. Groundwater Measurements Immediately after taking the final samples in the bottoms of the borings, the holes were probed through the hollow-stem auger to check for the presence of groundwater. Immediately after withdrawal of the auger, the holes were again probed and the depths to water or cave-ins were noted, The borings were then immediately backfilled. The borings were rechecked and backfilled just prior to leaving the site. --- -- City of Prior Lake Project BODX-95-265 October 27, 1995 Page 7 E. General Recommendations E.!. Basis of Recommendations The analyses and recommendations submitted in this report are based upon the data obtained from the soil borings performed at the locations indicated on the attached sketch. Variations occur between these borings, the nature and extent of which will not become evident until additional exploration or construction is conducted. A re-evaluation of the recommendations of this report should be made after performing on-site observations during construction and noting the characteristics of the variations. The variations may result in additional foundation costs, and it is suggested that a contingency be provided for this purpose. To permit correlation of the soil data obtained to date with the actual soil conditions encountered during construction and to provide continuing professional responsibility for the conformance of the construction to the concepts originally contemplated in this report and to the plans and specifications, it is recommended that we be retained to develop and perform the recommended observation and testing program for the excavation and foundation phases of the project. If others perform the recommended observations and/or testing of construction, professional responsibility becomes divided since, in doing so, they assume responsibility for evaluating that the soil conditions throughout the construction areas are similar to those encountered in the borings or recognizing variations which require a change in recommendations. E.2. Review of Design TIlis report is based on the preliminary design of the proposed development as submitted to us for the preparation of this report, Because of the limited amount of information available, a number of assumptions were necessary to permit us to make recommendations. It is recommended that we be retained to review the final design and specifications to determine whether those assumptions were correct and whether any change in concept may have had an effect on the validity of our recommendations, and whether our recommendations have been implemented in the design and specifications. If we are not permitted an opponunity to make this recommended review, we will not be liable for losses arising out of incorrect assumptions, design changes, or misinterpretation or misapplication of our recommendations, - ,- City of Prior Lake Project BODX-95-265 October 27, 1995 Page 8 E.3. Groundwater Fluctuations Water level readings have been made in the borings at the times and under the conditions stated on the boring logs. These data have been reviewed and interpretations made in the text of this report. However, it must be noted that the period of observation was relatively short and that fluctuations in the groundwater level may occur clue to rainfall, flooding, irrigation, spring thaw, drainage, seasonal and annual variations and other factors not evident at the time measurements were made and reported herein, Design drawings and specifications and construction planning should recognize the possibilities of variations. E.4. Use of Report This report is for the exclusive use of the addressee and their representatives to use to design the proposed development described herein and prepare construction documents. The data, analyses and recommendations may not be appropriate for other structures or purposes, We recommend that parties contemplating other structures or purposes contact us. In the absence of our written approval, we make no representation and assume no responsibility to other parties regarding this report. E.5. Level of Care Services performed by the geotechnical and materials engineers for this project have been conducted with that level of care and skill ordinarily exercised by members of the profession currently practicing in this area under similar budget and time restraints. No warranty, expressed or implied, is made. Professional Certification: I hereby certify that this report was prepared under my direct supervision and that I am a duly Registered Professional Engineer under the laws of the State of Minnesota. F~ -, John T, Carlson, PE Senior Engineer Registration Number: 20663 /- Appendix ,- - ,'-'" ., ~o 0' ._,--.1 . ". ~' ~ A~.J~ .::~ A.. ~ .. \ ... ' . -\ ..... .... ~ i' J. ~ ~- -~ ~ '... ... \ l:C \ ~ ... , :::0 .) 0 -..I 0 b 0 ^ I ru . -CJ) -; CJ)< I -j- r- N I r- )::lo1'T1c;J o r - I O. (') ?' 30' F/F ;ZmOl I z- -l J'TI 16 ::0 I~ -i - 0 - ~I m ~, Z c m ........ <:) .. ~ " en ... ~ " ./ , r , I r "" /' ... I ... ... , II ' ; t- .. ..... m o b 0_ :::0 o ~ I'J N o o :TI I :71 12 · -- ~ Approximate Location 170th Street of Standard Penetration Test Borings BRAUN" INTERTEC Preliminary Geotechnical Evaluation Lot 2, Block 3, Brooksville Center 1st Addition Prior Lake, Minnesota INT DATE SHE::r DRAWN By:J~1F 10/24/95 1 APP'D BY: JTC or JOB No. BODX-95-265 DWG.No. 1 f"lGURE# SCALE 111 = 50 I Descriptive Terminology /- ~ ~I~ Designation D 2487 - 83 Standard Test Method for CLASSIFICATION OF SOILS FOR ENGINEERING PURPOSES CRITERIA FOR ASSJGHING GROUP SYMBOLS AND GROUP IWES USING lA8~ATOIl:Y TESTS. SOil ClASSJFICATI~ ",cup SYMBOL GROUP "AME b ~ . ~~ ~~; z ~ I ~ ~ ~ i ~ ~ ~ Ii ~ ~ ~ I I GRAVELS j CLEM GRAVELS i Cu ~ .. .na 1 ( Cc .: 3 ~ I"tl~:.;~:nf;~t~~n I Leu tb,n S'l. fines C I Cu <" 'PIG/or 1) Cc ) 3 e ~t.inecl on No. " S1"'-' I GRAVELS WITH fiNES Fines clusH... is /it. or HH I Mor, thin 12' fines C Fines tlnstfy n Ci. or CH G>l GC SlI SI' ow We'l-grMted qr'iIV'\ f Poo"\YlJridH gr...,l f Slltv r....' I f.9." Clt~1 9"""1 f.9." 'otell..g"idftl Uncl 1 PoOl"ly grfdtd uncl 1 Siltv unCI 9.h,1 Chyey una 9.h, j leln Cl1,.,J.1Il GP SANOS I !jOt. or more of I Co.ru fraction I pines Mo. " sieve CLENt SANDS less thin SS fines Ii Cul.6.n(ll~Cc~Jt C" ( 6 ,ncllor 1 ) Cc ) J e SANDS WITH FINES Fines clusH.. is Ml or MH : ~"e th,n In f1nes d r Fines chuffy u CL. 01" CH SH ;C o o I SilTS AND CLAYS II" LiQuid 1 i.it : 1eoa t1U" 50t ~lqUiO limit ~ o'len dl"led < O.1~ LIQUId lIMIt - not onto Ol o..g.ni' ehy I, l,m, n Dr-g.n1e 1ilt .... 1, III, 0 Ino'"g&niC i PI M~.71~= jlot~ on or aDtwe Cl PI ( 4 01" pJot~ belOw -AM lln. J "' Silt'l..l,1lI ~ ~ ' ,5:::: < I - I ! MM E last lC ~ j It ....1 ,1ft org.ftlC Pl plot~ on 01" mo"e '"A- line CM F.t (hy k.,l,m SILTS "'NO CLAYS I inol"g.n1c i PI olots t)elo_ .... line LiQulo limit 501 or IIIOr,! I org.nlC Or-g.nlC clay k, J. Ill, P Ora.nic si 1\ k, 1, Ill, Q Put ! L Iquio 1 hllit ~ o'len or;ed ( 0.75 ~ 1 uld 1 lllllt - not drleo OH i Pri..4,.;ly O'r9I1lfl;~ ",.tl.". d.r.. in eolo,., 4nd Highly o"g.nl' SOlIS org.nlC 0001'" " ,""""" i. BaseCl on tne materi.l p.aS1inq tM )-in (75-oIII\) "leve. b. If flel.:: sMllp:e cont.ined c.:Ibtlles d1nd/or boulde"~, add "with CObtlles ano/or Uouldel'"!.M to g'"oup n~e. c. Gravels ,nth S to 121 fines recui,.e du.l S)IftlOols ~..GM .el1 graded qr.ave' _I':h silt (";.I-G( ...ell ;rad.d ;r.v~l .ith (Idly GP..GM IKlOl'"lJ g"'~ed gr."el ..ith s,1t .~. Sa~~~~it~~"~~ YZ~~~n~~';:~Il~~~hd~~~'5ymb01S Sli..SM .,1 I ,.rtcl~ Silnd wn,. silt SIII-5oC ~Il graded \01"'<1 with :1.y S?~ pGlJrly 9raded ...nd .ah 1i 1t SP-SC pat'l'"l)' '}rtCIeci anG .It~ cLay C . 10)0)1 e. Cu. ese/ol0 c ~ f. If ~il contains ~ 151 unci, .Cld 'with \lrd- to 9roup nMlf:. g. If fines C lassHy-.s Cl.~. use ou.l \.)'11I00' GC.GM. SC:..SM. h. If fines .re organic. add -wlth org"nk finu- to 91"ouP n~. i. If soil cont.ins ) 151 9",,"el, add "wlth 91"''Iel'' to group n...e. J. If Atterberq lillllts plot in natched area, 50il is t Cl~l. silty cl.)'. l. If ~il cont.ins 15 to 291 plus No. ZOO, .dd -.ith ~.ndM or .....1th grl""'. lIhlc"..,er is predDlllnant. 1. 1t sol1 contains) JOS plus Ita. 200, oredClllin.ntly SAnd. .dd MS&ndy" to qrouD n_e. Ill. If soil contl1ftS "> 301 plus Ita. "'00. predOllln'ntly gr."el, add "gr''IellyM to 9roup r.Mle. n. PI) 4 .nd plots en or abo"e ..... ~ine. o. PI ~ 4 or plots belo_ ...... line. p. Pl plots on or above MA~ HN:. q. PI plots below .... li~. 60 ~ 50~ ~~ ~or ClaSSIfIcatIon of tlnp-grOlned 5011~ Qnd f me-grolned fraCT Il}n of coor5P-grOlntd ~ ~auatlon at 'A" .11"' HorllOI'l'tol of P!_4 to ~L-25 5. then PI-O.7; (LL-20l EaucTIon of"UM.!lnt Vertlcol ot LL =16 toP!=? then PI. 09 (LL-B) x '" o Z ,. ..... 30 u ..... V> <( ...J 0.. 20 MH OR OH 10 7 - 4 - c - <// 00 I 16 20 100 30 40 50 60 70 LIQUID LIMIT (LL) 10 80 90 -- LABORATORY TESTS DO WD MC LL PL PI Dry Densily, pcf Wet Density, pcf Natural Moisture Content. % Liquid Limit, % Plastic Limit. % Plasticity Index, % OC S SG C (2! qu Organic Content, % Percent of Saturation, % Specific Gravity Cohesion Angle of Internal Friction Unconfined Compressive Strength PARTICLE SIZE IDENTIFICATION Boulders ........................... over 12" Cobbles ,. . . . . . . . . . . . . . . . . . . . . . . . . ., 3" to 12" Gravel Coarse . . . . . . . . . . . . . . . . . . . . . . . . . .. '14' - 3" Fine. . . . . . . . . . . . . . . . . . . . . . . . . . . . .. No, <I - ,/," Sand Coarse. .. . , . . . . . . . . . . . . . . , . . . . . .. No.4 - No, 10 Medium.......................,.. No. 10 - No. 40 Fine. . . . . . . . . . . , . . . . . . , . . . . . . . . . .. No, 40 - No. 200 Silt. . . . . . . . . . . . . . . . . . . . . . . . . . . . ... , ,. No. 200 - .005 mm Clay ...........,.,........,..,...., less than .005 mm RELATIVE DENSITY OF COHESIONLESS SOILS very loose ......"... , . . . . . . . . . . . . . . 0 - <I BPF loose. .. . .. , . , . . . . . , ... ... . . .. .. . . . , . ., 5 - 10 BPF medium dense ...... . . . . . . . . . . . . 11 - 30 BPF dense. . . . . . . . . . . . , . . . . . , . . . 31 - 50 BPF very dense , . . . . . . . . . . . . . . . . , . . . . . . . . . . . . . . . . . . , . . 50+ B PF CONSISTENCY OF COHESIVE SOILS very soft. . . . . . . . . . . . . , . . , ' . . . . . , . . . . . . . . . . . . . . 0 - 1 BPF soft" .. . , .. .. . . .... . .. . ... .. .. .. .. . . .., .. . . .. 2 - 3 BPF rather soft ....................,.,...,......,.. 4 - 5 BPF medium .,........'.,........ . . , . . . 6 - 8 BPF rather sliif. . . . . . , . . . . . . , , . , . . , . . . . . . . . , . . 9 - 12 BFF stiff. . , . . . . . . . . , , . . , , . . . . 13 - 16 BPF very stiff , . . . . . . . . . . . . . 17 - 30 BPF hard ........,.........,...,..........,.. . . . . . 30~ BPF DRILLING NOTES 110 Standard penetration test borings were advanced by 3'.,.' or 6'; I. D. hollow-stem augers unless noted otherWise. Jetting water wa~ used to cleal1 out auger prior to sampling onfy where indicated or logs. Standard penetration test borings are deSignated by the prefix "ST' (Split Tube) Power auger borings were advanced by 4" or 6" diameter continuous-tlite, solid stem augers. Soil classification and stralr depths are Inferred from disturbed samples augered to the slJriacE and are therefore somewhat approximate, Power auger boring: are designated by the prefix "B" Hand probings were advanced manually with a 1 "," diametel probe and are limited to the oepth trom which the probe can bE manually withdrawn. Hand problngs are inoicated by the preti> "H". SAMPLING - All samples are taken with the standard 2" 0.0 split tube sampler, except where noted. TW indicates thin-waf (undisturbed) sample. BPF - Numbers indicate blows per foot recorded In standarc penetration test. also known as "N" value. The sampler IS set 6' into undisturbed soil below the hollow-stem auger, Drlvln~ resistances are then counted for second and third 6" increment~ and added to get BPF Where they differ Significantly, they are reported in the following form - 2/12 for the second and thlro 6' increments respectively, WH - WH indicates that sampler penetrated soil under weight 01 hammer and rods alone. driVing not reqUired, NOTE - All tests run in accordance With applicable ASHi standards. BRAUN INTERTEC LO~OFBORING PROJECT: BODX-95-265 PRELIMINARY GEOTECHNICAL EVALUATION Lot 2, Block 3 Brooksville Center 1st Addition Prior Lake, Minnesota BORING: ST-1 LOCATION: See attached sketch. Elev. 990.5 989.5 ASTM Depth D2487 0.0 Symbol 1.0 983.5 7,0 CL 981.5 9.0 CL 0.0 20.5 - BODX-95-265 DATE: 10/12/95 "" ',"" ""', '" 1,1,1, 1,1,1, 1,1,1, Ill,ll 1,1,1, 1,1,1, 1,1,1, 1,1,1, 1,1,1, 1,1,1, 111,11 11111, 1,1,1, 1,',1, 111!11 Idd! Description of Materials (ASTM D2488) T PSOIL FILL: Lean Clay, dark brown, wet. FIlL: Sandy Lean Clay, dark brown, wet. BPF 20 LEAN CLAY, black, wet. (Topsoil) 10 SAND Y LEAN CLAY, with a trace of Gravel and layers of Poorly Graded Sand with Silt, brown, wet, medium to rather stiff. (Glacial Till) Cobble at 12' 29 10 END OF BORING Water not observed with 19 feet of hollow-stem auger in the ground. Water not observed to cave-in depth of 16 feet immediately after withdrawal of the auger, Boring left open. Water not observed to cave-in depth of 16 feet 3 hours after withdrawal of the. auger. Boring then backfilled. Braun Intenec - 10/27/95 9 8 12 9 SCALE: 1" = 4' Tests or Notes Benchmark: Surface elevations at the borings provided by the City of Prior Lake. ST-l page 1 of 1 Ll.3 OF BORING PROJECT: BODX.95.265 PRELIMINARY GEOTECHNICAL EVALUATION Lot 2, Block 3 Brooksville Center 1st Addition Prior Lake, Minnesota BORING: ST-2 LOCATION: See attached sketch. Elev. 977,7 ASTM Depth D2487 0,0 Symbol 973.7 4.0 " 1 1,',1, I,ll', 111,11 lilli, 1""1 1,1"1 111111 '1'111 1,1,1, I,ll"~ ',1"1 7.2 20.5 ~- BODX-95-265 DATE: 10/12/95 Description of Materials (ASTM D2488) FILL: layey Sand, fme- to medium-grained, brown, moist, loose. BPF 5 ANDY LEAN LAY, with a trace of Gravel and layers of Poorly Graded Sand with Silt, brown to 9 gray, wet, rather stiff to stiff. (Glacial Till) 13 12 10 12 15 END OF BORING Water not observed with 19 feet of hollow-stem auger in the ground. Water not observed to cave-in depth of 17 feet immediately after withdrawal of the auger. Boring left open, Water not observed to cave-in depth of 17 feet 2 hours after withdrawal of the auger. Boring then backfilled. Braun Intertec - 10/27/95 SCALE: 1" = 4' Tests or Notes ST-2 page 1 of 1 lL~OFBORING PROJECT: BODX.95.265 PRELIMINARY GEOTECHNICAL EVALUATION Lot 2, Block 3 Brooksville Center 1st Addition Prior Lake, Minnesota BORING: 5T -3 LOCATION: See attached sketch. Elev. 976.1 975.4 973.1 ASTM Depth D2487 0.0 Symbol 0.7 1:1:1: 1'1 1,1,11 1,1,11 1,1,1, 1,1,1, 1,1,1, 1,111, 3,0 SP SM 969.1 7.0 .--. ,-. BODX-95-265 CL 5.6 20.5 DATE: 10/12195 BPF Tests 11 POORLY GRADED SAND with SILT, fme- to medium-grained, brown, moist, medium dense. 16 (Glacial Outwash) SANDY LEAN CLAY, with layers of Poorly Graded Sand with Silt, brown to gray, wet, rather stiff to very stiff. 12 (Glacial Till) 10 14 17 END OF BORING Water not observed with 19 feet of hollow-stem auger in the ground. Water not observed to cave-in depth of 16 feet J immediately after withdrawal of the auger. Boring then backfilled. Braun Intertec - 10/27/95 SCALE: 1" = 4' or Notes ST-3 page 1 of 1 LO.~ OF BORING PROJECT: BODX-9S-26S PRELIMINARY GEOTECHNICAL EVALUATION Lot 2, Block 3 BrooksvUle Center 1st Addition Prior Lake, Minnesota BORING: ST -4 LOCATION: See attached sketch. Elev. Depth 980.0 0,0 -- 9.5 20.5 -- BODX-95-265 DATE: 10/12195 Description of Materials (ASTM D2488) ANDY LEAN LAY, with layers of Poorly Graded Sand with Silt, brown to gray, wet, medium to stiff. BPF (Glacial Till) 8 16 10 12 12 7 10 END OF BORING Water not observed with 19 feet of hollow-stem auger in the ground. Water not observed to cave-in depth of 15 feet immediately after withdrawal of the auger. Boring left open. Water not observed to cave-in depth of 15 feet 1 hour after withdrawal of the auger. Boring then backfilled. Braun Intertec - 10/27/95 SCALE: I" = 4' Tests or Notes ST-4 page 1 of 1 _~ -JATOR CORP TEL:612-645-1369 - " Feb 15'00 ",. 7:02 No.001 P.01 ~}\Q.~.~ TO: 6iOO Il'AJRVIEW AVENUE NORTH · ST. PAUL. MN 55104 · 'Sl-~S.1543 . FAX 651-645-1369 Number of Sheets (including this coversheet) ? /:~ ~m~ ~ /Z'/~~;;: Telephone: Fax (Vz)~7-ng (~/2-)~-~S- Fax: nOM: SUBJECT: o;t-/(,-c~ ~ ~'S //d.... r ~m.rJ- ;;;'1tt-c.L:.e- rrfe.- r ......1";~trc DATE: MESSAGE: /5~ ~I.~ is -L!1.A. ~tJllj,'^-i 6J~ 8 II ",~ as:""", /J~, e;/r""'r./ Fr...~ JIlt vs;;-- lJt-LI F~L.J~I /~ 11~~ /'311) 7. O~S-~ r.('p~ /9~ . H. "'" A 6-/,,-., S dtf!!JIX'"S e1 ~ G/.c."',,7d'~ /!He.. r...rJ. 'f/3uT A.//'...I~~ A k ~,'7C: N"T L!.SI'~ . t11~ Original to follow by mail? YES @ CONFIDENTIALITY NOTICE The intCllDl8l:ian CXlAtIinecl in tbi. liwimil. ~1rlIn8misaion ill infonoation p~lcd by work prvduct privileges., is canfidmtiaJ end.may lle pri\'il~, ami i. iDtended only for the WlCI nf tho individual(s) NIft1~ ubuvc. The privile... are not waived by virtue of this haviDI been ...t by fllUimile. if the person actually rcccivina this facsimile or allY gUles' RIIdcr of Ihe: facaimile ill IKIt the named ror.ipicn~, Any UK, dissemination, diNLribution. or coPYU11 of thill communiwtion is strictly probibitecl, IfyDU havw regejYed this GCIIIIIIlunication in erTor, plO8llCl notify us by telephone (call cullQ:l) aud return the original ~ to VI at the llddRa .bove. 'Thanlr: you. _..:.vATOR CORP TEL:612-645-1369 Feb 15'00 7:02 No.OOl P.02 r--." contr..ting background two inches high and rai.ed 0.030 inch. Applied plate. permanently attached are acceptable. (f) Stretcher requirements. In buildings with elevator. requiring .ha.. X .nd II operation, at le..t one elev.to~ must be provided with a .inimum clear dietance between walls or betveen wall. and door excl~d1ng return panele, not le.. than 80 inches by 5. inche., and a minimum d1etance from wall to return panel not 1... than 51 inches with a 42-inch aide slide door, unless otherwise de'19fted to accommodate an ambulance-type stretcher 76 incbe. by 2. inch.. in the horizontal position. In buildings .here one elevator doel not Berve all floors, two or more elevator. may be uled. (g) "er,ency slgn8. Except at the main entrance level, an approv~d pictorial 11gn of a .tandard design m~8t be posted adjacent to eaoh elevator call .tation Which will indicate that, in ca.e of fire, the el.vator will not operate and that exits should b. used. (h) a.ltdcted or lilllihd"'u5e elevaton. The authority having juri.diction ..y waive the requirements of this Section for any elev.tor designed for Ii_ited or restricted use ..rving only 'p.cific floor. or a .pecific f~nction. SAa JIB s 1&8. &l BIB'!': 15 sa 70 ~7 ~~!'QIl AlII) DUllBVAlnR IK))::S!'WAY 1ItC'LOSURU. · . Sl09. (.) Walls and partitions encloling elev.tot and dumbw.it.~ sh.ft, and e.ealator Bh.fts must be constructed with material. not le.. than the fire-re.iatlye con.truction requl~ed under Type of Construction in ""r?--~of the UnifOrJl\ Bulleting Code. ~ (b) ..rtitlons between fire-resistive hoistwaY5 .net machine room. having fire-resistive enclosur.s and which .re located at a 81de of or beneath the hOlstw.y may be of unperforated noncombustible material at lea.t .qual to D.D5~8 inch thick sheet .t..l in strongth and stiffne.. with openings ....ntl.l for ropes, drum., Iheave., and other elevator equipment. (e) All hoi.tvay openings must be provided vith fire-re.i.tlve rotective ...emb i... Th. fire resistane. ratin u be 1e5s than 1-1/2 hour when installed in two hour re-reslstance-rate cons ru Protective ....mblie. installed in flre-resi.tance-rated construction of Ie.. than two hours must have rating. required by the Uniform Building Code. Tho Cire-r..i.tance rati~ t b. determln d b h test specified in Part X~ Rule 1102 of AW I/ASMI A17.1-198 . MI MS . 168.61 RIft: 15 SR 70 1307.0055 BOZlrMa7 ...&!~. ~ S.c. 5110. (a) Shatt. (hoi.tway.) houling elevators /""T extending through "'ore than two floor levels _hall be vented to r-e."r.~ o f~(~ .5 157 _" t-lTOR CORP TEL:612-645-1369 Feb 15'00 7:03 No.OOl P.03 S t~\'" ~v-~ the out.ide. The a~e. of the vent shall be not le.. than 3-1/2 percent of the .~e. of the elevator shaft, provid.d a minimum of three square teet per Ilevato~ i. provided. ~h. venting of .ach individual hoi.t~ay muat be independent from .ny other holatva, venting, and the interconnection of .e~rate holatvay. tor the purpose of ventln9 1. prOhibited. Vent. .uat be ..nually openable or remote control automatic venti. LocatioD of oparatin9 device. is subject to approval of the authority having juri.diction. Vents must b. locate~ in the .14e of the hOlstvay anclo.ura directly belov tha floor or floo~. at the top of the hoi.tvay, and muat open either directly to the outer air or throU9h noncombustible ducts to the outer ait, or In the wall or roof of the penthouse or overhead machinery apace above the roof when the openln9a have a total ara. not lea. than tha minimum .pecifled in thi. .eetion. Vents pa..ing through .achlne rooms must be in noncombustible duct.. When a vent i. inatalle4 in the roof of the hol.tvay, a protactiva grille must ba provided to prevent perlon. from failing into the hoi.tway. (b) If air >>re..urlzation of . hoist.ay i. used as . meanB of amoke and hot ga. control, the air muat not be introduced into the hoiatva, 1n .u~h a manner as to cauae erratic operation by impingament of traveling cabla., .elector tape., governor rOpa., compen.ating rope., and other component. I.naitiva to exc...ive acve.ent or de'lection. SAI III . l&B.'l 81ft: 15 8Jl 70 -) ~ l \ I 13D7 . 00'0 BLWA'ImI IlACllID ROQII PLCX:aS. Sec. 5111. Slevator hoistways must not be vented through an elevator machine roo. unless .uch venting is accomplished by an approved duct .ystem installad through the elevatot machine room. SA: MI . 16B.61 BIftl 15 SIt 70 1307.0065 ~~~&I ~ ABSI Al7.1-lt.7. AMSI A17.1 Rule 102.2 ia amended to read a. follo~.: (c) (Ii) When approved by the fIre chief, automatic disconnact of the maIn pover .upply is not reqUired if sprinklers are located 1n the machine or equip.ent room onlYJ the alavator I. equippad ~ith Phase I emergency rlcall Csee Saction 211), and the sprinkler heade are of the cyCling sprinkler (on-off) type. ROTE 1: Thia doe. not limit the u.e of sbield. and baffle.. ROTB 2: This alternative doe. not apply it the hoistway is provided with sprinklar protection. AX'I Al?l Rule 112.5 1. amended to reaa al follows: Where requirea by aule 112.3d or Rula 112.4, a power-oparated car ~oor or gate must be provi~ed vith a ,) 158 , ~ I h~e reviewed the attached proposed CUP Stonegate Apartment request CASE FILE #00-010 for the following: . . ... "~"-':-"-~''4'':>::li-.._.;r_'''''"-'~.!JUj_'''''' Water City Code Grading Sewer Storm Water Signs Zoning Flood Plain County Road Access Parks Natural Features Legal Issues Assessment Electric Roads/Access Policy Septic System Gas ~ Building Code Erosion Control Other Recommendation: _ Approval / Denial Conditional Approval Comments: ~e:. := t-16v\ 0 1)4~,:) -z..) 4 /:/:) SEG. l \E: t--1 ~, ~ .k:\L~~ ..11\ .. \ cO:. :I>-OV oe A F<<= t'1 ~ ..... 'T'tooU ISO' of TH <!: ~:..:-""""""""'" .' ~_ ,<>JOI""'" D AL-..... A~ _ _ -a....lc../:)"....... s~w.... ~c Lu ITtt/N 3oo'or- A F II*" t-\ ~~ _ => f' OvU e::)<.( s -r IN c=> r\t2G- i) (1'01 t> \ cATC Loc..AT\ ~N OF t \~ 1> e- -PA'l:r 11'\ ~-r CCNJ0-6- il~ . ~+~~~i~~?~~ ~'-I~T10N I /) 1/1 I J I f5;Jf I /I /I,--r--.. I · Signed: ! :. !Jff/~' V 11~ / - t!:):: y/(1 i/U3 00 Please return any comments by February 15.2000. to . ~ ~ Jenni Tovar, Planner City of Prior Lake 16000 Eagle Creek Avenue SE Prior Lake, MN 55372 Phone: (612) 447-9812 Fax: (612) 447-4245 t\dept\planning\OOfileS\OOcup\OO-010\referral.doc Page 2 rrr-"-' -, ~.ll I l' ,ii, . L I r.1 _ ---.J ., -Tf'~-.'-"--\'P' _(lO( $IIlW TO IJlISIlNC 1l(T TN' INTO"""" '" ..- . j . ~.:.L-._...!...""!"""SlCII>. -\- ~-~",-..- ) _.~~:J:r..:~:.(+b:~--=_c=--,-, -:~=_~-=.:-::~ 7' I Too . -:~. _. (~:"'-::_' ::=:_-:-. - .~)_. _1.-' -.- /' -:;,;:'. . I ,'~-'-c-' --c,"'~=-< "" "9 - '~'~-'-'-L"'7.~7C-'-=",,"'-'- ) _;:_! -;- ,_! 'fO ERn:2," :~ - fREE ~ +>Mf ~ -, -+---",.-'" - I ' t I Y' \ ' " ~ , ' ....---,---t"--' \ H.L---- . ~ ~ ~ ~ 1. ~ y'''''' I ! . ; i ~ ' , --::::c:~_.J-'---t-' .--~-~- "__'71-?-~~..,..l.;.:::..,...:L.:--~.-. -_:- ----- __...._ Wi .fP-. ''''. <--. ". ,.... 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'i 1/ r' l.rt: \l.~t:- i \, \. ~"" -:'~. .;.{C., i I "~_"I~ ,'el\I' '., , ~ ,;' (,,,- I .1 I. . _ . - ' - f 1 I I I I"""-~ O<i. ,,-- , - \ ' ,',,"- _ . . I - ~~ "\-\' "1".""'i7 ~ -: _ . - ".- . - ,~:- ..i.:....'~...'4-t,::j) .-~.) , ;(l. I /. -.' ., '- ' ,-,,' - ' ...... ....'-"..~-'--' - . - . - I .; . ~. J ~i"" Oi,; ... ", "",....... ..., --- '--. --.. -- j iI / '-1. ~-;---~--~~i~;' -\.;.::.-,;:~~::-=-= I .'," I if:R ~ ., h . 1:1 /,._-L .__ ,_.________.!_.. ...._..'L-_--'- _.:'-_..L----~.- _t___ ! I / 170TH STREET .. II Jl Y1 .,..-.c WiIUS .we. tff. .. . fT (e<<:fIo) ". ~._._._._._._._._._._.-._._._._.- / \ ~ \e{f~~~ '0-~1'" ~ "- - G) SlLU NOS , m .. It N "'5(&"'5 ~ SGoIV tl-.'<r" CJ~~I LV fir: ~6 ~rr .... ( I_(p 1\ G~ V~ ~ THEtJ G,~ 1 &u Get ~ I C C~ Ir.l GAL l:::Lt::V. D~ l~e. VAN -- g:,::'/O'( ~ lID + /~" ~ (O!!;" PL. roO +itfII'e>"-ld' ~ l.s OuTS \ 06- Of'.l01 I 1/ j4-,J 12-6ct 0. ~ Vr'<-~ 'PA.e..~/Nb. I Bit i<?Gc:> ;/n R/Y1 . ~L../;V& , l;': 'ldJ7f; 7! ..p oS, ,,-A 1t\1L- t~. ~HI\'Pr 3"Z,.t ';;~r. 2 i1,~:I. ~~. '3~ <;;~~,.,)o~ ~~ -p~ ~e.~al..~ CA\....l..- 9rif ~ EL.eV. ~ ~ t..~L- Ar F~ /Nc::. 0'" t::>~- ~. c:>l\ ttO~t(. ~D ""-IN il F~6 lOc:>t.t=- 4t, FfC-A~ Of'~~V. s~ ~~ 'l.~.a- ~ 'U.L.. ~C1<9~k S~ ~~ ,--~ ~tN'd"~b~~~. . -9n0~ Ve.NT" (N El.-~. ~~ ~ 4~e~ ~t'&^,~ Z::>h'\o~ ~oJ ~ t::L..Ev. LoB61/~ l....oe>6l ~ t--n:'r ~ 0 , ~.r A ,~. 'i "Ks6- jL, '" .,,; () ~N~ .01'1 <s'vIH S-r-A<ILWtu-- A MA'-\~ \5 K~C?~~ lo t"~ ,?(;;r/. f,tdY\ G:o{~ Il'Iro 5'.3~.. w! Ex (r S(6rJ coqt.,.l> (~ 0tJ O~ Pa?a:s e -r/2-.-%b9 (,.1 ~ -~ 1/...066 J ~b(<.f:- 41 or:- ~vSv &- u~ Avb G~6- "vr~lEf5fZADv~ I ) . q~ +1 - '1'l3 - qt", 'Iz. k> ~ 1tlt3.5' i 1z- CJc; 3. - ~ ~ ,~ " ~ ~. ~~ ~.s;'1' 'v, ~ , "- ~ \:>0 ~ C0~ r t) cr- '\!! '" \ 0 ~ \./' ~ - \..j ':::r s> C) ~ -9\P ~'. - '. -'-T ~ r\~ J ~ -~ . ~ ~ Vo vo,~ \3-~ ~ Memorandum DATE: February 14,2000 TO: Jenny Tovar, Planner ~'1\ FROM: Robert D. Hutchins, Building Official RE: Stonegate Apartments Toronto Ave. Following are the results of the preliminary plan review for the Stonegate Apartment building. Our review was based on the Minnesota State Building Code (MSBC) which adopted with amendments the 1997 Uniform Building Code (UBC) with handicap regulations of the Minnesota Accessibility Code Chapter 1341 and with requirements of the 1998 Minnesota State Fire Code (MSFC) which adopted with amendments the 1997 Uniform Fire Code (UFC). 1. Submit signed construction architectural, structural, site, utility plans indicating locations of adjacent Fire Hydrants, and a Certificate of Survey. . 2. Submit signed HV AC, plumbing, fire alann, and sprinkler plans. May be submitted at a later date. 3. Submit the Structural Engineers requirements for Special Inspections UBC 1701.5. 4. Ventilation for the building must meet UBC chapter 12. Provide 15 CFM of ventilation per occupant in the Apartments and 3/4 CFM per square foot offioor area in the Parking Garage. 5. Complete a Building Code analysis. 6. Provide the Illumination Budget Calculation Summary, MN Energy Code Part 7670.080. 7. Provide a Sound Transmission Class of 50. UBC Appendix 1208. 8. Submit Energy Envelope Calculations. MN Energy Code 7670.0100 9. Submit a soils report. 10. Structural Engineer to assess soil bearing requirements for adjacent buildings on the East side of property in close proximity of proposed retaining walls. 11. Provide detail of occupancy separation penetration firestopping. UBC 106.3.3 ~ 12. Address UBC sections 706 Fire-resistive Joints, 708 Draft stops, 709 Penetrations, 71 0 Floor Ceilings, and 711 Shaft Enclosures. 13. Provide an accessible drinking fountain and a cutsheet detail. MSBC 1305.1795 14. Two percent of Units must be HDCP Accessible, remainder must be adaptable. MSBC 1341 Table 16.2. 15. Provide a Post Indicator Valve (PlV) on sprinkler supply line into building. Locate a minimum distance away the height of the building. 16. Provide a Fire Hydrant within 150 feet of the Fire Department connection and all areas of the building shall be within 300 feet of a Fire Hydrant. 17. Provide a Class ITl standpipe in each stairway. MSBC 1305.0904 Subp 7. 18. Provide not less than one standpipe for use during construction. UBC 904.6.2 19. Provide 90" ceiling height clearance in interior parking garage for Fire Department apparatus access. 20. Automatic garage doors to comply with State of Minnesota Statutes. MSBC 1300.5900 21. Provide two parking spaces for commuter van. MSBC 1300.4100. 22. Provide a recycling space. MSBC 1300.4700. This is a preliminary review only. Other code items will be addressed when the final plans are submitted. The building plans must be reviewed by the Cities Developmental Review Committee (DRC) which consists of representatives of Planning, Engineering, Parks, Finance, and Building Departments. The DRC must approve the plans before a building permit can be issued. -~ 2 I h~e reviewed the attached proposed CUP Stonegate Apartment request CASE FILE #00-010 for the following: Water City Code Grading Sewer Storm Water Signs Zoning Flood Plain County Road Access Parks Natural Features Legal Issues Assessment Electric Roads! Access Policy Septic System Gas ~ Building Code Erosion Control Other Recommendation: _ Approval /" Denial _ Conditional Approval Comments: ~~ t=: "1 (M 0 UATC0 oz.) 4- IOQ Signed: Date: Please return any comments by February 15, 2000, to Jenni Tovar, Planner City of Prior Lake 16000 Eagle Creek Avenue SE Prior Lake, MN 55372 Phone: (612) 447-9812 Fax: (612) 447-4245 f:\dept\planning\OOfiles\OOcup\OO-010\referral.doc Page 2 ~ I :J Memorandum DATE: December 17, 1999 TO: Jane Kansier, Planner FROM: Robert D. Hutchins, Building Official {ZDli RE: Stonegate Apartments Toronto Ave. Following are the results of the preliminary plan review for the Stonegate Apartment building. Our review was based on the Minnesota State Building Code (MSBC) which adopted with amendments the 1997 Uniform Building Code (UBC) with handicap regulations of the Minnesota Accessibility Code Chapter 1341 and with requirements of the 1998 Minnesota State Fire Code (MSFC) which adopted with amendments the 1997 Uniform Fire Code (UFC), (fJ Submit signed architectural, structural, site, utility plans and a Certificate of Survey. (j. Submit signed HV AC, plumbing, fire alarm, and sprinkler plans. May be submitted at a later date. (?J Submit the Structural Engineers requirements for Special Inspections UBC 1701.5. See enclosed. >t.;: Anchoring of retaining wall must be located on parcel. Engineering required on retaining walls over 4 feet in height. (j) Complete a Building Code analysis. @rovide the Illumination Budget Calculation Summary, MN Energy Code Part 7670.080. .k An S.A.C. determination must be completed by the Metropolitan Waste Control Commission. Contact Jody Edwards at 651.602.1113. d;?Submit Energy Envelope Calculations. MN Energy Code 7670.0100 [?!Submit a soils report. @Address UBC sections 706 Fire-resistive Joints, 708 Draft stops, 709 Penetrations, 71 0 Floor Ceilings, and 711 Shaft Enclosures. '@rovide detail of occupancy separation penetration firestopping. UBC 106.3.3 . . @Ventilation for the building must meet UBC chapter 12. Provide 15 CFM of ventilation per occupant in the Apartments and 3/4 CFM per square foot offioor area in the Parking Garage. /13. Provide emergency lighting and exit signs. UBC 1003.2.8 One hour fire-rated Elevator Lobbies required. UBC 1004.3.4.5 rovide an Area of Refuge. UBC 1104.2. 1 Provide an accessible drinking fountain and a cutsheet detail. MSBC 1305.1795 (!2> Provide HDCP signage details. fl8) Provide accessible route from exterior HDCP parking to the building. MSBC \'/1340.1103 ft /fQ) Two percent of Units must be HDCP Accessible, remainder must be adaptable. L7" MSBC 1341 Table 16.2 See enclosed. (29) Provide a Fire Hydrant within 150 feet of the Fire Department connection and all areas of the building shall be within 300 feet of a Fire Hydrant. uY A monitored alarm system required with over 20 sprinklers. MSFC 1003.3.1 @Provide fire extinguishers minimum 2AlOBC rated, within 75 feet travel distance of all areas. UFC 1002. @rovide a Cl~dPiPe in each stairway. UBC 904.5.3 @rovide not less than one standpipe for use during construction. UBC 904.6.2 @Provide two parking spaces for commuter van. MSBC 1300.4100. ~provide a recycling space. MSBC 1300.4700. f'2!i) Automatic garage doors to comply with State of Minnesota Statutes. MSBC V1300.5900 A 00 'Pi2-0V If.) b' \J~&~ ~AcWc...\.A-.=> b~ ~ l"r \.t A M l#J'lJW\ tM"\ ~f- 1 " (;pl' c~ c.E::- l-t.~tu.l.f"rfOp.. au~<::- (?esrar~ This is a preliminary review only on conceptual plans. Other code items will be addressedf1~ 1i)gpr when the preliminary plans are submitted. The building plans must be reviewed by the Af>/)~. Cities Developmental Review Committee (DRC) which consists of representatives of Planning, Engineering, Parks, Finance, and Building Departments. The DRC must approve the plans before a building permit can be issued. . p~ ~ . 2 CITY OF PRIOR LAKE 16200 EAGLE CREEK AVENUE S.E. PRIOR LAKE, MN 55372 SPECIAL STRUCTURAL TESTING AND INSPECTION SCHEDULE Project Name Location SPECIAL STRUCTURAL TESTING AND INSPECTION Specification Description Type of Inspector (3) Report Frequency Assigned Section Article Firm (4) Notes: This schedule to be filled out and mcluded m the project speCificatIon. Information unavailable at that time, to be filled out when applying for a building permit. (1) Use descriptions per UBC Section 1701, as adopted by Minnesota State Building Code. (2) Special Insp~.9tor - Technical, Special Inspector - Strucural. (3) Firm contra.c~d to perform services, ACKNOWLEDGMENTS Each appropriate representative shall sign below: Owner: Firm: Date: Contractor: Firm: Date: Architect: Firm: Date: SER: Firm: Date: SI-S: Firm: Date: T A: Firm: Date: SI- T: Firm: Date: TA: Firm: Date: SI-T: Firm: Date: F: Firm: Date: F: Firm: Date: *The individual names of all prospective special inspectors and the work they intend to observe shall be identified. (Use reverse side ofform if necessary.) Legend: SER = Structural Engineer of Record SI- T = Special Inspector - Technical SI-S = Special Inspector - Structural TA = Testing Agency F = Fabricator Accepted for the Building Department by Date SSTI.DOC Dwelling Unit Checklist This checklist covers individual dwelling units. See 1341.1620 to determine if the development is a covered development and which dwelling units are covered dwelling units. l34l.l6xx may provide clarification on certain issues or requirements for unique situations which are not contained in this checklist. Adaptable Dwelling Units Accessible Dwelling Units Primary entry door is fully accessible Primary entry door is fully accessible with proper floor clearances on latch with proper floor clearances on latch side of door. side of door. All passage doors within unit have a All passage doors within unit are fully minimum clear opening of 32 inches. accessible with proper floor clearances on latch side of door. An accessible route leads to all rooms An accessible route leads to all rooms and spaces within the unit. and spaces within the unit. All light switches, electrical outlets and All light switches, electrical outlets and environmental controls are no more environmental controls are no more than 48 inches above the floor. than 48 inches above the floor. Clear floor space for a parallel Clear floor space for a parallel approach is centered on the range, approach is centered on the range and cooktop and sink, OR, a forward cooktop, OR, a forward approach with approach with knee clearance or knee clearance or removable cabinet is removable cabinet is provided. provided. The rim of the sink is no more than 34 inches above the floor and a forward approach with knee clearance or removable cabinet is provided. A work space at least 30 inches wide, with the counter top no more than 34 inches above the floor, and knee clearance or removable cabinet is provided. Either a parallel or forward approach is Either a parallel or forward approach is centered on the oven, dishwasher, centered on the oven, dishwasher, refrigerator/freezer, trash compactor, or refrigerator/freezer, trash compactor, or other appliance. other appliance. The minimum clearance between all The minimum clearance between all opposing counters, cabinets, appliances opposing counters, cabinets, appliances and walls is 40 inches. Note - if a and walls is 40 inches. Note - if a parallel approach is required to an parallel approach is required to an appliance located at the base of aU appliance located at the base of a U shaped kitchen, a 60 inch turning shaped kitchen, a 60 inch turning diameter is required. diameter is required. CITY OF PRIOR LAKE ORC PROJECT REVIEW CHECKLIST PROJECT NAME: Stonegate Apartments Concept Review, Please review the attached concept plan. I would like to meet with them for plan changes and additional informaiton required. APPLICANT: Charles Radloff CONTACT PERSON: Charles Radloff (612) 941-1667 SITE INFORMATION PID#: LOCATION: SW Corner of Tower and Toronto (previously City owned property) EXISTING ZONING: R-4 Multi-family Residential DISTRIBUTE TO: APPLICATION FOR: X Frank Boyles Administrative Land Division X Sue McDermott Comprehensive Plan Amend. Ralph Teschner Jeff Evens Conditional Use Permit Paul Hokeness Lani Leichty Home Occupation X Bob Hutchins Verlyn Raaen Rezoning X Don Rye Doug Hartman Site Plan X Jane Kansier Fire Chief Preliminary Plat X Jenni Tovar Bill O'Rourke PUD DNR - Pat Lynch Minnegasco Final Plat County Hwy. Dept. Watershed Dist. Variance MNDOT Telephone Co. Vacation SMDC Electric Co, X Conceptual Site Plan Review Triax Cable Met. Council Date Received 12/3/99 Date Distributed 12/8/99 Date Due 12/17/99 Complete Application N/A Date Distributed to 12/8/99 DRC Meeting 12/9/99 Date DRC Publication Date N/A Tentative PC Date N/A Tentative CC N/A Date 60 Day Review Date N/A Review Extension N/A f:\dept\planning\99files\99subjec\99-099\referral.doc Page 1 I have reviewed the attached proposed request Stonegate Apartments CASE FILE 99- 099 for the following: Water City Code Grading Sewer Storm Water Signs Zoning Flood Plain County Road Access Parks Natural Features Legal Issues Assessment Electric Roads/Access Policy Septic System Gas Building Code Erosion Control Other Recommendation: Approval J'Denial Conditional Approval Comments: ~~~ y{\~ To ,--\;rNt:::: K, lz-t, /11 Signed: Date: Please return any comments by December 17, 1999, to Jenni Tovar, Planner City of Prior Lake 16000 Eagle Creek Avenue SE Prior Lake, MN 55372 Phone: (612) 447-9813 Fax: (612) 447-4245 f:\dept\planning\99files\99subjec\99-099\referral.doc Page 2 ~~G~ ec~ A-rP~ · 5t+A?rs .~~ EAJGc.-e6~ 2> ~ FL~~(,Jb;vt.P. J1 !2l~ 1,'1 ..~".~_~_-_w ~~/J~. CA../ 2 #;v~ ~~. ~ t-lfl- f...., ~ S ~ "3> Gx, E~s W/A.()d~ TfIILJ OJT 3(0.1- ,,~'4/L)~ ~ #ef:O f?~ I' 3(0_1 F{/l-& ~ ~"Z ~ 3/ 0.. 10 ,AfCiSO ~<Jijyv. , ~77i-u7 kzJ;z:;D o~ Ov~:::Q.... O"JJ/'J/Y - &.-/VO )'i1--. ).;:1 r .' O~LB/b -: ./'-,,8 p6;,~ ~,vo Cctg..a., t/3e"L5 lJ7' S"1,;{"~:CL> /.AJ f1-A:...;~.,u~ ~ 0\ , \.f li ~. , ~\ t)J ~ \n ..... 1\ ~ \) ~ \ ~ ~ \-\ \ :'\ - , - -\ ~ ~ ~ ~ ~ \ - lTI ~ ~ , 't.. ~ ~ ~ \'i~~ '\J \l'\ r 1\ ")( ")( v \ \1'1......'" ~~~ V\ ~ If II " ...... ~ ~ ,N -..J I'\. c;:) -J ~ '\1 '" t- V, V\...J ')( C w '1 ~ \J'1 -J~ ~W VI ~ ~V\ I vt, ~ I ......... \ \ - ~ --. ~ " \t\ ~ \ ~ '1 !3~/-r1;J6 . ~ J:l-eVtk(o,e.- LOt3tX6S 11-~. IctJ4 ..3 ~.tf.s Ilhu~ ~ >t. s.~ ct.-ev. /J'Lt6r INSfJ~ * /t:KJ7. tA - At.'-'>r;l~ C~U)CK.)C? rcx::::>t:f. s.~ I ~IPA-~ 'tfr. IA/r~~ s:'l?'VrZ.~.5 5H4-"'.... &.:-b.;cu:>,S(i<J 1005", 3. S. I -2 HOu~~ 105h Ce./I;>'1tZ-L-/'" ~(~F /,v/J/ C/I[{~'" ;;4/J( /1IG7 k-~. IP 4~eD 2. 7'0 /J~AQ~ 7'810 /9z'?/JfP4-Tc6- (t= P;~~@1-- ~410 lJorJ-/fu~SII3C Au- 11o~4-BL.-G- ~~ . ~ 9" PAtl1Lrl..b P~A.J~. 134-( ..04- 0.3 !::>,fJ~ I ~IV ~12-~ ! It<-) ~q~ 210 /fC-<:-C-SS iSx . z ~ ~r'ors CITY OF PRIOR LAKE BUILDING INSPECTION DEPARTMENT COMMERCIAL & MULTI-UNIT FIRE PLAN REVIEW CHECKLIST Cc:;;-"-J~Pr0p..L- ~A\r& ~ Project Name: Job Address: · Provide access roadway for fire apparatus in accordance with Section 902 of the Uniform Fire Code (UFC). This includes the following: () All-weather driving surface. () 20 feet of unobstructed width. () 13 feet 6 inches of vertical clearance. () Adequate turning radius capable of supporting fire apparatus, The radius is: 45 feet for a sprinklered building. 60 feet for a non-sprinklered building. () Dead end access in excess of 150 feet long shall be provided with a turnaround. · Access roadways shall be extended to within 150 feet of all portions of the exterior walls of the first story of any building per UFC Section 902. Where access cannot be provided, an approved fire protection system shall be provided. · An adequate and approved access for Fire Department equipment must be provided during construction, If on site pavement is not provided when construction begins an approved roadway surface must be installed with approved dimensions which will support fire vehicles and equipment. · Non-sprinklered Building: Fire hydrants are required per UFC Section 903. All portions of the exterior of any non-sprinklered building must be within 150 feet of an approved fire hydrant. · Sprinklered Building: Buildings with a sprinkler system require one hydrant within 150 feet of the fire department connection and a hydrant(s) within 300 feet of all portions of the exterior. The fire department connection shall be located on the front of the building. The PlV must be located a minimum of the height of the building away. FIREPLAN.DOC · All hydrants shall be accessible to the fire department apparatus by roadways meeting above requirements. Hydrants shall be located within 5 feet of the curb so that apparatus can pull along side for the connection. · Provide fire lanes for fire apparatus response. Signage should read: "No Parking Fire Lane by order of the Fire Department." Location and number to be determined. · Provide numbers of addresses in such a way to be plainly visible from the street or road fronting the property per UFC Section 901. Numbers shall contrast with their background. · Townhouse projects must have directional signs designating the numbering sequence of units for each individual roadway. · Provide approved key box to be installed in accessible location per UFC Section 902. This is required when access to a structure is unduly difficult or where immediate access is necessary for life safety or fire fighting purposes, Key boxes shall contain keys to gain necessary access. Key boxes also recommended for building where entry may be delayed and to prevent damage as result of forcible entry. Obtain order forms from the Building Inspection Department. · Fire extinguishers are required for this project per UFC Section 1002. Extinguishers are required to be a minimum 2A10BC rated and located within 75 feet travel distance of all areas. This distance decreases for more hazardous occupancies. Location and size to be determined. · Submit plans for required fire protection equipment to the Building Inspection Department per UFC 1001. Requirements based on the 1997 Uniform Fire and Building code. Submit two copies of detailed shop drawings before installation to receive approval and permit. (One copy will be returned.) The contractor should submit installation permit application with plans, () Automatic fire extinguishing systems (sprinklers). () Sprinkler systems of more than 20 heads must be monitored by an approved 24-hour station. () Fire hydrant systems. () Wet standpipe systems. () Fire alarm systems. () Cooking appliance and vent extinguishing systems. () Fire pumps. () Other extinguishing systems. · Fire alarm plans must be submitted by State licensed electrician or low voltage contractor. FlREPLAN.DOC · Protection systems installed that are not required are subject to approval by the Fire Department and must meet code requirements. · Submit 8-112 x 11 inch site plan for development of emergency response plan. · Submit plans for underground storage tank installation to the State Fire Marshal for approval. Upon approval, submit approved plans to the Building Inspection Department which will conduct the inspection and testing. · Provide information or see instructions as indicated below for special hazards. Please supply information, plans, specifications, as applicable. () Places of assembly, UFC Article 25. () Cellulose nitrate storage in excess of25 Ibs., UFC Article 27. () Storage and handling of combustible fibers, UFC Article 28. () Garages, repair, UFC Article 29. () Dry cleaning operation, UFC Articles 36 and 79. () Application of flammable finishes including dip tanks, spray booths, etc., UFC Article 45. () Welding and cutting operations, UFC Article 49. () Refrigeration equipment using other than air or water and more than 20 Ibs., UFC Article 63. () Compresses gases, flammable, UFC Article 74. () Compresses gases, non-flammable, UFC article 74. () Cryogenic fluids, UFC Article 75, () Explosives or blasting agents (storage or use), UFC Article 77. () Flammable and combustible liquids, UFC Article 79. () Hazardous chemicals, storing and handling of hazardous materials including toxic chemicals, poisonous gas, hazardous waste as defined by DOT and EP regulations, UFC Article 80. () High piled combustible storage, UFC Article 81. This includes requirements for fire sprinklers designed for proposed commodity and storage arrangement, building access, access doors, smoke and heat removal, curtain boards, and hose connections. () Liquefied petroleum gases, UFC Article 82, FIREPLAN.DOC - ~ Metropolit~.A Council M Working for the Region, Planning for the Future Environmental Services February 3,2000 Bob Hutchins Building Official City of Prior Lake 16200 Eagle Creek Ave. Prior Lake, MN 55372-1714 Dear Mr. Hutchins: The Metropolitan Council Environmental Services Division has determined SAC for the Stonegate Apartments to be located within the City of Prior Lake. This project should be charged 43 SAC Units @ 80% of the current SAC Rate, as determined below. The Council understands this building has a common laundry facility and does not have plumbing for washing machines in each individual dwelling unit. Charges: Apartments (common laundry) 43 units @ 1 SAC/unit SAC Units 43 @ 80% If plumbing for washing machines is installed in each dwelling unit, SAC should be collected at 100% of the current rate. If you have any questions, call me at 602-1113. sm~ J,. @Jurrrn Jodi L. Edwards Staff Specialist Municipal Services Section JLE: (20) 000203S3 cc: S, Selby, MCES Bob Skarsten, Lancaster Management Corporation 230 East Fifth Street St. Paul, Minnesota 55101-1626 (651) 602-1005 Fax 602-1183 TDD/TIT 229-3760 An Equal Opportunity Employer ,-. f#J January 18,2000 Charles Radloff 9979 Valley View Road #256 Eden Prairie, MN 55344 RE: Conceptual Review of Stone gate Apartments (Revisions) Dear Mr. Radloff, The following are Zoning comments based on preliminary review of revisions made to your original proposed project: Applications required 1. A Conditional Use Permit is required for Multiple Family Dwelling in the R-4 zoning district. 2. A variance to height is required. Required Plan Chanees 1. Side yard setback is to increased 31 feet due to sidewall exceeding 50 feet. This additional side yard setback applies to all portions of the structure. 2. Dwelling units need to be at or above grade for a distance of 25 feet beyond the building. The proposed plan shows only 20 feet. 3. Concrete curbed and landscaped traffic islands at the end of parking rows are required. Turn around in parking lot and underground parking area is needed. 4. Portion of driveway leading to garage is located within the R-O- W. This is unacceptable. 24 Foot maximum driveway width at property line. 5. Per Section 1107.2202 (b), no unbroken wall may exceed a ration of 4:1 wall length to building height. Need to make adjustments to building line on all walls exceeding 124 feet in length. Additional information needed 1. Need existing and proposed contours. 2. Need lighting plan. Average parking lot 0.4 to 1.0-foot candles. Maximum foot-candles at property line is 0.5. Maximum pole height is 45 feet. L:\99FILES\99SUBJEC\99-099\0 11800L lR.doc 1 16200 Eagle Creek Ave. S.E., Prior Lake, Minnesota 55372-1714 / Ph. (612) 447-4230 / Fax (612) 447-4245 AN EQUAL OPPORTUNITY EMPLOYER 3. Need a landscape plan prepares by a registered landscape architect. One tree per unit is required. Parking lot screening is required. This includes a 30-inch benn with planting to achieve 80% opacity year round. Show on grading and landscape plans. Buffer yard type "B" is required adjacent to Toronto Avenue and 170th Street. This is in addition to required planting. Irrigation proposed? 4. Survey is required with all setbacks shown and building dimensions indicated. Indicate lot area, building coverage, density. 5. Exterior elevations to determine architectural materials. 60% must be of Class I materials. Wood or vinyl siding is not a Class I material. 6. Utility plan indicating existing/proposed size and location water and sewer lines and hydrants. Please note engineering and building department items as listed in my letter dated 12/21/99 have not been re-addressed. These items remain outstadning. Please let me know if you have any questions. CC: Sue McDermott, Assistance City Engineer Robert Hutchins, Building Official Jane Kansier, Planning Coordinator L:\99FILES\99SUBJEC\99-099\O 11800L TR.doc 2 &w-- December 21, 1999 Charles Radloff 9979 Valley View Road #256 Eden Prairie, MN 55344 RE: Conceptual Review of Stonegate Apartments Dear Mr. Radloff, The following are Zoning comments based on preliminary review of your proposed project: Applications required 1. A Conditional Use Permit is required for Multiple Family Dwelling in the R-4 zoning district. 2. A variance to allow access from a local street may be required. 3. A variance to height may be required. Required Plan Chan2es 1. Building is to be 15 feet from the back of curb, plan shows approximately 14 feet or 15 feet to front of curb. 2. Front Yard setback is 30 feet or height of building less 9 feet for parking bonus. 3. Side yard setback i~S5 fe or ~ height of building less 9 feet for parking bonus. \De: 4. Side yard setback is t Increased 25 feet due to sidewall exceeding 50 feet. Base side yard setback is determined from building height. This additional side yard setback applies to all portions of the structure. 5. Dwelling units need to be at or above grade for a distance of25 feet beyond the building. The proposed plan shows only 20 feet. 6. Concrete curbed and landscaped traffic islands at the end of parking rows are required. 7. Parking lot setback is to be the same as front yard building setback (determined by building height). 8. Portion of driveway leading to garage is located within the R-O- W. This is unacceptable. 9. Per Section 1107.2202 (b), no unbroken wall may exceed a ration of 4:1 wall length to building height. Need building height to determine compliance. \ \FS 1 \SYS\DEPT\PLANNING\99FILES\99SUBJEC\99-099\122199L TR.doc 1 16200 Eagle Creek Ave. S.E., Prior Lake, Minnesota 55372-1714 / Ph. (612) 447-4230 / Fax (612) 447-4245 AN EQUAL OPPORTUNITY EMPLOYER Additional information needed 1. Need elevations at all streets to determine base for building height. The building height will detennine setbacks. Variance to height appears to be needed. 2. Need existing and proposed contours to determine building height. 3. Need lighting plan, Average parking lot 0.4 to 1.0-foot candles. Maximum foot-candles at property line is 0.5. Maximum pole height is 45 feet. 4. Need a \andscape plan prepares by a registered landscape architect. One tree per unit is required. Parking lot screening is required. This includes a 3~-inch berm with planting to achieve 80% opacity year round. Show on grading and landscape plans. Buffer yard type "B" is required adjacent to Toronto Avenue and 170th Street. This is in addition to required planting. Irrigation proposed? 5. Survey is required with all setbacks shown and building dimensions indicated. Indicate lot area, building coverage, density. 6. Exterior elevations to determine architectural materials. 60% must be of Class I materials. Wood or vinyl siding is not a Class I material. 7. Utility plan indicating existing/proposed size and location water and sewer lines and hydrants. Comments 1. All utilities are to be underground. 2. 6" Cast in place concrete is required. 3. Link to trails and sidewalks is required. 4. Signs require separate plan and permit. 5. Minimum parking stall size is 18 feet by 8.5 feet. Appears to be met, need stall width indicated on plan. 6. Parking and drive areas are to be hard surfaced with curb and gutter. 7. Maximum driveway slope is 10%. Show on grading plan. 8. Your plan indicates a community room requirement. This is only required for Elderly housing. Will the building be elderly housing? 9. A Letter of Credit is required for 125% oflandscaping costs. 10. 1 % of lot area is to be used for plazas or walkways. 11. What is the size of roof overhangs? Are any awnings proposed? Items to be clarified 1. Is there a property management office on site? 2. Is this a rental or condo building? 3. Is there a outside trash enclosure? 4. Is there exterior or rooftop mechanical equipment? \ \FS 1 \SYS\DEP1\PLANNING\99FILES\99SUBJEC\99-099\122199L TR.doc 2 The Engineering Department has reviewed the subject submittal and have determined that the following items must be shown on the plans: 1. Existing elevations and features such as buildings, curb, trees, fencing, etc., on the site and a minimum of 50 feet around the perimeter. 2. All wetlands on site must be delineated. 3. All existing and proposed easements. 4. Proposed ponding areas must match the drainage calculations, All ponds shall meet current city requirements. 5. Proposed contours and proposed curb spot elevations. 6. Drainage arrows, direction and percent of slope of all drainage 7. A rip rap area (8' x 20') with concrete pad at all curb cuts. 8. Silt fence detail and hydrant detail. 9. Type of concrete curb proposed. 10. Parking lot pavement section. 11. Plan must match Certificate of Survey (elevations). 12. Grading limits. 13. Erosion control. 14. Grading plan must be signed by a registered professional engineer. Following are the results of the preliminary building plan review; 1. Submit signed architectural, structural, site, utility plans and a Certificate of Survey. 2. Submit signed HV AC, plumbing, fire alarm, and sprinkler plans. May be submitted at a later date. 3. Submit the Structural Engineers requirements for Special Inspections UBC 1701.5. See enclosed. 4. Anchoring of retaining wall must be located on parcel. Engineering required on retaining walls over 4 feet in height. 5. Complete a Building Code analysis. 6. Provide the Illumination Budget Calculation Summary, MN Energy Code Part 7670.080. 7. An S.A.C. determination must be completed by the Metropolitan Waste Control Commission. Contact Jody Edwards at 651.602.1113. 8. Submit Energy Envelope Calculations. MN Energy Code 7670.0100 9. Submit a soils report. 10. Address UBC sections 706 Fire-resistive Joints, 708 Draft stops, 709 Penetrations, 710 Floor Ceilings, and 711 Shaft Enclosures. 11. Provide detail of occupancy separation penetration firestopping. UBC 106.3.3 12. Ventilation for the building must meet UBC chapter 12. Provide 15 CFM of ventilation per occupant in the Apartments and 3/4 CFM per square foot of floor area in the Parking Garage. 13. Provide emergency lighting and exit signs. UBC 1003.2.8 14. One hour fIre-rated Elevator Lobbies required. UBC 1004.3.4.5 15. Provide an Area of Refuge. UBC 1104.2. \\FS 1 \SYS\DEPT\PLANNING\99FILES\99SUBJEC\99-099\122199L TR.doc 3 , .... 16. Provide an accessible drinking fountain and a cutsheet detail. MSBC 1305.1795 17. Provide HDCP signage details. 18. Provide accessible route from exterior HDCP parking to the building. MSBC 1340.1103 19. Two percent of Units must be HDCP Accessible, remainder must be adaptable. MSBC 1341 Table 16.2 See enclosed. 20. Provide a Fire Hydrant within 150 feet of the Fire Department connection and all areas of the building shall be within 300 feet of a Fire Hydrant. 21. A monitored alarm system required with over 20 sprinklers. MSFC 1003.3.1 22. Provide fire extinguishers minimum 2AI0BC rated, within 75 feet travel distance of all areas. UFC 1002. 23. Provide a Class I standpipe in each stairway. UBC 904.5.3 24. Provide not less than one standpipe for use during construction. UBC 904.6.2 25. Provide two parking spaces for commuter van. MSBC 1300.4100. 26. Provide a recycling space. MSBC 1300.4700. 27. Automatic garage doors to comply with State of Minnesota Statutes. MSBC 1300.5900 This is a preliminary review only on conceptual plans. A complete review will be conducted upon submittal of a Conditional Use Permit Application. If you have any questions regarding these comments or how to proceed with a conditional use permit application, please call me at (612) 447-9813. I . Tovar Planner CC: Sue McDermott, Assistance City Engineer Robert Hutchins, Building Official Jane Kansier, Planning Coordinator \ \FS 1 \SYS\DEPT\PLANNING\99FILES\99SUBJEC\99-099\122199L TR.doc 4 ~ ENCOMPASS Letter of Transmittal CITY OF PRIOR LAKE 16200 EAGLE CREEK AVE. S.E. PRIOR LAKE MN 55372-1714 Send Via: ~ Attn: Enclosed is (are): PLAN REVIEW Job: STONEGATE APARTMENT 16955 TORONTO AVE. SE PRIOR LAKE MN 55372 Co ies Date Section 4 01/22/02 4 1/22/2002 4 1/22/2002 1 1/22/2002 1 1/22/2002 These are Transmitted: X For Approval As Requested For your Information Approved as submitted Approved as Noted For Bids Due: Item Gilbert Mechanical Contractors, Inc. An Encompass Company 4451 West 76th Street Minneapolis, MN 55435 PHONE 952835,3810 Mail UPS Delivery 1-hour Shop Drawings Close-Out Documents Product Submittals Change Order Letter Request for Proposal Payment Application Other FIRE PROTECTION PLANS HYDRAULIC CALCULATIONS CUT SHEETS PERMIT APPLICATION PERMIT APP. CHECK Returned after use Rejected Revise and Resubmit For Review For Your Use Remarks: PLEASE STAMP FIRST PAGE OF ALL APPROVED PLANS PLEAST RETURN TWO SETS OF PLANS TO US Copies to: From: BRENT STIFTER p, 46 4: 5SPHBINKLER SYSTEftiI 0498 AIR COMPRESSORS J AN, 29, 2002 , ~ ~, ., C'-AIRE TANK MOUNTED COMPRESSORS ARE DESIGNED WITH FULL.Y AUTOMATIC CONTROLS, ASME SAFETY VALVE, PRESSURE GAUGE, OIL DRAIN, TANK DRAIN, UNL.OADER CHECK VAL.VE, MOUNTED ON AN ASME RECEIVER. MULTIPLE DRY VALVES MAY BE SUPPLIED FROM ONE COMPRESSOR TANK WHICH IS /It. CONSTANT SOURCE OF AIR. .. ..r' , "".~~'::~i} .fi/,:~~L\\~s}i-':::' : ' '_<11;:;(.1 ~ ~;.. .J.~ '~1~~.':' ..... .; ~:.~~ .e::~:'~' .; III - '1~ I ts~,.......~". . ~'-''1:-.,..:; <I,: ~~-"'0~. ft:~:~~ '-. ;_\_1i~~~~~:d"O'!~~,:\~>:; ':: /1<~Ir~~~1 C'-AIRE BAse MOUNTED COMPRESSORS ARE DESIGNED WITH THE SAME HIGH QUALITY AND PERFORM- ANCE AS TANK MOUNTED UNITS. BASE MOUNTED COMPRESSORS ARE MOUNTED ON A HEAVY STEEL BASE WITH FLOOR MOUNTING HOLES. THE CM 1000 CONTROL MANIFOLD IS STANDARD WITH ALL C'-AIRE BASE MOUNTED UNITS, ELIMINATING THE NEED FOR COSTLY AIR MAINTENANCE DEVICES. seE FIG. 4. FtI!LIEF GLOBE -MUST AI!MOVE . ELECTRIC VAloV, VALV\E IiiF ~~~9: FIG, 5 ~~~~~~~OR "'" I~ CaAIAE CM-,lXID THE C'-AIRE CM-1000 CONTROL MANIFOLD COMES STANDARD ON C'~AIRE BASE MOUNTED COMPRESSORS. THIS PROVIDES ALL THE COMPONENTS Of A TANI< MOUNT UNIT WITHOUT THE TANK. THE CONTROL CONa SISTS OF PRESSURE SWITCH WITH UNLOAOEA, PRESSURE GAUGE, 50 PSI ASME SAFETY VALVE, CHECk VALVE WITH UNLOADER PORT. CM-loaD OFFeRS !ASE & VERSATILITY OF NEW INSTALLATION & CONVERTING EXIST- ING SYSTEMS TO FULLY AUTOMATIC START/STOP OPERATION. SEE INSTRUCTIONS FIG. 5, P.O. lOX 129 .26549 FAUBROOK AVE. . WYDMINC, MN 55Q92 . 551-412-1440 . F~ 651482-1232 lAN, 29, 2002 4:52PM GILBERT MECHANICAL NO, 0498 p, 44 LIS I 1"111~C SHEET SPR 202-2 Erfsc:tive 3-1-96 ~ '1(31 ~ .- I ; ~ TTTm IT;'' ~ -~.. t::::7 USTOM !lUlL T c::7 COM~"e:5S0Il\S I C I 111." . 5tl1 CJ c:J c:::J ,...---, 1 .I 1 ~ The Leads; In Quality and Desi9l).! " r l:;!'."..,. ....,,, ,""'-,. '" ,. ,I', j'''' 'J,~ ::/',!"""""I . "'''!.{.J III Sfp . 0 I' -" THE #1 AIR COMPRESSOR FOR DRY ~:(;lJj PIPE FIRE PROTECTION SYSTEM.S, C'''AIRE SPRINKLER AIR COMPRESSORS ARE DESIGNED FOR HIGH VOL.UME CUBIC FEET OF AIR PEA MINUTE AT THE MEDIUM PRESSURES REOUIRED FOR THE SYSTEMS, ALL C'-AIRE COMPRESSORS HAVE HAND FITTED. PRECISION ASSEMBL.ED TESTED COMPONENTS TO INSURE THE QUALITY AND PERFORMANCE ONE WOULD EXPECT FROM THE BEST ONE SOUF=lCE FIRE PROTECTION SYSTEMS IN THE INDUSTRY, I~~ '..1, t l j t j '" ,~, J I 1--' I ( ) f ( :\, . ~ / 11 ~ J- (r r -:, r,!) f I \ r, {I , ' I '~ f t' ') l L} I ') C'.AIRE Custom Built Compressors P.O. BO)( 129 . 2&549 FALUROOK AVI. . WYOMING, MN 55092 . 851-482-5440 . FA)!: ,51-452,1252 JAN. 29, 2002 4: 54PM GILBERT MECHANICAL NO, 0498 p, 45 LIST f't1Il.it: bl'lEET SPR 202-2 EffecUve 3-1-98 QUALITY SPRINKLER SYSTEM AIR COMPRESSORS f;''!-''f'.'\, <':':', .~~. MOTOR DRIVEN AIR COMPRESSORS FOR DRY PIPE SPRINKLER SYSTEMS . ASME, TANK MOUNT Venlcal or horizontal . AUTOMATIC PRESSURE SWITCH Start/Stop control . SAFETY VALVE, GAUGE, TANK DRAIN. OIL DRAIN, BALL VALVE . . CANISTER DRY TYPE REPLACEMENT FILTER/SILENCER . TOTALLY ENCLOSED BELT GUARD . BASE MOUNT 1El!liiEJ1i\l~[eIl5 f:lll ~I..:.''''- -oE;lSl,le"II mm HP VOLT"GR"" MOD L. LIST PUMP BOAE RPM AVERAGE SYSTEMS wEIGH' HORIZONT~L V'RTI9AL I-- SIZE" NUMBER PRICE STROKE CFM CAPACITY L D L D H 1151230 3 GAL. 51751 5525 701 28" 10" 22" ',4 BlP 5175B $590 K-3 2.08 x 1,57 1130 2,5 175 85' '23" 13" 18" I--- 3 GAL. S250T S423 K140lD 22." VERTICAL 601 28" 10" 1Yz 115V BlP 52508 5475 0/0 1.89 x 1.57 1750 g.o 230 551 23" 12" 13" TANKS NOT - 1 'It uJ 3 GAl. 5265T 5575 701 28" 10" 22" AVAILABI.5 a!l SIP 52858 S605 715 3,2 265 851 23" 13" 16" IN THESE - ~w 115/230 1<-8 2.61)( 1.81 SMALLER 1 VI <~ 3 GAL. S325T 5595 701 28" 10" 22" BlP SJ25B $636 871 :3.9 325 23" 51ZES - ~~ 651 13" 16" :cU 3 GAL. S40CT 5492 1(18om ?oa lC 1.57 flO' 28" 10" 22" 2 ~~ 115V BlP DID 1750 4.5 280 1~" 5400B 5546 651 23" 12" - i~ 1751 1 1 51230 30 GAL S600T 5820 500 JS" 19" 35" 23" 19" 53" ill 00 B/P 55008 $697 766 6.0 105# 23" 13" 14" - ~~ 30 GAL. S700T F25 2.61/\ 1,97 38" 19" 36" 19" 54" $840 1901 23" 3 B/P $7008 $'720 975 8.4 700 23" 13" 15" w:l 1151 - ~~ 30 GAL., S8SOT $935 1901 38" 19" 36" 23" 19" 54" 5 :c- B/P S850B S805 677 10.2 850 1151 li:3" 13" 15" ~ I-- ..... SO GAl., S1000T $945 F36 2.96)( 1.97 1020 1000 1951 38" 19" 38" 23" 19" 54" SPL. 230V S1OOO8 $815 12,0 23" - --- SIP 1201 13" 15" ..l.. f!i 60 GAL.. S1300T1 $1665 17,0 1300 4451 48" 24" 49" 30" 23" 72" 5 HORIZ. 630 ~ ~ ~ OR S1300T3 S1SOO K.35 3,54 x 3.31 3001 31" 18" 23" 30" 23" 72" 7Yz ~ PH BOGAl., S1700T1 51847 805 22.7 1'700 45011' 48" 24" .9" 30" 23" 72" 3 PH VERT. S17ooT3 $1'743 3051 31" 18" 23" 30" 23" 72" "MODEL NU~BER INDICATES SYSTEMS CAPACITY IN C3ALLON5 . wBP . BASE PLATE MOUNT INCLUDES CONTROL PACKAGE TO MAINTAIN DRY SYSTEM PRESSURE m 1<140 & 1<180 ARE DIRECT DRive OIL. LUBRICATED UNITS. C'-AIRE SPRINKLER REPLACEMENT PUMPS HP BORE II STROKE CyLINDERS "PM MODI!L LIST PRICE AVERAGE CFM WEIGHT Va 2,08 x 1.57 1 1130 1(.3 $235 2,5 20f IA 2,61 x 1.81 1 871 1<-8 5253 3,2-:HI 201 1 2,08)( 1.97 2 9'74 1<-11 5325 6.0 251\1 2-3 2.61 Ill,97 2 766 - 975 F25 $295 8.0-8.4 ' 60* SSPL 2.96 lC 1.97 2 87'7 -1022 F36 $345 10,2 -12,2 61# 1Y2 1 ,89x 1 .57 1 1750 1<14000 5265 3.0 24' 2 2.08 lI: 1,57 1 1750 1<1 BODO $295 4.5 26# :3 2.75l1: 1.97 2 944.1111 K.la $427 8-4 -12.0 42# 5 4.13 & 2.05 X 3.31 2 542.875 K.30 S71i14 13,2' 18,0 87# 5-7'11 3.541l 3.31 2 830 . 805 1(.35 5708 17.0-22,7 891 . AVERAGE CFM IS AVERAGE CFM DEL.IVERED 0 TO 40 PSIG. 'SPECIF'f VOLTAGE ANO PHASE. FOB: CAIRE INC" WYOMING. MN TERMS: NET 30 OA YB PRICES: SUBJECT TO CHANGE WITHOUT NOTICE P.O. lOX 129 . 2&549 FALLaROOK AVE. . WYOMINC, MN 51012 . 851-482-3440 . FAX 851-482-1252 J AN, 29, 2. 0 g_?~L 4_:2 ?!'Mprodu~) ~~~g!_.~E~~~~ I CAL Dimensions NomiJ1llI Min. ~V_g. Nominal Pipe Site 0.0. . nnl W.II 1.0, Wt/fl f,14 I 1,050 .078 .874 .168 1.:115 .087 1.101 ~ 1 .1180 ,123 1.384 ~ ~ 1.5100 ,141 1.5N ~ 2.375 ,178 2.003 ~ .1/2 2.1175 .213 2.423 ~ 3.500 .2551 2.150 1.187 ASTM SlIInd&rd 01784 Maltlr1al CliIS8iliclltion Equival.nts:C.'1 CI...illeation 23447-8 .. CPVC Type IV Orad. I- CPVC4120 UMITAnOM5: . CPvc .yel8rM .,. in.nd.d for us. at a maiUmum lIVOrlliflg pressure of 175 psi .nd .mbie"t lemperalu" of 150'F . CPVc splsms shall employ sprinkler hods having... I7IllXIMlm tetnplll'.tu.... rllting of 170f' or lOWer, rwgardl8lls of type, . CPVC pnlduclB shall j)e inslldled In _I pip. systarrw only. . Air or comp.....1ld g.. ehall n.....r b. ysecI for pressure lM!lng. . CPVC sprtnkl.r systems shan be hydroslatiC4llly _bid for Z houlS at 200 r-I, or 50 pili ifl UelISS of the nCl1TmI1 working prwaa~", when lhe nomtal working pres$ure olGOeds 150 psi. http://www.harvel.comlblazespec.html NO, 0498 pP. 41 f4 a.s"'~0 defined in ASTM D1784. The compound and the finished product shall be orange in color, and shall be approved by the national Sanitation Foundation (NSF) for use with potable water. Material used shall be domestically produced BlazeMaste~ CPVC material as provided by th BFGoodrich Company. Dimensions !-Iarvel BlazeMastere CPVC flre sprinkler pipe shall be manufactured to Standard Dimension Ratio (SOR) 13.5 dimensions in strict accordance to the requirements of ASTM F442 for ph~sical dimensions and tolerances. Each produdlon run of pipe manufacturecl in compliance to this standard, shall also meet the test requirements for materials, workmanship, burst pressure, flattening, and extrusion quality defined in ASTM F442. Furthermore, thie pipe shall consistently meet or exceed the physical performance test requirements of the appropriate approviilVlisting agency(s) follow-up procedures established for the product. Marking Product marking shall meet the requirements of ASTM F 442 and the Listing agency. Marking shall include: the phrase HaNel BlazeMaster' (or the manufacturers' trademark when privately labeled); the nominal pipe size; the type of material and material designation code; the SDR series and pressure rating for water (SDR 13.5; 175 psi em 150"F); the ASTM designation F 442; the logo of th, Listing and Approval agencies (Ul, FM. LPCB, etc,); the independent laboratory's seal of approval for potable wate usage (NSF-pw); the date, shift, and extnJder code of manufactl.lre; and the Ul assigned control number (2N95) System Design The CPVC sprinkler system shall be hydraulically calculated using a Hazen-Williams C factor of 150, and shall be designed In strict accordance with the Standard for Installation of Sprinkler Systems, NFPA 13 light Hazard, NFPA 13R, and NFPA 130 as applicable, Installation Procedures All Installation procedures suCh as storage and handling, solvent cemem joining techniques, pipe support spacing, bracing, allowance for thermal expansion/contraction, component assembly techniques, and testing etc, shall be in strict accordance with Harvel Plastics. Inc. Installation Instructions and the UL. Listing which includes installation limitations, System Components 1/29/2002 _ 5: 10PM,~ '~lL -..c~.......~.... .. ro...U",L "'~._ I!,~~!~~~~.~~a.~ _~,~!~~~!~~:,,:,.It 1~.~~~~"p.IP~_ ':!l~~.~ ."~" g .. ~- HOME I EMAIL I L1TERATURI5 REQUEST NU.UI.l:~~ r. LtJ/LtI Page 4 ot' 4 with deflectors installed no more than 8" from the ceiling Cl Listed Residential pendent sprinklers located in accordance with their listing and a maximum distance not to exceed 15 feet; or employ Listed Quick-Response horizontal sidewall sprinklers with deflectors installed within 6" from the ceiling and within ~" from the sidewall. or Listed Residential horizontal sidewall sprinklers located in accordance with their listing and a maximum distance not to exceed 14 feet. --~~J ""1 '. ." __\ ...." ill.. .) ....... , ~___.).,. ... A9TM ---..... _"._.111I. QlI"'..... ~.....,., .....,..SOllm H.",el "Iudes, Inc., ElilSlon, Pennaylvani., USA. 610-252-7355 . e10.2~ (fu) http://www.harvel.comlbJazespec.html 1/29/2002 c.:l\ 5: 1 OP~L ~. . Lines shall b. slowly filled with water .nd the air b18d from !he hlgh_t and f.rth..t sprinkler h,"ulll befOl1l lsat prusur. ioo applied, ,., Only T eflon4ll tape or a lh....d ...la"1 sh.11 b. Wlec:lln m.king thrNd"d oonneGUons. . Whera fraOlI prolection iJ required, only glycllin baed anli-rreez. solutions shall b. llsed and installec:l in .ceordance with NFPA 13. . CPVC is not Intllfldec:l for us. In combustible concealed spa__ wh.... sprinkle.. .,. l'*I"jrwd 10 pl'Or.ct~. ._ .. dslined by NFPA 13, . CPVC sprinkler plplll(l shall be installed in . pl.num span at 8 tlorizontal diac."ce of .lle..t ~. from the openings in the ceiling such sa open ventil.don grille. . Minimum prolllclion wII." installed 'con~.led' shllll eonslst or: 318" gypsum WIlli b~rd, BCousdc8' ceiling pane. weighing not I... lI1an .35 pound8 per .qullr. rOOl, or 1/'Z' plywood somls. Minimum protection rOf' NFPA 13R .nd 130 .~lIlrns may consist or 1/2" plywoQd, . Whe" Installed wi1hout protection, "e;l{pOBed" pipe Is to be installed; be".all1 smooth, nat "'orizontal ceiling conSlNclion; employ Llst.d Quick Respo_ pendent sprinkler h..d- With denoc:lolS inatallec:l no more tt!." a" Irom the ceUing or U.IBd Re.id."lial pendent sprillklers Ioc;ated in accordance witt! th.lr listing .nd a ITlIIlClmum distanoe not to 8lCceed 15 r..t: or employ Listed Quick R_ponse horlZonlill aidewall .prinldel'll IoClltad In accordance will\ th.lt listing and a maximum d"~tanee nollo ellctHld 14 f.el . Praperti..lna"ntd by Paclory Mutu.r (FNI) r~"ir. t/'Ie pipe ll:I be protactad by . p.".,.".nl non- remollllble ffra rul&lant bBrrier, Exposed pipe and drop in ceiling p8nels .,. not .ccePblble. http://www.harvel.comlblazcspec.html ~ NO. 0499 p P. 42/47 ~tl ~ V1 "t - Fittings used shall be UL Listed 8IUeMuter CPVC fitting: and shall meet or exceed the requirements of ASTM F43i (Sch 80 threaded), ASTM F437 (Sch 80 socket), or ASTM F.f38 (Sch 40 socket) as applicable, such as those manufactured by Spears Manufacturing Co. or equivalent. Solvent Cements and Primers used shall be those referenced in Harvel Plastics, Inc. Installation Instructions, which meet or exceed the requirements of ASTM F6S8 and ASTM F493, and shall be approved by the National Sanitation Foundation (NSF) for use with potable water, Socket type joints, sizes 3/4" - 3", shall be made up using either the One-Step solvent cement joining method, or thE Two-Step solvent cement and primer joining method, The solvent cement joining method chosen shall be applied in strict accordance with the appropriate procedures as outlined in Harvel Plastics Installation Instructions. Maintenance Maintenance shall be in accordance with the Standard for Inspection, Testing, and Maintenance of water Based Sprinkler Systems as defined by NFPA 25. Limitations . CPVC systems are Intended for use at a maximum working pressure of 175 psi and ambient temperature of 150*F. " CPVC systems shall employ sprinkler heads having a maximum temperature rating of 170. F or lower, regard Ie!: of type. . CPVC products shall be installed in wet pipe systems only. · Air or compressed gas shall never be used for pressure testing. . CPVC sprinkler systems shall be hydrostatically tested for 2 hours at 200 psi, or 50 psi in excess of the normal working pressure when the normal working pressure exceeds 150 psi. Lines shall be slowly filled with wlter am the ail' bled from the highest and farthest sprinkler heads before test pressure Is applied. . Only te1l0n" tape or a thread sealant specifically approved for use with BlazeMaster" shall be used in making threaded connections. . Where freeze protection is required, only glycerin based anti~freeze solutions shall be used and installed in accordance with NFPA 13. " CPVC is not intended for use In combustible concealed spaces where sprinklers are required to protect these areas as defined by NFPA 13. " CPVC sprinkler piping shall be installed in a plenum space at a horiZontal distance of at least 24" from the openings in the ceiling such as open ventilation grills. . Minimum protection when installed "concealed" shall consist of: 3/8" gypsum wall board, acoustical ceiling panels weighing not less than .35 pounds per square foot, or 1/2" plywood soffits, Minimum protection for NFPA 13R and 130 systems may consist of 1/2" plywood. . When installed without protection, "exposed" pipe is to t> installed: beneath smooth, flat horizontal ceiling construction; employ Listed Quick-Response pendent sprinkler heads 1/29/2002 _:!::c~.5~Q~!~oduc~. ro.. Dimensions Nomlhal Min, AVIInlgt IINomlna. Pipe Slz. ~ (Inl WaU 1.0. II Wt./ft. "4 1.050 ,0111 .874 ~ 1 I 1.318 I ,Of1T 1.101 .282 1.1/4 ~ .123 UN .411 1-1/2 1.800 ,141 1.598 ,548 ~ 2.315 .1111 2.003 .859 2.B75 .213 2.423 .1257 ~ 3.500 ,258 2.HO 1.887 ~STM SlIIndllld 011&C Material CliI&8ifiaation EC!uNalelllls;CllIll CI...ilicallon 23447-9;0 CPVC Type IV Gracia I = CPVC 4120 UMITATlONS: . CPVC SY.horr1a .... '"fended for liaS at a IMllIft'lum working P,..IIUf1l of 175 pili .nd IIITIbi.nlle~l1Iluf1l of 1501" . CPVC .yal""lS shall employ sprfnkler heads haVlnll a lTlIlXimum lBmpentNre rating of 170~ or lower, ftIIJiII"dI- of typ.. . CP"c products shall b. iflStalled in ""t pip. 1)/11 t.1TlS only. . AII' or cornPf1lSSacllIiIS ahall n.ver be \iliad for p_ure lee ling. . CP\lC .prinkler S)I8I811\11 alMll b. hyd,...taUClIlly lesl8d for 2 hours at 200 psi, or 50 pai in .xc... of lIle llOrrnal \Willing p.....ur. when the nOl1'l'\lll wllltcing ,,",ssu... ..c.. 150 ~I. http://www.harvcl.comlblazespec.html NO. 0499 P. 41/47 Page 2 of 4 defined in ASTM 01784. The compound and the finished product shall be orange in color, and shall be approved by the national Sanitation Foundation (NSf) for use with potable water. Material used shall be domestically produced BlazeMaster(!) CPVC material 85 pro"ided by th BFGoodrich Company. Dimensions Harvel BlazeMaste~ CPVC tire sprinkler pipe shall be manufactured to Standard Dimension Ratio (SDR) 13.5 dimensions in strict accordance to the requirements of ASTM F442 for physical dimensions and tolerances, Each production run of pipe manufactured in compliance to this standard, shall also meet the test requirements for materials, workmanship, burst pressure, nattening, and extrusion quality defined In ASTM F442. Furthermore, this pipe shall consistently meet or exceed the physical performance test requirements of the appropriate approval/liSting agency(s) follow-up procedures established for the product. Marking Product marking shall meet the requirements of ASTM F 442 and the Listing agency. Marking shall include: the phrase Harvel BlazeMilstef' (or the manufaCturers' trademark when privately labeled); the nominal pipe size; the type of material and material designation code; the SDR series and pressure rating for water (SDR 13.5; 175 psi @ 15DGF); the ASTM designation F 442; the logo of th, Listing and Approval agencies (UL, FM, LPCB, etc,); the independent laboratory's seal of approval for potable wate usage (NSF-pw); the date, shift. and extruder code of manufacture; and the UL assigned control number (2N95) System Design The CPVC sprinkler system shall be hydraUlically calculated using a Hazen-Williams C factor of 150, and shall be designed In strict accordance with the Standard for Installation of Sprinkler Systems, NFPA 13 Light Hazard, NFPA 13R, and NFPA 13D as applicable. Installation Procedures All Installation proceclures such as storage and handling, solvent cement joining techniques, pipe support spacing, bracing, allowance for thermal expansion/contraction, component assembly techniques, and testing etc. shall be in strict accordance with Harvel Plastics, Inc, Installation Instructions and the UL Listing which Inetudes installation limitations, System Components 1/29/2002 ,-,5:09PM GILBERT MECHANICAL .M.......C_.__.._... _~oduc.. _",_..,...~.._.....&...,~ ,.'. , I ~. . . ., " ,',' .... -. : '.' :.. \~'f: '. ". :!' ,:" . .. , "';:." .. " , . . .', I \, . ." NO, 0499 p, 40/47 Page 1 or 4 ~ "'--J CPVC Fire Sprinkler Piping PRODUCT SJ : " I ~~~f~~~!o,!~I_ ~~~~s..~~~:~ :.S I.~~~~~.~~~~.~~.~.u. ,~^.~ _II Iintil. ~ HOME I EMAIL I LITERATURE REQUEST http://www.barve!.comlblazespec ,btml Application Corrosion resistant fire sprinkler pipe, IPS sizes 3/4" through 3", for use In wet automatic fire sprinkler systems. When installed in accordance with HalVel '5 Installation Instructions, this pipe is Listed by Underwriters Laboratories (UL) for use in: Light Hazard Occupancies as defined in the Standard for Installation of Sprinkler systems (NFPA 13); Residential Occupancies up to and including four stories in height (NFPA 13R); and Residential Occupancies as defined in the Standard for Sprinkler Systems in One and Two Family Dwellings and Mobile Homes (NFPA 130). Harvel BlazeMastele pipe is UL Listed for use in Return Air Plenums (NFPA 90A), System Risers per NFPA 13R and 13D, Exposed installations, Garages per NFPA 13R, and for use as Underground Fire Service Mains (NFPA 24) when installe! in accordance with Harvel CPVC Fire Sprinkler Pipe Installation Instructions. Scope This specification outlines minimum manufacturing requirements for Chlorinated Polyvinyl Chloride (CPVC) standard dimension ratio (SDR) 13.5 series iron pipe siZe (IPS) flre sprinkler pressure pipe. Pipe is intended for use in wet automatic fire sprinkler systems when installed in accordance with Harvel Plastics. Ine, CPVC Fire Sprinkler Piping Produc;.1s Installation Instructions. Harvel BlazeMasterl> pipe carries a maximum working pressure of 175 psi @ 150.F. Pipe meets or exceeds applicable industry stiilndards and requirements as set forth by the American Society for Testing and Materials (ASTM), the National Sanitation Foundation (NSF), and Underwriters Laboratories (UL), Harvel BlazeMaste~ fire sprinkler pipE is approved by the Factory Mutual Corporiiltion (FM) ~nd the Loss Prevention Certification Board (LPCB). Refer to current approval guide and installation and design manual for installation limitations, CPVC Materials The material used in the manufacture of the pipe shall be a rigid chlorinated polyvinyl chloride (CPVC) compound, Type IV Grade I, with a Cell Classification of 23447 as 1/29/2002 ~ ~ PLA.STIC8, INC. Harvel BlazeMaster fire sprinkler systems are thoroughly proven. · NFPA 13 light hazard. 13R and 130. . Underwriters Laboratories. FactoI)' Mutual and ~ 'Prevention Council listed.. " · NatJonal Sanitation Ff?1JIldation: . ' P~~able Wa~~l' Approved, ~.,l'Jastic; Pipe Insti~te: Hydrostatic " ,.., ,"Stress Rating: . ' ' . . , '.,.Usted for usein plenum spaces per , NFPA 90A.. ".' ,.' ' ,,_... " .. ... . - .... ,.. A Harvel BlazeMaste1' fire sprinkler ..systems' otTer additional ' . construttion and protectic!m 'b~ne~t:;s. ' . . · Resistance to corrosion. pitting and scale buildup. ' " "., O~tsta1iding resistance ,to fire with ,low. sJUoxe' generation. . '-. UL Ilst~d for uI:1de~.und w.~ter' pressure service. .. . :. .,.Superior ea~quak~ resisJ,anee.. . · Smooth interiQr surface allows for , ': reduced pipe ~izing. . For more information contact: Harvel Plastics, Inc. PO Box 757. Easton. PA 18044-b~.57 610-252-7355 · FAX 610~25'3.443Ei . . . Harvel BlazeMaster piping products meet and exceed standards. · Underwriters Laboratories: Fire Protection DJrectol)' Category VIWT. · National Standard: Pipe: ASTM F- 44Z Fittings: ASTM-437, ASlM.438, ASTM-439. . Dimensions: Pipe: SOR 13.5 waU, Iron Pipe Size 0.0. · Fittings: Schedule 40. Schedule 80. BlazeMaster fire sprinkler systems: the system you can depend on. . 16 different physical, mechanical and fire exposure tests. · Thousands of installations , worldwide. · Model code approved, · Base Orange. CPVC compound was developed by BFGoodrich specifically for Jlre sprinkler systems. JllueMut."o '- . /lllIINIed ....dGmark 01 ~lIIldrtch CompeR)' CI CaPJl'Shr 11185 Hend ~.I...., Eottlln.. '^ HPST>I 03115 I'7:\. 1U.111'EL "'-~ ''''''-STIes" INfJ. , " ' . . .' .' ,- ~ , ... ,_ If .'" ." .~. "" ~', '. .' Authority Having Jurisdiction Established reliabUity with Harvel BlazeMaster8 fire sprlnkler systems, It's proven, In tough UL. FM and LPC tests, Harvel pipe has been shown to meet ot exceed specifications for fire protection,. It's the sys~em you can trust to deUver reliable. lifesaving nre protection, .,' .\ , ...' ' ... I . " . .' " " '. . Proven in real world installations. There are many q'!Jotes like this Qne ' from John Roberts, 'Fire'Mars~ for the San Bernadino County. Fire Agency: " . . ':'~Over 12,000 residenti~ Iir~ Sp~nItler . . ;. systems have been ~taJled,in the ' " . '.city of Fonte ria (Callfoinia)'"sinte.198~ . .' . ~ 98 percent of them using, " . .. :Blazi:!Ma~ter, Slnce'lhat.tbne. we've. , had about 60 a~v!iltions with mJiumal fire .d~age and no serious injuries " or Joss of life. . Harvel BlazeMaster CPVC fire sprinkler piping products are approved by all three maJor model building and mechanical codes. · BOCA Basic Code. · SBCCI Standard Code. · leBO Uniform Code. Harvel CPVC fire sprinkler piping products meet professional standards, · Meets NFPA sprinkler M " '. ,_ standards/requirements. · Effectiveness validated in U.S. , Covernment sponsored third party studies (*National Institute of , Science and Technology - N .1.S. T,). . . · Factory Mutual System approved. Meets the requirements of Standard 1~35, Plastic Pipe and Fittings for Automatic Sprinkler Systems. " 10 ye~ of proven perfonnance. · TrUsted in homes. apartments, o~ces and hotels for over 10 years. · Millions of people have been pJ:Otected. · Member of the BFGoodrich MQuality 'o( Pipe Program"; unsurpassed in , the industry. -------,.." Reliablli Bulletin 136K OJ c CD ..... S" ModelF1FR Model F1 FR Recessed Quick Response Sprinklers -" w (j) ^ ModelF1 FA Sprinkler Types Standard Upright Standard Pendent Conventional Vertical Sidewall Horizontal Sidewall - HSW 1 Deflector PAodel F1 FR Recessed Sprinkler Types Recessed Pendent Recessed Horizontal Sidewall - HSW 1 Deflector Product Description Reliable Models F1 FR and F1 FR Recessed Sprinklers are . quick response sprinklers which combine the durability of a standard sprinkler with the attractive low profile of a decora- tive sprinkler. The Models F1 FR and F1 FR Recessed automatic sprin- klers utilize a 3.0 mm frangible glass bulb. These sprinklers have demonstrated response times in laboratory tests which are five to ten times faster than standard respOnse sprin- klers. This quick response enables the Model F1 FR and - F1 FR Recessed sprinklers to apply water to a fire much faster than standard sprinklers of the same temperature rat- ing. The glass bulb consists of an accurately controlled ~ount of special fluid hermetically sealed inside a pre- c~sely manufactured glass capsule. This glass bulb is spe- cially constructed to provide fast thermal response. The b~lance of parts are made of brass, copper and beryllium nickel. At normal temperatures, the glass bulb contains the fluid in both the liquid and vapor phases. The vapor phase can be seen as ~ small bubble. As heat is applied, the liquid ex- pands, forCing the bubble smaller and smaller as the liquid pressure increases. Continued heating forces the liquid to push, out against the bulb, causing the glass to shatter, opening the waterway and allowing the deflector to distrib- ute the discharging water. The temperature rating of the sprinkler is identified by the color of the glass bulb. Upright Vertical Sidewall Horizontal Sidewall HSW 1 Deflector Pend~nt Conventional Recessed Pendent Application . . Quick response sprinklers are used in fixed fire protec- tion systems: Wet, Dry, Deluge or Preaction, Care must be exercised that the orifice size, temperature rating, deflector style and sprinkler type are in accordance with the latest published standards of the National Fire Protection Asso- ciation or the approving Authority Having Jurisdiction. Quick response sprinklers are intended for installation as specified in NFP A 13. Quick response sprinklers and stan- dard response sprinklers should not be intermixed. The Reliabte Automatic Sprinkler Co., Inc. 525 North MacQuesten Parkway, Mount Vernon, New York 10552 Model F1 FR Quick Response Vertical Sidewall Sprinkler Installation Wrench: Model D Sprinkler Wrench Installation Position: Upright or Pendent Approval Type: Light HaZard Occupancy Installation Data: "K" Factor Sprinkler Height Approval Sprinkler Identification Nominal Orifice Thread Size US Metric Organizations Number (SIN) Y2" Y2" NPT ,(RY2) 5.62 81.0 2.2" (56mm) 1,2,3,6,8 R3685 15mm Y2" NPT (RY2) 5.62 81.0 2.2" (56mm) 4(1) 111 LPC Approval IS Pendent only. U ri ht Pendent Deflector to Ceiling Dimension (Min. - Max.) 4" - 12" 102mm - 305mm 6" - 12" 152mm - 305mm Orientation Vertical Sidewall Model F1 FR Quick Response Horizontal Sidewall Sprinkler Deflector: HSW 1 Installation Wrench: Model 0 Sprinkler Wrench Installation Data: "K" Factor Approval O~lzatIons Sprinkler and Type Approval Identification Nominal Thread Sprinkler Light Ordinary Number Orifice Size US Metric Length Hazard Hazard (SIN) ~" (15mm) )1;;" NPT(RY2) 5.62 81.0 2.63" (67mm) 1,2,3,5,8 1,2,5,8 R3635 NOTE: UL and ULC Listing permits use with F1 or F2 recessed escutcheon. Horizontal Sidewall 3, ModelF1 Residential Sprinklers Bulletin 139P llJ c CD .... S" -l. c..v <0 -0 Glass Bulb Residential Sprinklers 1-, Model F1/RES 18 Pendent (8.0 gpmf7, 1 pSi)(1) 2. Model F1/RES 18 Pendent (10.5 gpmf7.2 psi)'1) 3. Model F1/RES 20 Pendent (14.0 gpm/1.1,1 pSi)(1) 4. Model F1/RES Pendent 5. Model Fl/RES 2 Pendent 6. Model F1/RES161F1 or F2 Recessed Pendent 7_Model F1/RES 181F2 Recessed Pendent 8, Model F1/RES 201F1 or F2 Recessed Pendent 9. Model F1/RES/F2 Recessed Pendent 10, Model F1/RES 21F2 Recessed Pendent 11. Model F1/RES 3 Horizontal Sidewall 12. Model F1/RES Horizontal Sidewall 13. Model F1/RES 31F2 Recessed Horizontal Sidewall 14. Model F1/RES/F2 Recessed Horizontal Sidewall (1) Minimum two sprinkler flow requirement. Refer to Installation Data Table, Product Description All Model F1 Residential Sprinklers are fast response residential glass bulb automatic sprinklers. Residential sprinklers differ from standard sprinklers primarily in their response tim~ and water distribution patterns. Model F1 Residential Sprinklers utilize a 3.0 mm frangi- ble glass bulb, These sprinklers have demonstrated re- sponse times in laboratory tests which are five times faster than standard sprinklers of the same temperature rating, The Models F1 Pendent and Recessed Pendent Resi- dential Sprinklers discharge water in a hemispherical pattern below the sprinkler deflector, Models F1 Horizon- tal Sidewall and Recessed Horizontal Sidewall Residen- tial Sprinklers discharge water in a quarter spherical pattern which distributes approximately 10% of the water on the back wall and 90% on the three remaining walls and floor, These' residential distribution patterns. are. higher and generally contain a finer droplet size than standard sprinkler patterns, The combination of speed of operation and high dis- charge pattern has demonstrated, in fire testing, an abil- ity for controlling residential fires, thereby providing significant evacuation time for occupants. The Model F1 Residential Sprinklers may' be installed in the residential portions of any occupancy in accordance with NFPA 13, 130 or 13R. Pendent Horizontal Sidewall Recessed Horizontal Sidewall Recessed Pendent The Reliable Automatic Sprinkler Co., Inc., 525 North MacQuesten Parkway, Mount Vernon, New York 10552 Model F1 IRES and F1 IRES 3 Horizontal Sidewall Residential Sprinklers Installation Wrench Model 0 Sprinkler Wrench :,,,." Approval Organizations Underwriters Laboratories, Inc. Underwriters' Laboratories of Canada N.Y,C. MEA 258-93-E (F1/RES, F1/RES 3) Model F1/RES 3' Model F1/RES Technical Data Thread Temp. Maximum Maximum Sprinkler Size Rating Pressure Ceiling Temp. Length Y2"NPT 155DF 175 psig 100DF 2.75" Y2"NPT 175D81) 175 psig 150DF 2.75" (1) Only F1/RES 3. UL and ULC Listed Only. Model F1 IRES/F2 and F1/RES 3 or F2 Recessed Horizontal Sidewall Residential Sprinklers Installation Wrench . Model GFR1 Sprinkler Wrench Approval Organizations Underwriters Laboratories, Inc. Underwriters' Laboratories of Canada ~~(2) N.Y.C MEA 258-93 (F1/RES/F2. F1/RES 3/F2) Technical Data Thread Temp. Maximum Maximum Sprinkler Size Rating Pressure Ceiling Temp. Length 112' NPT 155DF 175 asia 1000F 2.75' Y2' NPT 175D81) 175 asia 1500F 2.75' TURN COI.LAR UNTIl. TIGHT AGAINST SPRINKLeR WRENCH BOSS (1)Oniy F1/RES 31F2. ULI and ULC Listed Only. (2) Refer to EscutcheonData Table For Dimensions. ,..........a Installation Data (HSW/Recessed HSW) Deflector to Minimum Required Sprinkler Discharge Nominal (W) x (l) Ceillne Single Sprinkler Two Or More Sprinklers Orifice Temp. Sprinkler Maximum Dimens on Size Rating uKu Spacing Distance Min. (In) - Flow Pressure Flow Ea. Pressure Model (In.) (oF) Factor (ft.) To Wall (ft) Max. (In) (gpm) (psi) (gpm) Ea. (psi) 12 x 12 6 4-6 13 11.1 11 7.9 14 x 14 7 4-6 14 12.9 12 9,5 16 x 16 8 4-6 17 19,0 14 12.9 F1/RES 3 16 x 18 8 4-6 18 21.3 16,5 17.9 & % 155 3.9 16 x 20 8 4-6 25 41.1 19.5 25.0 F1/RES 31F2 18 x 18 9 4-6 22 31.8 21 29.0 12 x 12 6 6 -12 13 11,1 13 11.1 14 x 14 7 6 -12 17 19.0 16 16.8 16 x 16 8 6 -12 20 26.3 17 19,0 12 x 12 6 4-6 14 12.9 11 7.9 14 x 14 7 4-6 14 12.9 12 9.5 F1/RES 3 16 x 16 8 4-6 17 19.0 14 12.9 16 x 18 8 4-6 19 23.7 16.5 17.9. & % 175 3.9 16 x 20 8 4-6 25 41,1 20 26.3 F1/RES 3/F2 12 x 12 6 6 -12 13 11.1. 13 11.1 14 x 14 7 6 -12 17 19.0 16 16.8 16 x 16 8 6 -12 20 26,3 17 19.0 12 x 12 6 4-6 25 19.9 18 10.3 14 x 14 7 4-6 25 19.9 18 10.3 F1/RES 112 155 5.6 16 x 16 8 4-6 30 28.7 21 14.1 16 x 18 8 4-6 34 36.9 24 18.4 16 x 20 8 4-6 37 43.7 26 21.6 F1/RES/F2 112 155 5.6 12 x 12 6 4-6 28 25.0 20 12,8 14 x 14 7 4-6 28 25.0 20 12.8 3. Reliabl~ Bulletin 1100 CD c CD C". :J Model G Automatic Sprinklers Spray Upright, Spray Pendent And Conventional ...... ...... o o Product Description The Reliable Model G Automatic Sprinkler utilizes the center strut solder in compression principle of construction. The fusible alloy is captured in the cylinder of the solder capsule bya stainless steel ball. When the fusible alloy melts, the ball moves into the cylinder allowing the cylinder to fall away from the sprinkler. When this happens, the lever is released to spring free from the sprinkler so that all of the operating parts clear from the waterway allowing the deflector to distribute the discharging water. Except for the parts in the cylinder as mentioned above, . the sprinkler components are made from copper based alloys for maximum corrosion protection. Lead plated, wax coated or wax over lead plated sprinklers are available for specially severe environments. Chrome plated sprinklers are available for decorative purposes. All sprinklers are individually hydrostatically tested, All sprinklers are identified as to their fusing point by markings that appear on several of the operating parts and by an identifying color that appears on the frame. Sprinkler Types Standard Upright - This deflector configuration is normally used with exposed piping installations. Water is distributed laterally and downward in a wide pattern approximating a hemisphere which is completely and uniformly filled with water in the form of small drops or spray. At a sprinkler height of 10 feet (3m), a circular area of approximately 20 feet (6.1 m) in diameter is covered by the water discharged at the minimum pressure. Standard Pendent - This deflector configuration is normally used where the space above the piping is not adequate or where a concealed piping installation is employed. The discharge characteristics of the standard pendent are virtually identical to the standard upright as described above, large and Small Orifice-By varying the orifice size, a large or small orifice sprinkler is created that will distribute as much as 40% more water or 65% less water than the normal 112" (15mm) orifice sprinkler. These sprinklers are identified by the orifice size that is stamped in the base of the sprinkler and by th.e pintle that extends from the deflector-the exception IS the large orifice sprinkler with the %" NPT (R%) inlet thread where the size of the inlet is sufficient to classify this sprinkler as one having a larger than standard orifice. Upright Pendent Small Orifice Upright (With Pintle Screw) Conventional-This deflector configuration is used pri- marily in those countries where the LPC installation rules have precedence. The sprinkler is designed to distribute a portion of its water discharge upward against the ceil- ing with the balance downward, It may be installed in ei- ther the upright or the pendent position. Sprinklers with conventional deflectors are available with orifice sizes corresponding to light, ordinary and extra-high hazard installations. ADplication and Installation ~tandard sprinklers are used in fixed fire protection systems: Wet, Dry, Deluge or Preaction. Care must be exercised th~tthe orifice sizes, temperature ratings, deflector styles and spnnkler spacings are in accordance with the latest published stan- dards of the National Rre Protection Association or the approv- ing authority having jurisdiction. The sprinklers must be installed with the Reliable Model D Sprinkler Wrench. Any other type of wrench may damage the sprinkler. . The approvals or listings of Reliable Automatic Sprinklers by major approving organizations are shown in the tabulated list provided on the back of this bulletin. 'Patent No. 4,440,234 Conventional The Reliable Automatic Sprinkler Co., inc., 525 North MacQuesten Parkway, Mount Vemon, New York 10552 r Mueller ea.1 A"tJFD INTERNATIONAL LID COWPN<Y UL/FM FIRE PROTECTION PR.ODUCTS . 2-1/2",3",4",6',8", 10", 12" SIZES . IRON BODY WITH MUELLERGD PRO-GARD™ FUSION EPOXY COATED INTERIOR AND EXTERIOR SURFACES . OUTSIDE SCREW AND YOKE (O,S,&Y,)* ** . FLANGED END DIMENSIONS AND DRILLING COMPLY WITH ANSI 816,1, CLASS 125 . MEETS OR EXCEEDS ALL APPLICABLE REQUIREMENTS OF UL 262 AND FM 1120/1130 SPECIFICATIONS AND COMPLIES WITH NSF-61 . IRON WEDGE, SYMMETRICAL & FULLY ENCAPSULATED WITH MOLDED RUBBER; NO EXPOSED IRON . ADJUSTABLE PACKING . HANDWHEEL -OPEN LEFT OR OPEN RIGHT . 200 PSIG (1379 kPa) WORKING PRESSURE. 400 PSIG (2758 kPa)TEST PRESSURE . EPOXY COATING MEETS OR EXCEEDS ANSVAWWA C550 AND COMPLIES WITH NSF-61 R.236o-6: O,S,&Y. RESILiENT WEDGE GATE VALVE WITH FLANGE ENDS PARTS LIST Catalog Description Material Material standard Part No. G-I Can Nut Bronze ASTM B62 G-3 Hand Wheel Cast Iron ASTM AI26 CL.B G-4 Washer Brass . G-5 Bush Nut Bronze ASTM B584 G-7 Gland Nut Bronze ASTM B21 AIlov 464 G-8 Paclcimz Gland Ductile Iron ASTM A536 GR.65-45-12 G-I0 Gland Boll Steel ASTM A 307 Grade B, Zinc Plated 0-11 ** Yoke Bolt & Nut Steel ASTM A 307 Grade B. Zinc Plated G-16 Bonnet Bolts & Nuts Carbon Steel ASTM A307 Grade B, Zinc Plated G-23 Stem Packing Lubricated Flax 0-206 Guide Can BearinlZS Celcon G-209 Wedge, Cast Iron*** ASTM AI26 CL.B Ruboer Encansulated 0-211 Bonnet Gasket Rubber ASTM D2000 G-212 Bodv CaslIron ASTM AI26 CL.B 0-213 Stem Bronze ASTM B138 0-214 * Bonnet & Yoke w/Bushinl!: Cast Iron ASTM AI26 CL.B G-215 ** Bonnet CaslIron ASTM AI26 CL.B 0,216 ** Yoke Cast Iron ASTM AI26 CL.B 0-217 O-rinlZ Nitrile ASTM D2000 0-218 Disc Nut Bronze ASTM B62 0-219 Stem Nut Pin Stainless Steel Type 304 DIMENSIONS Dimension* Nominal Size 2-112" 3. 4" 6" 8" 10" 12" A 19.50 19.25 23.68 31.38 38.50 47.00 53.50 AA 15.75 15.50 19.00 24.50 29.50 35.75 40,50 E 7.00 7.00 10.00 12.00 14.00 16.00 16.00 R 7.00 7.50 9.00 11.00 13.50 16.00 19.00 IQ 7.50 8.00 9.00 10.50 11.50 13.00 14.00 UU 5.50 6.00 7.50 9.50 11.75 14.25 17.00 FFF ~n~ber and size 4--3/4" 4-3/4" 8--3/4" 8--718" 8--7/8" 12-1" 12-1" ofho es Turns to o""'n II 11 14 20.5 27 33.5 39 Weigltt+ 68 72 130 194 289 448 596 + All dimensions are in inches. All weights are in pounds and are approximate. * 2-112" ,6" sizes have one-piece bonnet & yoke. ** 8" - 12" sizes have separate bonnet & yoke. *** Fully encapsulated in molded rubber with no iron exposed. R-2360-6 6-1 G4 G-4 G-218"" G-4 G-6 G-213 G-7 cw " &10 ~.__~____....G-11(..~ G-23 Q-214* Go215" 6-18 6-211 tiU G-212 G-219 G-2OIl G-208 DE- A(open) AA(cIoMd) Page 8.1-6 REV. 6-97 ~lBca ~ ~ NIBCa INC, World Headquarters -1516 Middlebury St. _ Elkhart, IN 46516-4714 U.S.A.. HJHJHJ.nibco.com 250 lb. wwp iron body 'check valve Fire Protection Valve. UUULC Listed. FMRC Approved. Grooves Conform to ANSI AWWA C-606 for Steel Pipe. Approved by the New York City MEA 258-93-E Drilled & Tapped for Ball Drip Outlet. EPDM Seal · Bronze Seat · Stainless Steel Disc & Spring Actuated 250 PSI Non-Shock Cold Water G-917-W 28 PART 1, Valve Body. 2. Seat 3. Clapper 4. Facing Seal" 5. Clamping Ring 5. Gasket.. 7. Spring 8. Hinge Pin 9. Bolt 10. Locknut" 11. Plug 1/8" NPT 12. Pluq 1/2' NPT MATERIAL LIST SPECIFICAnON Gray Iron. ASTM-A48 Class 30A Bronze C83500 or C93200, ASTM-B505 Stainless Steel 304, ASTM-A240 EPDM Rubber Stainless Steel 304, ASTM-A240 EPDM Rubber Stainless Steel 302, ASTM-A313 Stainless Steel 303, ASTM,A582 Stainless Steel 304, ASTM-F593 Stainless Steel 303. ASTM,F594 Steel Steel G-917-W grooved .Not field replaceable "Replacement seal kit DIMENSIONS - WEIGHTS Dimensions Nominal Approll. Size A Net Wi. 2'1, 7,03 9 3 7.62 11 4 8.44 17 6 10.25 38 c@~@ Butterfly Valve Figure BFV Fire Protection Butterfly Valve Manufactured by: Central Grooved Piping Products a Subsidiary of Central Sprinkler Company 451 North Cannon Avenue, Lansdale, Pennsylvania 19446 Phone (215) 362-0700 Fax (215) 362-5385 .... Product .1: ~ Description Central Butterfly Valves provide for efficient control of fluid flow in piping systems. Flow may be from either direction, and the valves may be positioned in any orientation. The valves are furnished with grooved ends and can be easily adapted to flanged components utilizing our Figure 71 Class 150 flange adapters. The body and disc construction provides for increased strength and durability. The Figure BFV Butterfly Valve is provided with 2 sets of SPOT Supervisory Switches for use in outdoor and indoor applications, A high strength conventional stainless steel upper stem is provided for dependability as compared to iron upper stems provided by others. The surfaces at the upper stem and lower trunnion areas incorporate a reduced dynamic torque and anti-compression set design to ensure low operating torque and seal longevity. This innovative feature prevents elastomeric failure of the disc encapsulation that is commonly experienced with other manufacturers. This is accomplished by providing uniform compression throughout the opening and closing operation of the disc. Other manufacturers have non- uniform compression, which results in permanent compression set and subsequent splitting of the material and undermining of the seal. ~ Technical ~ M Data Figure No.: BFV Size: 2112",3",4",5",6",8", 10", & 12" Approvals: UL, FM, and ULC (indoor and outdoor use) (See Central Fire Protection Submittal Sheet for exact Listing/Approval information.) Manufacture Source: Domestic Materials of Construction: Body: Ductile Iron in accordance with ASTM A-536, Grade 65-45-12 Body Coating: Black PPS (Polyphenylene Sulfide) Disc: Ductile Iron in accordance with ASTM A-536, Grade 65-45-12 Disc Seal: Grade "E" EPOM encapsulated rubber in accordance with ASTM D-2000 Upper Stem: Type 440 Stainless Steel Lower Plug: C360 Brass Operator: Gear operator with Iron Housing - Coated with Black Epoxy Bracket: Steel - Black Zinc Plated Factory Hydro Test: 100% @ 350 psig (2413 kpa) in accordance with MSS-SP-67, UL, ULC and FM requirements Maximum working pressure: 175 psig (1207 kpa) ~ Installation In piping systems, butterfly valves should be located where they will be readily accessible for operation, inspection, and maintenance. When a valve "closes hard", it may be due to debris lodged in the sealing area. This may be corrected by backing-off the handwheel and closing it again, several times if necessary. The valve should never be forced to seat by applying a wrench to the handwheel as it may distort the valve components or score the sealing surfaces. Before installing conduit at the actuator, remove the rubber grommet at the connection. Important: All replacement parts must be obtained from the manufacturer to assure proper operation of the valve. To prevent rotation of the valve, it is recommended that the BFV Butterfly Valve be installed with rigid type couplings, such as the Central Fig. 772 Coupling. If flexible couplings are used, additional support may be needed to prevent rotation. Note: Never disassemble or remove any valve component without verifying that the system is depressurized and drained. Central No. 15-3.0 II _ _ Fire Protection blo' Computer Design Gilbert Mechanical/Encompass 4451 W. 76th St. Edina MN 55435 952.835.3810 Job Name Building Location System Contract Data File STONEGATE APARTMENTS REMOTE AREA #1 ATTIC 6630F STNGT1.WX Computer Programs by Hydratec Inc. Route ill Windham N.H. USA 03087 _Lt Mechanical/Encompass ,!'ONEGATE APARTMENTS Page 2 Date Hydraulic Design Information Sheet Date - 1-11-02 Name - STONEGATE APARTMENTS Location - ATTIC Building - REMOTE AREA #1 Contractor - GILBERT MECHANICAL / ENCOMPASS Calculated By - BRENT STIFTER Construction: (X) Combustible () Non-Combustible Occupancy - System No. - Contract No. - 6630F Drawing No. - F5 Ceiling Height - N/A S Y S T E M Ord.Haz.Gp. ( ) 1 ( ) 2 ( ) 3 () EX.Haz. ( ) Figure Curve (X) NFPA 13 (X) Lt. Haz. ( ) NFPA 231 ( ) NFPA 231C Other Specific Ruling Made By Date o E S I G N Area of Sprinkler Operation - 2633 Density - .1 Area Per Sprinkler - 130 Elevation at Highest Outlet - 44.0833 Hose Allowance - Inside - 50 Rack Sprinkler Allowance Hose Allowance - Outside - 50 Note System Type ( ) Wet (X) Dry ( ) Deluge ( ) Pre action ( ) Other Sprinkler/Nozzle Make RELIABLE Model MODEL G Size 1/2" K-Factor 5.62 Temp.Rat.155 Calculation Summary Flow Required - 459 C-Factor Used: 120 Press Required - 55.257 Overhead 140 At Test Underground W A T E R S U P P L Y Water Flow Test: Date of Test - 8-3-01 Time of Test - 8:00 A.M. Static Press - 71 Residual Press - 71 Flow - 1319 Elevation - STREET Pump Data: Tank or Reservoir: Cap. - Elev.- Well Proof Flow Rated Cap.- @ Press Elev. Location - TORONTO AVE. AND TOWER RD. PRIOR LAKE Source of Information - CITY OF PRIOR LAKE C o M M Cormnodity Storage Ht. Storage Method: Class Area Location Aisle W. Palletized % Rack Solid Piled % S T o R A G E R A C K Single Row Double Row Mult. Row Conven. Pallet Slave Pallet ( ) Auto. Storage ( ) Solid Shelf ( ) Open Shelf Encap. Non Fl ue Spacing Longitudinal Clearance:Storage to Ceiling Transverse Horizontal Barriers Provided: Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 (V) Q) Q) tJI .j...J C1l C1l i:l< 0 C1l .j...J C1l 0 0. S ;:i i:l< H CI) H i:l< Cf.l - r-~~ i:l< Lf)l9l9 (V) H N Z<j< Cf.l '0 0 i:l<r- i:l<ZLf)..ot9 . i:l<Lf)~rl Lf) Nt9 ..O'Irl 0'1 .. >,~Lf) 00'lOJ.j...J <j<.. .Lf) H.M"O" ~ 0'1 (V) ::1. 0 ~"O-M rl"Ul C1l~tJI :3: Ul_nSC1lH "OQ)'OQ)SC1l 8~6:;~0~z -.-I ~_ >, - .j...Jss S.j...J C1l Q) Q) Q) Q) Q) ill :>.j...J.j...J{J){J).j...J4-< Q) (J) Ul 0 0 Ul C1l rl >, >':r:: :r:: >'CI) ILIC1)CI) CI) I I I I rl N N (V) 000 0 - N 0 - - - - - ~ ? C ... ~ ...., rl ........ C n I 1 I I .1. (J) H Ul CI) C1l Ht:4Z 0. CI) i:l< S i:l<rlt9 0 r- U rl 0'1 s::: r- ..rl ILl Q)(V) Hrl -...... CI) Q) ;:i E-< >, H (J) .. rl Z rl ;:i Ul :3: C1l ILl 0. (J) OJ 0 U Z 0. (J)Hrl -.-I E-< ;:i Q)i:l<~ ~ ~ Cf.l H C1l ~ i:l< rl rl, .r:: i:l< H ro C1l U ~ Q) U ::1 ;:i Q) .j...J -M '0 '0 Z ILl C1l .j...J'M'M E-< :s: C1l Ul Ul .j...J ~ .j...JQ)Q) H t9 >, CI)~~ Q) ILl .j...J I I I .0 Z OM rl N N rl 0 0 000 -M E-< t9 Cf.l o o rl o N rl o rl rl o (V) rl o <j< rl o Lf) rl o <j< o (V) o N o rl o 0'1 o 00 o r- o \.0 o Lf) ~ ILl ~ CI) ::> i:il CI) t:4 o o CO rl o o \.0 rl _~t Mechanical/Encompass ~iONEGATE APARTMENTS Page 4 Date Fitting Legend Abbrev. Name A B C D E F G H I J K L M N o P Q R S T U V W X y Z Generic Alarm Va Generic Butterfly Valve Roll Groove Coupling Dry Pipe Valve 90' Standard Elbow 45' Elbow Gate Valve 45' Grvd-Vic Elbow 90' Grvd-Vic Elbow 90' Grvd-Vic Tee Detector Check Valve Long Turn Elbow Medium Turn Elbow PVC Standard Elbow PVC Tee Branch PVC 45' Elbow Flow Control Valve PVC Coupling/Run Tee Swing Check Valve 90' Flow thru Tee 45' Firelock Elbow 90' Firelock Elbow Wafer Check Valve 90' Firelock Tee Mechanical Tee Flow Switch Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 ..;.ct Mechanical I Encompass Page 5 ..Jl'ONEGATE APARTMENTS Date Unadjusted Fittings Table 1/2 3/4 1 1 1/4 1 1/2 2 2 1/2 3 3 1/2 4 A 7.7 21. 5 17 .0 B 7 '10 12 C 1 1 1 1 1 1 1 1 1 1 D 9.5 17 28 E 2 2 2 3 4 5 6 7 8 10 F 1 1 1 1 2 2 3 3 3 4 G 1 1 1 1 2 H 1 1.5 2 2 3 3 3.5 3.5 I 2 3 4 3.5 6 5.0 8 7 J 4.5 6 8 8.5 10.8 13 17 16 K 14 14 L 1 1 2 2 2 3 4 5 5 6 M 2 2 3 3 4 5 6, 6 8 N 7 7 7 8 9 11 12 13 0 3 3 5 6 8 10 12 15 p 1 1 1 2 2 2 3 4 Q 18 29 35 R 1 1 1 1 1 1 2 2 S 4 5 5 7 9 11 14 16 19 22 T 3 4 5 6 8 10 12 15 17 20 U 1.8 2.2 2.6 3.4 v 3.5 4.3 5 6.8 W 10.3 X 8.5 10.8 13 16 y 2.0 4.0 5.0 6.0 8.0 10.5 12.5 15.5 22 Z 2 2 2 3 4 5 6 7 8 10 5 6 8 10 12 14 16 18 20 24 A 17 27 29 B 9 10 12 19 21 C 1 1 1 1 1 1 1 1 1 1 D 47 E 12 14 18 22 27 35 40 45 50 61 F 5 7 9 11 13 17 19 21 24 28 G 2 3 4 5 6 7 8 10 11 13 H 4,5 5 6.5 8.5 10 18 20 23 25 30 I 8.5 10 13 17 20 23 25 33 36 40 J 21 25 33 41 50 65 78 88 98 120 K 36 55 45 L 8 9 13 16 18 24 27 30 34 40 M 10 12 16 19 22 N 0 p Q 33 R S 27 32 45 55 65 76 87 98 109 130 T 25 30 35 50 60 71 81 91 101 121 U 4.2 5.0 5.0 v 8.5 10 13 w 13.1 31.8 35.8 27.4 X 21 25 33 y z 12 14 18 22 27 35 40 45 50 61 Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 -=rt Mechanical / Encompass Page 6 "TONEGATE APARTMENTS Date Node Elevation K-Fact pt Pn Flow. Density Area Press No. Actual Actual Added Req. Req. 1 44.083 5.62 9.43 na 17 .26 .10 130 7 2 44.083 5.62 9.46 na 17 .29 .10 130 7 3 40.833 5.62 7.88 na 15.78 .10 130 7 4 40.833 5.62 7.9 na 15.8 .10 130 7 5 40.833 5.62 8.02 na 15.92 .10 130 7 6 40.833 5.62 8.22 na 16.11 .10 130 7 7 40.833 5.62 8.55 na 16.43 .10 130 7 8 38.083 5.62 7 na 14.87 .10 130 7 9 38.083 5.62 7.02 na 14.89 .10 130 7 10 38.083 5.62 7.09 na 14 .96 .10 130 7 11 38.083 5.62 7.37 na 15.25 .10 130 7 12 38.083 5.62 7,66 na 15.56 .10 130 7 13 38.083 5.62 8.12 na 16.02 .10 130 7 14 38.083 5.62 8.77 na 16.65 .10 130 7 15 44.083 5.62 9.49 na 17 .31 .10 130 7 16 44.083 5.62 9.52 na 17.34 .10 130 7 17 40.833 5.62 8.77 na 16.64 .10 130 7 18 40.833 5.62 8.79 na 16.66 .10 130 7 19 40.833 5.62 8.89 na 16.76 ,10 130 7 20 38.083 5.62 9.28 na 17.12 .10 130 7 21 38,083 5.62 9,3 na 17.14 .10 130 7 22 38.083 5.62 9.41 na 17 .24 ,10 130 7 lOOT 38.083 9.46 na 101T 40.833 8.94 na 102T 44.083 9.55 na 100B 37.083 12.31 na 101B 37.083 12.56 na 102B 37.083 13.33 na 103 37.083 14.19 na 104 37.083 21.65 na 104X 37.083 23.28 na 105 17.375 32.22 na 106 7.5 36.77 na TOR 7.5 45.99 na BOR 1 48.98 na BASE 1 51. 64 na 50 UG1 -6 55 na UG2 -6 55.25 na 50 TEST -6 55.26 na The maximum velocity is 14.06 and it occurs in the pipe between nodes lOOT and 100B Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 ..Jert Mechanical / Encompass Page 7 ~TONEGATE APARTMENTS Date Hyd. Qa Dia. Fitting Pipe pt pt Ref. "C" or Ftng's Pe Pv ******* Notes ****** Point Qt Pf/UL Eqv. Ln. Total Pf Pn 1 17.26 2.154 10.000 9.434 K Factor = 5.62 to 120 2 17.26 0.0030 10.000 0.030 Vel = 1. 520 2 17.29 2.154 7.708 9.463 K Factor = 5.62 to 120 102T 34.55 0.0108 7.708 0.083 Vel = 3.042 34.55 9.546 K Factor 11.18 3 15.78 2.154 8.583 7.880 K Factor 5.62 to 120 4 15.78 0.0026 8.583 0.022 Vel = 1.389 4 15.79 2.154 1E 6.112 7.083 7.902 K Factor = 5.62 to 120 6.112 5 31. 57 0.0091 13.195 0.120 Vel = 2.780 5 15.92 2.154 10.000 8.022 K Factor = 5.62 to 120 6 47.49 0.0194 10.000 0.194 Vel = 4.181 6 16.11 2.154 10.000 8.216 K Factor = 5.62 to 120 7 63.60 0.0333 10.000 0.333 Vel = 5.600 7 16.43 2.154 7.708 8.549 K Factor = 5.62 to 120 101T 80.03 0.0509 7.708 0.392 Vel = 7.046 80.03 8.941 K Factor 26.76 8 14.87 2.154 8.542 7.000 K Factor 5.62 to 120 9 14.87 0.0022 8.542 0.019 Vel = 1.309 9 14.89 2.154 8.542 7.019 K Factor = 5.62 to 120 10 29.76 0.0082 8.542 0.070 Vel = 2.620 10 14.96 2.154 1E 6.112 9.833 7.089 K Factor = 5.62 to 120 6.112 11 44.72 0.0174 15.945 0.277 Vel = 3.937 11 15.25 2.154 10.000 7.366 K Factor = 5.62 to 120 12 59.97 0.0298 10.000 0.298 Vel = 5.280 12 15.56 2.154 10.000 7.664 K Factor = 5.62 to 120 13 75.53 0.0457 10.000 0.457 Vel = 6.650 13 16.02 2.154 10.000 8.122 K Factor = 5.62 to 120 14 91.55 0.0653 10.000 0.653 Vel = 8.060 14 16.65 2.154 7.708 8.774 K Factor = 5.62 to 120 lOOT 108.20 0.0890 7.708 0.686 Vel = 9.526 Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 Jcrt Mechanical / Encompass Page 8 ~TONEGATE APARTMENTS Date Hyd. Qa Dia. Fitting Pipe pt pt Ref. "en or Ftng's Pe Pv ******* Notes ****** Point Qt Pf/UL Eqv. Ln. Total Pf Pn 108.20 9.460 K Factor 35.18 15 17.31 2.154 10.000 9.491 K Factor 5.62 to 120 16 17 .31 0.0030 10.000 0.030 Vel = 1. 524 16 17.35 2.154 2.292 9.521 K Factor = 5.62 to 120 102T 34.66 0.0109 2.292 0.025 Vel = 3.052 34.66 9.546 K Factor 11.22 17 16.64 2.154 8.000 8.769 K Factor 5.62 to 120 18 16.64 0.0028 8.000 0.022 Vel = 1. 465 18 16.67 2.154 10.000 8.792 K Factor = 5.62 to 120 19 33.31 0.0101 10.000 0.101 Vel = 2.933 19 16.75 2.154 2.292 8.892 K Factor = 5.62 to 120 101T 50.06 0.0214 2.292 0.049 Vel = 4.407 50.06 8.941 K Factor 16.74 20 17.12 2.154 8.000 9.279 K Factor 5.62 to 120 21 17.12 0.0029 8.000 0.023 Vel = 1. 507 21 17.14 2.154 10.000 9.302 K Factor = 5.62 to 120 22 34.26 0.0106 10,000 0.106 Vel = 3.016 22 17.24 2.154 2.292 9.408 K Factor = 5.62 to 120 lOOT 51. 50 0.0227 2.292 0.052 Vel = 4.534 lOOT 108.19 2.154 1T 12.224 1. 000 9.460 to 120 12.224 0.433 100B 159.69 0.1827 13.224 2.416 Vel = 14.060 159.69 12.309 K Factor = 45.52 101T 130.10 2.154 1T 12.224 3.750 8.941 to 120 12.224 1.624 101B 130.10 0.1251 15.974 1. 998 Vel = 11. 454 130.10 12.563 K Factor = 36.71 102T 69.21 2.154 1T 12.224 7.000 9.546 to 120 12.224 3.032 102B 69.21 0.0389 19.224 0.748 Vel 6.094 69.21 13.326 K Factor 18.96 Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 ~rt Mechanical/ Encompass Page 9 0TONEGATE APARTMENTS Date Hyd. Qa Dia. Fitting Pipe pt pt Ref. "en or Ftng's Pe Pv ******* Notes ****** Point Qt Pf/UL Eqv. Ln. Total Pf Pn 100B 159.69 4.31 1T 27.874 12.792 12.310 to 120 27.874 101B 159.69 0.0062 40.666 0.254 Vel 3.512 101B 130.10 4.31 1T 27.874 12.750 12.563 to 120 27.874 102B 289.79 0.0188 40.624 0.763 Vel 6.373 102B 69.21 4.31 1T 27.874 3.000 13.326 to 120 27.874 103 359.00 0.0279 30.874 0.862 Vel 7.895 103 4.31 1T 27 . 874 225.500 14.187 to 120 1E 13.937 41.811 104 359.00 0.0279 267.311 7.459 Vel 7.895 104 4.31 1D 39.024 5.667 21.646 to 120 1E 13.937 52.961 104X 359.00 0.0279 58.628 1. 636 Vel 7.895 104X 4.31 14.458 23.282 to 120 8.536 105 359.00 0.0279 14.458 0.403 Vel 7.895 105 4.31 9.875 32.221 to 120 4.277 106 359.00 0.0279 9.875 0.276 Vel 7.895 106 4.31 5E 13.937 260.542 36.774 to 120 69.685 TOR 359.00 0.0279 330.227 9.215 Vel 7.895 TOR 4.31 6.500 45.988 to 120 2.815 BOR 359.00 o . 027 8 6.500 0.181 Vel 7.895 BOR 4.31 1B 16.724 3.042 48.985 to 120 1G 2.787 91. 983 BASE 359.00 0.0279 1S 30.661 95.025 2.652 Vel 7.895 1E 13.937 1T 27.874 BASE 50.00 6.16 70.000 51. 637 Qa = 50 to 140 3.032 UG1 409.00 0.0047 70.000 0.328 Vel = 4.403 UG1 6.16 1G 4.304 50.000 54.997 to 140 4.304 UG2 409.00, 0.0047 54.304 0.255 Vel = 4.403 UG2 50.00 20.57 1T 207.444 110.000 55.251 Qa = 50 to 140 207.444 TEST 459.00 317 . 444 0.005 Vel = 0.443 459.00 55.256 K Factor = 61. 75 Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 II _ . Fi re Protecti on by Computer Oesi gn Gilbert Mechanical I Encompass 4451 W. 76th St. Edina MN 55435 952.835.3810 Job Name Building Location System Contract Data File STONEGATE APTS. REMOTE AREA # 2 THIRD FLOOR 6630F STNGT2.WXF . Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 _~ert Mechanical/Encompass STONEGATE APTS. Page 2 Date Hydraulic Design Information Sheet Date - 1-11-02 Name - STONEGATE APARTMENTS Location - THIRD FLOOR Building - REMOTE AREA #2 Contractor - GILBERT MECHANICAL / ENCOMPASS Calculated By - BRENT STIFTER Construction: (X) Combustible () Non-Combustible Occupancy - System No. - Contract No. - 6630F Drawing No. - F4 Ceiling Height - 8'-0" Ord.Haz.Gp. ( ) 1 ( ) 2 ( ) 3 () EX.Haz. ( ) Figure Curve S Y S T E M (X) NFPA 13 (X) Lt. Haz. ( ) NFPA 231 ( ) NFPA231C Other Specific Ruling Made By Date o E S I G N Area of Sprinkler Operation - 346.677 D~nsi ty - .1 Area Per Sprinkler - 210 Elevation at Highest Outlet - 36.167 Hose Allowance - Inside - 50 Rack Sprinkler Allowance Hose Allowance - Outside - 50 Note System Type (X) Wet ( ) Dry ( ) Deluge ( ) preaction ( ) Other Sprinkler/Nozzle Make RELIABLE Model F1/RES3 Size 1/2" K-Factor 3.9 Temp.Rat.155 Calculation Summary Flow Required - 185.13 Press Required - 53.983 C-Factor Used: VARIES Overhead 140 At Test Underground Water Flow Test: Date of Test - 8-3-01 Time of Test - 8:00 A.M. Static Press - 71 Residual Press - 71 Flow - 1319 Elevation - STREET Pump Data: W A T E R S U P P L Y C 0 M M S R T A 0 C R K A G E Rated Cap.- @ Press Elev. Tank or Reservoir: Cap. - Elev.- Well Proof Flow Location - TORONTO AVE. AND TOWER RD. PRIOR LAKE Source of Information - CITY OF PRIOR LAKE Commodity Storage Ht. Storage Method: Solid Piled Class Area % Location Aisle W. Palletized % Rack Single Row Double Row Mult. Row Conven. Pallet Slave Pallet ( ) Auto. Storage ( ) Solid Shelf ( ) Open Shelf Encap. Non Flue Spacing Longitudinal Clearance:Storage to Ceiling Transverse Horizontal Barriers Provided: Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 (V) (J) (J) 01 +J f1l f1l (l, Cl f1l +J f1l Cl 0. E: ::1 (l, H CIl H (l, CIl - (V)::E::E~(l, (Xl(l,(l,c.!J H::E 0'\ c.!J c.!J .s:i CIl.(l, . 0 0 (V) 0 (l,c.!J(V)"O..-i l1/ _ r-l . r- (V) (V) .. LO ..-i ~..-i" >._(Xl (\J .(J)+J ..-i.. . l1/ H.n "0 .. >:: (Xl (Xl ::1 U >:: "0 'n ..-i"{/) f1l>::01 :3: (/).n E: f1l H "O(J)"O(J)E:f1l @~~~Cl~::E jss~~s~ - f1l (J) (J) Q) (J) (J) (J) :>+J+J{/){/)+J4-l Q) (/) (/) 0 0 (/) f1l (j~~:r::r:~CIl I I I I ..-i (\J (\J (V) ClClCl Cl - (\J U - - - - - ..-i (\J ::t ....; Cl T ~ I -- (/) H U) CIl f1l H(l,::E ~ CIl (l, (l,..-ic.!J 0 r- U ..-i 0\ >:: r- ....-i [il Q)(V) H..-i ....... (J) ::1 >. H (/) .. ..-i ..-i ::1 (/) :3: f1l 0. (/) (J) 0 U 0. {/)H..-i 'n ::1 (J)(l,1i.I >:: CIl CJl H f1l E-i (l,..-i..-i ..c: (l, H f1l ell U ~ Q) U ::1 ::1 (J) +J 'n "0 "0 ::E [il f1l +J .n .n E-i :s: f1l (/). (/) +J ~ +J (J) (J) H >. CIlP::;P::; (J) [il +J I' I I .0 Z -n r-l (\J (\J .-1 0 U UUU -n E-i c.!J CIl o o r-l o ..-i r-l o (\J ..-i o "" ..-i o (V) r-l o l1/ ..-i o (V) o (\J o ..-i o ~ o l1/ o "" o (Xl o r- o m P::; [il P::; CIl 8 [il CIl (l, o o (Xl r-l o o ~ r-l ~ert Mechanical/Encompass .::iTONEGATE APTS. Page 4 Date Fitting Legend Abbrev. Name A B C D E F G H I J K L M N o P Q R S T U V W X Y Z Generic Alarm Va Generic Butterfly Valve Roll Groove Coupling Dry Pipe Valve 90' Standard Elbow 45' Elbow Gate Valve 45' Grvd-Vic Elbow 90' Grvd-Vic Elbow 90' Grvd-Vic Tee Detector Check Valve Long Turn Elbow Medium Turn Elbow PVC Standard Elbow PVC Tee Branch PVC 45' Elbow Flow Control Valve PVC Coupling/Run Tee Swing Check Valve 90' Flow thru Tee 45' Firelock Elbow 90' Firelock Elbow Wafer Check Valve 90' Firelock Tee Mechanical Tee Flow Switch Computer .programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 ...Jert Mechanical / Encompass Page 5 .:iTONEGATE APTS. Date Unadjusted Fittings Taole 1/2 3/4 1 1 1/4 1 1/2 2 2 1/2 3 3 1/2 4 A 7.7 21. 5 17 .0 B 7 10 12 C 1 1 1 1 1 1 1 1 1 1 D 9.5 17 28 E 2 2 2 3 4 5 6 7 8 10 F 1 1 1 1 2 2 3 3 3 4 G 1 1 1 1 2 H 1 1.5 2 2 3 3 3.5 3.5 I 2 3 4 3.5 6 5.0 8 7 J 4,5 6 8 8.5 10.8 13 17 16 K 14 14 L 1 1 2 2 2 3 4 5 5 6 M 2 2 3 3 4 5 6 6 8 N 7 7 7 8 9 11 12 13 0 3 3 5 6 8 10 12 15 p 1 1 1 2 2 2 3 4 Q 18 29 35 R 1 1 1 1 1 1 2 2 S 4 5 5 7 9 11 14 16 19 22 T 3 4 5 6 8 10 12 15 17 20 U 1.8 2.2 2.6 3.4 V 3.5 4.3 5 6.8 w 10.3 x 8.5 10.8 13 16 Y 2.0 4.0 5.0 6.0 8.0 10.5 12.5 15.5 22 z 2 2 2 3 4 5 6 7 8 10 5 6 8 10 12 14 16 18 20 24 A 17 27 29 B 9 10 12 19 21 C 1 1 1 1 1 1 1 1 1 1 D 47 E 12 14 18 22 27 35 40 45 50 61 F 5 7 9 11 13 17 19 21 24 28 G 2 3 4 5 6 7 8 10 11 13 H 4.5 5 6.5 8.5 10 18 20 23 25 30 I 8.5 10 13 17 20 23 25 33 36 40 J 21 25 33 41 50 65 78 88 98 120 K 36 55 45 L 8 9 13 16 18 24 27 30 34 40 M 10 12 16 19 22 N 0 P Q 33 R S 27 32 45 55 65 76 87 98 109 130 T 25 30 35 50 60 71 81 91 101 121 U 4.2 5.0 5.0 V 8.5 10 13 w 13.1 31. 8 35.8 27.4 X 21 25 33 y z 12 14 18 22 27 35 40 45 50 61 Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 _.Lbert Mechanical / Encompass Page 6 STONEGATE APTS. Date Node Elevation K-Fact pt Pn Flow Density Area Press No. Actual Actual Added Req. Req. IT 36.167 3,9 30.12 na 21.4 .1 210 29 IB 13.75 41.79 na lBX 8.5 44.76 na 2T 36.167 3.9 30.09 na 21.39 .1 210 29 2B 13.75 41.76 na 2BX 8.5 44.94 na 3T 36.167 3.9 29 na 21 .1 210 29 3X 36.167 29.51 na 3B 13.75 41.54 na 3BX 8.5 44.68 na 4T. 36.167 3.9 29.92 na 21. 33 .1 210 29 4B 13.75 41. 58 na 4BX 8.5 44.75 na 200T 8.5 47.08 na 401X 8.5 46.57 na 501X 8,5 46.53 na 201T 8.5 47.09 na 300A 8,5 46.16 na 301A 8,5 46.16 na 300X 8.5 46.16 na 301X 8,5 46.16 na 200T 8.5 47.08 na 201T 8.5 47.09 na 200X 8,5 46.31 na 201X 8.5 46.3 na 300A 8.5 46.16 na 301A 8.5 46.16 na 300C 8,5 46.16 na 301C 8.5 46.16 na 300X 8.5 46.16 na 301X 8.5 46.16 na 300T 8.5 46.16 na 301T 8.5 46.16 na 200Y 7.5 46.69 na 201Y 7.5 46.68 na 301B 7.5 46.6 na 300D 7.5 46.6 na 301D 7.5 46.6 na 301Y 7,5 46,6 na 400 8.5 46.55 na 401 8.5 46.56 na 400 8.5 46.55 na 401 8,5 46,56 na 500 8,5 46.55 na 501 8,5 46.55 na 202T 8.167 47.25 na 203T 8.167 47.33 na 204T 8.167 47,26 na 205X 8.167 46.94 na 305X 8.167 46.66 na 4X 8.167 45.96 na 405X 8.167 45.95 na 3XX 8.167 45.95 na 202T 8.167 47.25 na 203T 8.167 47.33 na 204T 8.167 47.26 na 302T 8.167 46.25 na 304T 8.167 46.06 na 205 8.5 46.7 na 206 8,5 46.69 na 206 8.5 46.69 na 205 8.5 46.7 na 306 8.5 46.62 na 305 8.5 46.62 na 405 8.5 45.79 na Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 .0ert Mechanical / Encompass Page 7 ;:3TONEGATE APTS. Date Node Elevation K-Fact pt pn Flow Density Area Press No. Actual Added Req. Req. 2X 8.5 45.79 na 406 8.5 45.79 na IX 8.5 45.79 na 406 8.5 45.79 na 405 8,5 45.79 na 505T 8.5 45.93 na 506T 8.5 45.93 na 200B 7.5 47.56 na 20IB 7.5 47.57 na 202B 7.5 47.58 na 203B 7.5 47.62 na 204B 7,5 47.65 na 300B 7.5 46.6 na 301B 7.5 46.6 na 302B 7.5 46.55 na 303B 7.5 46.5 na 304B 7.5 46.4 na 505B 7.5 46,39 na TOR 7.5 47.86 na BOR 1 50.69 na BASE 1 50.88 na 50 UGl -6 53.95 na UG2 -6 53.98 na 50 TEST -6 53.98 na The maximum velocity is 7.17 and it occurs in the pipe between nodes lB and lBX Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 _~bert Mechanical / Encompass Page 8 STONE GATE APTS. Date Hyd. Qa Dia. Fitting Pipe pt pt Ref. "e" or Ftng's Pe Pv ******* Notes ****** Point Qt Pf/UL Eqv. Ln. Total Pf Pn 1T 21. 40 1.109 1E 3.962 22.417 30.120 K Factor = 3.9 to 150 3.962 9.709 IB 21.40 0.0745 26.379 1. 964 Vel = 7.108 IB 1.104 IE 3.876 5.250 41. 7 93 to 150 3.876 2.274 1BX 21. 40 o . 0760 9.126 0.694 Vel 7.172 1BX 1.104 1T 6.413 2.500 44.761 to 120 6.413 IX 21. 40 0.1150 8.913 1. 025 Vel = 7.172 21. 40 45.786 K Factor 3.16 2T 21. 39 1.109 1E 3.962 22.417 30.092 K Factor 3.9 to 150 3.962 9.709 2B 21. 39 0.0744 26.379 1. 962 Vel = 7.105 2B 1.104 IE 2.565 5.250 41.764 to 120 2.565 2.274 2BX 21. 39 0.1149 7.815 0.898 Vel 7.169 2BX 1.104 1T 6.413 1.000 44.936 to 120 6.413 2X 21. 39 0.114-9 7.413 0.852 Vel = 7.169 21. 39 45.788 K Factor 3.16 3T 21.00 1.109 IE 3.962 3.083 29.000 K Factor 3.9 to 150 3.962 3X 21. 00 0.0718 7.045 0.506 Vel = 6.975 3X 1.109 IT 9.906 22.417 29.507 to 150 9.905 9.709 3B 21. 00 0.0719 32.322 2.324 Vel 6.975 3B 1.104 IE 2.565 5.250 41. 539 to 120 2.565 2.274 3BX 21. 00 0.1111 7.815 0.868 Vel 7.038 3BX 1.104 1T 6.413 3.708 44.681 to 120 6.413 0.144 3XX 21. 00 0.1111 10.121 1.124 Vel = 7.038 21. 00 45 . 949. K Factor 3.10 4T 21.33 1.109 IE 3.962 22.417 29.921 K Factor 3.9 to 150 3.962 9.709 4B 21. 33 0.0740 26.379 1.952 Vel = 7.085 4B 1.104 1E 2.565 5.250 41.582 to 120 2.565 2.274 4BX 21. 33 0.1143 7.815 0.893 Vel 7.149 4BX 1.104 IT 6.413 2.917 44.750 to 120 6.413 0.144 4X 21.33 0.1143 9.330 1. 066 Vel 7.149 Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 ~lbert Mechanical / Encompass Page 9 STONE GATE APTS. Date Hyd. Qa Dia. Fitting Pipe pt pt Ref. "en or Ftng's Pe Pv ******* Notes ****** Point Qt Pf/UL Eqv. Ln. Total Pf Pn 21. 33 45.960 K Factor 3.15 200T -19.10 2.154 IE 6.112 137.250 47.082 to 120 6.112 40lX -19.10 -0.0036 143.362 -0.515 Vel -1. 682 401X 10.26 2.154 IT 12.224 25.542 46.567 to 120 12.224 501X -8.84 -0.0009 37.766 -0.033 Vel -0.778 501X -10.26 2.154 IT 12.224 50.667 46.534 to 120 12.224 200X -19.10 -0.0036 62.891 -0.226 Vel = -1. 682 -19.10 46.308 K Factor = -2.81 201T -19.10 2.154 1E 6.112 213.417 47.086 to 120 6.112 201X -19.10 -0.0036 219.529 -0.789 Vel = -1. 682 -19.10 46.297 K Factor = -2.81 300A 0 2.154 1E 6.112 59.083 46.162 0 to 120 6.112 0 300C 0 0 65.195 0 0 Vel = 0 46.162 K Factor 301A 0 2.154 IE 6.112 59.083 46.162 0 to 120 6.112 0 301C 0 0 65.195 0 0 Vel = 0 46.162 K Factor 300X 0 2.154 1E 6.112 21. 625 46.162 0 to 120 6.112 0 300T 0 0 27.737 0 0 Vel = 0 46.162 K Factor 301X 0 2.154 1E 6.112 21.625 46.162 0 to 120 6.112 0 301T 0 0 27.737 0 0 Vel = 0 46.162 K Factor 200T 19.10 2.154 1T 12.224 1.000 47.082 to 120 12.224 0.433 200B 19.10 0.0036 13.224 0.048 Vel = 1. 682 19.10 47.563 K Factor = 2.77 201T 19.10 2.154 IT 12.224 1. 000 47.086 to 120 12.224 0.433 201B 19.10 0.0036 13.224 0.048 Vel 1. 682 Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 _0ert Mechanical / Encompass Page 10 STONE GATE APTS. Date Hyd. Qa Dia. Fitting Pipe pt pt Ref. "C" or Ftng's Pe Pv ******* Notes ****** Point Qt Pf/UL Eqv. Ln. Total Pf Pn 19.10 47.567 K Factor 2.77 200X -19.10 2.154 1T 12.224 1. 000 46.308 to 120 12.224 0.433 200Y -19.10 -0.0036 13.224 -0.048 Vel = -1. 682 -19.10 46.693 K Factor = -2.80 201X -19.10 2.154 1T 12.224 1. 000 46.297 to 120 12.224 0.433 20lY -19.10 -0.0036 13.224 -0.048 Vel = -1. 682 -19.10 46.682 K Factor = -2.80 300A 0 2.154 1T 12.224 1. 000 46.162 0 to 120 12.224 0.433 0 300B 0 0 13.224 0 0 Vel = 0 46.595 K Factor 301A 0 2.154 1T 12.224 1. 000 46.162 0 to 120 12.224 0.433 0 301B 0 0 13.224 0 0 Vel = 0 46.595 K Factor 300C 0 2.154 1T 12.224 1. 000 46.162 0 to 120 12.224 0.433 0 3000 0 0 13.224 0 0 Vel = 0 46.595 K Factor 301C 0 2.154 1T 12.224 1. 000 46.162 0 to 120 12.224 0.433 0 3010 0 0 13.224 0 0 Vel = 0 46.595 K Factor 300X 0 2.154 1T 12.224 1.000 46.162 0 to 120 12.224 3.681 0 300Y 0 0 13.224 0 0 Vel = 0 49.843 K Factor 301X 0 2.154 1T 12.224 1. 000 46.162 0 to 120 12.224 0.433 0 30lY 0 0 13.224 0 0 Vel = 0 46.595 K Factor 300T 0 2.154 1T 12.224 1. 000 46.162 0 to 120 12.224 0.433 0 300B 0 0 13.224 0 0 Vel 0 Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 Jllbert Mechanical / Encompass Page 11 STONEGATE APTS. Oate Hyd. Qa Dia. Fitting Pipe pt pt Ref. "e" or Ftng's Pe Pv ******* Notes ****** Point Qt Pf/UL Eqv. Ln. Total Pf Pn 46.595 K Factor 301T 0 2.154 1T 12.224 1. 000 46.162 0 to 120 12.224 0.433 0 301B 0 0 13.224 0 0 Vel = 0 46.595 K Factor 200Y -19.10 2.703 9.125 46.694 to 120 201Y -19.10 -0.0012 9.125 -0.011 Vel -1. 068 201Y -19.09 2.703 1E 9.325 11.083 46.683 to 120 9.325 301B -38.19 -0.0043 20.408 -0.087 Vel -2.135 301B 0 2.703 9.125 46.595 0 to 120 0 300B 0 0 9.125 0 0 Vel = 0 46.595 K Factor 3000 -0.01 2.703 9.125 46.595 to 120 3010 -0.01 9.125 Vel -0.001 3010 0 2.703 25.542 46.595 0 to 120 0 301Y 0 0 25.542 0 0 Vel 0 301Y -0.01 2.703 9.125 46.595 to 120 3.248 300Y -0.01 9.125 Vel = -0.001 -0.01 49.843 K Factor = 400 -4.43 2.154 25.583 46.554 to 120 500 -4.43 -0.0002 25.583 -0.006 Vel = -0.390 -4.43 46.548 K Factor = -0.65 401 -5.83 2.154 25.583 46.556 to 120 501 -5.83 -0.0004 25.583 -0.010 Vel = -0.513 -5.83 46.546 K Factor = -0.85 400 4.43 2.154 8.500 46.554 to 120 401 4.43 0.0002 8.500 0.002 Vel 0.390 401 5.83 2.154 9.833 46.556 to 120 401X 10.26 0.0011 9.833 0.011 Vel 0.903 Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 _Lbert Mechanical / Encompass Page 12 STONE GATE APTS. Date Hyd. Qa Dia. Fitting Pipe pt pt Ref. "C" or Ftng's Pe Pv ******* Notes ****** Point Qt Pf/UL Eqv. Ln. Total Pf Pn 10.26 46.567 K Factor 1. 50 500 -4.43 2.154 8.500 46.547 to 120 501 -4.43 -0.0002 8.500 '-0.002 Vel -0.390 501 -5.83 2.154 9.833 46.545 to 120 501X -10.26 -0.0011 9.833 -0.011 Vel = -0.903 -10.26 46.534 K Factor = -1.50 202T -18.14 2.154 1E 6.112 300.208 47.252 to 120 6.112 302T -18.14 -0.0033 306.320 -1. 001 Vel = -1. 597 -18.14 46.251 K Factor = -2.67 203T 0 2.154 1E 6.112 292.208 47.327 0 to 120 6.112 3.537 0 303T 0 0 298.320 0 0 Vel = 0 50.864 K Factor 204T -28.80 2.154 1E 6.112 35.167 47.261 to 120 6.112 205X -28.80 -0.0077 41.279 -0.317 Vel -2.536 205X 14.34 2.154 1T 12.224 119.000 46.944 to 120 12.224 305X -14.46 -0.0021 131.224 -0.282 Vel -1.273 305X -14.34 2.154 1T 12.224 79.083 46.662 to 120 12.224 4X -28.80 -0.0077 91. 307 -0.702 Vel -2.536 4X 21.33 2.154 1T 12.224 3.292 45.960 to 120 12.224 405X -7.47 -0.0006 15.516 -0.010 Vel -0.658 405X 5.56 2.154 1T 12.224 9.917 45.951 to 120 12.224 3XX -1. 91 22.141 -0.001 Vel -0.168 3XX 21.00 2.154 1T 12.224 19.750 45.949 to 120 12.224 304T 19.09 0.0036 31.974 0.115 Vel = 1. 681 19.09 46.064 K Factor = 2.81 202T 18.14 2.154 1T 12.224 0.667 47.252 to 120 12.224 0.289 202B 18.14 0.0033 12.891 0.042 Vel = 1. 597 18.14 47.583 K Factor = 2.63 Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 Jllbert Mechanical I Encompass Page 13 STONEGATE APTS. Date Hyd. Qa Dia. Fitting Pipe pt pt Ref. "C" or Ftng's Pe Pv ******* Notes ****** Point Qt Pf/UL Eqv. Ln. Total Pf Pn 203T 0 2.154 1T 12.224 0.667 47.327 0 to 120 12.224 0.289 0 203B 0 0 12.891 0 0 Vel = 0 47.616 K F.actor 204T 28.80 2.154 1T 12.224 0.667 47.261 to 120 12.224 0.289 204B 28.80 0.0077 12.891 0.099 Vel = 2.536 28.80 47.649 K Factor = 4.17 302T -18.14 2.154 1T 12.224 0.667 46.252 to 120 12.224 0.289 303B -18.14 -0.0033 12.891 -0.042 Vel = -1. 597 -18.14 46.499 K Factor = -2.66 304T 19.09 2.154 1T 12.224 0.667 46.064 to 120 12.224 0.289 304B 19.09 0.0036 12.891 0.046 Vel = 1.681 19.09 46.399 K Factor = 2.80 205 -7.42 2.154 1T 12.224 119.000 46.700 to 120 12.224 305 -7.42 -0.0006 131. 224 -0.082 Vel = -0.653 -7.42 46.618 K Factor = -1. 09 206 -6.92 2.154 1T 12.224 119.000 46.695 to 120 12.224 306 -6.92 -0.0005 131.224 -0.072 Vel = -0.609 -6.92 46.623 K Factor = -1. 01 206 6.92 2.154 9.125 46.695 to 120 205 6.92 0.0005 9.125 0.005 Vel 0.609 205 7.42 2.154 1T 12.224 10.500 46.700 to 120 4E 6.112 36.671 0.144 205X 14.34 0.0021 47.171 0.100 Vel = 1. 263 14.34 46.944 K Factor = 2.09 306 -6.92 2.154 9.125 46.623 to 120 305 -6.92 -0.0005 9.125 -0.005 Vel -0.609 305 -7.42 2.154 1T 12.224 10.500 46.618 to 120 4E 6.112 36.671 0.144 305X -14.34 -0.0021 47.171 -0.100 Vel -1. 263 Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 _~bert Mechanical / Encompass Page 14 STONEGATE APTS. Date Hyd. Qa Dia. Fitting Pipe pt pt Ref. "e" or Ftng's Pe Pv ******* Notes ****** Point Qt Pf!UL Eqv. Ln. Total Pf Pn -14.34 46.662 K Factor = -2.10 405 -2.69 2.154 1T 12.224 1.167 45.789 to 120 12.224 2X -2.69 -0.0001 13.391 -0.001 Vel -0.237 2X 21.39 2.154 iT 12.224 28.500 45.788 to 120 12.224 505T 18.70 0.0035 40.724 0.141 Vel = 1. 646 18.70 45.929 K Factor = 2.76 406 -2.87 2.154 1T 12.224 1.167 45.788 to 120 12.224 1X -2.87 -0.0001 13.391 -0.001 Vel -0.253 1X 21. 41 2.154 1T 12.224 28.500 45.787 to 120 12.224 506T 18.54 0.0034 40.724 0.139 Vel = 1.632 18.54 45.926 K Factor = 2.74 406 2.87 2.154 9.125 45.788 to 120 405 2.87 0.0001 9.125 0.001 Vel 0.253 405 2.69 2.154 1T 12.224 10.417 45.789 to 120 4E 6.112 36.671 0.144 405X 5.56 0.0004 47.088 0.017 Vel = 0.490 5.56 45.950 K Factor 0.82 505T 18.70 2.154 lE 6.112 1. 000 45.929 to 120 6.112 0.433 505B 18.70 0.0035 7.112 0.025 Vel = 1. 646 18.70 46.387 K Factor = 2.75 506T 18.54 2.154 lE 6.112 1. 000 45.925 to 120 6.112 3.681 506B 18.54 0.0034 7.112 0.024 Vel = 1. 632 18.54 49.630. K Factor = 2.63 200B 19.10 4.31 1T 27.874 9.125 47.562 to 120 27.874 201B 19.10 0.0001 36.999 0.005 Vel 0.420 201B 19.09 4.31 1T 27.874 8.833 47.567 to 120 27.874 202B 38.19 0.0004 36.707 0.016 Vel 0.840 202B 18.14 4.31 1T 27.874 8.500 47.583 to 120 27.874 203B 56.33 0.0009 36.374 0.033 Vel 1. 239 203B 4.31 1T 27.874 8.500 47.616 to 120 27.874 204B 56.33 0.0009 36.374 0.033 Vel 1. 239 Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 -J.Llbert Mechanical / Encompass Page 15 STONEGATE APTS. Date Hyd. Qa Dia. Fitting Pipe pt pt Ref. "e" or Ftng's Pe Pv ******* Notes ****** Point Qt Pf!UL Eqv. Ln. Total Pf Pn 204B 28.80 4.31 1T 27.874 25.875 47.649 to 120 4E 13.937 83.622 TOR 85.13 0.0019 109.497 0.213 Vel = 1.872 85.13 47.862 K Factor = 12.31 300B 0 3.314 1T 21.838 9.125 46.595 0 to 120 21. 838 0 301B 0 0 30.963 0 0 Vel 0 301B -38.19 3.314 1T 21.838 8.833 46.595 to 120 21. 838 302B -38.19 -0.0016 30.671 -0.049 Vel -1. 420 302B 3.314 IT 21.838 8.500 46.547 to 120 21. 838 303B -38.19 -0.0016 30.338 -0.048 Vel -1.420 303B -18.14 3.314 IT 21.838 8.500 46.498 to 120 21. 838 304B -56.33 -0.0033 30.338 -0.099 Vel -2.095 304B 19.09 3.314 8.750 46.400 to 120 505B -37.24 -0.0015 8.750 -0.013 Vel -1. 385 505B 18.70 3.314 9.125 46.386 to 120 3.248 506B -18.54 -0.0004 9.125 -0.004 Vel = -0.690 -18.54 49.630 K Factor = -2.63 TOR 85.13 4.31 6.500 47.862 to 120 2.815 BaR 85.13 0.0020 6.500 0.013 Vel 1.872 BaR 4.31 IB 16.724 3.042 50.690 to 120 1G 2.787 91. 983 BASE 85.13 0.0019 IS 30.661 95.025 0.185 Vel 1.872 1E 13 . 937 1T 27.874 BASE 50.00 6.16 70.000 50.875 Qa = 50 to 140 3.032 UG1 135.13 0.0006 70.000 0.042 Vel = 1. 455 UGl 6.16 1G 4.304 50.000 53.949 to 140 4.304 UG2 135.13 0.0006 54.304 0.033 Vel = 1. 455 UG2 50.00 20.57 1T 207.444 110.000 53.982 Qa = 50 to 140 207.444 TEST 185.13 317.444 0.001 Vel = 0.179 185.13 53.983 K Factor 25.20 Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 II _ _ Fire Protection by Computer Design Gilbert Mechanical/Encompass 4451 W. 76th St. Edina MN 55435 952.835.3810 Job Name Building Location System Contract Data File STONEGATE APTS. REMOTE AREA #3 THIRD FLOOR 6630F STNGT3.WXF Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 .c Mechanical/Encompass Jl'lEGATE APTS. Page 2 Date Hydraulic Design Information Sheet Date - 1-11-02 Name - STONEGATE APARTMENTS Location - THIRD FLOOR Building - REMOTE AREA #3 Contractor - GILBERT MECHANICAL / ENCOMPASS Calculated By - BRENT STIFTER Construction: (X) Combustible () Non-Combustible Occupancy - System No. - Contract No. - 6630F Drawing No. - F4 Ceiling Height - 8'-0" Ord.Haz.Gp. ( ) 1 ( ) 2 ( ) 3 () EX.Haz. ( ) Figure Curve S Y S T E M (X) NFPA 13 (X) Lt. Haz. ( ) NFPA 231 ( ) NFPA 231C Other Specific Ruling Made By Date Sprinkler Operation - 210 - .1 - 210 - 36.167 - 50 Area of Density Area Per Sprinkler Elevation at Highest Outlet Hose Allowance - Inside Rack Sprinkler Allowance Hose Allowance - Outside o E S I G N - 50 Note System Type (Xl Wet ( ) Dry ( ) Deluge ( ) preaction ( ) Other Sprinkler/Nozzle Make RELIABLE Model F1 / RES 3 Size 1/2" K-Factor 3.9 Temp.Rat.155 Calculation Summary Flow Required - 121 Press Required - 51.026 C-Factor Used: VARIES Overhead 140 At Test Underground W A T E R Water Flow Test: Date of Test - 8-3-01 Time of Test - 8:00 A.M. Static Press - 71 Residual Press - 71 Flow - 1319 Elevation - STREET Pump Data: Rated Cap.- @ Press Elev. S U P P L Y Tank or Reservoir: Cap. - Elev.- Well Proof Flow Location - TORONTO AVE. AND TOWER RD. PRIOR LAKE Source of Information - CITY OF PRIOR LAKE C o M M Commodity Storage Ht. Storage Method: Class Area Solid Piled % S T o R A G E Single Row Double Row Mult. Row Conven. Pallet Slave Pallet R A C K Location Aisle W. Pal1etized % Rack ( ) Auto. Storage ( ) Solid Shelf ( ) Open Shel f Encap. Non Flue Spacing Longitudinal Horizontal Barriers Provided: Clearance:Storage to Ceiling Transverse Computer Programs by Hydratec Inc. Route 111 Wlndham N.H. USA 03087 Ul H Ul UJ co HO-.~ fg UJ 0-. o-'Ml9 0 r- U M 0'\ i:::: r- "M ril Q)(Y) HM "- Q) ::l >, H Ul .. M .-i ::l Ul ~ CO 0. Ul Q) 0 U 0. UlH.-i -,-1 ::l Q)o-'r... i:::: UJ UJ H CO E-< O-..-i.-i .c 0-. H CO CO U ,:x; Q) U ::l ::J Q) +J -,-1 "0 "0 ~ W ro +J.,-1-,-1 E-< :s: CO Ul Ul +J ,:x; +JQ)Q) H 19 >, UJO::O:: Q) ril +J I I I .Q Z -,-1 MNN .-i 0 U UUU -,-1 E-< 19 UJ I H UJ H 0-. UJ ",::E:::E: 0-. - 0-.0-. Nl9l9 "" H o ::E:r- UJ '000-.0'\ 0-. M..Ol9. ::E:Lf)~M 0'\ (Y)o.. ..MM "'l9" >,~N N Q)+J M.. . M H -,-1 "0 .. i:::: CO N ::J U i::::"O_,-1 M"Ul COi::::O\ ~ Ul -n S CO H "0 Q)"O Q)SCO g~~,:x;a~~ jss~~st - ro Q) Q) Q) Q) Q) Q) :>+J+JUlUl+J4-l Q) Ul Ul 0 0 Ul CO rj ~~:I::I: ~UJ I I I I MNN (Y) . aaa a - N U - - - - - M s:::! ~ - I <"1 I I I - o o CO M o o '" M (Y) Q) Q) 0\ +J CO CO 0-. a CO +J ro a 0. S ::l 0.. o Lf) rl o "" rl o (Y) M o N M o M M o o rl o 0'\ o CO o r- o '" o Lf) o "" o (Y) o N o rl 0-. 0:: w UJ UJ :J 0:: ril .c Mechanical/Encompass A'IEGATE APTS. Page 4 Date Fitting Legend Abbrev. Name A B C o E F G H I J K L M N o P Q R S T U V W x y z Generic Alarm Va Generic Butterfly Valve Roll Groove Coupling Dry Pipe Valve 90' Standard Elbow 45' Elbow Gate Valve 45' Grvd-Vic Elbow 90' Grvd-Vic Elbow 90' Grvd-Vic Tee Detector Check Valve Long Turn Elbow Medium Turn Elbow PVC Standard Elbow PVC Tee Branch PVC 45' Elbow Flow Control Valve PVC Coupling/Run Tee Swing Check Valve 90' Flow thru Tee 45' Firelock Elbow 90' Firelock Elbow Wafer Check Valve 90' Firelock Tee Mechanical Tee Flow Switch Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 ~C Mechanical / Encompass Page 5 .~NEGATE APTS. Date Unadjusted Fittings Table 1/2 3/4 1 1 1/4. 1 1/2 2 2 1/2 3 3 1/2 4 A 7.7 21.5 17 .0 B 7 10 12 C 1 1 1 1 1 1 1 1 1 1 D 9.5 17 28 E 2 2 2 3 4 5 6 7 8 10 F 1 1 1 1 2 2 3 3 3 4 G 1 1 1 1 2 H 1 1.5 2 2 3 3 3.5 3.5 I 2 3 4 3.5 6 5.0 8 7 J 4.5 6 8 8.5 10.8 13 17 16 K 14 14 L 1 1 2 2 2 3 4 5 5 6 M 2 2 3 3 4 5 6 6 8 N 7 7 7 8 9 11 12 13 0 3 3 5 6 8 10 12 15 p 1 1 1 2 2 2 3 4 Q 18 29 35 R 1 1 1 1 1 1 2 2 S 4 5 5 7 9 11 14 16 19 22 T 3 4 5 6 8 10 12 15 17 20 U 1.8 2.2 2.6 3.4 V 3.5 4.3 5 6.8 W 10.3 x 8.5 10.8 13 16 y 2.0 4.0 5.0 6.0 8.0 10.5 12.5 15.5 22 Z 2 2 2 3 4 5 6 7 8 10 5 6 8 10 12 14 16 18 20 24 A 17 27 29 B 9 10 12 19 21 C 1 1 1 1 1 1 1 1 1 1 D 47 E 12 14 18 22 27 35 40 45 50 61 F 5 7 9 11 13 17 19 21 24 28 G 2 3 4 5 6 7 8 10 11 13 H 4.5 5 6.5 8.5 10 18 20 23 25 30 I 8.5 10 13 17 20 23 25 33 36 40 J 21 25 33 41 50 65 78 88 98 120 K 36 55 45 L 8 9 13 16 18 24 27 30 34 40 M 10 12 16 19 22 N 0 p Q 33 R S 27 32 45 55 65 76 87 98 109 130 T 25 30 35 50 60 71 81 91 101 121 U 4.2 5.0 5.0 V 8.5 10 13 W 13 .1 31.8 35.8 27.4 x 21 25 33 y Z 12 14 18 22 27 35 40 45 50 61 Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 .l:t Mechanical / Encompass Page 6 .vNEGATE APTS. Date Node Elevation K-Fact pt Pn Flow Density Area Press No. Actual Actual Added Req. Req. 1T 36.167 3.9 29 na 21 .1 210 29 1B 13.75 40.61 na 1BX 8.5 43.55 na 2T 36.167 32.59 na 2B 13.75 42.3 na 2BX 8.5 44.58 na 3T 36.167 32.61 na 3X 36.167 32.61 na 3B 13.75 42.32 na 3BX 8.5 44.59 .na 4T 36.167 32.62 na 4B 13.75 42.33 na 4BX 8.5 44.6 na 200T 8.5 44.68 na 401X 8.5 44.64 na 501X 8.5 44.64 na 201T 8.5 44.68 na 300A 8.5 44.61 na 301A 8.5 44.61 na 300X 8.5 44.61 na 301X 8.5 44.61 na 200T 8.5 44.68 na 201T 8.5 44.68 na 200X 8.5 44.62 na 201X 8.5 44.62 na 300A 8.5 44.61 na 301A 8.5 44.61 na 300C 8.5 44.61 na 301C 8.5 44.61 na 300X 8.5 44.61 na 301X 8.5 44.61 na 300T 8.5 44.61 na 301T 8.5 44.61 na 200Y 7.5 45.05 na 20lY 7.5 45.05 na 301B 7.5 45.04 na 300D 7.5 45.04 na 301D 7.5 45.04 na 301Y 7.5 45.04 na 400 8.5 44.64 na 401 8.5 44.64 na 400 8.5 44.64 na 401 8.5 44.64 na 500 8.5 44.64 na 501 8.5 44.64 na 202T 8.167 44.83 na 203T 8.167 44.83 na 204T 8.167 44.83 na 205X 8.167 44.81 na 305X 8.167 44.79 na 4X 8.167 44.74 na 405X 8.167 44.74 na 3XX 8.167 44.74 na 202T 8.167 44.83 na 203T 8.167 44.83 na 204T 8.167 44.83 na 302T 8.167 44.75 na 304T 8.167 44.74 na 205 8.5 44.66 na 206 8.5 44.66 na 206 8.5 44.66 na 205 8.5 44.66 na 306 8.5 44.65 na 305 8.5 44.65 na 405 8.5 44.57 na Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 .;rt Mechanical / Encompass Page 7 .lONEGATE APTS. Date Node Elevation K-Fact pt Pn Flow Density Area Press No. Actual Added Req. Req. 2X 8.5 44.58 na 406 8.5 44.56 na 1X 8.5 44.54 na 406 8.5 44.56 na 405 8.5 44.57 na 505T 8.5 44.59 na 506T 8.5 44.58 na 200B 7.5 45.12 na 201B 7.5 45.12 na 202B 7.5 45.12 na 203B 7.5 45.12 na 204B 7.5 45.13 na .300B 7.5 45.04 na 301B 7.5 45.04 na 302B 7.5 45.04 na 303B 7.5 45.03 na 304B 7.5 45.03 na 505B 7.5 45.02 na TOR 7.5 45.14 na BOR 1 47.96 na BASE 1 47.97 na 50 UG1 -6 51. 02 na UG2 -6 51. 03 na 50 TEST -6 51. 03 na The maximum velocity is 7.04 and it occurs in the pipe between nodes 1B and 1BX Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 .L Mechanical / Encompass Page 8 -.!NEGATE APTS. Date Hyd. Qa Dia. Fitting Pipe pt pt Ref. "crt or Ftng's Pe Pv ******* Notes ****** Point Qt Pf/UL Eqv. Ln. Total Pf Pn 1T 21. 00 1.109 1E 3.962 22.417 29.000 K Factor = 3.9 to 150 3.962 9.709 1B 21. 00 0.0719 26.379 1.896 Vel = 6.975 1B 1.104 1E 3.876 5.250 40.606 to 150 3.876 2.274 1BX 21.00 0.0735 9.126 0.671 Vel 7.038 1BX 1.104 1T 6.413 2.500 43.550 to 120 6.413 1X 21. 00 0.1111 8.913 0.990 Vel = 7.038 21. 00 44.540 K Factor = 3.15 2T 0 1.109 1E 3.962 22.417 32.592 0 to 150 3.962 9.709 0 2B 0 0 26.379 0 0 Vel 0 2B 0 1.104 1E 2.565 5.250 42.301 0 to 120 2.565 2.274 0 2BX 0 0 7.815 0 0 Vel 0 2BX 0 1.104 IT 6.413 1. 000 44.575 0 to 120 6.413 0 2X 0 0 7.413 0 0 Vel = 0 44.575 K Factor 3T 0 1.109 1E 3.962 3.083 32.610 0 to 150 3.962 0 3X 0 0 7.045 0 0 Vel 0 3X 0 1.109 1T 9.906 22.417 32.610 0 to 150 9.905 9.709 0 38 0 0 32.322 0 0 Vel 0 38 0 1.104 1E 2.565 '5.250 42.319 0 to 120 2.565 2.274 0 38X 0 0 7.815 0 0 Vel 0 3BX 0 1.104 1T 6.413 3.708 44.592 0 to 120 6.413 0.144 0 3XX 0 0 10.121 0 0 Vel = 0 44.736. K Factor 4T 0 1.109 1E 3.962 22.417 32.618 0 to 150 3.962 9.709 0 48 0 0 26.379 0 0 Vel 0 48 0 1.104 1E 2.565 5.250 42.326 0 to 120 2.565 2.274 0 48X 0 0 7.815 0 0 Vel 0 48X 0 1.104 1T 6.413 2.917 44.600 0 to 120 6.413 0.144 0 4X 0 0 9.330 0 0 Vel 0 Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 _c Mechanical / Encompass Page 9 JNEGATE APTS. Date Hyd. Qa Dia. Fitting Pipe. pt pt Ref. "en or Ftng's Pe Pv ******* Notes ****** Point Qt Pf!UL Eqv. Ln. Total Pf Pn 44.744 K Factor 200T -4.88 2.154 1E 6.112 137.250 44.682 to 120 6.112 401X -4.88 -0.0003 143.362 -0.041 Vel -0.430 401X 2.62 2.154 1T 12.224 25.542 44.640 to 120 12.224 501X -2.26 -0.0001 37.766 -0.003 Vel -0.199 501X -2.62 2.154 1T 12.224 50.667 44.638 to 120 12.224 200X -4.88 -0.0003 62.891 -0.018 Vel = -0.430 -4.88 44.620 K Factor = -0.73 201T -4.88 2.154 1E 6.112 213.417 44.682 to 120 6.112 201X -4.88 -0.0003 219.529 -0.063 Vel = -0.430 -4.88 44.619 K Factor = -0.73 300A 0 2.154 1E 6.112 59.083 44.608 0 to 120 6.112 0 300C 0 0 65.195 0 0 Vel = 0 44.608 K Factor 301A 0 2.154 IE 6.112 59.083 44.608 0 to 120 6.112 0 301C 0 0 65.195 0 0 Vel = 0 44.608 K Factor 300X 0 2.154 1E 6.112 21. 625 44.608 0 to 120 6.112 0 300T 0 0 27.737 0 0 Vel = 0 44.608 K Factor 301X 0 2.154 1E 6.112 21. 625 44.608 0 to 120 6.112 0 301T 0 0 27.737 0 0 Vel = 0 44.608 K Factor 200T 4.88 2.154 1T 12.224 1. 000 44.682 to 120 12.224 0.433 2008 4.88 0.0003 13.224 0.004 Vel 0.430 4.88 45.119 K Factor 0.73 201T 4.88 2.154 1T 12.224 1. 000 44.682 to 120 12.224 0.433 2018 4.88 0.0003 13.224 0.004 Vel 0.430 Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 crt Mechanical / Encompass Page 10 _l'ONEGATE APTS. Date Hyd. Qa Dia. Fitting Pipe pt pt Ref. "e" or Ftng's Pe Pv ******* Notes ****** Point Qt Pf!UL Eqv. . Ln. Total Pf Pn 4.88 45.119 K Factor 0.73 200X -4.88 2.154 IT 12.224 1. 000 44.620 to 120 12.224 0.433 200Y -4.88 -0.0003 13.224 -0.004 Vel = -0.430 -4.88 45.049 K Factor -0.73 201X -4.88 2.154 IT 12.224 1. 000 44.619 to 120 12.224 0.433 201Y -4.88 -0.0003 13.224 -0.004 Vel = -0.430 -4.88 45.048 K Factor = -0.73 300A 0 2.154 1T 12.224 1. 000 44.608 0 to 120 12.224 0.433 0 300B 0 0 13.224 0 0 Vel = 0 45.041 K Factor 301A 0 2.154 1T 12.224 1. 000 44.608 0 to 120 12.224 0.433 0 301B 0 0 13.224 0 0 Vel = 0 45.041 K Factor 300C 0 2.154 1T 12.224 1. 000 44.608 0 to 120 12.224 0.433 0 300D 0 0 13.224 0 0 Vel = 0 45.041 K Factor 301C 0 2.154 1T 12.224 1. 000 44.608 0 to 120 12.224 0.433 0 301D 0 0 13.224 0 0 Vel = 0 45.041 K Factor 300X 0 2.154 1T 12.224 1. 000 44.608 0 to 120 12.224 3.681 0 300Y 0 0 13.224 0 0 Vel = 0 48.289 K Factor 301X 0 2.154 1T 12.224 1. 000 44.608 0 to 120 12.224 0.433 0 301Y 0 0 13.224 0 0 Vel 0 45.041 K Factor 300T 0 2.154 1T 12.224 1. 000 44.608 0 to 120 12.224 0.433 0 300B 0 0 13.224 0 0 Vel 0 Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 _t Mechanical / Encompass Page 11 JNEGATE APTS. Date Hyd. Qa Dia. Fitting Pipe pt pt Ref. "e" or Ftng's Pe Pv ******* Notes ****** Point Qt Pf/UL Eqv. Ln. Total Pf Pn 45.041 K Factor 301T 0 2.154 1T 12.224 1. 000 44.608 0 to 120 12.224 0.433 0 3018 0 0 13.224 0 0 Vel = 0 45.041 K Factor 200Y -4.88 2.703 9.125 45.049 to 120 201Y -4.88 -0.0001 9.125 -0.001 Vel -0.273 201Y -4.88 2.703 1E 9.325 11.083 45.048 to 120 9.325 3018 -9.76 -0.0003 20.408 -0.007 Vel -0.546 3018 0 2.703 9.125 45.041 0 to 120 0 3008 0 0 9.125 0 0 Vel = 0 45.041 K Factor 3000 -0.01 2.703 9.125 45.041 to 120 301D -0.01 9.125 Vel -0.001 3010 0 2.703 25.542 45.041 0 to 120 0 301Y 0 0 25.542 0 0 Vel 0 301Y -0.01 2.703 9.125 45.041 to 120 3.248 300Y -0.01 9.125 Vel = -0.001 -0.01 48.289 K Factor = 400 -1.13 2.154 25.583 44.639 to 120 500 -1.13 25.583 Vel = -0.099 -1.13 44.639 K Factor = -0.17 401 -1.49 2.154 25.583 44.639, to 120 501 -1.49 25.583 -0.001 Vel = -0.131 -1.49 44.638 K Factor = -0.22 400 1.13 2.154 8.500 44.639 to 120 401 1.13 8.500 Vel 0.099 401 1. 49 2.154 9.833 44.639 to 120 401X 2.62 0.0001 9.833 0.001 Vel 0.231 Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 -,ert Mechanical / Encompass Page 12 .Jl'ONEGATE APTS. Date Hyd. Qa Dia. Fitting Pipe pt pt Ref. "en or Ftng's Pe Pv ******* Notes ****** Point Qt Pf/UL Eqv. Ln. Total Pf Pn 2.62 44.640 K Factor 0.39 500 -1.13 2.154 8.500. 44.639 to 120 501 -1.13 8.500 Vel -0.099 501 ,..1. 49 2.154 9.833 44.639 to 120 501X -2.62 -0.0001 9.833 -0.001 Vel = -0.231 -2.62 44.638 K Factor = -0.39 202T -4.63 2.154 1E 6.112 300.208 44.828 to 120 6.112 302T -4.63 -0.0003 306.320 -0.080 Vel = -0.408 -4.63 44.748 K Factor = -0.69 203T 0 2.154 1E 6.112 292.208 44.834 0 to 120 6.112 3.537 0 303T 0 0 298.320 0 0 Vel = 0 48.371 K Factor 204T -6.61 2.154 1E 6.112 35. 167 44.830 to 120 6.112 205X -6.61 -0.0005 41.279 -0.021 Vel -0.582 205X 3.29 2.154 1T 12.224 119.000 44.809 to 120 12.224 305X -3.32 -0.0001 131.224 -0.019 Vel -0.292 305X -3.29 2.154 1T 12.224 79.083 44.791 to 120 12.224 4X -6.61 -0.0005 91. 307 -0.046 Vel -0.582 4X 2.154 1T 12.224 3.292 44.744 to 120 12.224 405X -6.61 -0.0005 15.516 -0.008 Vel -0.582 405X 6.26 2.154 1T 12.224 9.917 44.737 to 120 12.224 3XX -0.35 22.141 Vel -0.031 3XX 2.154 IT 12.224 19.750 44.737 to 120 12.224 304T -0.35 31.974 Vel = -0.031 -0.35 44.737 K Factor -0.05 202T 4.63 2.154 1T 12.224 0.667 44.828 to 120 12.224 0.289 2028 4.63 0.0002 12.891 0.003 Vel = 0.408 4.63 45.120 K Factor = 0.69 Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 ~ Mechanical / Encompass Page 13 _,-lEGATE APTS. Date Hyd. Qa Dia. Fitting Pipe pt pt Ref. "e" or Ftng's Pe Pv ******* Notes ****** Point Qt Pf/UL Eqv. Ln. Total Pf Pn 203T 0 2.154 1T 12.224 0.667 44.834 0 to 120 12.224 0.289 0 2038 0 0 12.891 0 0 Vel = 0 45.123 K Factor 204T 6.61 2.154 IT 12.224 0.667 44.830 to 120 12.224 0.289 2048 6.61 0.0005 12.891 0.007 Vel = 0.582 6.61 45.126 K Factor = 0.98 302T -4.63 2.154 1T 12.224 0.667 44.748 to 120 12.224 0.289 3038 -4.63 -0.0002 12.891 ~0.003 Vel = -0.408 -4.63 45.034 K Factor = -0.69 304T -0.35 2.154 1T 12.224 0.667 44.736 to 120 12.224 0.289 304B -0.35 12.891 Vel = -0.031 -0.35 45.025 K Factor = -0.05 205 -1. 71 2.154 1T 12.224 119.000 44.658 to 120 12.224 305 -1. 71 131.224 -0.005 Vel = -0.151 -1. 71 44.653 K Factor = -0.26 206 -1. 59 2.154 1T 12.224 119.000 44.658 to 120 12.224 306 -1. 59 131.224 -0.005 Vel = -0.140 -1. 59 44.653 K Factor = -0.24 206 1. 59 2.154 9.125 44.658 to 120 205 1. 59 9.125 Vel 0.140 205 1. 70 2.154 1T 12.224 10.500 44.658 to 120 4E 6.112 36.671 0.144. 205X 3.29 0.0001 47.171 0.007 Vel = 0.290 3.29 44.809 K Factor = 0.49 306 -1. 59 2.154 9.125 44.653 to 120 305 -1. 59 9.125 Vel -0.140 305 -1. 70 2.154 1T 12.224 10.500 44.653 to 120 4E 6.112 36.671 0.144 305X -3.29 -0.0001 47.171 -0.007 Vel -0.290 Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 _.ct Mechanical / Encompass Page 14 -LONEGATE APTS. Date Hyd. Qa Dia. Fitting Pipe pt pt Ref. "e" or Ftng's Pe Pv ******* Not,es ****** Point Qt Pf/UL Eqv. Ln. Total Pf Pn -3.29 44.790 K Factor = -0.49 405 5.08 2.154 1T 12.224 1. 167 44.571 to 120 12.224 2X 5.08 0.0003 13.391 0.004 Vel 0.447 2X 2.154 1T 12.224 28.500 44.575 to 120 12.224 505T 5.08 0.0003 40.724 0.013 Vel 0.447 5.08 44.588 K Factor 0.76 406 -11. 34 2.154 1T 12.224 1. 167 44.558 to 120 12.224 1X -11. 34 -0.0013 13.391 -0.018 Vel -0.998 1X 21. 00 2.154 1T 12.224 28.500 44.540 to 120 12.224 506T 9.66 0.0010 40.724 0.041 Vel = 0.851 9.66 44.581 K Factor = 1. 45 406 11. 34 2.154 9.125 44.558 to 120 405 11.34 0.0014 9.125 0.013 Vel 0.998 405 -5.08 2.154 IT 12.224 10.417 44.571 to 120 4E 6.112 36.671 0.144 405X 6.26 0.0004 47.088 0.021 Vel = 0.551 6.26 44.736 K Factor = 0.94 505T 5.08 2.154 1E 6.112 1. 000 44.588 to 120 6.112 0.433 5058 5.08 0.0003 7.112 0.002 Vel = 0.447 5.08 45.023 K Factor = 0.76 506T 9.66 2.154 1E 6.112 1. 000 44.581 to 120 6.112 3.681 5068 9.66 0.0010 7.112 0.007 Vel = 0.851 9.66 48.269. K Factor = 1. 39 2008 4.88 4.31 1T 27.874 9.125 45.118 to 120 27.874 2018 4.88 36.999 Vel 0.107 2018 4.88 4.31 1T 27.874 8.833 45.119 to 120 27.874 2028 9.76 36.707 0.001 Vel 0.215 202B 4.63 4.31 1T 27 . 874 8.500 45.120 to 120 27.874 2038 14.39 0.0001 36.374 0.003 Vel 0.316 2038 4.31 1T 27.874 8.500 45.123 to 120 27.874 2048 14.39 0.0001 36.374 0.003 Vel 0.316 Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 ,.ct Mechanical / Encompass Page 15 ~0NEGATE APTS. Date Hyd. Qa Dia. Fitting Pipe pt pt Ref. "Cn or Ftng's Pe Pv ******* Notes ****** Point Qt Pf/UL Eqv. Ln. Total Pf .Pn 2048 6.61 4.31 1T 27 . 874 25.875 45.125 to 120 4E 13 . 937 83.622 TOR 21. 00 0.0001 109.497 0.016 Vel = 0.462 21. 00 45.141 K Factor = 3.13 3008 0 3.314 1T 21. 838 9.125 45.041 0 to 120 21.838 0 3018 0 0 30.963 0 0 Vel 0 3018 -9.76 3.314 IT 21. 838 8.833 45.041 to 120 21. 838 3028 -9.76 -0.0001 30.671 -0.004 Vel = -0.363 302B 3.314 IT 21. 838 8.500 45.037 to 120 21.838 3038 -9.76 -0.0001 30.338 -0.004 Vel -0.363 3038 -4.63 3.314 1T 21.838 8.500 45.033 to 120 21.838 3048 -14.39 -0.0003 30.338 -0.008 Vel -0.535 3048 -0.35 3.314 8.750 45.025 to 120 5058 -14.74 -0.0002 8.750 -0.002 Vel -0.548 5058 5.08 3.314 9.125 45.023 to 120 3.248 5068 -9.66 -o.oooi 9.125 -0.001 Vel = -0.359 -9.66 48.270 K Factor = -1. 39 TOR 21.00 4.31 6.500 45.141 to 120 2.815 BOR 21.00 0.0002 6.500 0.001 Vel 0.462 BOR 4.31 1B 16.724 3.042 47.957 to 120 1G 2.787 91. 983 8ASE 21. 00 0.0001 IS 30.661 95.02.5 0.014 Vel 0.462 1E 13.937 1T 27.874 BASE 50.00 6.16 70.000 47.971 Qa = 50 to 140 3.032 UG1 71.00 0.0002 70.000 0.013 Vel = 0.764 UG1 6.16 1G 4.304 50.000 51.016 to 140 4.304 UG2 71.00 0.0002 54.304 0.010 Vel = 0.764 UG2 50.00 20.57 1T 207.444 110.000 51. 026 Qa = 50 to 140 207.444 TEST 121.00 317.444 Vel = 0.117 121. 00 51.026 K Factor = 16.94 Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 II . _ _ Fire Protection by Computer Design Gilbert Mechanical/Encompass 4451' W. 76th St. Edina MN 55435 952.835.3810 Job Name Building Location System Contract Data File STONEGATE APTS. REMOTE AREA #4 THIRD FLOOR 6630F STNGT4.WXF Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 _uert Mechanical/Encompass STONEGATE APTS. ,Page 2 Date Hydrauiic Design Information Sheet Name - STONEGATE APARTMENTS Location - THIRD FLOOR Building - REMOTE AREA #4 Contractor - GILBERT MECHANICAL./ ENCOMPASS Calculated By - BRE~T STIFTER Construction: (X) Combustible () Non-Combustible Occupancy - Date - 1-11-02 System No. - Contract No. - 6630F Drawing No. - F4 Ceiling Height - 8'-0" S y S T E M (X) NFPA 13 Lt. Haz. Ord.Haz.Gp. (X) 1 ( ) 2 ( ) 3 ( ) EX.Haz. ( ) NFPA 231 NFPA 231C ( ) Figure Curve Other Specific Ruling Made By Date o E S I G N Area of Sprinkler Operation - 269.941 System Type Sprinkler/Nozzle Density - .15 (X) Wet Make RELIABLE Area Per Sprinkler - 130 ( ) Dry Model F1 FR Elevation at Highest Outlet - 36.167 ( ) Deluge Size 1/2" Hose Allowance - Inside - 100 ( ) Pre action K-Factor 5.62 Rack Sprinkler Allowance ( ) Other Temp.Rat.155 Hose Allowance - Outside - 150 Note Calculation Summary Flow Required - 331.72 Press Required - 36.938 C-Factor Used: VARIES Overhead 140 At Test Underground W A T E R Water Flow Test: Date of Test - 8-3-01 Time of Test - 8:00 A.M. Static Press - 71 Residual Press - 71 Flow - 1319 Elevation - STREET Pump Data: Tank or Reservoir: Cap. - Elev.- Rated Cap.- @ Press Elev. Well Proof Flow S U P P L Y Location - TORONTO AVE. AND TOWER RD. PRIOR LAKE Source of Information - CITY OF PRIOR LAKE C o M M Commodity Storage Ht. Storage Method: Class Area Location Aisle W. Palletized % Rack Solid Piled % S T o R A G E Single Row Double Row Mult. Row Conven. Pallet Slave Pallet ( ) Auto. Storage ( ) Solid Shelf ( ) Open Shelf Encap. Non R A C K Fl ue Spacing Longitudinal Clearance:Storage to Ceiling Transverse Horizontal Barriers provided: Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 I H UJ H 0-. UJ CO::E:::E:~O-. (Y)ll<ll<l9 H::8O'\l9l9 ~ UJO-. 'OONO ll< 19 '" .. Lf) r- . (Y)~N '"" (Y) N .. rl (Y) '" r- .. >, ~ (Y) N 'al+J (Y).. . M H..-I "0 .. i:::: co co ::l U i:::: "0 ..-1 rl"Ul COi::::O\ :3: (J) -n S co H "Oal"OalE:(1j g~~,:x;Q~::E: jss~~st (1jalalalalalal :>+J+JUlUl+J4-l al Ul (J) 0 0 Ul CO rj &;' ~:I: :I: &;' UJ I I I I MNN (Y) aaa a - o o co M - o o '" M - r- co 0 (Y) 0 0 0 (Y) ""' rl ,:x; al UJ al :J 0\ +J N co co U 0-. a co Lf) :r: +J co ro - z a M 0. S co ~ b .c oZ "0 ll< N i:::: rl~ -,-1 :s: :s: 0 H - ~ M rl rl 0 al 0 0 +J ::J rl 0 ~ - U i:::: 0 H Ul H 0 Ul UJ co U co Hll<::E: al fg UJ 0.. +J o..rll9 - co 0 r- H u rl 0'\ "0 i:::: r- .. M 0 >, ril al(y) 0 :r: "Hrl '" '- Q) ::l :>. >, H Ul .. .Q rl rl ::J Ul ~ - co 0. Ul al 0 0 Ul u 0. UlHrl 0 S ..-1 ::l alO-.r... "" (1j i:::: UJ UJ H ~18 l-l co E-< o...-irl ::! -' 0 0\ ..c: 0.. H co ro -:; 0 ,:x; .0 U al U ::l ::J I I I I N H al +J .,-1 "0 "0 ll< ::E: ril co +J .,-1.,-1 - E-< :s: co Ul Ul H +J t3 +JalQ) 0 0 0 0 0 0 al H >'UJ~O:: Lf) "" (Y) N M 0 0 0 0 0 0 0 0 0 0 +J al W +J I I I M .-! M rl rl rl 0'\ co r- \D Lf) "" (Y) N rl ::J .Q Z ..-1 MNN ~ rl 0 U UUU 0-. 0:: w UJ UJ :J 0:: W ..-1 E-< 0 19 UJ U _0ert Mechanical/Encompass STONEGATE APTS. Page 4 Date Fitting Legend Abbrev. Name A B C o E F G H I J K L M N o P Q R S T U V W X Y Z Generic Alarm Va Generic Butterfly Valve Roll Groove Coupling Dry Pipe Valve 90' Standard Elbow 45' Elbow Gate Valve 45' Grvd-Vic Elbow 90' Grvd-Vic Elbow 90' Grvd-Vic Tee Detector Check Valve Long Turn Elbow Medium Turn Elbow PVC Standard Elbow PVC Tee Branch PVC 45' Elbow Flow Control Valve PVC Coupling/Run Tee Swing Check Valve 90' Flow thru Tee 45' Firelock Elbow 90' Firelock Elbow Wafer Check Valve 90' Firelock Tee Mechanical Tee Flow Switch Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 ~Dert Mechanical / Encompass Page 5 STONEGATE APTS. Date Unadjusted Fittings Table 1/2 3/4 1 1 1/4 1 1/2 2 2 1/2 3 3 1/2 4 A 7.7 21.5 17 .0 B 7 10 12 C 1 1 1 1 1 1 1 1 1 1 D 9.5 17 28 E 2 2 2 3 4 5 6 7 8 10 F 1 1 1 1 2 2 3 3 3 4 G 1 1 1 1 2 H 1 1.5 2 2 3 3 3.5 3.5 I 2 3 4 3.5 6 5.0 8 7 J 4.5 6 8 8.5 10.8 13 17 16 K 14 14 L 1 1 2 2 2 3 4 5 5 6 M 2 2 3 3 4 5 6 6 8 N 7 7 7 8 9 11 12 13 0 3 3 5 6 8 10 12 15 p 1 1 1 2 2 2 3 4 Q 18 29 35 R 1 1 1 1 1 1 2 2 s 4 5 5 7 9 11 14 16 19 22 T 3 4 5 6 8 10 12 15 17 20 u 1.8 2.2 2.6 3.4 V 3.5 4.3 5 6.8 W 10.3 x 8.5 10.8 13 16 y 2.0 4.0 5.0 6.0 8.0 10.5 12.5 15.5 22 Z 2 2 2 3 4 5 6 7 8 10 5 6 8 10 12 14 16 18 20 24 A 17 27 29 B 9 10 12 19 21 C 1 1 1 1 1 1 1 1 1 1 D 47 E 12 14 18 22 27 35 40 45 50 61 F 5 7 9 11 13 17 19 21 24 28 G 2 3 4 5 6 7 8 10 11 13 H 4.5 5 6.5 8.5 10 18 20 23 25 30 I 8.5 10 13 17 20 23 25 33 36 40 J 21 25 33 41 50 65 78 88 98 120 K 36 55 45 L 8 9 13 16 18 24 27 30 34 - 40 M 10 12 16 19 22 N 0 p Q 33 R S 27 32 45 55 65 76 87 98 109 130 T 25 30 35 50 60 71 81 91 101 121 U 4.2 5.0 5.0 v 8.5 10 13 W 13.1 31. 8 35.8 27.4 X 21 25 33 y z 12 14 18 22 27 35 40 45 50 61 Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 ..,ert Mechanical / Encompass Page 6 STONE GATE APTS. Date Node Elevation K-Fact pt Pn Flow Density Area Press No. Actual Actual Added Req. Req. 1T 36.167 16.93 na 1B 13.75 26.64 na 1BX 8.5 28.92 na 2T 36.167 16.92 na 2B 13.75 26.63 na 2BX 8.5 28.9 na 3T 36.167 16.87 na 3X 36.167 16.87 na 3B 13.75 26.58 na 3BX 8.5 28.86 na 4T 36.167 16.75 na 4B 13.75 26.46 na 4BX 8.5 28.74 na 200T 8.5 30.03 na 401X 8.5 29.57 na 501X 8.5 29.54 na 201T 8.5 30.03 na 300A 8.5 29.22 na 301A 8.5 29.22 na 300X 8.5 29.22 na 301X 8.5 29.22 na 200T 8.5 30.03 na 201T 8.5 30.03 na 200X 8.5 29.34 na 201X 8.5 29.33 na 300A 8.5 29.22 na 301A 8.5 29.22 na 300C 8.5 29.22 na 301C 8.5 29.22 na 300x 8.5 29.22 na 301X 8.5 29.22 na 300T 8.5 29.22 na 301T 8.5 29.22 na 200Y 7.5 29.74 na 20lY 7.5 29.73 na 301B 7.5 29.65 na 300D 7.5 29.65 na 301D 7.5 29.65 na 30lY 7.5 29.65 na 400 8.5 29.56 na 401 8.5 29.56 na 400 8.5 29.56 na 401 8.5 29.56 na 500 8.5 29.55 na 501 8.5 29.55 na 202T 8.167 30.19 na 203T 8.167 30.26 na 204T 8.167 30.19 na 205X 8.167 29.86 na 305X 8.167 29.58 na 8T 36.167 5.62 14 na 21. 03 .15 130 7 8X 13.75 25.32 na 8B 8.167 28.32 na 6T 36.167 5.62 14 .23 na 21.2 .15 130 7 6X 13.75 25.58 na 6B 8.167 28.59 na 8BX 8.167 28.86 na 6BX 8.167 28.84 na 4X 8.167 28.88 na 405X 8.167 28.91 na 3XX 8.167 29 na 202T 8.167 30.19 na 203T 8.167 30.26 na 204T 8.167 30.19 na 302T 8.167 29.31 na Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 _0ert Mechanical / Encompass Page 7 STONEGATEAPTS. Date Node Elevation K-Fact pt Pn Flow Density Area Press No. Actual Added Req. Req. 304T 8.167 29.13 na 205 8.5 29.62 na 206 8.5 29.61 na 206 8.5 29.61 na 205 8.5 29.62 na 306 8.5 29.54 na 305 8.5 29.53 na 405 8.5 28.86 na 2X 8.5 28.9 na 406 8.5 28.88 na Ix 8.5 28.92 na 406 8.5 28.88 na 5T 36.167 5.62 12.66 na 20 .15 130 7 5X 13.75 23.84 na 5B 8.5 26.65 na 7T 36.167 5.62 12.04 na 19.5 .15 130 7 7X 13.75 23.4 na 7B 8.5 26.53 na 7BX 8.5 27.45 na 5BX 8.5 27.71 na 405 8.5 28.86 na 5XX 8.5 28.73 na 505T 8.5 29.01 na 506T 8.5 29.01 na 200B 7.5 30.5 na 201B 7.5 30.5 na 202B 7.5 30.52 na 203B 7.5 30.55 na 204B 7.5 30.58 na 300B 7.5 29.65 na 301B 7.5 29.65 na 302B 7.5 29.61 na 303B 7.5 29.56 na 304B 7.5 29.48 na 505B 7.5 29.47 na TOR 7.5 30.77 na BOR 1 33.6 na BASE 1 33.77 na 100 UG1 -6 36.88 na UG2 -6 36.93 na 150 TEST -6 36.94 na The maximum velocity is 7.11 and it occurs in the pipe between nodes 6X and 6B Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 _~Dert Mechanical / Encompass Page 8 STONEGATE APTS. Date Hyd. Qa Dia. Fitting Pipe pt pt Ref. "e" or Ftng's Pe Pv ******* Notes ****** Point Qt Pf/UL Eqv. Ln. Total Pf Pn 1T 0 1.109 1E 3.962 22.417 16.933 0 to 150 3.962 9.709 0 1B 0 0 26.379 0 0 Vel 0 1B 0 1.104 1E 3.876 5.250 26.642 0 to 150 3.876 2.274 0 18X 0 0 9.126 0 0 Vel 0 18X 0 1.104 1T 6.413 2.500 28.916 0 to 120 6.413 0 1X 0 0 8.913 0 0 Vel = 0 28.916 K Factor 2T 0 1.109 1E 3.962 22.417 16.917 0 to 150 3.962 9.709 0 28 0 0 26.379 0 0 Vel 0 28 0 1.104 1E 2.565 5.250 26.626 0 to 120 2.565 2.274 0 28X 0 0 7.815 0 0 Vel 0 28X 0 1.104 1T 6.413 1. 000 28.899 0 to 120 6.413 0 2X 0 0 7.413 0 0 Vel = 0 28.899 K Factor 3T 0 1.109 1E 3.962 3.083 16.874 0 to 150 3.962 0 3X 0 0 7.045 0 0 Vel 0 3X 0 1.109 1T 9.906 22.417 16.874 0 to 150 9.905 9.709 0 38 0 0 32.322 0 0 Vel 0 38 0 1.104 1E 2.565 5.250 26.582 0 to 120 2.565 2.274 0 38X 0 0 7.815 0 0 Vel 0 38X 0 1.104 1T 6.413 3.708 28.856 0 to 120 6.413 0.144 0 3XX 0 0 10.121 0 0 Vel = 0 29.000- K Factor 4T 0 1.109 1E 3.962 22.417 16.754 0 to 150 3.962 9.709 0 48 0 0 26.379 0 0 Vel 0 48 0 1.104 1E 2.565 5.250 26.463 0 to 120 2.565 2.274 0 48X 0 0 7.815 0 0 Vel 0 48X 0 1.104 1T 6.413 2.917 28.736 0 to 120 6.413 0.144 0 4X 0 0 9.330 0 0 Vel 0 Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 _uert Mechanical / Encompass Page 9 STONE GATE APTS. Date Hyd. Qa Dia. Fitting Pipe pt pt Ref. "err or Ftng's Pe Pv ******* Notes ****** Point Qt Pf!UL Eqv. Ln. Total Pf Pn 28.880 K Factor = 200T -17.83 2.154 1E 6.112 137.250 30.026 to 120 6.112 401X -17.83 -0.0032 143.362 -0.454 Vel -1. 570 401X 9.58 2.154 1T 12.224 25.542 29.572 to 120 12.224 501X -8.25 -0.0008 37.766 -0.029 Vel -0.726 501X -9.58 2.154 1T 12.224 50.667 29.543 to 120 12.224 200X -17.83 -0.0032 62.891 -0.199 Vel = -1.570 -17.83 29.344 K Factor = -3.29 201T -17.84 2.154 1E 6.112 213.417 30.030 to 120 6.112 201X -17.84 -0.0032 219.529 -0.696 Vel = -1.571 -17.84 29.334 K Factor = -3.29 300A 0 2.154 1E 6.112 59.083 29.215 0 to 120 6.112 0 300C 0 0 65.195 0 0 Vel = 0 29.215 K Factor 301A 0 2.154 1E 6.112 59.083 29.215 0 to 120 6.112 0 301C 0 0 65.195 0 0 Vel = 0 29.215 K Factor .300X 0 2.154 1E 6.112 21. 625 29.215 0 to 120 6.112 0 300T 0 0 27.737 0 0 Vel = 0 29.215 K Factor 301X 0 2.154 1E 6.112 21. 625 29.215 0 to 120 6.112 0 301T 0 0 27.737 0 0 Vel = 0 29.215 K Factor 200T 17.83 2.154 1T 12.224 1.000 30.026 to 120 12.224 0.433 200B 17.83 0.0032 13.224 0.042 Vel 1. 570 17 .83 30.501 K Factor 3.23 201T 17.84 2.154 1T 12.224 1. 000 30.030 to 120 12.224 0.433 201B 17.84 0.0032 13.224 0.042 Vel 1.571 Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 ~0ert Mechanical / Encompass Page 10 STONEGATE APTS. Date Hyd. Qa Dia. Fitting Pipe pt pt Ref. "C" or Ftng's Pe Pv ******* Notes ****** Point Qt Pf/UL Eqv. Ln. Total Pf Pn 17.84 30.505 K Factor 3.23 200X -17.83 2.154 1T 12.224 1. 000 29.344 to 120 12.224 0.433 200Y -17.83 -0.0032 13.224 -0.042 Vel = -1.570 -17.83 29.735 K Factor = -3.27 201X -17.84 2.154 1T 12.224 1. 000 29.334 to 120 12.224 0.433 201Y -17.84 -0.0032 13.224 -0.042 Vel = -1.571 -17.84 29.725 K Factor = -3.27 300A 0 2.154 1T 12.224 1. 000 29.215 0 to 120 12.224 0.433 0 300B 0 0 13.224 0 0 Vel = 0 29.648 K Factor 301A 0 2.154 1T 12.224 1. 000 29.215 0 to 120 12.224 0.433 0 301B 0 0 13.224 0 0 Vel = 0 29.648 K Factor 300C 0 2.154 1T 12.224 1. 000 29.215 0 to 120 12.224 0.433 0 3000 0 0 13.224 0 0 Vel = 0 29.648 K Factor 301C 0 2.154 1T 12.224 1. 000 29.215 0 to 120 12.224 0.433 0 301D 0 0 13.224 0 0 Vel 0 29.648 K Factor 300X 0 2.154 1T 12.224 1. 000 29.215 0 to 120 12.224 3.681 0 300Y 0 0 13.224 0 0 Vel = 0 32.896 K Factor 301X 0 2.154 1T 12.224 1. 000 29.215 0 to 120 12.224 0.433 0 301Y 0 0 13.224 0 0 Vel 0 29.648 K Factor 300T 0 2.154 IT 12.224 1. 000 29.215 0 to 120 12.224 0.433 0 300B 0 0 13.224 0 0 Vel 0 Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 .~Dert Mechanical / Encompass Page 11 STONEGATE APTS. Date Hyd. Qa Dia. Fitting Pipe pt pt Ref. "C-" or Ftng's Pe Pv ******* Notes ****** Point Qt Pf/UL Eqv. Ln. Total Pf Pn 29.648. K Factor 301T 0 2.154 1T 12.224 1. 000 29.215 0 to 120 12.224 0.433 0 3018 0 0 13.224 0 0 Vel = 0 29.648 K Factor 200Y -17.83 2.703 9.125 29.735 to 120 201Y -17.83 -0.0011 9.125 -0.010 Vel -0.997 201Y -17.84 2.703 1E 9.325 11.083 29.726 to 120 9.325 3018 -35.67 -0.0038 20.408 -0.077 Vel -1. 994 3018 0 2.703 9.125 29.648 0 to 120 0 3008 0 0 9.125 0 0 Vel = 0 29.648 K Factor 300D -0.01 2.703 9.125 29.648 to 120 3010 -0.01 9.125 Vel -0.001 301D 0 2.703 25.542 29.648 0 to 120 0 301Y 0 0 25.542 0 0 Vel 0 301Y -0.01 2.703 9.125 29.648 to 120 3.248 300Y -0.01 9.125 Vel -0.001 -0.01 32.896 K Factor 400 -4.13 2.154 25.583 29.560 to 120 500 -4.13 -0.0002 25.583 -0.005 Vel = -0.364 -4.13 29.555 K Factor = -0.76 401 -5.45 2.154 25.583 29.562_ to 120 501 -5.45 -0.0004 25.583 -0.009 Vel = -0.480 -5.45 29.553 K Factor = -1. 00 400 4.13 2.154 8.500 29.560 to 120 401 4.13 0.0002 8.500 0.002 Vel 0.364 401 5.45 2.154 9.833 29.562 to 120 401X 9.58 0.0010 9.833 0.010 Vel 0.843 Computer Programs by Hydratec Inc. Route 111. Windham N.H. USA 03087 _~Dert Mechanical / Encompass Page 12 STONEGATE APTS. Date Hyd. Qa Dia. Fitting Pipe pt pt Ref. "C" or Ftng's Pe Pv ******* Notes ****** Point Qt Pf!UL Eqv. Ln. Total Pf Pn 9.58 29.572 K Factor 1. 76 500 -4.13 2.154 8.500 29.555 to 120 501 -4.13 -0.0002 8.500 -0.002 Vel -0.364 501 -5.'45 2.154 9.833 29.553 to 120 501X -9.58 -0.0010 9.833 -0.010 Vel = -0.843 -9.58 29.543 K Factor = -1.76 202T -16.94 2.154 1E 6.112 300.208 30.193 to 120 6.112 302T -16.94 -0.0029 306.320 -0.882 Vel = -1.491 -16.94 29.31i K Factor = -3.13 203T 0 2.154 1E 6.112 292.208 30.259 0 to 120 6.112 3.537 0 303T 0 0 298.320 0 o . Vel = 0 33.796 K Factor 204T -29.11 2.154 1E 6.112 35.167 30.187 to 120 6.112 205X -29.11 -0.0078 41.279 -0.324 Vel -2.563 205X 14.50 2.154 1T 12.224 119.000 29.864 to 120 12.224 305X -14.61 -0.0022 131.224 -0.287 Vel -1.286 305X -14.50 2.154 1T 12.224 79.083 29.576 to 120 12.224 8BX -29.11 -0.0078 91.307 -0.716 Vel = -2.563 -29.11 28.860 K Factor -5.42 8T 21.03 1.109 22.417 13.998 K Factor 5.62 to 150 9.709 8X 21. 03 0.0721 22.417 1. 616 Vel = 6.985 8X 1. 104 5.250 25.322_ to 120 2.418 8B 21. 03 0.1114 5.250 0.585 Vel 7.048 88 1.104 1E 2.565 2.250 28.324 to 120 2.565 8BX 21. 03 0.1113 4.815 0.536 Vel = 7.048 21. 03 28.860 K Factor 3.91 6T 21. 20 1.109 22.417 14.229 K Factor 5.62 to 150 9.709 6X 21. 20 0.0732 22.417 1.640 Vel = 7.041 Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 _~bert Mechanical / Encompass Page 13 STONE GATE APTS. Date Hyd. Qa Dia. Fitting Pipe pt pt Ref. "e" or Ftng's Pe Pv ******* Notes ****** Point Qt Pf/UL Eqv. Ln. Total Pf Pn 6X 1.104 5.250 25.577 to 120 2.418 6B 21. 20 0.1130 5.250 G.593 Vel 7.105 . 6B 1.104 2.250 28.589 to 120 6BX 21. 20 0.1129 2.250 0.254 Vel = 7.105 21. 20 28.843 K Factor = 3.95 8BX -8.09 2.154 1T 12.224 11. 625 28.860 to 120 12.224 68X -8.09 -0.0007 23.849 ';';0.017 Vel -0.712 6BX 21. 20 2.154 1T 12.224 8.875 28.843 to 120 12.224 4X 13.11 0.0018 21.099 0.038 Vel 1.154 4X 2.154 1T 12.224 3.292 28.881 to 120 12.224 405X 13.11 0.0018 15.516 0.028 Vel 1.154 405X 7.54 2.154 1T 12.224 9.917 28.909 to 120 12.224 3XX 20.65 0.0042 22.141 0.092 Vel = 1. 818 3XX 2.154 1T 12.224 19.750 29.000 to 120 12.'224 304T 20.65 0.0042 31.974 0.133 Vel = 1. 818 20.65 29.133 K Factor = 3.83 202T 16.94 2.154 1T 12.224 0.667 30.193 to 120 12.224 0.289 202B 16.94 0.0029 12.891 0.037 Vel = 1.491 16.94 30.519 K Factor = 3.07 203T 0 2.154 1T 12.224 0.667 30.259 0 to 120 12.224 0.289 0 2038 G 0 12.891 0 0 Vel = 0 30.548 K Factor 204T 29.11 2.154 1T 12.224 0.667 30.187 to 120 12.224 0.289 204B 29.11 0.0078 12.891 0.101 Vel = 2.563 29.11 30.577 K Factor = 5.26 302T -16.94 2.154 1T 12.224 0.667 29.311 to 120 12.224 0.289 3038 -16.94 -0.0029 12.891 -0.037 Vel = -1.491 -16.94 29.563 K Factor = -3.12 Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 _~bert Mechanical I Encompass Page 14 STONEGATE APTS. Date Hyd. Qa Dia. Fitting Pipe pt pt Ref. "C" or Ftng's Pe Pv ******* Notes ****** Point Qt . Pf/UL . Eqv. Ln. Tot~l Pf Pn 304T 20.65 2.154 1T 12.224 0.667 29.133 to 120 12.224 0.289 3048 20.65 0.0042 12.891 0.054 Vel = 1. 818 20.65 29.476 K Factor = 3.80 205 -7.50 2.154 1T 12.224 119.000 29.618 to 120 12.224 305 -7.50 -0.0006 131.224 -0.084 Vel = -0.660 -7.50 29.534 K Factor = -1.38 206 -6.99 2.154 1T 12.224 119.000 29.612 to 120 12.224 306 -6.99 -0.0006 131.224 -0.073 Vel = -0.615 -6.99 29.539 K Factor = -1.29 206 6.99 2.154 9.125 29.612 to 120 205 6.99 0.0005 9.125 0.005 Vel 0.615 205 7.51 2.154 1T 12.224 10.500 29.618 to 120 4E 6.112 36.671 0.144 205X 14.50 0.0022 47.171 0.102 Vel = 1. 277 14.50 29.864 K Factor = 2.65 306 -6.99 2.154 9.125 29.539 to 120 305 -6.99 -0.0005 9.125 -0.005 Vel -0.615 305 -7.51 2.154 1T - 12.224 10.500 29.534 to 120 4E 6.112 36.671 0.144 305X -14.50 -0.0022 47.171 -0.102 Vel = -1. 277 -14.50 29.576 K Factor = -2.67 405 16.65 2.154 1T 12.224 1. 167 28.862 to 120 12.224 2X 16.65 0.0028 13.391 0.037 Vel 1. 466 2X 2.154 1T 12.224 28.500 28.899- to 120 12.224 505T 16.65 0.0028 40.724 0.114 Vel = 1. 466 16.65 29.013 K Factor 3.09 406 15.31 2.154 1T 12.224 1. 167 28.884 to 120 12.224 1X 15.31 0.0024 13.391 0.032 Vel 1.348 1X 2.154 1T 12.224 28.500 28.916 to 120 12.224 506T 15.31 0.0024 40.724 0.097 Vel 1. 348 Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 _~~bert Mechanical / Encompass Page 15 STONEGATE APTS. Da,te Hyd. Qa Dia. Fitting Pipe pt pt Ref. "e" or Ftng's Pe Pv ******* Notes ****** Point Qt Pf/UL Eqv. Ln. Total Pf Pn 15.31 29.013 K Factor 2.84 406 -15.31 2.154 9.125 28.884 to 120 405 -15.31 -0.0024 9.125 -0.022 Vel = -1.348 -15.31 28.862 K Factor -2.85 5T 20.00 1.109 22.417 12.662 K Factor 5.62 to 150 9.709 5X 20.00 0.0657 22.417 1.472 Vel = 6.643 5X 1.104 5.250 23.843 to 120 2.274 5B 20.00 0.1015 5.250 0.533 Vel 6.703 58 1.104 1E 2.565 7.917 26.650 to 120 2.565 5BX 20.00 0.1015 10.482 1. 064 Vel = 6.703 20.00 27.714 K Factor 3.80 7T 19.50 1.109 1E 3.962 22.417 12.039 K Factor 5.62 to 150 3.962 9.709 7X 19.50 0.0627 26.379 1. 653 Vel = 6.477 7X 1.104 1E 2.565 6.250 23.401 to 120 2.565 2.274 78 19.50 0.0968 8.815 0.853 Vel 6.536 7B 1.104 1E 2.565 6.917 26.529 to 120 2.565 78X 19.50 0.0968 9.482 0.918 Vel 6.536 78X 1. 687 1T 10.044 11. 667 27.447 to 120 10.044 58X 19.50 0.0123 21.711 0.267 Vel 2.799 58X 20.00 1.687 1T 10.044 12.500 27.713 to 120 10.044 5XX 39.50 0.0453 22.544 1.022 Vel = 5.670 39.50 28.735 K Factor = 7.37 405 -31.96 2.154 1T 12.224 1.417 28.862 to 120 12.224 5XX -31. 96 -0.0093 13.641 -0.127 Vel -2.814 5XX 39.50 2.154 1T 12.224 9.000 28.735 to 120 4E 6.112 36.671 0.144 405X 7.54 0.0006 45.671 0.029 Vel 0.664 7.54 28.908 K Factor 1. 40 505T 16.65 2.154 1E 6.112 1.000 29.013 to 120 6.112 0.433 5058 16.65 0.0028 7.112 0.020 Vel 1.466 Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 ~~bert Mechanical / Encompass Page 16 STONEGATE APTS. Date Hyd. Qa Dia. Fit ting Pipe pt pt Ref. "C" or Ftng's Pe Pv ******* Notes ****** Point Qt Pf/UL Eqv. Ln. Total Pf Pn 16.65 29.466 K Factor 3.07 506T 15.31 2.154 1E 6.112 1. 000 29.013 to 120 6.112' 3.681 5068 15.31 0.0024 7.112 0.017 Vel = 1.348 15.31 32.711 K Factor = 2.68 2008 17.83 4.31 1T 27.874 9.125 30.501 to 120 27.874 2018 17.83 0.0001 36.999 0.004 Vel 0.392 2018 17.84 4.31 1T 27.874 8.833 30.505 to 120 27.874 2028 35.67 0.0004 36.707 0.014 Vel 0.784 2028 16.94 4.31 1T 27.874 8.500 30.519 to 120 27.874 2038 52.61 0.0008 36.374 0.029 Vel 1.157 2038 4.31 1T 27.874 8.500 30.548 to 120 27.874 2048 52.61 0.0008 36.374 0.029 Vel 1.157 2048 29.11 4.31 1T 27.874 25.875 30.577 to 120 4E 13.937 83.622 TOR 81.72 0.0018 109.497 0.198 Vel = 1. 797 81. 72 30.775 K Factor = 14.73 3008 0 3.314 1T 21.838 9.125 29.648 0 to 120 21.838 0 301B 0 0 30.963 0 0 Vel 0 3018 -35.67 3.314 1T 21. 838 8.833 29.648 to 120 21.838 3028 -35.67 -0.0014 30.671 -0.043 Vel -1. 327 3028 3.314 1T 21. 838 8.500 29.605 to 120 21.838 3038 -35.67 -0.0014 30.338 -0.042 Vel -1. 327 3038 -16.94 3.314 1T 21. 838 8.500 29.563 to 120 21.838 3048 -52.61 -0.0029 30.338 -0.087. Vel -1.957 3048 20.65 3.314 8.750 29.476 to 120 5058 -31.96 -0.0011 8.750 -0.010 Vel -1.189 5058 16.65 3.314 9.125 29.466 to 120 3.248 5068 -15.31 -0.0003 9.125 -0.003 Vel -0.569 -15.31 32.711 K Factor -2.68 TOR 81. 72 4.31 6.500 30.775 to 120 2.815 80R 81. 72 0.0018 6.500 0.012 Vel 1. 797 Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 Qilbert Mechanical / Encompass Page 17 STONEGATE APTS. Date Hyd. Qa Dia. Fitting Pipe pt pt Ref. "C" or Ftng's Pe Pv ******* Notes ****** Point Qt Pf/UL Eqv. Ln. Total Pf Pn BOR 4.31 18 16.724 3.042 33.602 . to 120 1G 2.787 91.983 BASE 81.72 0.0018 IS 30.661 95.025 0.172 Vel 1. 797 1E 13.937 1T 27.874 BASE 100.00 6.16 70.000 33.773 Qa = 100 to 140 3.032 UG1 181.72 0.0010 70.000 0.073 Vel = 1. 956 UG1 6.16 1G 4.304 50.000 36..878 to 140 4.304 UG2 181.72 0.0010 54.304 0.057 Vel = 1.956 UG2 150.00 20.57 1T 207.444 110.000 36.935 Qa = 150 to 140 207.444 TEST 331. 72 317.444 0.003 Vel = 0.320 331. 72 36.938 K Factor 54.58 Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 II . . Fire Protection by Computer Design Gilbert Mechanical/Encompass 4451 W. 76th St. Edina MN 55435 952.835.3810 Job Name Building Location System Contract Data File STONEGATE APTS. REMOTE AREA #5 FIRST FLOOR 6630F STNGT5.WXF Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 ,1echanical / Encompass ",GATE APTS. Page 2 Date Hydraulic Design Information Sheet Name - STONEGATE APARTMENTS Location - FIRST FLOOR Building - REMOTE AREA #5 Contractor - GILBERT MECHANICAL / ENCOMPASS Calculated By - BRENT STIFTER Construction: (Xl Combustible (l Non-Combustible Occupancy - Date - 1-11-02 System No. - Contract No. - 6630F Drawing No. - F3 Ceiling Height - 8'-0" S Y S T E M (X) NFPA 13 ( ) NFPA 231 Other Specific Ruling Lt. Haz. NFPA 231C Ord.Haz.Gp. (X) 1 ( ) 2 ( ) 3 () EX.Haz. ( ) Figure Curve Made By Date o E S I G N Area of Sprinkler Operation - 1000.205 Density - .15 Area Per Sprinkler - 130 Elevation at Highest Outlet - 17.5 Hose Allowance - Inside - 100 Rack Sprinkler Allowance Hose Allowance - Outside - 150 Note System Type (X) Wet ( ) Dry ( ) Deluge ( ) Preaction ( ) Other Sprinkler/Nozzle Make RELIABLE Model F1FR Size 1/2" K-Factor 5.62 Temp.Rat.155 Calculation Summary Flow Required - 440.94 Press Required - 52.691 C-Factor Used: 120 Overhead 140 At Test Underground Pump Data: W A T E R Water Flow Test: Date of Test - 8-3-01 Time of Test - 8:00 A.M. Static Press - 71 Residual Press - 71 Flow - 1319 Elevation - STREET Rated Cap.- @ Press Elev. S U P P L y Tank or Reservoir: Cap. - Elev.- Well Proof Flow Location - TORONTO AVE. AND TOWER RD. PRIOR LAKE Source of Information - CITY OF PRIOR LAKE C o M M Commodity Storage Ht. Storage Method: Solid Piled Class Area % Location Aisle W. Palletized % Rack S T o R A G E Single Row Double Row Mul t. Row Conven. Pallet Slave Pallet R A C K ( ) Auto. Storage ( ) Solid Shelf ( ) Open Shelf Encap. Non Flue Spacing Longitudinal Clearance:Storage to Ceiling Transverse Horizontal Barriers Provided: Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 (Y) Q) Q) 0\ +J co co 0-. a co +J co a ~ 0-. H Ul H 0-. Ul - M~~~O-. ::E:0'\l9t!Jt!J0'\ HO-.'" 0 Ult!J 'OO""(Y) p.. N.. Lf) 0\ . ""Lf)~N 'co ""0'\ ..OM (Y) '''>,~'''' OOQ)+J "".. . 0'\ H'H"O .. i:::: o M ::l U i::::"O"H M"Ul coi::::O\ ~Ul-nE'lcOH "OQ)"OQ)E'lco g~~~a~::E: jss~~st - co Q) OJ OJ Q) Q) Q) :>+J+JUlUl+J'H Q)UlUlOOUlCO ;1 ~~:I:::I:: ~Ul I I I I MNN (Y) aaa a - N U - - - - - ~ ~ N ~ a :: -: I ,. I Ul H UJ Ul co HO-.::E: fg Ul 0-. o-'Ml9 0 r- U rl 0'\ i:::: r- .. rl ;.J Q)(Y) "HM "- Q) ;:J >, H UJ .. -I ~ ::l CJJ ~ co 0. CJJ Q) 0 U 0. CJJH~ H ::l Q)O-.~ ~ Ul Ul >-l cO E-< p..~~ .c: 0-. H co co u ,:x; Q) U ::l ::J Q) +J 'H "0 "0 :E W co +J .,-1 .,-1 E-< :s: co UJ Ul jJ eJ +JOJQ) H >'UlO::O:: Q) ril +J I I I 0 Z -H MNN --I 0 U UUU H E-< ~ Ul o o M o M rl o N M o Lf) M o "" M o (Y) M o N o M o "" o (Y) o r- o '" o Lf) o 0'\ o co p:; ril p:; Ul :J ril 0-. Ul o o co M o o '" M - Mechanical/Encompass .'IEGATE APTS. Page 4 Date Fitting Legend Abbrev. Name A B C D E F G H I J K L M N o p Q R S T U V W X y Z Generic Alarm Va Generic Butterfly Valve Roll Groove Coupling Dry Pipe Valve 90' Standard Elbow 45' Elbow Gate Valve 45' Grvd-Vic Elbow 90' Grvd-Vic Elbow 90' Grvd-Vic Tee Detector Check Valve Long Turn Elbow Medium Turn Elbow PVC Standard Elbow PVC Tee Branch PVC 45' Elbow Flow Control Valve PVC Coupling/Run Tee Swing Check Valve 90' Flow thru Tee 45' Firelock Elbow 90' Firelock Elbow Wafer Check Valve 90' Firelock Tee Mechanical Tee Flow Switch Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 _C Mechanical / Encompass Page 5 .0NEGATE APTS. Date Unadjusted Fittings Table 1/2 3/4 1 1 1/4 1 1/2 2 2 1/2 3 3 1/2 4 A 7.7 21.5 17.0 B 7 10 12 C 1 1 1 1 1 1 1 1 1 1 D 9.5 17 28 E 2 2 2 3 4 5 6 7 8 10 F 1 1 1 1 2 2 3 3 3 4 G 1 1 1 1 2 H 1 1.5 2 2 3 3 3.5 3.5 I 2 3 4 3.5 6 5.0 8 7 J 4.5 6 8 8.5 10.B 13 17 16 K 14 14 L 1 1 2 2 2 3 4 5 5 6 M 2 2 3 3 4 5 6 6 8 N 7 7 7 8 9 11 12 13 0 3 3 5 6 8 10 12 15 p 1 1 1 2 2 2 3 4 Q 18 29 35 R 1 1 1 1 1 1 2 2 S 4 5 5 7 9 11 14 16 19 22 T 3 4 5 6 8 10 12 15 17 20 U 1.8 2.2 2.6 3.4 v 3.5 4.3 5 6.8 W 10.3 X 8.5 10.8 13 16 y 2.0 4.0 5.0 6.0 B.O 10.5 12.5 15.5 22 z 2 2 2 3 4 5 6 7 8 10 5 6 8 10 12 14 16 18 20 24 A 17 27 29 B 9 10 12 19 21 C 1 1 1 1 1 1 1 1 1 1 D 47 E 12 14 18 22 27 35 40 45 50 61 F 5 7 9 11 13 17 19 21 24 28 G 2 3 4 5 6 7 8 10 11 13 H 4.5 5 6.5 8.5 10 18 20 23 25 30 I 8.5 10 13 17 20 23 25 33 36 40 J 21 25 33 41 50 65 78 BB 9B 120 K 36 55 45 L 8 9 13 16 1B 24 27 30 34 40 M 10 12 16 19 22 N 0 p Q 33 R S 27 32 45 55 65 76 87 98 109 130 T 25 30 35 50 60 71 B1 91 101 121 u 4.2 5.0 5.0 V 8.5 10 13 W 13.1 31. 8 35.B 27.4 X 21 25 33 y z 12 14 18 22 27 35 40 45 50 61 Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 ...: Mechanical / Encompass Page 6 -.!NEGATE APTS. Date Node Elevation K-Fact pt Pn Flow Density Area Press No. Actual Actual Added Req. Req. 1T 36.167 27.99 na IB 13.75 37.69 na 1BX 8.5 39.97 na 2T 36.167 28 na 2B 13.75 37.7 na 2BX 8.5 39.98 na 3T 36.167 28.16 na 3X 36. 167 28.16 na 3B 13.75 37.87 na 3BX 8.5 40.14 na 4T 36.167 28.6 na 4B 13.75 38.31 na 4BX 8.5 40.58 na 200T 8.5 43.53 na 401X 8.5 40.77 na 501X 8.5 40.59 na 10 17.5 5.62 12.15 na 19.59 .15 130 7 11 17.5 5.62 13.32 na 20.51 .15 130 7 12 17.5 5.62 17.7 na 23.64 .15 130 7 12X 17.5 23.04 na 12B 8.5 36.95 na 12BX 8.5 39.57 na 201T 8.5 43.56 na 13 17.5 5.62 12.16 na 19.59 .15 130 7 14 17.5 5.62 13.32 na 20.51 .15 130 7 15 17 .5 5.62 17.7 na 23.64 .15 130 7 15X 17.5 23.04 na 15B 8.5 36.96 na 15BX 8.5 39.58 na 300A 8.5 39.74 na 301A 8.5 39.74 na 300X 8.5 39.74 na 301X 8.5 39.74 na 200T 8.5 43.53 na 201T 8.5 43.56 na 200X 8.5 39.63 na 201X 8.5 39.64 na 300A 8.5 39.74 na 301A 8.5 39.74 na 300C 8.5 39.74 na 301C 8.5 39.74 na 300X 8.5 39.74 na 301X 8.5 39.74 na 300T 8.5 39.74 na 301T 8.5 39.74 na 200Y 7.5 40.1 na 201Y 7.5 40.11 na 301B 7.5 40.17 na 300D 7.5 40.17 na 301D 7.5 40.17 na 301Y 7.5 40.17 na 400 8.5 40.7 na 401 8.5 40.71 na 400 8.5 40.7 na 401 8.5 40.71 na 500 8.5 40.66 na 501 8.5 40.65 na 202T 8.167 43.79 na 16 17 . 167 5.62 12.04 na 19.5 .15 130 7 17 17.167 5.62 13.19 na 20.41 .15 130 7 18 17 . 167 5.62 17.53 na 23.53 :15 130 7 18X 17.167 22.83 na 18B 8.167 36.66 na 18BX 8.167 39.65 na 1 8.167 39.75 na Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 d.ct Mechanical / Encompass Page 7 ,~'ONEGATE APTS. Date Node Elevation K-Fact pt Pn Flow Density Area Press No. Actual Added Req. Req. 2 8.167 39.77 na 203T 8.167 44.23 na 204T 8.167 44.15 na 205X 8.167 43.31 na 305X 8.167 42.57 na 4X 8.167 40.72 na 405X 8.167 40.41 na 3XX 8.167 40.29 na 202T 8.167 43.79 na 203T 8.167 44.23 na 204T 8.167 44.15 na 302T 8.167 39.93 na 304T 8.167 40.11 na 205 8.5 42.91 na 206 8.5 42.89 na 206 8.5 42.89 na 205 8.5 42.91 na 306 8.5 42.7 na 305 8.5 42.69 na 405 8.5 40 na 2X 8.5 39.98 na 406 8.5 39.99 na 1X 8.5 39.97 na 406 8.5 39.99 na 405 8.5 40 na 505T 8.5 39.91 na 506T 8.5 39. ~n na 200B 7.5 44.22 na 201B 7.5 44.25 na 202B 7.5 44.33 na 203B 7.5 44.51 na 204B 7.5 44.7 na 300B 7.5 40.17 na 301B 7.5 40.17 na 302B 7.5 40.21 na 303B 7.5 40.25 na 304B 7.5 40.32 na 505B 7.5 40.33 na TOR 7.5 45.65 na BOR 1 48.52 na BASE 1 49.34 na 100 UG1 -6 52.55 na UG2 -6 52.69 na 150 TEST -6 52.69 na The maximum velocity is 21.37 and it occurs in the pipe between nodes 15 and 15X Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 _ l'-1echanical / Encompass Page 8 .;EGATE APTS. Date Hyd. Qa Dia. Fitting Pipe pt pt Ref. "e" or Ftng's Pe Pv ******* Notes ****** Point Qt Pf/UL Eqv. Ln. Total Pf Pn 1T 0 1.109 1E 3.962 22.417 27.985 0 to 150 3.962 9.709 0 18 0 0 26.379 0 0 Vel 0 18 0 1.104 1E 3.876 5.250 37.694 0 to 150 3.876 2.274 0 18X 0 0 9.126 0 0 Vel 0 18X 0 1.104 1T 6.413 2.500 39.968 0 to 120 6.413 0 1X 0 0 8.913 0 0 Vel = 0 39.968 K Factor 2T 0 1.109 1E 3.962 22.417 27.995 0 to 150 3.962 9.709 0 28 0 0 26.379 0 0 Vel 0 28 0 1.104 1E 2.565 5.250 37.704 0 to 120 2.565 2.274 0 28X 0 0 7.815 0 0 Vel 0 28X 0 1.104 1T 6.413 1. 000 39.978 0 to 120 6.413 0 2X 0 0 7.413 0 0 Vel = 0 39.978 K Factor 3T 0 1.109 1E 3.962 3.083 28.159 0 to 150 3.962 0 3X 0 0 7.045 0 0 Vel 0 3X 0 1.109 1T 9.906 22.417 28.159 0 to 150 9.905 9.709 0 38 0 0 32.322 0 0 Vel 0 38 0 1.104 1E 2.565 5.250 37.868 0 to 120 2.565 2.274 0 3BX 0 0 7.815 0 0 Vel 0 3BX 0 1.104 1T 6.413 3.708 40.142 0 to 120 6.413 0.144 0 3XX 0 0 10.121 0 0 Vel = 0 40.286 K Factor 4T 0 1.109 1E 3.962 22.417 28.597 0 to 150 3.962 9.709 0 48 0 0 26.379 0 0 Vel 0 48 0 1.104 1E 2.565 5.250 38.306 0 to 120 2.565 2.274 0 4BX 0 0 7.815 0 0 Vel 0 4BX 0 1.104 1T 6.413 2.917 40.580 0 to 120 6.413 0.144 0 4X 0 0 9.330 0 0 Vel 0 Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 .L Mechanical / Encompass Page 9 vNEGATE APTS. Date Hyd. Qa Dia. Fitting Pipe pt pt Ref. "C" or Ftng's Pe Pv ******* Notes ****** Point Qt Pf/UL Eqv. Ln. Total Pf Pn 40.724 K Factor = 200T -47.36 2.154 1E 6.112 137.250 43.533 to 120 6.112 401X -47.36 -0.0193 143.362 -2.765 Vel -4.170 401X 25.44 2.154 1T 12.224 25.542 40.768 to 120 12.224 501X -21.92 -0.0046 37.766 -0.175 Vel -1.930 501X -25.44 2.154 1T 12.224 40.708 40.593 to 120 12.224 12BX -47.36 -0.0193 52.932 -1. 021 Vel = -4.170 -47.36 39.572 K Factor -7.53 10 19.59 1.104 11.917 12.154 K Factor 5.62 to 120 11 19.59 0.0977 11. 917 1.164 Vel = 6.566 11 20.51 1.104 11.917 13.318 K Factor = 5.62 to 120 12 40.10 0.3675 11.917 4.379 Vel = 13.440 12 23.64 1.104 6.167 17.697 K Factor = 5.62 to 120 12X 63.74 0.8661 6.167 5.341 Vel = 21. 363 12X 1.104 1E 2.565 9.000 23.039 to 120 2.565 3.898 128 63.74 0.8661 11.565 10.016 Vel 21. 363 128 1.104 1E 2.565 0.458 36.954 to 120 2.565 128X 63.74 0.8660 3.023 2.618 Vel 21. 363 128X -47.35 2.154 1T 12.224 9.125 39.572 to 120 12.224 200X 16.39 0.0027 21.349 0.058 Vel = 1. 443 16.39 39.630 K Factor = 2.60 201T -46.99 2.154 1E 6.112 203.500 43.561 to 120 6.112 158X -46.99 -0.0190 209.612 -3.984 Vel = -4.137 -46.99 39.577 K Factor -7.47 13 19.59 1.104 11.917 12.155 K Factor 5.62 to 120 14 19.59 0.0977 11.917 1.164 Vel = 6.566 14 20.51 1.104 11.917 13.319 K Factor = 5.62 to 120 15 40.10 0.3675 11.917 4.379 Vel = 13.440 15 23.65 1.104 6.167 17.699 K Factor = 5.62 to 120 15X 63.75 0.8664 6.167 5.343 Vel = 21.366 Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 _ Mechanical / Encompass Page 10 _dEGATE APTS. Date Hyd. Qa Dia. Fitting Pipe pt pt Ref. "e" or Ftng's Pe Pv ******* Notes ****** Point Qt Pf!UL Eqv. Ln. Total Pf Pn 15X 1.104 1E 2.565 9.000 23.041 to 120 2.565 3.898 15B 63.75 0.8663 11. 565 10.019 Vel 21.366 15B 1.104 1E 2.565 0.458 36.957 to 120 2.565 15BX 63.75 0.8664 3.023 2.619 Vel 21.366 15BX -46.99 2.154 1T 12.224 9.167 39.576 to 120 12.224 201X 16.76 0.0028 21. 391 0.060 Vel = 1.476 16.76 39.636 K Factor = 2.66 300A 0 2.154 1E 6.112 59.083 39.741 0 to 120 6.112 0 300C 0 0 65.195 0 0 Vel = 0 39.741 K Factor 301A 0 2.154 1E 6.112 59.083 39.741 0 to 120 6.112 0 301e 0 0 65.195 0 0 Vel = 0 39.741 K Factor 300X 0 2.154 1E 6.112 21. 625 39.741 0 to 120 6.112 0 300T 0 0 27.737 0 0 Vel = 0 39.741 K Factor 301X 0 2.154 1E 6.112 21. 625 39.741 0 to 120 6.112 0 301T 0 0 27.737 0 0 Vel = 0 39.741 K Factor 200T 47.36 2.154 1T 12.224 1. 000 43.533 to 120 12.224 0.433 200B 47.36 0.0193 13.224 0.255 Vel = 4.170 47.36 44.221 K Factor = 7.12 201T 46.99 2.154 1T 12.224 1.000 43.561 to 120 12.224 0.433 201B 46.99 0.0190 13.224 0.251 Vel = 4.137 46.99 44.245 K Factor = 7.06 200X 16.39 2.154 1T 12.224 1. 000 39.630 to 120 12.224 0.433 200Y 16.39 0.0027 13.224 0.036 Vel 1. 443 Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 _ Mechanical / Encompass Page 11 J,~EGATE APTS. Date Hyd. Qa Dia. Fitting Pipe pt pt Ref. "C" or Ftng's Pe Pv ******* Notes ****** Point Qt Pf/UL Eqv. Ln. Total Pf Pn 16.39 40.099 K Factor = 2.59 201X 16.76 2.154 1T 12.224 1. 000 39.637 to 120 12.224 0.433 20lY 16.76 0.0028 13.224 0.037 Vel = 1. 476 16.76 40.107 K Factor = 2.65 300A 0 2.154 1T 12.224 1.000 39.741 0 to 120 12.224 0.433 0 300B 0 0 13.224 0 0 Vel = 0 40.174 K Factor 301A 0 2.154 1T 12.224 1. 000 39.741 0 to 120 12.224 0.433 0 301B 0 0 13.224 0 0 Vel = 0 40.174 K Factor 300C 0 2.154 1T 12.224 1.000 39.741 0 to 120 12.224 0.433 0 3000 0 0 13.224 0 0 Vel = 0 40.174 K Factor 301C 0 2.154 1T 12.224 1. 000 39.741 0 to 120 12.224 0.433 0 3010 0 0 13.224 0 0 Vel = 0 40.174 K Factor 300X 0 2.154 1T 12.224 1. 000 39.741 0 to 120 12.224 3.681 0 300Y 0 0 13.224 0 0 Vel = 0 43.422 K Factor 301X 0 2.154 1T 12.224 1.000 39.741 0 to 120 12.224 0.433 0 301Y 0 0 13.224 0 0 Vel = 0 40.174 K Factor 300T 0 2.154 IT 12.224 1. 000 39.741 0 to 120 12.224 0.433 0 300B 0 0 13.224 0 0 Vel = 0 40.174 K Factor 301T 0 2.154 1T 12.224 1.000 39.741 0 to 120 12.224 0.433 0 301B 0 0 13.224 0 0 Vel 0 Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 _L. Mechanical / Encompass Page 12 .0NEGATE APTS. Date Hyd. Qa Dia. Fitting Pipe pt pt Ref. "e" or Ftng' s Pe Pv ******* Notes ****** Point Qt Pf!UL Eqv. Ln. Total Pf Pn 40.174 K Factor 200Y 16.39 2.703 9.125 40.099 to 120 201Y 16.39 0.0009 9.125 0.008 Vel 0.916 201Y 16.75 2.703 1E 9.325 11. 083 40.107 to 120 9.325 301B 33.14 0.0033 20.408 0.067 Vel 1. 853 301B 0 2.703 9.125 40.174 0 to 120 0 300B 0 0 9.125 0 0 Vel = 0 40.174 K Factor 3000 -0.01 2.703 9.125 40.174 to 120 3010 -0.01 9.125 Vel -0.001 301D 0 2.703 25.542 40.174 0 to 120 0 301Y 0 0 25.542 0 0 Vel 0 301Y -0.01 2.703 9.125 40.174 to 120 3.248 300Y -0.01 9.125 Vel = -0.001 -0.01 43.422 K Factor = 400 -10.98 2.154 25.583 40.697 to 120 500 -10.98 -0.0013 25.583 -0.033 Vel = -0.967 -10.98 40.664 K Factor = -1.72 401 -14.46 2.154 25.583 40.708 to 120 501 -14.46 -0.0021 25.583 -0.055 Vel = -1.273 -14.46 40.653 K Factor = -2.27 400 10.98 2.154 8.500 40.697 to 120 401 10.98 0.0013 8.500 0.011 Vel 0.967 401 14.46 2.154 9.833 40.708 to 120 401X 25.44 0.0061 9.833 0.060 Vel = 2.240 25.44 40.768 K Factor = 3.98 500 -10.98 2.154 8.500 40.664 to 120 501 -10.98 -0.0013 8.500 -0.011 Vel -0.967 Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 _c Mechanical / Encompass Page 13 _vNEGATE APTS. Date Hyd. Qa Dia. Fitting Pipe pt pt Ref. "e" or Ftng's Pe Pv ******* Notes ****** Point Qt Pf!UL Eqv. Ln. Total Pf Pn 501 -14.46 2.154 9.833 40.653 to 120 501X -25.44 -0.0061 9.833 -0.060 Vel = -2.240 -25.44 40.593 K Factor = -3.99 202T -47.99 2.154 1E 6.112 203.333 43.788 to 120 6.112 188X -47.99 -0.0198 209.445 -4.139 Vel = -4.225 -47.99 39.649 K Factor -7.62 16 19.50 1.104 11. 917 12.039 K Factor 5.62 to 120 17 19.50 0.0968 11.917 1.154 Vel = 6.536 17 20.41 1.104 11.917 13.193 K Factor = 5.62 to 120 18 39.91 0.3643 11. 917 4.341 Vel = 13.376 18 23.54 1.104 6.167 17.534 K Factor = 5.62 to 120 18X 63.45 0.8588 6.167 5.296 Vel = 21. 266 18X 1.104 1E 2.565 9.000 22.830 to 120 2.565 3.898 188 63.45 0.8588 11.565 9.932 Vel 21.266 18B 1.104 1E 2.565 0.917 36.659 to 120 2.565 18BX 63.45 0.8587 3.482 2.990 Vel 21. 266 188X -47.99 2.154 1T 12.224 21. 625 39.649 to 120 1E 6.112 18.336 1 15.46 0.0024 39.961 0.097 Vel 1. 361 1 2.154 11.875 39.746 to 120 2 15.46 0.0024 11.875 0.029 Vel 1. 361 2 2.154 63.333 39.775 to 120 302T 15.46 0.0024 63.333 0.154 Vel = 1. 361 15.46 39.929 K Factor = 2.45 203T 0 2.154 1E 6.112 292.208 44.226 0 to 120 6.112 3.537 0 303T 0 0 298.320 0 0 Vel = 0 47.763 K Factor 204T -48.60 2.154 IE 6.112 35.167 44.148 to 120 6.112 205X -48.60 -0.0202 41.279 -0.835 Vel -4.279 205X 24.20 2.154 1T 12.224 119.000 43.313 to 120 12.224 305X -24.40 -0.0057 131. 224 -0.742 Vel -2.148 Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 ~t Mechanical / Encompass Page 14 .0NEGATE APTS. Date Hyd. Qa Dia. Fitting Pipe pt pt Ref. "C" or Ftng's Pe Pv ******* Notes ****** Point Qt Pf/UL Eqv. Ln. Total Pf Pn 305X -24.20 2.154 IT 12.224 79.083 42.571 to 120 12.224 4X -48.60 -0.0202 91.307 -1.847 Vel -4.279 4X 2.154 IT 12.224 3.292 40.724 to 120 12.224 405X -48.60 -0.0202 15.516 -0.314 Vel -4.279 405X 24.35 2.154 1T 12.224 9.917 40.410 to 120 12.224 3XX -24.25 -0.0056 22.141 -0.124 Vel -2.135 3XX 2.154 1T 12.224 19.750 40.286 to 120 12.224 304T -24.25 -0.0056 31.974 -0.179 Vel = -2.135 -24.25 40.107 K Factor = -3.83 202T 47.99 2.154 1T 12.224 0.667 43.788 to 120 12.224 0.289 202B 47.99 0.0198 12.891 0.255 Vel = 4.225 47.99 44.332 K Factor = 7.21 203T 0 2.154 1T 12.224 0.667 44.226 0 to 120 12.224 0.289 0 2038 0 0 12.891 0 0 Vel = 0 44.515 K Factor 204T 48.60 2.154 1T 12.224 0.667 44.148 to 120 12.224 0.289 2048 48.60 0.0202 12.891 0.261 Vel = 4.279 48.60 44.698 K Factor = 7.27 302T 15.46 2.154 1T 12.224 0.667 39.929 to 120 12.224 0.289 3038 15.46 0.0024 12.891 0.031 Vel = 1. 361 15.46 40.249 K Factor = 2.44 304T -24.25 2.154 1T 12.224 0.667 40.107 to 120 12.224 0.289 3048 -24.25 -0.0056 12.891 -0.072 Vel = -2.135 -24.25 40.324 K Factor = -3.82 205 -12.53 2.154 1T 12.224 119.000 42.906 to 120 12.224 305 -12.53 -0.0016 131.224 -0.216 Vel = -1.103 -12.53 42.690 K Factor = -1.92 206 -11. 68 2.154 1T 12.224 119.000 42.893 to 120 12.224 306 -11. 68 -0.0014 131.224 -0.190 Vel -1. 028 Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 _ Mechanical / Encompass Page 15 .,L~EGATE APTS. Date Hyd. Qa Dia. Fitting Pipe pt pt Ref. "C" or Ftng's Pe Pv ******* Notes ****** Point Qt Pf/UL Eqv. Ln. Total Pf Pn -11. 68 42.703 K Factor -1. 79 206 11.68 2.154 9.125 42.893 to 120 205 11.68 0.0014 9.125 0.013 Vel 1. 028 205 12.53 2.154 1T 12.224 10.500 42.906 to 120 4E 6.112 36.671 0.144 205X 24.21 0.0056 47.171 0.263 Vel = 2.132 24.21 43.313 K Factor = 3.68 306 -11.68 2.154 9.125 42.703 to 120 305 -11.68 -0.0014 9.125 -0.013 Vel -1. 028 305 -12.53 2.154 1T 12.224 10.500 42.690 to 120 4E 6.112 36.671 0.144 305X -24.21 -0.0056 47.171 -0.263 Vel = -2.132 -24.21 42.571 K Factor = -3.71 405 -12.69 2.154 1T 12.224 1.167 40.000 to 120 12.224 2X -12.69 -0.0017 13.391 -0.023 Vel -1.117 2X 2.154 1T 12.224 28.500 39.978 to 120 12.224 505T -12.69 -0.0017 40.724 -0.069 Vel = -1.117 -12.69 39.909 K Factor = -2.01 406 -11.67 2.154 1T 12.224 1.167 39.987 to 120 12.224 1X -11.67 -0.0014 13.391 -0.019 Vel -1. 027 1X 2.154 1T 12.224 28.500 39.968 to 120 12.224 506T -11.67 -0.0014 40.724 -0.059 Vel = -1. 027 -11.67 39.909 K Factor = -1. 85 406 11.67 2.154 9.125 39.987 to 120 405 11.67 0.0014 9.125 0.013 Vel 1.027 405 12.68 2.154 1T 12.224 10.417 40.000 to 120 4E 6.112 36.671 0.144 405X 24.35 0.0056 47.088 0.265 Vel = 2.144 24.35 40.409 K Factor = 3.83 505T -12.69 2.154 1E 6.112 1.000 39.909 to 120 6.112 0.433 5058 -12.69 -0.0017 7.112 -0.012 Vel -1.117 Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 '- Mechanical / Encompass Page 16 Jl'lEGATE APTS. Date Hyd. Qa Dia. Fitting Pipe pt pt Ref. "e" or Ftng's Pe Pv ******* Notes ****** Point Qt Pf/UL Eqv. Ln. Total Pf Pn -12.69 40.330 K Factor -2.00 506T -11.67 2.154 1E 6.112 1. 000 39.909 to 120 6.112 3.681 506B -11. 67 -0.0014 7.112 -0.010 Vel = -1.027 -11. 67 43.580 K Factor = -1.77 2008 47.36 4.31 1T 27.874 9.125 44.221 to 120 27.874 2018 47.36 0.0006 36.999 0.024 Vel 1.041 2018 46.99 4.31 1T 27.874 8.833 44.245 to 120 27.874 2028 94.35 0.0023 36.707 0.086 Vel 2.075 2028 47.98 4.31 1T 27.874 8.500 44.332 to 120 27.874 2038 142.33 0.0050 36.374 0.183 Vel 3.130 2038 4.31 1T 27.874 8.500 44.515 to 120 27.874 2048 142.33 0.0050 36.374 0.183 Vel 3.130 2048 48.61 4.31 1T 27.874 25.875 44.698 to 120 4E 13.937 83.622 TOR 190.94 0.0087 109.497 0.950 Vel = 4.199 190.94 45.648 K Factor = 28.26 300B 0 3.314 1T 21.838 9.125 40.174 0 to 120 21. 838 0 3018 0 0 30.963 0 0 Vel 0 301B 33.14 3.314 1T 21. 838 8.833 40.174 to 120 21.838 3028 33.14 0.0012 30.671 0.037 Vel 1.233 3028 3.314 1T 21.838 8.500 40.212 to 120 21. 838 3038 33.14 0.0012 30.338 0.037 Vel 1. 233 3038 15.46 3.314 1T 21.838 8.500 40.249 to 120 21. 838 3048 48.60 0.0025 30.338 0.075 Vel 1. 808 3048 -24.25 3.314 8.750 40.324 to 120 5058 24.35 0.0007 8.750 0.006 Vel 0.906 5058 -12.68 3.314 9.125 40.330 to 120 3.248 5068 11. 67 0.0002 9.125 0.002 Vel = 0.434 11.67 43.580 K Factor = 1. 77 TOR 190.94 4.31 6.500 45.648 to 120 2.815 BOR 190.94 0.0086 6.500 0.056 Vel 4.199 Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 ~ t' Mechanical / Encompass Page 17 ~0NEGATE APTS. Date Hyd. Qa Dia. Fitting Pipe pt pt Ref. "e" or Ftng's Pe Pv ******* Notes ****** Point Qt Pf/UL Eqv. Ln. Total Pf Pn BOR 4.31 1B 16.724 3.042 48.520 to 120 1G 2.787 91.983 BASE 190.94 0.0087 18 30.661 95.025 0.825 Vel 4.199 IE 13.937 IT 27.874 BASE 100.00 6.16 70.000 49.344 Qa = 100 to 140 3.032 UG1 290.94 0.0025 70.000 0.175 Vel = 3.132 UG1 6.16 1G 4.304 50.000 52.551 to 140 4.304 UG2 290.94 0.0025 54.304 0.136 Vel = 3.132 UG2 150.00 20.57 1T 207.444 110.000 52.687 Qa = 150 to 140 207.444 TEST 440.94 317.444 0.005 Vel = 0.426 440.94 52.692 K Factor = 60.74 Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 II . _ _ Fire Protection by Computer Design Gilbert Mechanical/Encompass 4451 W. 76th St. Edina MN 55435 952.835.3810 Job Name Building Location System Contract Data File STONEGATE APTS. REMOTE AREA #6 GARAGE 6630F STNGT6.WXF Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 .c Mechanical/Encompass --,['lEGATE APTS. Page 2 Date Hydraulic Design Information Sheet Name - STONEGATE APARTMENTS Location - GARAGE Building - REMOTE AREA #6 Contractor - GILBERT MECHANICAL / ENCOMPASS Calculated By - BRENT STIFTER Construction: ( ) Combustible (X) Non-Combustible Occupancy - Date - 1-11-02 System No. - Contract No. - 6630F Drawing No. - F2 Ceiling Height - VARIES S Y S T E M (X)NFPA 13 ( ) NFPA 231 Other Specific Ruling Lt. Haz. NFPA 231C Ord.Haz.Gp. (X) 1 ( ) 2 ( ) 3 () EX.Haz. ( ) Figure Curve Made By Date o E S I G N Area of Sprinkler Operation - 961.199 Density - .15 Area Per Sprinkler - 130 Elevation at Highest Outlet - 8.5 Hose Allowance - Inside - 100 Rack Sprinkler Allowance Hose Allowance - Outside - 150 Note System Type (X) Wet ( ) Dry ( ) Deluge ( ) Preaction ( ) Other Sprinkler/Nozzle Make RELIABLE Model FlFR Size 1/2" K-Factor 5.62 Temp.Rat.155 Calculation Summary Flow Required - 447.25 Press Required - 26.994 C-Factor Used: 120 Overhead 140 At Test Underground W A T E R S U P P L Y Water Flow Test: Date of Test - 8-3-01 Time of Test - 8:00 A.M. Static Press - 71 Residual Press - 71 Flow - 1319 Elevation - STREET Pump Data: Rated Cap.- @ Press Elev. Tank or Reservoir: Cap. - Elev.- Well Proof Flow Location - TORONTO AVE. AND TOWER RD. PRIOR LAKE Source of Information - CITY OF PRIOR LAKE C o M M Commodity Storage Ht. Storage Method: Solid Piled Class Area % Location Aisle W. Palletized % Rack S T o R A G E R A C K Single Row Double Row Mult. Row Conven. Pallet Sla,ve Pallet ( ) Auto. Storage ( ) Solid Shelf ( ) Open Shelf Encap. Non Flue Spacing Longitudinal Clearanye:Storage to Ceiling Transverse Horizontal Barriers provided: Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 H UJ H 0-. UJ ""~~~O-. ;:8O'\l9l9l9w HO-.O'\ 0 UJ 19 . 0 0Lf) 0 0-. "'.. Lf) N . Lf)N~N '"" ON ..r-"" CO '''>,~'''' N r- Q). +J "".. . 0'\ H'rl "0 .. i:::: '" rl ::l U i::::"O'rl "Ul COi::::O\ 3: Ul -n S CO H' "OQ)"OQ)SCO f5~~,:x;a~::E: .,-1 ~~ >, +JSS S-+-, CO Q) Q) Q) Q) Q) Q) :>+J+JUlUl+J4-l Q)UlUlOOUlCO rj ~ ~:I: :r: &;' UJ I I I I rl N N. (Y) aaa a - o o CO M - o o '" rl - r- CO 0 (Y) 0 0 0 "" (Y) rl ,:x; UJ Q) Q) N :J 0\ +J CO CO U 0-. a CO Lf) :I: +J CO CO - Z a rl @ S CO 0 .c oZ "0 0.. N i:::: M .rl :s: :;: 0 ~ r... - rl rl rl 0 Q) 0 +J 0 ::J rl 0 ~ - U i:::: 0 H Ul H 0 Ul UJ CO U CO HO-.::E: Q) fg UJ 0.. +J o-'Ml9 - CO 0 r- H u M 0'\ "0 i:::: r- .. rl 0 >, ril Q)(Y) 0 :I: Hrl '" "- Q) ::l >. >, H Ul .. .Q ..-I .-i ::l Ul ~ - CO 0. Ul C!J o. (Y) 0 Ul U 0. UlHrl a 0 S .rl ::1 Q)o-'r... ~ "" CO i:::: UJ UJ H H CO E-< O-...-Irl M rl -, 0 0\ .c 0-. H CO CO ;--; 0 0 u ,:x; Q) U ::l ::l I T I N H Q) +J .rl "0 "0 0.. ::E: w CO +J .,-1 .,-1 - E-< :s: CO Ul Ul 0 H +J ~ +JQ)Q) 0 0 0 0 0 Q) H >'UJO::O:: Lf) "" (Y) N rl 0 0 0 0 0 0 0 0 0 0 +J Q) W +J I I I M M M rl rl M 0'\ co r- w Lf) "" (Y) N rl ::l .Q Z .rl MNN fg rl 0 U UUU 0-. 0:: W UJ UJ :J 0:: W .rl E-< 0 19 UJ U .c Mechanical/Encompass J,~EGATE APTS. Page 4 Date Fitting Legend Abbrev. Name A B C D E F G H I J K L M N o p Q R S T U V W X y Z Generic Alarm Va Generic Butterfly Valve Roll Groove Coupling Dry Pipe Valve . 90' Standard Elbow 45' Elbow Gate Valve 45' Grvd-Vic Elbow 90' Grvd-Vic Elbow 90' Grvd-Vic Tee Detector Check Valve Long Turn Elbow Medium Turn Elbow PVC Standard Elbow PVC Tee Branch PVC 45' Elbow Flow Control Valve PVC Coupling/Run Tee Swing Check Valve 90' Flow thru Tee 45' Firelock Elbow 90' Firelock Elbow Wafer Check Valve 90' Firelock Tee Mechanical Tee Flow Switch Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 ~t Mechanical / Encompass Page 5 -.!NEGATE APTS. Date Unadjusted Fittings Table 1/2 3/4 1 1 1/4 1 1/2 2 2 112 3 3 112 4 A 7.7 21. 5 17.0 B 7 10 12 C 1 1 1 1 1 1 1 1 1 1 D 9.5 17 28 E 2 2 2 3 4 5 6 7 8 10 F 1 1 1 1 2 2 3 3 3 4 G 1 1 1 1 2 H 1 1.5 2 2 3 3 3.5 3.5 I 2 3 4 3.5 6 5.0 8 7 J 4.5 6 8 8.5 10.8 13 17 16 K 14 14 L 1 1 2 2 2 3 4 5 5 6 M 2 2 3 3 4 5 6 6 8 N 7 7 7 8 9 11 12 13 0 3 3 5 6 8 10 12 15 P 1 1 1 2 2 2 3 4 Q 18 29 35 R 1 1 1 1 1 1 2 2 S 4 5 5 7 9 11 14 16 19 22 T 3 4 5 6 8 10 12 15 17 20 u 1.8 2.2 2.6 3.4 v 3.5 4.3 5 6.8 W 10.3 X 8.5 10.8 13 16 y 2.0 4.0 5.0 6.0 8.0 10.5 12.5 15.5 22 Z 2 2 2 3 4 5 6 7 8 10 5 6 8 10 12 14 16 18 20 24 A 17 27 29 B 9 10 12 19 21 C 1 1 1 1 1 1 1 1 1 1 D 47 E 12 14 18 22 27 35 40 45 50 61 F 5 7 9 11 13 17 19 21 24 28 G 2 3 4 5 6 7 8 10 11 13 H 4.5 5 6.5 8.5 10 18 20 23 25 30 I 8.5 10 13 17 20 23 25 33 36 40 J 21 25 33 41 50 65 78 88 98 120 K 36 55 45 L 8 9 13 16 18 24 27 30 34 40 M 10 12 16 19 22 N 0 p Q 33 R S 27 32 45 55 65 76 87 98 109 130 T 25 30 35 50 60 71 81 91 101 121 U 4.2 5.0 5.0 v 8.5 10 13 W 13.1 31.8 35.8 27.4 X 21 25 33 y z 12 14 18 22 27 35 40 45 50 61 Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 ...:t Mechanical / Encompass Page 6 .JNEGATE APTS. Date Node Elevation K-Fact . pt Pn rlow Density Area Press No. Actual Actual Added Req. Req. 1T 36.167 1.22 na 1B 13.75 10.93 na 1BX 8.5 13.2 na 2T 36.167 1. 23 na 2B 13.75 10.94 na 2BX 8.5 13.21 na 3T 36.167 1. 43 na 3X 36.167 1. 43 na 3B 13.75 11.14 na 3BX 8.5 13.41 na 4T 36.167 1. 96 na 4B 13.75 11. 67 na 4BX 8.5 13.95 na 200T 8.5 17.71 na 401X 8.5 14.95 na 501X 8.5 14.77 na 201T 8.5 17.73 na 300A 8.5 12.41 na 7 8.5 5.62 12.17 na 19.6 .15 130 7 8 8.5 5.62 12.06 na 19.52 .15 130 7 9 8.5 5.62 12.04 na 19.5 .15 130 7 10 8.5 5.62 12.04 na 19.5 .15 130 7 301A 8.5 12.45 na 3 8.5 5.62 12.2 na 19.63 .15 130 7 4 8.5 5.62 12.09 na 19.54 .15 130 7 5 8.5 5.62 12.07 na 19.52 .15 '130 7 6 8.5 5.62 12.07 na 19.52 .15 130 7 300X 8.5 12.53 na 301X 8.5 12.53 na 200T 8.5 17.71 na 201T 8.5 17.73 na 200X 8.5 13.56 na 201X 8.5 13.5 na 300A 8.5 12.41 na 301A 8.5 12.45 na 300c 8.5 12.18 na 301c 8.5 12.2 na 300X 8.5 12.53 na 301X 8.5 12.53 na 300T 8.5 12.67 na 301T 8.5 12.7 na 200Y 7.5 13.74 na 201Y 7.5 13.68 na 301B 7.5 13 .21 na 300D 7.5 12.69 na 301D 7.5 12.71 na 301Y 7.5 12.88 na 400 8.5 14.87 na 401 8.5 14.89 na 400 8.5 14.87 na 401 8.5 14.89 na 500 8.5 14.84 na 501 8.5 14.83 na 202T 8.167 17.96 na 1 8.167 5.62 13 .3 na 20.49 .15 130 7 2 8.167 5.62 13.21 na 20.42 .15 130 7 203T 8.167 18.4 na 204T 8.167 18.27 na 205X 8.167 17.25 na 305X 8.167 16.34 na 4X 8.167 14.09 na 405X 8.167 13.71 na 3XX 8.167 13.56 na 202T 8.167 17.96 na 203T 8.167 18.4 na Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 ~t Mechanical / Encompass Page 7 0NEGATE APTS. Date Node Elevation K-Fact pt Pn Flow Density Area Press No. Actual Added ; Req. Req. 204T 8.167 18.27 na 302T 8.167 13.17 na 304T 8.167 13.34 na 205 8.5 16.78 na 206 8.5 16.77 na 206 8.5 16.77 na 205 8.5 16.78 na 306 8.5 16.54 na 305 8.5 16.52 na 405 8.5 13.24 na 2X 8.5 13.21 na 406 8.5 13.22 na 1X 8.5 13 .2 na 406 8.5 13.22 na 405 8.5 13.24 na 505T 8.5 13.13 na 506T 8.5 13.13 na 200B 7.5 18.39 na 201B 7.5 18.42 na 202B 7.5 18.5 na 203B 7.5 18.69 na 204B 7.5 18.87 na 300B 7.5 13.17 na 301B 7.5 13.21 na 302B 7.5 13.33 na 303B 7.5 13.45 na 304B 7.5 13.54 na 505B 7.5 13.55 na TOR 7.5 19.88 na BOR 1 22.76 na BASE 1 23.63 na 100 UG1 -6 26.85 na UG2 -6 26.99 na 150 TEST -6 26.99 na The maximum velocity is 5.29 and it occurs in the pipe between nodes 201Y and 301B Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 ..ct Mechanical / Encompass Page 8 ..0NEGATE APTS. Date Hyd. Qa Dia. Fitting Pipe pt pt Ref. "en or Ftng's Pe Pv ******* Notes ****** Point Qt Pf/UL Eqv. Ln. Total Pf Pn 1T 0 1.109 1E 3.962 22.417 1.217 0 to 150 3.962 9.709 0 18 0 0 26.379 0 0 Vel 0 18 0 1.104 lE 3.876 5.250 10.926 0 to 150 3.876 2.274 0 18X 0 0 9.126 0 0 Vel 0 18X 0 1.104 1T 6.413 2.500 13.200 0 to 120 6.413 0 1X 0 0 8.913 0 0 Vel = 0 13.200 K Factor 2T 0 1.109 1E 3.962 22.417 1. 229 0 to 150 3.962 9.709 0 2B 0 0 26.379 0 0 Vel 0 2B 0 1.104 1E 2.565 5.250 10.938 0 to 120 2.565 2.274 0 28X 0 0 7.815 0 0 Vel 0 28X 0 1.104 1T 6.413 1. 000 13.212 0 to 120 6.413 0 2X 0 0 7.413 0 0 Vel 0 13.212 K Factor 3T 0 1.109 1E 3.962 3.083 1. 430 0 to 150 3.962 0 3X 0 0 7.045 0 0 Vel 0 3X 0 1.109 1T 9.906 22.417 1. 430 0 to 150 9.905 9.709 0 38 0 0 32.322 0 0 Vel 0 38 0 1.104 1E 2.565 5.250 11.138 0 to 120 2.565 2.274 0 38X 0 0 7.815 0 0 Vel 0 38X 0 1.104 1T 6.413 3.708 13.412 0 to 120 6.413 0.144 0 3XX 0 0 10.121 0 0 Vel 0 13. 55~ K Factor 4T 0 1.109 1E 3.962 22.417 1.964 0 to 150 3.962 9.709 0 48 0 0 26.379 0 0 Vel 0 48 0 1.104 lE 2.565 5.250 11.672 0 to 120 2.565 2.274 0 4BX 0 0 7.815 0 0 Vel 0 48X 0 1.104 1T 6.413 2.917 13.946 0 to 120 6.413 0.144 0 4X 0 0 9.330 0 0 Vel 0 Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 .>-t Mechanical / Encompass Page 9 _-,!NEGATE APTS. Date Hyd. Qa Dia. Fit ting Pipe pt pt Ref. "C" or Ftng's Pe Pv ******* Notes ****** Point Qt Pf/UL Eqv. Ln. Total Pf Pi1 14.090 K Factor = 200T -47.31 2.154 1E 6.112 137.250 17.705 to 120 6.112 401X -47.31 -0.0193 143.362 -2.760 Vel -4.165 401X 25.42 2.154 1T 12.224 25.542 14.946 to 120 12.224 501X -21. 89 -0.0046 37.766 -0.175 Vel -1.927 501X -25.42 2.154 IT 12.224 50.667 14.771 to 120 12.224 200X -47.31 -0.0193 62.891 -1.211 Vel = -4.165 -47.31 13.560 K Factor = -12.85 201T -47.32 2.154 1E 6.112 213.417 17.729 to 120 6.112 201X -47.32 -0.0193 . 219.529 -4.227 Vel = -4.166 -47.32 13.502 K Factor = -12.88 300A -53.59 2.154 1E 6.112 4.083 12.414 to 120 6.112 7 -53.59 -0.0242 10.195 -0.247 Vel = -4.718 7 19.60 2.154 10.167 12.167 K Factor = 5.62 to 120 8 -33.99 -0.0104 10.167 -0.106 Vel = -2.993 8 19.52 2.154 10.167 12.061 K Factor = 5.62 to 120 9 -14.47 -0.0022 10.167 -0.022 Vel = -1.274 9 19.50 2.154 10.167 12.039 K Factor = 5.62 to 120 10 5.03 0.0003 10.167 0.003 Vel = 0.443 10 19.50 2.154 24.458 12.042 K Factor = 5.62 to 120 300C 24.53 0.0057 24.458 0.140 Vel = 2.160 24.53 12.182 K Factor = 7.03 301A -54.22 2.154 1E 6.112 4.083 12.451 to 120 6.112 3 -54.22 -0.0248 10.195 -0.253 Vel = -4.774 3 19.63 2.154 10.167 12.199 K Factor = 5.62 to 120 4 -34.59 -0.0108 10.167 -0.110 Vel = -3.045 4 19.54 2.154 10.167 12.089 K Factor = 5.62 to 120 5 -15.05 -0.0024 10. 167 -0.024 Vel = -1. 325 5 19.52 2.154 10.167 12.066 K Factor = 5.62 to 120 6 4.47 0.0002 10.167 0.002 Vel = 0~394 Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 .c Mechanical / Encompass Page 10 AmGATE APTS. Date Hyd. Qa Dia. Fitting Pipe pt pt Ref. "e" or Ftng's Pe Pv ******* Notes ****** Point Qt Pf/UL Eqv. Ln. Total Pf Pn 6 19.53 2.154 24.458 12.068 K Factor = 5.62 to 120 301C 24.00 0.0055 24.458 0.134 Vel = 2.113 24.00 12.202 K Factor = 6.87 300X 22.98 2.154 IE 6.112 21. 625 12.528 to 120 6.112 300T 22.98 0.0050 27.137 0.140 Vel = 2.023 22.98 12.668 K Factor = 6.46 301X 25.54 2.154 1E 6.112 21. 625 12.527 to 120 6.112 301T 25.54 0.0062 27.737 0.171 Vel = 2.249 25.54 12.698 K Factor = 7.17 200T 47.31 2.154 1T 12.224 1.000 17.705 to 120 12.224 0.433 200B 47.31 0.0193 13.224 0.255 Vel = 4.165 47.31 18.393 K Factor = 11. 03 201T 47.32 2.154 1T 12.224 1. 000 17.729 to 120 12.224 0.433 201B 47.32 0.0193 13.224 0.255 Vel = 4.166 47.32 18.417 K Factor = 11. 03 200X -47.31 2.154 1T 12.224 1.000 13.560 to 120 12.224 0.433 200Y -47.31 -0.0193 13.224 -0.255 Vel = -4.165 -47.31 13.738 K Factor = -12.76 201X -47.32 2.154 1T 12.224 1. 000 13 . 502 to 120 12.224 0.433 201Y -47.32 -0.0193 13.224- -0.255 Vel = -4.166 -47.32 13.680 K Factor = -12.79 300A 53.59 2.154 1T 12.224 1. 000 12.414 to 120 12.224 0.433 300B 53.59 0.0243 13.224 0.321 Vel = 4.718 53.59 13.168 K Factor = 14.77 301A 54.22 2.154 1T 12.224 1.000 12.451 to 120 12.224 0.433 301B 54.22 0.0248 13.224 0.328 Vel = 4.774 54.22 13.212 K Factor = 14.92 Computer Programs by Hydratec Inc. Route 111 Windham N.ij. USA 03087 , "rt Mechanical / Encompass Page 11 .lONEGATE APTS. Date Hyd. Qa Dia. Fitting Pipe pt pt Ref. "C" or Ftng's Pe Pv ******* Notes ****** Point Qt l. Pf/UL Eqv. Ln. Total Pf Pn 300C 24.53 2.154 1T 12.224 1. 000 12.182 to 120 12.224 0.433 300D 24.53 0.0057 13.224 0.076 Vel = 2.160 24.53 12.691 K Factor = 6.89 301C 24.00 2.154 1T 12.224 1. 000 12.202 to 120 12.224 0.433 301D 24.00 0.0055 13.224 0.073 Vel = 2.113 24.00 12.708 K Factor = 6.73 ~OOX -22.98 2.154 1T 12.224 Lobo 12.528 to 120 12.224 3.681 300Y -22.98 -0.0051 13.224 -0.067 Vel = -2.023 -22.98 16.142 K Factor -5.72 301X -25.54 2.154 1T 12.224 1. 000 12.527 to 120 12.224 0.433 301Y -25.54 -0.0061 13.224 -0.081 Vel = -2.249 -25.54 12.879 K Factor = -7.12 300T 22.98 2.154 1T 12.224 1.000 12.668 to 120 12.224 0.433 300B 22.98 0.0051 13.224 0.067 Vel = 2.023 22.98 13.168 K Factor = 6.33 301T 25.54 2.154 1T 12.224 1. 000 12.697 to 120 12.224 0.433 301B 25.54 0.0061 13.224 0.081 Vel = 2.249 25.54 13.211 K Factor = 7.03 200Y -47.31 2.703 9.125 13.739 to 120 201Y -47.31 -0.0064 9.125 -0.058 Vel -2.645 201Y -47.32 2.703 1E 9.325 11.083 13.681 to 120 9.325. 301B -94.63 -0.0230 20.408 -0.469 Vel -5.291 301B 53.97 2.703 9.125 13.212 to 120 3008 -40.66 -0.0048 9.125 -0.044 Vel = -2.273 -40.66 13 .168 K Factor = -11.20 3000 24.53 2.703 9.125 12.691 to 120 301D 24.53 0.0019 9.125 0.017 Vel 1.371 Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 l.'t Mechanical / Encompass Page 12 ~uNEGATE APTS. Date Hyd. Qa Dia. Fitting Pipe pt pt Ref. "C" or Ftng's Pe Pv ******* Notes ****** Point Qt Pf/UL Eqv. Ln. Total Pf Pn 301D 24.00 2.703 25.542 12.708 to 120 30lY 48.53 0.0067 25.542 0.171 Vel 2.713 301Y -25.55 2.703 9.125 12.878 to 120 3.248 300Y 22.98 0.0016 9.125 0.015 Vel = 1. 285 22.98 16.141 K Factor 5.72 400 -10.97 2.154 25.583 14.875 to 120 500 -10.97 -0.0013 25.583 -0.033 Vel = -0.966 -10.97 14.842 K Factor = -2.85 401 -14.45 2.154 25.583 14.886 to 120 50.1 -14.45 -0.0021 25.583 -0.055 Vel = -1.272 -14.45 14.831 K Factor = -3.75 400 10.97 2.154 8.500 14.875 to 120 401 10.97 0.0013 8.500 0.011 Vel 0.966 401 14.44 2.154 9.833 14.886 to 120 401X 25.41 0.0061 9.833 0.060 Vel = 2.237 25.41 14.946 K Factor = 6.57 500 -10.97 2.154 8.500 14.842 to 120 501 -10.97 -0.0013 8.500 -0.011 Vel -0.966 501 -14.44 2.154 9.833 14.831 to 120 501X -25.41 -0.0061 9.833 -0.060 Vel = -2.237 -25.41 14.771 K Factor = -6.61 202T -48.52 2.154 1E 6.112 224.958 17.955 to 120 6.112 1 -48.52 -0.0202 231.070 -4.661 Vel = -4.272 1 20.50 2.154 11.875 13.295 K Factor = 5.62 to 120 2 -28.02 -0.0073 11.875 -0.087 Vel = -2.467 2 20.42 2.154 63.333 13.208 K Factor = 5.62 to 120 302T -7.60 -0.0006 63.333 -0.041 Vel = -0.669 -7.60 13 . 167 K Factor = -2.09 Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 .Jert Mechanical / Encompass Page 13 ..)'rONEGATE APTS. Date Hyd. Qa Dia. Fitting Pipe pt pt Ref. "C" or Ftng's Pe Pv ******* Notes ****** Point Qt Pf/UL Eqv. Ln. Total Pf Pn 203T 0 2.154 1E 6.112 292.208 18.400 0 to 120 6.112 3.537 0 303T 0 0 298.320 0 0 Vel = 0 21. 937 K Factor 204T -54.11 2.154 1E 6.112 35.167 18.267 to 120 6.112 205X -54.11 -0.0247 41.279 -1.019 Vel -4.764 205X 26.95 2.154 1T 12.224 119.000 17.249 to 120 12.224 305X -27.16 -0.0069 131. 224 -0.905, Vel -2.391 305X -26.95 2.154 1T 12.224 79.083 16.344 to 120 12.224 4X -54.11 -0.0247 91. 307 -2.253 Vel -4.764 4X 2.154 1T 12.224 3.292 14.090 to 120 12.224 405X, -54.11 -0.0247 15.516 -0.383 Vel -4.764 405X 27.11 2.154 1T 12.224 9.917 13.707 to 120 12.224 3XX -27.00 -0.0068 22.141 -0.151 Vel -2.377 3XX 2.154 1T 12.224 19.750 13.556 to 120 12.224 304T -27.00 -0.0068 31. 974 -0.218 Vel = -2.377 -27.00 13.338 K Factor = -7.39 202T 48.52 2.154 1T 12.224 0.667 17.955 to 120 12.224 0.289 2028 48.52 0.0202 12.891 0.260 Vel = 4.272 48.52 18.504 K Factor = 11. 28 203T 0.01 2.154 1T 12.224 0.667 18.400 to 120 12.224 0.289 2038 0.01 12.891 Vel = 0.001 0.01 18.689 K Factor = 204T 54.11 2.154 1T 12.224 0.667 18.267 to 120 12.224 0.289 2048 54.11 0.0247 12.891 -. 0.318 Vel = 4.764 54.11 18.874 K Factor = 12.46 302T -7.60 2.154 1T 12.224 0.667 13 .167 to 120 12.224 0.289 3038 -7.60 -0.0006 12.891 -0.008 Vel = -0.669 -7.60 13.448 K Factor = -2.07 Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 ..:rt Mechanical / Encompass Page 14 . L'ONEGATE APTS. Date Hyd. Qa Dia. Fitting Pipe pt pt Ref. "C". or Ftng's Pe Pv ******* Notes ****** Point Qt Pf/UL Eqv. Ln. Total Pf Pn 304T -27 . 00 2.154 'IT 12.224 0.667 13 . 338 to 120 12.224 0.289 3048 -27.00 -0.0068 12.891 -0.088 Vel = -2.377 -27.00 13.539 K Factor = -7.34 205 -13.95 2.154 1T 12.224 119.000 16.784 to 120 12.224 305 -13.95 -0.0020 131.224 -0.264 Vel = -1. 228 -13.95 16.520 K Factor = -3.43 206 -13.00 2.154 1T 12.224 119.000 16.768 to 120 12.224 306 -13.00 -0.0018 131. 224 -0.232 Vel = -1.145 -13.00 16.536 K Factor = -3.20 206 13.00 2.154 9.125 16.768 to 120 205 13.00 0.0018 9.125 0.016 Vel 1.145 205 13.95 2.154 1T 12.224 10.500 16.784 to 120 4E 6.112 36.671 0.144 205X 26.95 0.0068 47.171 0.321 Vel = 2.373 26.95 17.249 K Factor = 6.49 306 -13.00 2.154 9.125 16.536 to 120 305 -13.00 -0.0018 9.125 -0.016 Vel -1.145 305 -13.95 2.154 1T 12.224 10.500 16.520 to 120 4E 6.112 36.671 0.144 305X -26.95 -0.0068 47.171 -0.321 Vel = -2.373 -26.95 16.343 K Factor = -6.67 405 -14.12 2.154 1T 12.224 1. 167 13.240 to 120 12.224 2X -14 .12 -0.0021 13.391 -0.028 Vel -1.243 2X 2.154 1T 12.224 28.500 13.212, to 120 12.224 505T -14.12 -0.0021 40.724 -0.084 Vel = -1. 243 -14.12 13 .128 K Factor = -3.90 406 -12.99 2.154 1T 12.224 1.167 13.223 to 120 12.224 1X -12.99 -0.0018 13.391 -0.024 Vel -1.144 1X 2.154 1T 12.224 28.500 13.200 to 120 12.224 506T -12.99 -0.0018 40.724 -0.072 Vel -1.144 Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 Jcrt Mechanical / Encompass . Page 15 ..JfONEGATE APTS. Date Hyd. Qa Dia. Fitting Pipe pt pt Ref. "C" or Ftng's Pe Pv ******* Notes ****** Point Qt Pf/UL Eqv. Ln. Total Pf Pn -12.99 13 .128 K Factor -3.59 406 12.99 2.154 9.125 13.223 to 120 405 12.99 0.0018 9.125 0.016 Vel 1.144 405 14 .12 2.154 1T 12.224 10.417 13.240 to 120 4E 6.112 36.671 0.144 405X 27.11 0.0069 47.088 0.324 Vel = 2.387 27.11 13.708 K Factor = 7.32 505T -14.12 2.154 1E 6.112 1. 000 13 .128 to 120 6.112 0.433 5058 -14.12 -0.0021 7.112 -0.015 Vel = -1.243 -14.12 13.546 K Factor = -3.84 506T -12.99 2.154 1E 6.112 1.000 13 .128 to 120 6.112 3.681 5068 -12.99 -0.0018 7.112 -0.013 Vel = -1.144 -12.99 16.796 K Factor = -3.17 200B 47.31 4.31 1T 27.874 9.125 18.393 to 120 27.874 2018 47.31 0.0006 36.999 0.024 Vel 1. 040 2018 47.32 4.31 1T 27.874 8.833 18.417 to 120 27.874 2028 94.63 0.0024 36.707 0.087 Vel 2.081 202B 48.51 4.31 1T 27.874 8.500 18.504 to 120 27.874 2038 143.14 0.0051 36.374 0.185 Vel 3.148 2038 4.31 1T 27.874 8.500 18.689 to 120 27.874 2048 143.14 0.0051 36.374 0.185 Vel 3.148 2048 54.11 4.31 1T 27.874 25.875 18.874 to 120 4E 13.937 83.622 TOR 197.25 0.0092 109.497 1.009 Vel = 4.338 197.25 19.883 K Factor = 44.24 3008 35.92 3.314 1T 21.838 9.125 13.168 to 120 21.838 3018 35.92 0.0014 30.963 0.044 Vel 1. 336 301B 25.79 3.314 IT 21.838 8.833 13.212 to 120 21. 838 3028 61. 71 0.0038 30.671 0.118 Vel 2.295 302B 3.314 1T 21.838 8.500 13.330 to 120 21. 838 3038 61. 71 0.0039 30.338 0.117 Vel 2.295 Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 "rt Mechanical / Encompass Page 16 , J,'ONEGATE APTS. Date Hyd. Qa Dia. Fitting Pipe pt pt Ref. "e" or Ftng's Pe Pv ******* Notes ****** Point Qt Pf/UL Eqv. Ln. Total . Pf Pn 303B -7.60 3.314 1T 21. 838 8.500 13.448 to 120 304B 54.11 0.0030 30.338 0.092 Vel 2.013 3048 -27.00 3.314 8.750 13.539 to 120 505B 27.11 0.0008 8.750 0.007 Vel 1. 008 505B -14 .12 3.314 9.125 13.547 to 120 3.248 506B 12.99 0.0002 9.125 0.002 Vel = 0.483 12.99 16.797 K Factor = 3.17 TOR 197.25 4.31 6.500 19.884 to 120 2.815 BOR 197.25 0.0092 6.500 0.060 Vel 4.338 BOR 4.31 1B 16.724 3.042 22.759 to 120 1G 2.787 91. 983 BASE 197.25 0.0092 1S 30.661 95.025 0.876 Vel 4.338 1E 13.937 1T 27.874 BASE 100.00 6.16 70.000 23.634 Qa = 100 to 140 3.032 UGl 297.25 0.0026 70.000 0.182 Vel = 3.200 UG1 6.16 1G 4.304 50.000 26.848 to 140 4.304 UG2 297.25 0.0026 54.304 0.141 Vel = 3.200 UG2 150.00 20.57 1T 207.444 110.000 26.989 Qa = 150 to 140 207.444 TEST 447.25 317.444 0.005 Vel = 0.432 447.25 26.994 K Factor = 86.08 Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 'I II . . Fire Protection by Computer Design Gilbert Mechanical/Encompass 4451 W. 76th St. Edina MN 55435 952.835.3810 Job Name Building Location System Contract Data File STONEGATE APTS. REMOTE AREA #7 GARAGE 6630F STNGT7.WXF Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 .drt Mechanical/Encompass . .LONEGATE APTS. Page 2 Date Hydraulic Design Information Sheet Name - STONEGATE APARTMENTS Loc~tion - GARAGE Building - REMOTE AREA #7 Contractor - GILBERT MECHANICAL / ENCOMPASS Calculated By - BRENT STIFTER Construction: ( ) Combustible (X) Non-Combustible Occupancy - Date - 1-11-02 System No. - Contract No. - 6630F Drawing No. - F2 Ceiling Height - VARIES S Y S T E M (X) NFPA 13 ( ) NFPA 231 Other Specific Ruling Lt. Haz. NFPA 231C Ord.Haz.Gp. (X) 1 ( ) 2 ( ) 3 () EX.Haz. ( ) Figure Curve Made By Date o E S I G N Area of Sprinkler Operation - 970.826 Density - .15 Area Per Sprinkler - 130 Elevation at Highest Outlet - 8.5 Hose Allowance - Inside - 100 Rack Sprinkler Allowance Hose Allowance - Outside - 150 Note System Type (X) Wet ( ) Dry ( ) Deluge ( ) preaction ( ) Other Sprinkler/Nozzle Make RELIABLE Model F1FR Size 1/2" K-Factor 5.62 Temp. Rat. 155 Calculation Summary Flow Required - 426.81 Press Required - 24.378 C-Factor Used: 120 Overhead 140 At Test Underground W A T E R S U P P L Y Water Flow Test: Date of Test - 8-3-01 Time of Test - 8:00 A.M. Static Press - 71 Residual Press - 71 Flow - 1319 Elevation - STREET Pump Data: Rated Cap.- @ Press Elev. Tank or Reservoir: Cap. - Elev.- Well Proof Flow Location - TORONTO AVE. AND TOWER RD. PRIOR LAKE Source of Information - CITY OF PRIOR LAKE C o M M Commodity Storage Ht. Storage Method: Solid Piled Class Area % Location Aisle W. Palletized % Rack S T o R A G E R A C K Single Row Double Row Mult. Row Conven. Pallet Slave Pallet ( ) Auto. Storage ( ) Solid Shelf ( ) Open Shelf Encap. Non Flue Spacing Longitudinal Clearance:Storage to Ceiling Transverse Horizontal Barriers Provided: Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 (Y) Q) Q) 0\ +J co co 0-. a co +J co a fg ;:1 P< H Ul H 0.. Ul - CX)~~~O-. ::Er-l9l9l9N HO-.(y) N Ull9 'oorl", 0-. "".. Lf) co . MN~N '\0 oco .."'"" co ... >,~N , N"'Q)+J "".. .r-H.,-1'O"i:::: '" M ::l U i:::: '0 .,-j .. Ul coi::::tJl ~ Ul 'n S co H "OQ)'OQ)Sco ~~~,:x;a~::E: jss~~sE; - co Q) Q) Q) Q) Q) Q) :>+J+JUlUl+J4-l Q)UlUlOOUl({j M >, >':I: :I: >, Ul WUlUl Ul I I I I rlNN (Y) oaa a - N U - - - - - b M ~ ~ I I I I - Ul H Ul Ul co HO-.::E: fg Ul P< o-'Ml9 0 r- U M 0'\ i:::: r- "M ril Q)(Y) >-Irl "- .. Q) ::l >, H Ul .. .-I .-i ::l Ul ~ co 0. Ul Q) 0 u 0. UlH.-i .,-1 ::l Q)o-'r... i:::: Ul Ul H co "E-< P<.-I.-I ..c:: P< H ro co u ,:x; Q) U ::l ::l Q) +J .,-1 '0 '0 ::E: W co +J .,-1 .,-1 E-< :s: co Ul Ul +J ~ +JQ)Q) H >'UlO::~ Q) W +J I I I .Q Z .,-j MNN .-i 0 U uuu .,-j E-< 19 Ul o o M o N M o rl rl o Lf) M o "" M o (Y) rl o N o rl o Lf) o "" o (Y) o r- o \0 o 0'\ o co 0:: ril 0:: Ul Ul :J ril 0-. o o co M o o '" rl .crt Mechanical/Encompass iONEGATE APTS. Page 4 Date Fitting Legend Abbrev. Name A B C o E F G H I J K L M N o P Q R S T U V W X Y Z Generic Alarm Va Generic Butterfly Valve Roll Groove Coupling Dry Pipe Valve 90' Standard Elbow 45' Elbow Gate Valve 45' Grvd-Vic Elbow 90' Grvd-Vic Elbow 90' Grvd-Vic Tee Detector Check Valve Long Turn Elbow Medium Turn Elbow PVC Standard Elbow PVC Tee Branch PVC 45' Elbow Flow Control Valve PVC Coupling/Run Tee Swing 'Check Valve 90' Flow thru Tee 45' Firelock Elbow 90' Firelock Elbow Wafer Check Valve 90' Firelock Tee Mechanical Tee Flow Switch Computer Programs by Hydratec Inc. Route 111 Windham 'N.H. USA 03087 .rt Mechanical / Encompass Page 5 0NEGATE APTS. Date Unadjusted Fittings Table 1/2 3/4 1 1 1/4 1 1/2 2 2 1/2 3 3 1/2 4 A 7.7 21.5 17 .0 B 7 10 12 C 1 1 1 1 1 1 1 1 1 1 D 9.5 17 28 E 2 2 2 3 4 5 6 7 8 10 F 1 1 1 1 2 2 3 3 3 4 G 1 1 1 1 2 H 1 1.5 2 2 3 3 3.5 3.5 I 2 3 4 3.5 6 5.0 8 7 J 4.5 6 8 8.5 10.8 13 17 16 K 14 14 L 1 1 2 2 2 3 4 5 5 6 M 2 2 .3 3 4 5 6 6 8 N 7 7 7 8 9 11 12 13 0 3 3 5 6 8 10 12 15 p 1 1 .1 2 2 2 3 4 Q 18 29 35 R 1 1 1 1 1 1 2 2 S 4 5 5 7 9 11 14 16 19 22 T 3 4 5 6 8 10 12 15 17 20 U 1.8 2.2 2.6 3.4 V 3.5 4.3 5 6.8 W 10.3 X 8.5 10.8 13 16 y 2.0 4.0 5.0 6.0 8.0 10.5 12.5 15.5 22 Z 2 2 2 3 4 5 6 7 8 10 5 6 8 10 12 14 16 18 20 24 A 17 27 29 B 9 10 12 19 21 C 1 1 1 1 1 1 1 1 1 1 D 47 E 12 14 18 22 27 35 40 45 50 61 F 5 7 9 11 13 17 19 21 24 28 G 2 3 4 5 6 7 8 10 11 13 H 4.5 5 6.5 8.5 10 18 20 23 25 30 I 8.5 10 13 17 20 23 25 33 36 40 J 21 25 33 41 50 65 78 88 98 120 K 36 55 45 L 8 9 13 16 18 24 27 30 34 40 M 10 12 16 19 22 N 0 p Q 33 R S 27 32 45 55 65 76 87 98 109 130 T 25 30 35 50 60 71 81 91 101 121 u 4.2 5.0 5.0 V 8.5 10 13 W 13.1 31. 8 35.8 27.4 X 21 25 33 y z 12 14 18 22 27 35 40 45 50 61 Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 _crt Mechanical / Encompass Page 6 l'ONEGATE APTS. Date Node Elevation K-Fact pt Pn Flow Density Area Press No. Actual Actual Added Req. Req. 1T 36.167 0.83 na 1B 13.75 10.54 na 1BX 8.5 12.81 na 2T 36.167 0.84 na 2B 13.75 10.55 na 2BX 8.5 12.82 na 3T 36.167 0.97 na 3X 36.167 0.97 na 3B 13.75 10.68 na 3BX 8.5 12.95 na 4T 36.167 1. 32 na 4B 13.75 11. 02 na 4BX 8.5 13.3 na 200T 8.5 15.53 na 401X 8.5 12.74 na 501X 8.5 12.56 na 20 8.5 5.62 12.14 na 19.58 .15 130 7 21 8.5 5;62 12.05 na 19.51 .15 130 7 22 8.5 5.62 12.04 na 19.5 .15 130 7 10 17 .5 8.15 na 11 17 .5 8.15 na 12 17 .5 8.15 na 12X 17 .5 8.15 na 12B 8.5 12.05 na 12BX 8.5 12.05 na 23 8.5 5.62 12.07 na 19.53 .15 130 7 201T 8.5 15.56 na 24 8.5 5.62 12.14 na 19.58 .15 130 7 25 8.5 5.62 12.06 na 19.52 .15 130 7 26 8.5 5.62 12.05 na 19.51 .15 130 7 15BX 8.5 12.06 na 13 17 .5 8.16 na 14 17 .5 8.16 na 15 17 .5 8.16 na 15X 17 .5 8.16 na 15B 8.5 12.06 na 27 8.5 5.62 12.08 na 19.54 .15 130 7 300A 8.5 12.46 na 301A 8.5 12.46 na 300X 8.5 12.46 na 301X 8.5 12.46 na 200T 8.5 15.53 na 201T 8.5 15.56 na 200X 8.5 12.11 na 201X 8.5 12.13 na 300A 8.5 12.46 na 301A 8.5 12.46 na 300C 8.5 12.46 na 301c 8.5 12.46 na 300X 8.5 12.46 na 301x 8.5 12.46 na 300T 8.5 12.46 na 301T 8.5 12.46 na 200Y 7.5 12.65 na 201Y 7.5 12.68 na 301B 7.5 12.89 na 300D 7.5 12.89 na 301D 7.5 12.89 na 301Y 7.5 12.89 na 400 8.5 12.67 na 401 8.5 12.68 na 400 8.5 12.67 na 401 8.5 12.68 na 500 8.5 12.63 na 501 8.5 12.62 na Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 .;:rt Mechanical / Encompass Page 7 _ONEGATE APTS. Date Node Elevation K-Fact pt Pn Flow Density Area Press No. Actual Added Req. Req. 202T 8.167 15.86 na 28 8.167 5.62 13.37 na 20.55 .15 130 7 16 17 .167 9.38 na 17 17 .167 9.38 na 18 17 .167 9.38 na 18X 17 .167 9.38 na 18B 8.167 13.28 na 18BX 8.167 13 .28 na 1 8.167 13.14 na 2 8.167 13.1 na 203T 8.167 16.2 na 204T 8.167 16.16 na 205X 8.167 15.5 na 305X 8.167 14.91 na 4X 8.167 13.44 na 405X 8.167 13.19 na 3XX 8.167 13.1 na 202T 8.167 15.86 na 203T 8.167 16.2 na 204T 8.167 16.16 na 302T 8.167 12.88 na 304T 8.167 12.95 na 205 8.5 15.14 na 206 8.5 15.13 na 206 8.5 15.13 na 205 8.5 15.14 na 306 8.5 14.98 na 305 8.5 14.97 na 405 8.5 12.84 na 2X 8.5 12.82 na 406 8.5 12.83 na 1X 8.5 12.81 na 406 8.5 12.83 na 405 8.5 12.84 na 505T 8.5 12.77 na 506T 8.5 12.77 na 200B 7.5 16.22 na 201B 7.5 16.24 na 202B 7.5 16.33 na 203B 7.5 '16.49 na 204B 7.5 16.66 na 300B 7.5 12.89 na 301B 7.5 12.89 na 302B 7.5 13.01 na 303B 7.5 13.13 na 304B 7.5 13.19 na 505B 7.5 13.19 na TOR 7.5 17 .48 na BOR 1 20.34 na BASE 1 21. 06 na 100 UG1 -6 24.25 na UG2 -6 24.37 na 150 TEST -6 24.38 na The maximum velocity is 4.19 and it occurs in the pipe between nodes 200T and 401X Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 .;rt Mechanical / Encompass Page 8 .ONEGATE APTS. Date Hyd. Qa Dia. Fitting Pipe pt pt Ref. "C" or Ftng's Pe Pv ******* Notes ****** Point Qt Pf!UL Eqv. Ln. Total Pf Pn IT 0 1.109 1E 3.962 22.417 0.830 0 to 150 3.962 9.709 0 1B 0 0 26.379 0 0 Vel 0 1B 0 1.104 1E 3.876 5.250 10.539 0 to 150 3.876 2.274 0 18X 0 0 9.126 Q 0 Vel 0 1BX 0 1.104 1T 6. .413 2.500 12.813 0 to 120 6.413 0 1X 0 0 8.913 0 0 Vel = 0 12.813 K Factor 2T 0 1.109 1E 3.962 22.417 0.838 0 to 150 3.962 9.709 0 28 0 0 26.379 0 0 Vel 0 2B 0 1.104 1E 2.565 5.250 10.547 0 to 120 2.565 2.274 0 2BX 0 0 7.815 0 0 Vel 0 2BX 0 1.104 1T 6.413 1. 000 12.821 0 to 120 6.413 0 2X 0 0 7.413 0 0 Vel = 0 12.821 K Factor 3T 0 1.109 1E 3.962 3.083 0.968 0 to 150 3.962 0 3X 0 0 7.045 0 0 Vel 0 3X 0 1.109 1T 9.906 22.417 0.968 0 to 150 9.905 9.709 0 38 0 O. 32.322 0 0 Vel 0 3B 0 1.104 1E 2.565 5.250 10.677 0 to 120 2.565 2.274 0 38X 0 0 7.815 0 0 Vel 0 38X 0 1.104 1T 6.413 3.708 12.951 0 to 120 6.413 0.144 0 3XX 0 0 10.121 0 0 Vel = 0 13.095. K Factor 4T 0 1.109 1E 3.962 22.417 1.316 0 to 150 3.962 9.709 0 4B 0 0 26.379 0 0 Vel 0 48 0 1.104 1E 2.565 5.250 11. 024 0 to, 120 2.565 2.274 0 4BX 0 0 7.815 0 0 Vel 0 4BX 0 1.104 1T 6.413 2.917 13.298 0 to 120 6.413 0.144 0 4X 0 0 9.330 0 0 Vel 0 Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 .uert Mechanical / Encompass Page 9 JTONEGATE APTS. Date Hyd. Qa Dia. Fitting Pipe pt pt Ref. "C" or Ftng's Pe Pv ******* Notes ****** Point Qt Pf/UL Eqv. Ln. Total Pf Pn 13.442 K Factor 200T -47.56 2.154 1E 6.112 137.250 15.526 to 120 6.112 401X -47.56 -0.0194 143.362 -2.787 Vel -4.187 401X 25.55 2.154 1T 12.224 25.542 12.739 to 120 12.224 501X -22.01 -0.0047 37.766 -0.176 Vel -1. 938 501X -25.55 2.154 1T 12.224 9.750 12.563 to 120 12.224 20 -47.56 -0.0194 21.974 -0.427 Vel = -4.187 20 19.58 2.154 11. 958 12.13 6 K Factor = 5.62 to 120 21 -27.98 -0.0073 11. 958 -0.087 Vel = -2.463 21 19.51 2.154 11. 958 12.049 K Factor = 5.62 to 120 22 -8.47 -0.0008 11. 958 -0.010 Vel = -0.746 22 19.50 2.154 7.042 12.039 K Factor = 5.62 to 120 128X 11. 03 0.0013 7.042 0.009 Vel = 0.971 11. 03 12.048 K Factor = 3.18 10 0 1.104 11.917 8.150 0 to 120 0 11 0 0 11.917 0 0 Vel 0 11 0 1. 104 11. 917 8.150 0 to 120 0 12 0 0 11.917 0 0 Vel 0 12 0 1.104 6.167 8.150 0 to 120 0 12X 0 0 6.167 0 0 Vel 0 12X 0 1.104 1E 2.565 9.000 8.150 0 to 120 2.565 3.898 0 128 0 0 11. 565 0 0 Vel 0 128 0 1.687 1E 5.022 0.458 12.048 0 to 120 5.022 0 128X 0 0 5.480 0 0 Vel 0 12BX 11. 03 2.154 1T 12.224 4.958 12.048 to 120 12.224 23 11.03 0.0013 17.182 0.022 Vel = 0.971 23 19.52 2.154 4.167 12.071 K Factor = 5.62 to 120 200X 30.55 0.0086 4.167 0.036 Vel = 2.690 30.55 12.107 K Factor = 8.78 201T -47.10 2.154 1E 6.112 172.542 15.555 to 120 6.112 24 -47.10 -0.0191 178.654 -3.411 Vel -4.147 Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 ..Jert Mechanical / Encompass Page 10 ,J'rONEGATE APTS. Date Hyd. Qa Dia. Fitting Pipe pt pt Ref. "e" or Ftng's Pe Pv ******* Notes ****** Point Qt Pf)UL Eqv. Ln. Total Pf Pn 24 19.58 2.154 11. 958 12.144 K Factor = 5.62 to 120 25 -27.52 -0.0070 11. 958 -0.084 Vel = -2.423 25 19.52 2.154 11.958 12.059 K Factor = 5.62 to 120 26 -8.00 -0.0008 11.958 -0.009 Vel = -0.704 26 19.51 2.154 7.042 12.051 K Factor = 5.62 to 120 158X 11. 51 0.0014 7.042 0.010 Vel = 1.013 15BX 2.154 1T 12.224 4.958 12.061 to 120 12.224 27 11. 51 0.0014 17 .182 0.024 Vel = 1.013 11.51 12.085 K Factor = 3.31 13 0 1.104 11 . 917 8.163 0 to 120 0 14 0 0 11.917 0 0 Vel 0 14 0 1.104 11. 917 8.163 0 to 120 0 15 0 0 11. 917 0 0 Vel 0 15 0 1.104 6.167 8.163 0 to 120 0 15X 0 0 6.167 0 0 Vel 0 15X 0 1.104 1E 2.565 9.000 8.163 0 to 120 2.565 3.898 0 158 0 0 11. 565 0 0 Vel 0 158 0 1.687 1E 5.022 0.458 12.061 0 to 120 5.022 0 158X 0 0 5.480 0 0 Vel = 0 12.061 K Factor 27 31. 04 2.154 5.000 12.085 K Factor 5.62 to 120 201X 31. 04 0.0088 5.000 0.044 Vel = 2.733 31. 04 12.129. K Factor = 8.91 300A 0 2.154 1E 6.112 59.083 12.457 0 to 120 6.112 0 300C 0 0 65.195 0 0 Vel = 0 12.457 K Factor 301A 0 2.154 1E 6.112 59.083 12.457 0 to 120 6.112 0 301C 0 0 65.195 0 0 Vel = 0 12.457 K Factor Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 ",rt Mechanical / Encompass Page 11 l'ONEGATE APTS. Date Hy'd. Qa Dia. Fi tting Pipe pt pt Ref. "C" or Ftng's Pe Pv ******* Notes ****** Point Qt Pf/UL Eqv. Ln. Total Pf Pn 300X 0 2.154 1E 6.112 21. 625 12.457 0 to 120 6.112 0 300T 0 0 27.737 0 0 Vel = 0 12.457 K Factor 301X 0 2.154 1E 6.112 21. 625 12.457 0 to 120 6.112 0 301T 0 0 27.737 0 0 Vel = 0 12.457 K Factor 200T 47.56 2.154 1T 12.224 1. 000 15.526 to 120 12.224 0.433 200B 47.56 0.0194 13.224 0.257 Vel 4.187 47.56 16.216 K Factor 11. 81 201T 47.10 2.154 1T 12.224 1. 000 15.555 to 120 12.224 0.433 2018 47.10 0.0191 13.224 0.252 Vel = 4.147 47.10 16.240 K Factor = 11. 69 200X 30.55 2.154 1T 12.224 1. 000 12.106 to 120 12.224 0.433 200Y 30.55 0.0085 13.224 0.113 Vel = 2.690 30.55 12.652 K Factor = 8.59 201X 31. 04 2.154 1T 12.224 1. 000 12.129 to 120 12.224 0.433 201Y 31. 04 0.0088 13.224 0.117 Vel = 2.733 31. 04 12.679 K Factor = 8.72 300A 0 2.154 1T 12.224 1. 000 12.457 0 to 120 12.224 0.433 0 300B 0 0 13.224 0 0 Vel = 0 12.890 K Factor 301A 0 2.154 1T 12.224 1. 000 12.457 0 to 120 12.224 0.433 0 301B 0 0 13.224 0 0 Vel = 0 12.890 K Factor 300C 0 2.154 1T - 12.224 1.000 12.457 0 to 120 12.224 0.433 0 300D 0 0 13.224 0 0 Vel 0 Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 .Jert Mechanical / Encompass Page 12 ..>TONEGATE APTS. Date Hyd. Qa Dia. Fitting Pipe pt pt Ref. "e" or Ftng's Pe Pv ******* Notes ****** Point Qt Pf/UL Eqv. Ln. Total Pf Pn 12.890 K Factor = 301C 0 2.154 1T 12.224 1. 000 12.457 0 to 120 12.224 0.433 0 3010 0 0 13.224 0 0 Vel = 0 12.890 K Factor 300X 0 2.154 1T 12.224 1.000 12.457 0 to 120 12.224 3.681 0 300Y 0 0 13.224 0 0 Vel 0 16.138 K Factor 301X 0 2.154 1T 12.224 1.000 12.457 0 to 120 12.224 0.433 0 301Y 0 0 13.224 0 0 Vel = 0 12.890 K Factor 300T 0 2.154 1T 12.224 1. 000 12.457 0 to 120 12.224 0.433 0 300B 0 0 13.224 0 0 Vel = 0 12.890 K Factor 301T 0 2.154 1T 12.224 1. 000 12.457 0 to 120 12.224 0.433 0 301B 0 0 13.224 0 0 Vel = 0 12.890 K Factor 200Y 30.55 2.703 9.125 12.653 to 120 201Y 30.55 0.0028 9.125 0.026 Vel 1.708 201Y 31. 04 2.703 1E 9.325 11.083 12.679 to 120 9.325 301B 61. 59 0.0104 20.408 0.212 Vel 3.444 301B 0 2.703 9.125 12.891 0 to 120 0 300B 0 0 9.125 0 0 Vel = 0 12.891 K Factor 3000 -0.01 2.703 9.125 12.891 to 120 3010 -0.01 9.125 Vel -0.001 3010 0 2.703 25.542 12.891 0 to 120 0 301Y 0 0 25.542 0 0 Vel 0 301Y -0.01 2.703 9.125 12.891 to 120 3.248 300Y -0.01 9.125 Vel -0.001 Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 crt Mechanical / Encompass Page 13 _l'ONEGATE APTS. Date Hyd. Qa Dia. Fitting Pipe pt pt Ref. "C" or Ftng's Pe Pv ******* Notes ****** Po~nt Qt Pf!UL Eqv. Ln. Total Pf Pn -0.01 16.139 K Factor 400 -11. 03 2.154 25.583 12.668 to 120. , 500 -11. 03 -0.0013 25.583 -0.033 Vel = -0.971 -11.03 12.635 K Factor = -3.10 401 -14.52 2.154 25.583 12.679 to 120 501 -14.52 -0.0021 25.583 -0.055 Vel = -1. 278 -14.52 12.624 K Factor = -4.09 400 11. 03 2.154 8.500 12.668 to 120 401 11. 03 0.0013 8.500 0.011 Vel 0.971 401 14.52 2.154 9.833 12.679 to 120 401X 25.55 0.0062 9.833 0.061 Vel = 2.250 25.55 12.740 K Factor = 7.16 500 -11. 03 2.154 8.500 12.635 to 120 501 -11.03 -0.0013 8.500 -0.011 Vel -0.971 501 -14.52 2.154 9.833 12.624 to 120 501X -25.55 -0.0062 9.833 -0.061 Vel = -2.250 -25.55 12.563 K Factor = -7.21 202T -39.26 2.154 1E 6.112 176.583 15.863 to 120 6.112 28 -39.26 -0.0136 182.695 -2.490 Vel = -3.457 28 20.55 2.154 26.958 13.373 K Factor = 5.62 to 120 18BX -18.71 -0.0034 26.958 -0.093 Vel = -1.647 -18.71 13.280 K Factor = -5.13 16 0 1.104 11. 917 9.382 0 to 120 0 17 0 0 11. 917 0 0 Vel 0 17 0 1.104 11. 917 9.382 0 to 120 0 18 0 0 11. 917 0 0 Vel 0 18 0 1.104 6.167 9.382 0 to 120 0 18X 0 0 6.167 0 0 Vel 0 Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 ,.Jert Mechanical / Encompass Page 14 .;;TONEGATE APTS. Date Hyd. Qa Dia. Fitting Pipe pt pt Ref. "e" or Ftng's Pe Pv ******* Notes ****** Point Qt Pf!UL Eqv. Ln. Total Pf Pn 18X 0 1.104 1E 2.565 9.000 9.382 0 to 120 2.565 3.898 0 188 0 0 11. 565 0 0 Vel 0 18B 0 1.687 1E 5.022 0.917 13.279 0 to 120 5.022 0 188X 0 0 5.939 0 0 Vel 0 188X -18.71 2.154 1T 12.224 21. 625 13.279 to 120 1E 6.112 18.336 1 -18.71 -0.0035 39.961 -0.138 Vel -1. 647 1 2.154 n.875 13.141 to 120 2 -18.71 -0.0035 11.875 -0.041 Vel -1.647 2 2.154 63.333 13 .100 to 120 302T -18.71 -0.0035 63.333 -0.219 'Vel = -1. 647 -18.71 12.881 K Factor = -5.21 203T 0 2.154 1E 6.112 292.208 16.203 0 to 120 6.112 3.537 0 303T 0 0 298.320 0 0 Vel = 0 19.740 K Factor 204T -42.89 2.154 1E 6.112 35.167 16.159 to 120 6.112 205X -42.89 -0.0161 41. 279 -0.663 Vel -3.776 205X 21. 36 2.154 1T 12.224 119.000 15.497 to 120 12.224 305X -21. 53 -0.0045 131.224 -0.589 Vel -1.896 305X -21. 36 2.154 1T 12.224 79.083 14.908 to 120 12.224 4X -42.89 -0.0161 91.307 -1.466 Vel -3.776 4X 2.154 1T 12.224 3.292 13.442 to 120 12.224 405X -42.89 -0.0160 15.516 -0.249 Vel -3.776 405X 21. 49 2.154 1T 12.224 9.917 13 .193 to 120 12.224 3XX -21. 40 -0.0044 22.141 -0.098 Vel -1.884 3XX 2.154 1T 12.224 19.750 13.095 to 120 12.224 304T -21. 40 -0.0044 31.974 -0.142 Vel -1.884 -21.40 12.953 K Factor -5.95 202T 39.26 2.154 1T 12.224 0.667 15.863 to 120 12.224 0.289 2028 39.26 0.0137 12.891 0.176 Vel 3.457 Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 .uert Mechanical / Encompass Page 15 "TONE GATE APTS. Date Hyd. Qa Dia. Fitting Pipe pt pt Ref. "e" or Ftng's Pe Pv ******* Notes ****** Point Qt Pf/UL Eqv. Ln. Total Pf Pn 39.26 16.328 K Factor = 9.72 203T 0 2.154 1T 12.224 0.667 16.203 0 to 120 12.224 0.289 0 203B 0 0 12.891 0 0 Vel = 0 16.492 K Factor 204T 42.89 2.154 1T 12.224 0.667 16.159 to 120 12.224 0.289 2048 42.89 0.0161 12.891 0.207 Vel = 3.776 42.89 16.655 K Factor = 10.51 302T -18.71 2.154 1T 12.224 0.667 12.881 to 120 12.224 0.289 303B -18.71 -0.0035 12.891 -0.045 Vel = -1.647 -18.71 13 .125 K Factor = -5.16 304T -21. 40 2.154 1T 12.224 0.667 12.953 to 120 12.224 0.289 3048 -21. 40 -0.0044 12.891 -0.057 Vel = -1.884 -21. 40 13 .185 K Factor = -5.89 205 -11.06 2.154 1T 12.224 119.000 15.144 to 120 12.224 305 -11.06 -0.0013 131. 224 -0.172 Vel = -0.974 -11.06 14.972 K Factor = -2.86 206 -10.30 2.154 1T 12.224 119.000 15.134 to 120 12.224 306 -10.30 -0.0011 131.224 -0.150 Vel = -0.907 -10.30 14.984 K Factor = -2.66 206 10.30 2.154 9.125 15.134 to 120 205 10.30 0.0011 9.125 0.010 Vel 0.907 205 11. 06 2.154 1T 12.224 10.500 15.144 to 120 4E 6.112 36.671 0.144 205X 21. 36 0.0044 47.171 0.209 Vel = 1. 881 21. 36 15.497 K Factor = 5.43 306 -10.30 2.154 9.125 14.983 to 120 305 -10.30 -0.0011 9.125 -0.010 Vel -0.907 305 -11.06 2.154 1T 12.224 10.500 14.972 to 120 4E 6.112 36.671 0.144 305X -21. 36 -0.0044 47.171 -0.209 Vel -1.881 Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 _0ert Mechanical / Encompass Page 16 .:iTONEGATE APTS. Date Hyd. Qa Dia. Fitting Pipe Pt pt Ref. "en or Ftng's Pe Pv ******* Notes ****** Point Qt Pf!UL Eqv. Ln. Total Pf Pn -21.36 14.907 K Factor -5.53 405 -11.19 2.154 1T 12.224 1. 167 12.839 to 120 12.224 2X -11.19 -0.0013 13.391 -0.018 Vel -0.985 2X 2.154 1T 12.224 28.500 12.821 to 120 12.224 505T -11.19 -0.0013 40.724 -0.054 Vel = -0.985 -11.19 12.767 K Factor = -3.13 406 -10.30 2.154 1T 12.224 1. 167 12.828 to 120 12.224 1X -10.30 -0.0011 13.391 -0.015 Vel -0.907 1X 2.154 1T 12.224 28.500 12.813 to 120 12.224 506T -10.30 -0.0012 40.724 -0.047 Vel = -0.907 -10.30 12.766 K Factor = -2.88 406 10.30 2.154 9.125 12.828 to 120 405 10.30 0.0011 9.125 0.010 Vel 0.907 405 11.19 2.154 1T 12.224 10.417 12.839 to 120 4E 6.112 36.671 0.144 405X 21.49 0.0045 47.088 0.211 Vel = 1. 892 21.49 13 .194 K Factor = 5.92 505T -11.19 2.154 1E 6.112 1. 000 12.766 to 120 6.112 0.433 505B -11.19 -0.0014 7.112 -0.010 Vel = -0.985 -11.19 13 .189 K Factor = -3.08 506T -10.30 2.154 1E 6.112 1.000 12.766 to 120 6.112 3.681 5068 -10.30 -0.0011 7.112 -0.008 Vel = -0.907 -10.30 16.439 K Factor = -2.54 2008 47.56 4.31 1T 27.874 9.125 16.216 to 120 27.874 2018 47.56 0.0007 36.999 0.025 Vel 1. 046 2018 47.10 4.31 1T 27.874 8.833 16.241 to 120 27.874 202B 94.66 0.0024 36.707 0.087 Vel 2.082 2028 39.26 4.31 IT 27.874 8.500 16.328 to 120 27.874 2038 133.92 0.0045 36.374 0.164 Vel 2.945 Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 .Jert Mechanical / Encompass Page 17 .:iTONEGATE APTS. Date Hyd. Qa Dia. Fitting Pipe pt pt Ref. "e" or Ftng's Pe Pv ******* Notes ****** Point Qt Pf!UL Eqv. Ln. Total Pf Pn 2038 4.31 1T 27.874 8.500 16.491 to 120 27.874 204B 133.92 0.0045 36.374 0.164 Vel 2.945 204B 42.89 4.31 1T 27.874 25.875 16.655 to 120 4E 13.937 83.622 TOR 17 6.81 0.0075 109.497 0.824 Vel = 3.888 176.81 17.479 K Factor 42.29 300B 0 3.314 1T 21. 838 9.125 12.891 0 to 120 21.83S 0 301B 0 0 30.963 0 0 Vel 0 301B 61.59 3.314 1T 21. 838 8.833 12.891 to 120 21. 838 302B 61. 59 0.0038 30.671 0.118 Vel 2.291 302B 3.314 1T 21. 838 8.500 13.009 to 120 21.838 303B 61. 59 0.0039 30.338 0.117 Vel 2.291 303B -18.70 3.314 1T 21.838 8.500 13.125 to 120 21. 838 304B 42.89 0.0020 30.338 0.060 Vel 1.595 304B -21. 40 3.314 8.750 13 .185 to 120 505B 21.49 0.0006 8.750 0.005 Vel 0.799 505B -11.19 3.314 9.125 13 .190 to 120 3.248 506B 10.30 0.0001 9.125 0.001 Vel = 0.383 10.30 16.439 K Factor = 2.54 TOR 176.81 4.31 6.500 17.479 to 120 2.815 BaR 176.81 0.0075 6.500 0.049 Vel 3.888 BOR 4.31 1B 16.724 3.042 20.343 to 120 1G 2.787 91.983 BASE 176.81 0.0075 1S 30.661 95.025 0.715 Vel 3.888 IE 13.937 1T 27.874 BASE 100.00 6.16 70.000 21. 059 Qa = 100 to 140 3.032 UG1 276.81 0.0023 70.000 0.159 Vel = 2.980 UG1 6.16 1G 4.304 50.000 24.250 to 140 4.304 UG2 276.81 0.0023 54.304 0.124 Vel = 2.980 UG2 150.00 20.57 1T 207.444 110.000 24.374 Qa = 150 to 140 207.444 TEST 426.81 317.444 0.005 Vel = 0.412 426.81 24.379 K Factor = 86.44 Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 ~Dert Mechanical/Encompass STONEGATE APTS. Page 18 Date Dia. Hyd. Ref. Point Qa Fitting or Eqv. Ln. "e" Qt Pf/UL Pipe Ftng's Total pt Pe Pf pt Pv Pn ******* Notes ****** Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 l'1echani cal PHONE NO. 3206560312 Jan. 24 2002 02:31PM P1 o -~'~~~riDERD ~~~:hij2)g "'1. i \,i Mechanical Contractors, lnc. ,_/ ~~~.t;,,~.ua;;.:t;:a::!..,~~"'A;o."II':';)".c;.~.~~._..,~..~ ~.~___~4lM ~-- -v- IIIiIi!- 3308 Southway Drive St. Cloud, MN 56301 Phone: 320-656-0847 Fax.: 320-656.0312 Fax Cover Sheet To= _ ~ob I fOod \ Company: C...:+-'iT ~t- From: -r-;;-A. Date: 1- ..:;~- 0 I fr: a, Cc..t<lt. Subject: u..:> c;;.. 't'..c. r L~ ..... "'" Message: ~"'~ --rh,; ~ ~ ~ c.. f :....+vr<- o+. ~=":-?"s_ Wc- \-oJ:~\ ~CV'" O~ t.. C.opf-v- 1;....00( S+v1. kfl..b) l'..... ~ c.(:)...... frQs~:","'- o "'- l' oJ \>\c..si-... C- T"'~ wi _ t4r-", ,.. A q... oJ ..... ...... ~(tc::.~ f' Co" ( I ~~((J ~ Number of pages including this one: _ Mechani cal PHONE NO. : 3206560312 rs FILTER Jan. 24 2002 02:32PM P2 \i!lUU~"'UULl .___ Jl/23/02 16:07 FAX ... me F:1Iiap a c....'.. fQ.TJumBI! .~ 'MIIi ( .. L )ICl1, l'lnftl.lNE ASnIInIIli SllIl' STJIIlNG DTIIA STBIIG NCMJU.l. l;OfIPD AS1'III 0I"lI1 SII" I '1'\JK sl2E CorA IllS III' ",... , , tIZE TIlIli TIlIIi IIZE QI,.,Ua ZID .821 A .825 A .~ B .aaG 2R. Ii .9S7 .- '"f.027 ,/2" -m- .828 m ~ -:s44 .113 1.004 1.0f!7 .13.&. lila" T.a4 TIiif 1.152 ,872 ,61' .815 1. 'J<4& ~ ~ 1.141 1.197 1..' 31.' -m- -:ew -:6ii3 '1.TiO 1.054 1.054 'f1'7f 1 .227 T.aS1 ',12.1 :wE 1.125 1.3i2S 1.S10 ~ 1AU '.4T7 1.!i81 1" 1."i29 1.130 1,135 T.a99 1:320 1.3:IlO 1.'443 T!57 'i':"6'ff 1 1.7SQ , 'Il' l1/4" 1.371 1,370 1.375 1,75& 1.655 UiS5 1.. 1.874 :;:m- 1,380 1.SS5 i'lS2 1li6 uss ,. T.niO U04 1,894 1.1114 ,vr 2-0151 2,257 1 1/2" 1.621 '.619 1,6115 2.051) ,.- 1.630 1.i3T 1.e37 2.141 1.906 1.906 Uii ~ 'Ui7 Z' ~ L ,,9 2.125 2.097 2.311S il.3S9 2-41ie 2.738 2.ggS . 2.130 V5T 2."lW rnr 2.381 2.381 una 2.768 3.023 Type III .22 01 Tie .22 or T- -;!2 or r -31 DI' .gr. E ..44 -65 D -66 -67 - If. '-nzlng C C A . l\Ieed lnuft not av"""e tRIm A. V. McD,,"afd Mr", ~. D . -ee oriy awililble in 3/"" and ," slz... .Shlldlld CI~e.:s ineicatD wherelillat;j . . No riltil'l!:l frgm A. V. MoOonBld Mfg. e", availlll:ll.. E . .gr anly llllllilllble ltl 3/4' Ind 1" slzBs. pip8 mBY have tQ be sI1aved 1lJ 111 C . T no. a\lllilabllt fOr 1/2" &IZII. co"..,...Hicro end showr\, .bu;6rl .",..,.,. ...dr_ on .. f.ldbre plJU1dl: canl'lll!diolls .Generallnformation --~ c-., .61'" C..p.......n C."inuily ..eI an.... Nuts ELECTRICAL CONTINUITY (TE) A beryllium coppllr strip makes J)ositive contact betwQCln Qoppef tubing -7' IIIld brass comprv~on nl,lVfitting. ANODE (TA) A. copper wire Is kxked into the compression nut us!n; tM atainless steel screw. lhl5 asSUl'8S electrical cOr".tinuity. a S1%&s: :3/401, ," I Stzlls:314", ,".11'''".' 1/4.",:2" oAIIo ~ rot' us. witt13S0 PSI ~ lubing. ASTM oa&a. SDR s. Siztlls: 3/4",1",1 114'.11;2.,2" . "~~'I:l;'-1 :-J{:'l ~'~~-''-'- -~ -; ~-''':-. : --~~ . ,~._~';_,'i~;-':' '~;~;\~~):,~,~~>;~~~~~, --;: :', ~ 'I t 1_'" J I~', ~ . "~-~'~'..IT-_- :.-_ I . \ I, ~ - -'_ .. l _ "....... A. Y. M'DONALD MFG" CD. . P.D. BOJ: IiDII " gUBUQUE, ,,~ 5llCllMoOiQll . ~19413.nn q'QLL FREE HOo.~7 " FI\X .oDoaD-_ 3 .... Mechanical PHONE NO. : 3206560312 Ii S f'I L TfJl Jan. 24 2002 02:32PM P3 ~004:u05 Jl:2:)/02 16:06 FAX Ser.tic~ ,iHi... & Coupli.... .Moc-Pak Compression -------- --- -- ------- -- M.....1t: ... lINth ..Ill obIl11p lUDIng ~ "Inuit lI,Ibira Dr plrmtlC I'1pa 1hrCuJl'l thll nllt intrl the ~ined ~ in thIa valVe ol' 1I1ti1g.. a. ll'iren:;h lighten mil Mae-Pak nUl 88OI,IreIy c'''I1c \tit! valI.e gr flI1jnl'l avmpr9S51ng me Eu8-N &MI lIln:llol.,d Itl. piP<' or rubll'lg. Cl'OII.ting a wawr-lI;hI".I. C. ScIre lfl8 spill damp onlg !he p~ or ll.ibing by Iigh1anIng 1tlfl _n1es8 IleeI bolt en 1tI8 side gf \l'Ie clImp. ~achjl1ec1 grooves l., .. ."fit gflll'l'lP F'IV>lldl! ac:l~ ijl'jpping. D. Ma:\."-k ClI:IUIlIlnQll ale CDd.d ulDl1OWs: ~ SEJIIIIiS - Tube ;lZe ~r or P. E. - CT! 33 SEAlES - Pil't' .. P.!. .. tItS 4 .. BERI~Il. P.V.C. - pyC 55 !!IERIES - SI.II/ pipe - IPS 68 SEAleS. Strona lead SJi;HI- S ~ SERJaS - Eatr. ,*",nli IlIlid ~ - xs ell SSJlllEi . ~ .1lnI ma"glNCI p1p1l .. XXI Tighten ~ 1M lolWln. mlftrmum 1l:lrques; "22". "aI". If""", "lIS" compression FIll' nut: 1Q" ___ 1IO It.... " __ ~ft.1bo Ill!" ...g I\oIbo ./ (fHbIi) a/4' __ z" I!.II. 11/.l' .. 3$ ""be 2' .. t$f1-1ba P I'oraamp 1~ ...1H11 ilHbI ,. __lIl-'110 II\oIlls 114'. I~11Q in-lbs. side llCI'I!YoI: JI4' ._IIC'!JO in-ID 1 11.' . 1~' 4lIl'Wbi ~ .....o.2lI8.iaD rn.llc (irI-ItI5) Letld u-.~ CIIl"'p. ...... ..tIT'. ...... Fa/ nut , /2' ..._ 2511.... ,. _."0_ 10 h.1bs , 112' _ 56 1\011I& (ft-1bII) W' .... 10 fl-lIII ~ 11'\' .. Ai 'Hb& Z' 0'_.. Iii ~~h 3/4' _.. "lIob ror dMIp lIZ' ...7ll./l0 in.11lI l' .."....D.10ll1l~ 1 1/2' .110-180 In-lIIs sIde scrav. SII' ....75085 ilt-ibls 1 1/4. . lzo.1I0 "'~bs 2' _._IIIMIO lft.ha 0r\-tI$) 311,' ~.llI-gll irt-tlB . 61 30 Compres~ion -- -~---------- -- ----------- ----- ~ A. RtIn'Icve 1t1e 1I1ml 1t\1I 51 ao CauplirlS El. ~1WIy cur Ihe of the ee~lII' OIl'alyelt'1yle e Wbinu omd i,.rt it inlo 1tIa e CctIJplfrIg 1I11l1111'1e tublnliJ bOttomI ClUl: c:. T1ghllln 1I'le 61 in\] Dl'ltg \he II'BJw Ilr ~if1g finQl"'gni. !h8rt lI/l1SnctlllGfl1en 1'8 comple\1r lIJtnl5. DO NOT 0VEn1GKTIN;. '. " III . e e1elllriQjJ ClXllinulty 1eatu '? tll the el No. 1er ~.c:Iri~ 1IUt: 1701 thl e1-=tr1ea1 Incde nut feawl'8 MocIsI Na. fcr Ano4. nut: 4101T4 TlOInt 10 Ifta f*wing minimum ICrtlU8lI: COPpIII'TuDlt "'1'" ei:impreAioft IPS" P.E. 'T' Comp~ !14" ~...._ iOb-tIs 3'~. ....... 51! ft-ItQ l' .......... !lI5~1tllI 1" __._.... ~ lHIl!I 1 1.....- llI51\otll1 1 112' .... a!lll-bI i' .__ 100 ft._ ~. D. The ~lal1ld parllan r:Jf IIlI! c:opplfr tUi:)lng .<$ aa a watenlgl'tt gasNIt ar.:i also i5lgcked be1WIlln the nul Uld CQu~lIn!l givi'lg hC/1 puJ- OUI rwlIl!tIInc::8. . Index ~... hlll!l NUl:AnernPlililS ........__..................... ...................___..............4 Straight Couplings ........... .......... ..... ..... .... ..... ...__................ S,7 Tees ..._.. I....... I" .......... It ..11.......__. .., II ''''01 I.. ........",. '111.0.. .......".... 8-9 EIboM ......................................................................_..... 1 0.1 ~ L.8ad Comprl!lG8lon .......................................................... '30'4 Col,Iplings fgr Use with Copper Flare 01ll18t& ... ............... 1 $-17 'V.Branches ..nm.........................,......._..........._n._.......... 18-19 MlseellanClClus Fittings ......... .........." ......., ........... ............ .......20 . "AIsD -cr::eptable fOt u. llfIIh 2!oa PSI pcMybUlyI." tuaalng. u..rt ..""'......" requll'8ll en aD "Hilt. plllatic 00l'IftIIdIar... 2 A. Y. II"DONALD fOlCL C:O." P.O. lOX SDe- aUBUQUL lA ~.. .t~"", "TOLL PRe ~z,.27'37" J:,u ~-t1D6 ..:....~.:\;.fiJ7.~t..~~.~... I . ... .....- ..1 Mechanical PHONE NO. : 3206560312 US FILTER Jan. 24 2002 02:33PM P4 . .._. _.._.._~~~~.u ol/Z~!02 16:05 FAX ( ( ~ ' CODes AND SPECIFICATIONS EXCel BO, 100. 125. 160 and 200 pSI PIPE CQ"'orrnl to the follQwi"g atandarde. STANDARD 114 OF THE NATIONAL SANITATION FOUNDATION FOR USE IN PRESSURE POTABLE WATER APPLICATIONS. FOA 8DO DeSIGN STRESS MATERIALS. MEETS ANO excEEDS ASTM o-,~.a. 1>-2239, PRODUCT STA.NOARD PS-11-SQ FHA MATERIALS BUL.LETIN UM 3'-0, AND FeDeRAL SPECIFICATION L;P3,S. EXCEL 80 PSI CONFORMS TO AN $OR 19 EXCEL '00 PSI CONFORMS TO SOR '5 EXCEL 125 PSI CONFORIVIS to seR 11.i EXCEL 160 CTS CONFORMS TO SDR , 1 exC~L 1&50 PSI, I.P.S., CONFORMS TO SDA 9 excEL 2DC PSI. I.P..s'1 CONFORMS TO SDR 7 ~ THESE ABOVE STANOARDS ASSURE YOU TO CONSISTENT QUALI"Y WHILE. PROVIDING COST COMPET1TIVE I NSTAL.LATI ON "" ALL ACCEPTABLE APPLICATIONS. Agu,. 1. PfUSUN aropl 100' wi" in..rt titlil'JgS. TI"'pen1ure Wor1cJng Pr....,. (psI) R;. -P. 80p8i 100 pal '&0 Il'ci Type v.z" ~" ,., ''1~'' 'Ye" 2" 60oF. ~5 "8 188 Adapt '.0 1.5 2.0 2.6 3.5 5.0 73.4OF. 80 .~ 100 160 COIJP .5 .75 1.0 1.3 '.5 2.0 100.F. 58 70 112 !II 1.3 1.9 2.8 3.5 ..1 5,Q 1200F. 40 50 ao Tee 2.5 3.0 5.2 7.0 8.1 10.0 . If pipe i. to b& burled IlilGC tPlan 2 ,., t).low tne surface, end unless you know othcl1"is~e. than 1 DOC' ".shQuld be used as the basis to establl.h the sate workIng pressure ;; Figu re 2. Pressu rll dl'CJ.'l per' 00 feet of EXCEl. pipe. ,.... $- '\'i- ~~ ... .\IIr" 1lolo" ~ Yl:loc.- V.-- Vel- VelOeoo V.IDD- v.._ llr Dtwp ilf Dreap ;tr Drop ILy DrClP 1111 Draa ill lJraJl Cal' . ft., Itot n., fllll "01 rr ., MIlL M/_ lIe.1Il DSi ftllIK hud ,.i III... ... .- trJ_ ...... INi III lIee Il.... .-& ftI_G .... pel -, I ,I'll! 1.0 0.43 2 1.11 3.15 '.i' 120 Uo 9 03& ~ 3.17 i.1I :!.2!" 110 r.~ cs:! 111 oe D2IJ -'I ".22 1'- II :u, Z.aO 3,:\ I ~2 1.4. 1.0 O.oM 0.86 a, O.1~ ! 3.29 liil.' a.Aft H,e !C 1.1S 1.8S Hi llN ; C1 0..4 0.17 0.70 Q,e 0.00 0 633 27.1,. 11 i" :uo 70 3Cl ~~ 22 G" 1:8 !U~ 0.25 0.95 Q:) 0.12 0.51 0.1 a,C3 is '''5 .&/Ul -20." 4!11l Ii 55 s.;;s :017 3,7 l~ 171 ~.1 Q..&1 1_28 D.I 0.20 C.T. 0.1 o .(]Ii IQ :o.so 10.5 3D 5&1 60<: IT.a n15 :] 71 ill 2.40 2.14 1.15 0.63 1.58 07 0.311 C.M 11.3 a.ca ;5 9 01 3'.1; 104:S 5~'" 11.7 IHIA 321 ~., u~ U8 t.' 0.83 1.43 D.4 0, nt 20 lilOO D-1.7 2'101'1 ',.)~ ZOCl II." '.21! I,J 2.2S ;1,'. 2.5 l.oa 1.91 0.7 0.32 2S F'Cllmvl:lI~' "'.5511'. d'q:l/10Ci :t 9.'26 30.2 13.09 535 80 1&5 ~... 3tl , .Il:l 2-j$ I.' US 30 wllllom & 1oI11%<<!f'l ..,..,. II" 42.' '1.34 '&3 11.2 4..01 0'3 5,::1 as 117 1.6 0.. 40 rCNQllnus ~g",tllnl ISO '!lo7 ".0 aD 6.30 !LQ ,U'! 3111 2.7 1.15 55 &1.. 11'171 211 ; ,~."" 1.11 136 ne 4711 '.0 1.74 6tI ..\p - 04:255 " ? g....j; 111.0 824 S.t.. 5.4 2.L4 ?'O !l = pl:CI"./m", foCl...."g 11.ljg ~5.3 109$ 1.1I' "." iUS 110 d - Inl":'" .i."'.l.,.,I"e....eoli 1.~ V.. 4.16 ICO 11 QI "..e1" ao II .. (2 :31)~P Q,lI' ".5 '.3D .'d Mechani cal PHONE NO. : 3206560312 lJS FILTER Jan. 24 2002 02:34PM P5 ~oo2io(}5 01/2:1/02 10:05 F,.u EXCEL lID P$I, ASTrA 1>2239, SDR 11, "'.si. C SIZE 0.0. 1.0. WALL WTJC COIL I.G,.H. 3/"" .9A4 .824 .ceo 7.3 100' &. ~O' 1" '.'69 UU9 .080 ;.! 100' " 300' 1-1/4" 1.52& 1.380 .ora 14,8 100' II 300' 1-112''' 1.780 1.110 .oes 20.2 100' .. 300' r ~.a8S 2.D8'7 .10W ~1 ,ao' . 200' EXCI!L 10C pSI, An. D-~, SOR is, N.S.F. SIZE 0.0. I.D. WAu.. WT/C COIL LGTH. 1/2'" .742 .m .DSO u 100' 6 400' 3/4" .944- .824 .060 7.3 100' &. .cO' 1" 1.119 1.04$ .070 10.9 100' & 30(1' '-114" 1,SD4 1.* .092 18.7 100' &. 300' ,-1/2" 1.824 '.810 .107 25.4- 100' & 300' 2" 2.343 2.017 .1Ji 4'.8 100' A. 200' EXCn.12S PSI. ASTM 0-__, SDR 11.5, N.5.F. SIZE 0.0. 1.0. WALL W'r/C COIL LGTH. 1/2." .742 .522 .OW 1i.!5 100' & 4OC' 3/4" .!lM .824 .OT2 8..lil 100' & 04QQ' 1" 1.231 U)68 .0111 14.~ 100' & 300' 1-1/4" '.620 1.380 .120 24,8 1 DO' .. 300' 11112" 1.&90 1.610 .140 ~3.6 , 00' & 300' 2" 2....27 2.067 .180 5S.5 100' &. 2Or:f EXCEL 160 PSI, ASTM D-2238, SDR 9 SIZE 0.0. to. WALL WT/C COIL LGTH. 3/4" 1.006 .824 .(192 ",7 , DO' & 300' C- 1" 1.283 '.049 .117 18.S 10D' & 300' I 1-114" 1.88& 1.380 .153 32.3 100' & 300' '" 1 -112" 1,D6I 1.&10 .119 50.1 100' & 300' 2" 2.527 2.067 .230 19.5 100' EXCEL 1&0 1181, CTS, STM D-2T31. SDR1' SIZE 0.0. 1.0. WA:..L WT/C COIL LC!TH. 3/.... .57:1 .715 .ODlj '.7 100' ,,~' ,- 1.125 .921 .,~ 14.2 1CC' & 300' 1-1/4" 1.37S 1.'25 .125 2'.. 100' & 300' 1-112" 1. e2!l 1.328 .148 29.9 tOO' &. 300' 2" 2,12! 1.739 .193 6U 100' EXCEL 2CIO PSI. 1.11.5.. ASTU D-22'39. SDft 7. N.S.f. SIZE 0.0. LD. WALL WT/C COlt. LGTH. :il4" 1 ,0'70 .824 .11G 15.2 100' + 300' 1" 1.359 1.049 .1SO 24.3 , CO' + 30D' 1-1/"" 1.788 1,380 .1&17 ~'.B 1 ao' + 300' 1-1/2" a.OM ~ .2!!0 58.9 100' --t 2" 2.615 .Z95 93.:5 1eo' Dca,- 200 PSI, CTS, "STY %n1, 'OR 9, NSF' SIZE 0.0. 1.0. WA,LL wr/c COIL LOTH. 3/4" .87~ .871 .097 10.! 100' + 5OQ' ,.. 1.125 .860 .125 16.9 100' + 300' 1-1/4" 1.376 ,.oeo .163 24.8 , CO' -r 300' 1-1/2" ,.~ 1253 .181 34.8 10C" + 300' 2" 2.1~ 1.637 .238 80.3 100' (..:~ March 25,2002 Mr. Robert D. Hutchins Building Official 16200 Eagle Creek Ave. S.E. Prior Lake, MN 55372 Re: Stonegate Apartments Prior Lake, MN Steen #JBM1 03 Dear Robert: SlEEN ENGINEERING,INC. 7630585-6742 7630585-6757 fax email: steen@ecenet.com MAR 2 7 2002 ~~ {J.J Ot. VV P< 1t.l?"Cr' All exhaust duct up through roof shall be PVC. The insulation that we are recommending will include fire caulking at each floor. If you have any questions or comments, please call. Sincerely, Steen Engineering, Inc. i~.q Kurt M. Smith Mechanical Designer KMS: pah Designing Sensible Cost Effective Solutions 5650 North Lilac Drive · Brooklyn Center, Minnesota 55430 Mr. Robert D. Hutchins Building Official 16200 Eagle Creek Ave. S.E. Prior Lake, MN 55372 SlEEN February 15,2002 ENGINEERING, INC. 7630585-6742 7630585-6757 fax email: steen@ecenet.com Re: Stonegate Apartments Prior Lake, MN Steen #JBM1 03 Dear Robert: This is in response to your letter dated December 19, 2001 for the above project. Drawing revision are included as ESI #2 (attached). 1. J-Berd sent in application on December 11,2001. 2. J-Berd coordinated firestopping documentations. 3. Text changed per Drawing M1.21 (see attached). 4. Sizing noted per Drawing M4.11 (see attached). 5. Laundry Room window is not an opening window. 6. a. Shafts noted per Drawings M7.11 and M7.12 (see attached). b. Damper added per Drawings M7.ll and M7.12 (see attached). 7. Dampers are shown at all rated penetrations. Wall ratings by Architect. 8. RPZ is not to be eliminated. 9. Water meter size indicated per Drawing M8.11 (see attached). 10. Shaft noted per Drawing M4.12 (see attached). 11. Minnesota Department of Health review issues addressed on January 7, 2002. Approved by State January 24, 2002. If you have any questions or comments, please call. Sincerely, Steen Engineering, Inc. ~,~ Kurt M. Smith Mechanical Designer KMS: pah Designing Sensible Cost Effective Solutions 5650 North Lilac Drive · Brooklyn Center, Minnesota 55430 February 15, 2002 ENGINEER'S SUPPLEMENTAL INSTRUCTION (ESI) NO.2 TO PLANS AND SPECIFICATIONS FOR: STONEGATE APARTMENTS PRIOR LAKE, MN STEEN #JBMI03 S1EEN ENGINEERING,INC. 7630585-6742 7630585-6757 fax email: steen@ecenet.com The Work shall be carried out in accordance with the following supplemental instructions issued in accordance with the Contract Documents. DRAWINGS Ml 1. Revised per Drawing M1.21 (attached). M4 1. Revised per Drawings M4.11 and M4.12 (attached). M7 1. Revised per Drawings M7.11 and M7.12 (attached). M8 1. Revised per Drawing M8.11 (attached). END OF ESI NO.2 Designing Sensible Cost Effective Solutions 5650 North Lilac Drive · Brooklyn Center, Minnesota 55430 December 19,2001 Mr. Chad Filek Jberd Mechanical Contractors Inc. 3308 Southway Drive St. Cloud, MN 56301 RE: Stonegate Apartments Toronto Ave. Following are the results of the plumbing and mechanical plan review for the Stonegate Apartments. Our review was based on the Minnesota State Building Code (MSBC) which adopted with amendments the 1997 Uniform Building Code (UBC) and the 1991 Uniform Mechanical Code (UMC). 1. Submit a plumbing permit application and mechanical permit application. 2. Provide firestopping documentation for the plumbing and me~hanical penetrations. UBC 703. 3. Sht M -1 note F: change 7' -6" dimension to 8' -0" 4. Detail 2/M-4: Provide size of heat trap. Area of opening must be same size as combustion air duct size. 5. Sht M-6: Exhaust ducts for dryers to be four feet from Laundry room window. UMC 906 f. 6. Detail 1&2/ M-7 (a): Vertical ducts to be in one hour rated shaft. UBC 711 (b): A smoke/fire damper at the return ducts is required at the one hour rated shaft connected to furnaces 1 and 2. UBC'71 I :. 7. Detail 2/M-7: The shaft for the supply duct is penetration the two hour fire resistive floor. The ducts supply four stories must be in an enclosed one hour rated shaft. The walls of the elevator lobby must be of two hour rating and the door/openings must be 90 minute rated to complete the shaft requirements. UBC 302.3 8. Detail 11 M-8: Can the RPZ be eliminated by another filling design? 9. Detail 3/M-8 (a): provide size of domestic meter and if desired, lawn irrigation meter. The project was originally designed to have a separate domestic water line and the 16200 Eagle Creek Ave. S.E., Prior Lake, Minnesota 55372-1714 / Ph. (952) 447-4230 / Fax (952) 447-4245 AN EQUAL OPPORTUNITY EMPLOYER lawn irrigation supply line was to be taken off of the fire suppression line. Confirm design proposed. 10. Sht M-4: 16" diameter flue must be in a One hour rated shaft. UBC 711 11. Plumbing Plans must be approved by the Minnesota Department of Health. MSBC 4715.3130 This is a preliminary review only. Other code items will be addressed when the final plans are submitted. All items must be addressed before permits are issued. Call 952-447- 9851 if there are any questions. Sincerely, RofldJ~ Building Official Cc. Affordable Housing Solutions Robert Skarsten . 2 o G 7tj, ' F1t,f, /,/77 io ' -J June 27,2001 Charles Radloff 9979 Valley View Rd. #256 Eden Prairie, MN 55344 RE: Stonegate Apartments Toronto Ave. Following are the results of the preliminary plan review for the Stonegate Apartments. Our review was based on the Minnesota State Building Code (MSBC) which adopted with amendments the 1997 Uniform Building Code (UBC) with handicap regulations of the Minnesota Accessibility Code Chapter 1341. Also requirements of the 1998 Minnesota State Fire Code (MSFC), which adopted with amendments the 1997 Uniform Fire Code (UFC). 1. If provided, disperse HDCP van parking stalls to the interior and exterior parking areas. MSBC 1341.403 Item E and 1341.0428, Subpart 2. An access route is required on the interior of the building with a vertical clearance height of 98 inches. MSBC 1341.0428, Subpart 5. 2. Submit a soils report. 3. Sht. S6: Submit the Structural Engineers Special Inspections /Acknowledgment sheet for UBC 1701.5. Include sound and impact ratings field testing. See enclosed. 4. Provide testing documentation indIcating that exterior walls and interior non bearing wall construction meet oI)e-hour fire resistive construction. Clear span floor/ceiling, supporting beams, columns and concrete block, in S-3 occupancy to meet two-hour fire resistive construction UBC 703. 5. Provide documentation listing that construction (floors and walls) meets Sound Transmission Control and Impact ratings by laboratory testing. UBC Appendix Chapter 12. 6. Provide structural engineered drawings of the floor and roof truss systems including all framing connections at time of framing inspection. 16200 Eagle Creek Ave. S.E., Prior Lake, Minnesota 55372-1714 / Ph. (952) 447-4230 / Fax (952) 447-4245 AN EQUAL OPPORTUNITY EMPLOYER 7. Structural Engineer to assess soil bearing requirements for adjacent buildings on the East side of property in close proximity of proposed retaining walls. Provide engineering on retaining walls. 8. Provide Structural Engineered drawings of foundation panels, columns, beams, and precast floor. Include calculations of upper floor corridor walls and posts being supported by precast floor panels. 9. Provide a recycling space. MSBC 1300.4700. 10. Provide detail of exterior guardrails. 11. Provide fire lanes for fire apparatus response. Signage to read :" No Parking Fire Lane by order of Fire Department". Place 75 feet apart at front parking and by fire hydrants. 12. Provide not less than one standpipe for use during construction. Fire sprinkler/riser permit required before building permit issued. UBC 904.6.2 13. Detail4/S8: Does not appear to match K wall type. 14. Sht. S2,s3,S4,and S5 : Provide numbers on detail sections. 15. Provide fire-resistive construction behind and below all tub enclosures. 16. Provide address numbers on building. UBC 502. 17. Class B or A roofing is required. UBC Table IS-A. 18. Provide testing documentation indicating 1-hr fire rating on trash chute access door and attic access. 19. Sht. A3: Provide detail of swinging gate. 20. Door 001 60 min firerated. 21. Double doors 001,003,100,200 and 300 to have a coordinator and astragaL UBC 302.2 #2. 22. Detail8/A6: Detail shower seat dimensions. MSBC 1341.0458. This is a preliminary review only. Other code items will be addressed when the final plans are submitted. All items must be addressed before a building permit is issued. Call if there are any questions, at 952-447-9851. Cc. Affordable Housing Solutions Robert Skarsten Enc. 2 CITY OF PRIOR LAKE 16200 EAGLE CREEK AVENUE S.E. PRIOR LAKE, MN 55372 SPECIAL STRUCTURAL TESTING AND INSPECTION SCHEDULE Project Name Location SPECIAL STRUCTURAL TESTING AND INSPECTION Specification Description Type of Inspector (3) Report Frequency Assigned Section Article Finn (4) Notes: This schedule to be filled out and included in the project specification. Information unavailable at that time, to be filled out when applying for a building permit. (1) Use descriptions per UBC Section 1701, as adopted by Minnesota State Building Code. (2) Special Inspector - Technical, Special Inspector - Strucural. (3) Finn contracted to perform services. ACKNOWLEDGMENTS Each appropriate representative shall sign below: Owner: Finn: Date: Contractor: Finn: Date: Architect: Finn: Date: SER: Finn: Date: SI-S: Finn: Date: T A: Finn: Date: SI- T: Finn: Date: T A: Finn: Date: SI- T: Finn: Date: F: Finn: Date: F: Finn: Date: *The individual names of all prospective special inspectors and the work they intend to observe shall be identified. (Use reverse side ofform if necessary.) Legend: SER = Structural Engineer of Record SI- T = Special Inspector - Technical SI-S = Special Inspector - Structural TA = Testing Agency F = Fabricator Accepted for the Building Department by Date SSTI.DOC Th. ('.n'., .r 'h. Lab Co.nlry White . Building Canary . Engineering Pink . Planning BUILDING PERMIT APPLICATION DEPARTMENT CHECKLIST NAME OF APPLICANT AFr:O 1200 BLUo US I ~ 56LlfTl 0 NS APPLICATION RECEIVED' Co - 20 - 0 I The Building, Engineering, and Planning Departments have reviewed the building permit application for construction act!vity which is proposed at: TO W E f2- ST{2.5t:.- I . L2, 53, Bt<..OC1(.SV(uLE ~Te... Is,- ADDN. Accepted X Accepted With Corrections Denied Reviewed By: ---.M4iJ i ; Date: 7 - (, -01 Comments: . See Reverse 'Side for Additlonallnformationl En-lfr C0/754. ~ ,'It ..(:.cJ/"l Tar"tI1fo 41/,_ On 1'1 i ~ ;, ::iee Attachments: 1) Grading Plan, 2) Erosion Control Measures 3) l;rosion Control Plan "The issuance or granting of a permit or approval of plans, specifications and computations shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of this code or of any other ordinance of the jurisdiction. Permits presuming to give authority to violate or cancel the provisions of this code or other ordinances of the jurisdiction shall not be valid." Ut~ TO: FROM: Planning Department Building Department Engineering Department Finance Department Public Works Department Police Department Jane Kansier, Planning coordinator~ July 12, 2001 U DATE: RE: Stonegate Apartments Stonegate Apartments, the 43-unit apartment building located at the intersection of Tower Street and Toronto Avenue, will begin construction soon. The address and PID number for this building are as follows: Address: 16955 Toronto Avenue SE PID Number: 25-022-006-1 Please change your files to reflect this information. Thank you. I: \OOfiles\OOcup\OO-O 1 O\address.doc Facsimile Transmittal Sheet - cR - = -e es ~ t-:l rIJ Q,j - To: Robert Hutchins City of Prior Lake From: Charles Radloff 7805 Telegraph Rd. Suite 220 Bloomington MN 55438 ... ~ ..c:: U ARCHITECT Friday, February 8, 2002 2:57 PM Voice: 952941 1667 Fax: 952941 5240 Pages including this cover sheet MEMO Page 1 of 2 Bob, Attached is a letter regarding changes to the elevator shaft wall construction. I am very disturbed by the chain of events and the method that your building inspector, Bernie used in this instance. My understanding of the circumstances is that Bernie went directly to the framing carpenter and instructed him to make the changes outlined in the attached letter. The project superintendent was told later by the framing carpenter what he was doing and who ordered him to do it. There is proper chain of command and responsibility in these cases. I am very upset that changes to a rated, tested assembly wall were done without my input or approval. Who now has the liability and responsibility for the life safety and structural integrity of the building? I would say it falls squarely on your inspector. I would hope you and your staff would appreciate my concerns and that we can continue the excellent working relationship we have had to date. If in the future you or your inspectors have any concerns over the properness of the approved construction, please contact my office before redesigning engineered and detailed conditions. I am well aware that field conditions may present on for seen conditions, when these occur please contact me so that together we can analyze the situation in question and determine if in fact changes will be required. Charlie Radloff .Ies Radloff ,,952 941 5240 Fri, Feb 8, 2002 2:57 PM Page 2 of 2 Charles ]. Radloff · Architect February 7,2002 Milo Lowe Stonewood Development LLC 16155 Tower St. Prior La ke M N 55374 Re: Stonegate Apartments -Permit No 01-674 Tower St. & Toronto Av Prior Lake, MN Subject:: Elevator shaft walls Dear Milo, During on site job inspection, Wednesday February 6, 2002 it was brought to my attention that changes were being made to the construction of the elevator shaft walls. I observed strapping being installed at top of first floor framing wall plates to tie the two separate gypsum and wood stud wall constructions together, I also observed that rim joist were being added, (in place of the short stud walls as drawn) to make up the area of the floor space. While the change to rim joists is not necessary this construction, it will be acceptable as field conditions require. The addition of the rim joist provided an opportunity to lag bolt the separate shaft walls together and I was informed that the building inspector ordered the framing carpenter to lag these walls together and add the strapping. Build the double wall assembly as drawn, per details 4/A-14 wall type H, 21/A-15, and 15/S8, without strapping or lag bolts. These proposed changes in the wall construction affect the sound transmission characteristics of the wall assembly. It is the design intent to isolate the elevator machinery noise from the rest of the building frame by the use of a 1" airspace. Please be advised that changes to the signed and certified drawings that have been approved and stamped by the building inspection review are NOT allowed without written approval by the Architect or Engineer of record. I value your opinion and I am always open to questions from the field on any condition that appears inconsistent with sound construction practices, or that needs clarification. Please call at any time, I will respond ASAP. Sincerely, Charles J. Radloff Reg. Architect MN No. 10654 CC: Ryan Seavert, Duffy Engineering Bob Skarsten, Stonewood Development Bob Hutchins, Chief building Inspector City of Prior Lake 7805 TELEGRAPH ROAD. SUITE 220 . BLOOMlNGTON. MINNESOTA 55438.952 -941-1667 PHONE No. 933 2839 Oct. 02 2002 8:33AM P03 April 16, 2001 J. ~ ) ,..:.-- ,,(.- ) /. "," ,r I.. J" J/";y' )~I (;)1 ~ordable Housing Solutions LLC Attention; Bob Skarsten 4108 Red Oak Ridge Mlnnetonka, MN 55345 Charles Radloff Radlo1l Architects 9979 Eden Valley Road #2fi6 Eden PrAirie, MN 55344 RE: Stonegate AparlnHmt Building Conditional Uce Permit Dear Mr. Skarsten and Mr. Radloff: On July 17, 2000, the Prior LQkc City Council Qdopted ReGolution 00.58 QPproving the Conditional Use r-errnit for \. ,e ctonegat0 Apartments, subject to the Iist~d condjtion~. A copy of this resolution \!; attached for your information. The ccrtified copy of the reSlolution I sent to you on July 21, 2000, ITIlwt cUll bo recordod 00 tho firGt otop in tho permitting process. On J::lInwuy 22, 2001, thn City Council adopted Resolution #01-08 approving the Development Contract for tI Ie r..:onotrudion of otorm oewer. This OQtisfio3 thc conditions IInted 00 a) thru 0) on the oltElohed resolutiC>l). The Development Contract included the following requirement:s: .......... ..' ....... ---'---') 1. TI'le construction of 1I1~ ::;[01111 ::;t::we::r 1l1~'y rlol '~0"'1;1I~1:~'" prior Lo MC:ilY 15, 200Y 2. Prior to constructic)(l, 11"1(;; lollowinyh3i";l~ IllU~[ be SUblllllll:IlJ: // a) An irrevocable letter Ilt cre It in the amount of $38.320.00 ./:."_. .," ..~_...-.. ..~......,."..."..., b) A Certificate of InsurElnc "'" . c) A recorded copy of the contl~ad In order to proceed with thi~' project, you must first record Resolution 00-G8. Once the resolution is recorded, you must submit I-evised plans addressing all of the conditions of approval listed in the attached resolution. .fhe plans dated June 2.', 2000, address some of the:se conditions; however, the following items must be still be csddressed and RatlRfiAd: . A gr8c/ing pf.:rmlt mllst LlS issued and all stormwEder improvements on and off-site must be con'Jpleted prior if) i.'i!iI..l/jn(:~ nf (:Iny I>ui!t:)ing pennif. In 1it';(J of c:o/llplf'Jti&')n of .1:\ODlUe.e\DOcup\OO-01 O\t..mlt,d..t 1..,\I~r .doc> rage , 1(,200 h1!..llet. CIl1.l:k ^w.. S.E., Prior I.iilll", tvllnnesota r,r.,:-~72 171'1 / Ph. (1).':;2) 4'~ '/-42:<10 / F;'lx (C)f)?) 447-4(~45 A,'II:/.II.'^L. '.'JlP()RIUNITY L~~I'I.""V\;H PHONE No. 933 2839 Oct.02 2002 10:57AM P01 ~ STATE BANK OF LONG LAKE ,9t)4 w. W^VZA.TA. BLVD. . P.O. BOX ~ LONG I ^KG. MINNEOOTA G!l3!5e~. 9G2I4l~I347. r"-AX: 952114T.KI2B2 IRREVOCABLE L.ETTER OF CREDIT No. 060801 June 8,200] City of Prior Lake 16200 Eas:lle Creek Avenue Prior Lake, MN 55372-1716 Dear Sir or Madam: We herehy Issue, for the account of Robert SI(Brsten and in your 1avvr ,our Irrevocable letter Of Credit in the amount of $38,320.00, available to you by your draft drawn em slghl VII the undersigned bank. The draft must a) Bear the clsu8e, "Drown under Letter of Crodlt No. 060001, dat&d JUlie 8, 2001. of Stete Rank of Lony Lake; b) Be ~ignQd by the M3yor or City Mencser of the City of P,ivr Lake. c) I:le presented for poymonl al1984 W. Wayz;<lta BlveJ., long Lake, MN, on or before 4:00 p,m" Deoember :\ 1, '003. . This Irrevocable Letter of Credit sell) forth in full our under~tanding whiclI ~h~1I not in any way be modified, orm.:ndcd, amplified, or limited by r~rtmmce to any document, instrument, or agreament, whether or not rflferred to horeln. Thill Irrevocable Letter of CrQdil is not ascign:::lblc. Thia is net a Notation L"tter of Crtfdil. More than one draw may bo made under the Irrevoeable Letter of Credit. This IrrevocElble LeUe,. of Credit shall be governec;J by lll~ most recent revision of the Uniform Customs and Practioe for Documentary Credits, Il1ternc:ttiulli:l1 Chamber of Commerce Publication No. 400. We hereby 3grcC that a drtlrt ult:lwn under and In complial1ct: with this Letter of Credit shall be duty honored upon presentation. e ~' fUL"~ SERVICE BANK. . Co,,,friij"UG Botlking RlnC(l 1901J FDiI . ~ STATE BANK OF LONG LAKE 10G1 w. WAYZATA BLVD. . p.o. 60X 636 LONG LAI<I:, MINNESCflA ~. Y521473-'1347. FAX: 9621473-02a2 IRREVOCABLE LETTER OF CREDIT Nn. 060801 Jun~ R. 2001 Oity gf Prior Lake 16200 Lagle Creek Avenue r"rior Lake, MN 55372~17"':i Dosr Sir Or Mad;;Jm; We hereby Issue, fOI Ihe account (If Robert !::ikarsten and in your favor, our Irrevocable Letter of Credit in the amount of $38,320.00, available to you by your draft drawn on sight on the undersigned bank. "he draft must: a) Sear the clause, "Drawn under L~\tt::H of Credl! No. 060801, dated June 8, 2001, of State Bank of Long Lake; b) 9. signed by tho MlJyor or City Manager of the Cily uf Priur Lake. e) Be presented for payment at 1904 W. WC:lyzata Blvd., Long Lake, MN, on or before 4:00 p.m., December 31, 2003. ThiEl IrrcvocE:lble Letter of Credit sets fudll ill full our understanding which shall not in any way be modified, amended, amplified, or limited by reference to any document, Instrument, or agreement, whether or not referred to herein. This Irrevocable Letter of Credil is not assignable. Tl'Ii~ i~ not a Notation Letter of Credit. More than one draw may be made under the Irrevocable Letter of Credit. This Irrevocable Letter of Credit shall be governed by the most recent revision of the Uniform Customs and Practice for Documentary Credits, Intematlollal Clli:lHlber of Commerce Publication NO. 400. We hereby agree that a draft drawn under and in cumpliance with this Letter of (;redlt shall be duly honored upon presentation. Phonl' /I Phlm" /I e Ql( II ,n ~ ~'j'i.jL9. SERVICE BAN!} . ....-.- Contlnl.louc Bnnl,ing elnee 190~, FDiI \ .\ \ . SCHEDULED DATE /()12~ /l. ~JE. TIME CITY OF PRIOR LAKE INSPECTION NOTICE A,1. ADDRESS / b 955 7t:J I!.a Nra OWNER J'rj,,~jf1"l: M-.cONTR. PHONE NO. PERMIT NO. 0/- 6?~ o FOOTING o FOUNDATION o FRAMING o INSULATION ~ FINAL o SITE INSPECTION o PLUMBING RI o MECH RI o WATER HOOKUP o SEWER HOOKUP o PLUMBING FINAL o MECH FINAL o EXIGRAD/FILLlNG o COMPLAINT o FIREPLACE RI o FIREPLACE FINAL o GASLlNE AIR TST o COMMENTS: 'f'111V1V, j HNAU o WORK SATISFACTORY, PROCEED o CORRECT ACTION AND PROCEED o CORRECT WORK, CALL FOR REINSPECTlON BEFORE COVERING Inspector: Owner/Contr: CALL 447-9850 FOR THE NEXT INSPECTION 24 HOURS IN AOVANCE. CODE REQUIREMENTS ARE FOR YOUR PERSONAL HEALTH & SAFETY! /NSIVOTl Department of Administration December 17, 2002 Bob Skarsten Stonewood Apartments LLC 4420 Shoreline Dr. Spring Park MN 55384 RE: Site: Hydraulic Passenger Stonegate Apartments 4600 Tower St. Prior Lake 55372 - Elevator 10# -08467PT02-01 Dear Sir/Madam: Minnesota Statutes Chapter 16B provides that the Department of Administration, Building Codes and Standards Division, Elevator Safety Section, inspect and approve elevators and manlifts (endless belt lifts) before they can be legally used in Minnesota. An Inspector from the Elevator Safety Section recently inspected your facility and determined it meets requirements of the Minnesota Elevator Safety Code. NOTE: Compliance with Minnesota Rules and the ANSI/ASME A17.1, Safety Code for Elevators and Escalators does not necessarily assure compliance with the Americans With Disabilities Act of 1990. Sincerely, BUILDING CODES AND STANDARDS ~~ Bill J. Reinke State Elevator Inspector bjr/kad (CE-2) c: Hutchins, Robert Dana, BO, City of Prior Lake ThyssenKrupp Elevator EIFormCE2 Building Codes and Standards Division, 408 Metro Square Building, 121 7th Place East, St. Paul, MN 55101-2181 Voice: 651.296.4639, Fax: 651.297.1973; ITY: 1.800.627.3529 and ask for 296.9929 SEP-24-e2 08:08 AM KNICHT BLDRS ,- ::. ~'.: :. ~'';~9 . ~J _ ..,:. I ~. .....::; .r;. . . .:~':: GVPSUM WALLBOARD, 8TeEL C- T STUDS . OM..,., 14 It 14' DrODl'tMal'Y ~ X GIlDIIuIft ..... _rtect beCWMn 2'1..' tIoor _ 0IIng J runMft.wfth T.-son of 24ft.. ~ CoT.......... belwftn paneII. . 0PP08ITI1ID&: one __ 'It. ~ _ X UfP'U"1 WIIIIboald 8PP11ed...... to .. with 1"'tp S drywI1I.... .. o.c.lt IGgIIIftd tr 0.0. II InltrmIdIate . ... (tILl) PftOIIfRTMrY GVPIUM lOARD .,..~ ,.~ SlId LJnttft4 G-P Gypeum GYPSUM WALLBOARD, STIlL c-H STUDS One .,. x 14. ~1_.x....... PIftI/t InNtted betwIn rl,. fIoot.nd . oeInO J t'UI'lMrt wIIh H .... Of ria" ~ wntId crH........ bMw8en .... OPPOBIT& 8lDE: One......", ~type x IDPIUft'WIIIbOerG Of gpurn""",, baN 1PPIIcI......1O ttudI witt " '1W* 8 drywII!1CfWI12" 0.0. 8TC ...... __ on ,. "*...~!... InIuleIIon In etud epace. (NUl) Mol ~y ilVPlUllIOARD UnleId .... Gvraeum eo...., .'. 1ft' 8HEeTROCKe ..... GvIlIum . PIneII. JIIFlECOD8tC'Core 1'1HEE1'AOCKe ...,.. GypIurn \.lIIIf ...... L: .~ GVPSUM wAJ,.L8oARD, STIlL ILOTTID I STUDS OM ....,.. 14' propIteIIIIIr type X'~"'-1IlNned bIIwMn 2'/,. tIoor Il'ld aelIng """"" wIIh tIb4IIIlGIlIGIIan of r"'lI8IIllIud between peneII. AIIo lire tMtlId UIlng 1'/,.... o..T Muda. . 0fIP0ItT& $101: OM... '/a. ~.. X gypeum WIIIIlo8ld applIeS....... to .. wIIh ,. Type S drywlllIIClIWI8 o.c. .. _Ind 12" a.c. .. ~ . .... CNLI) PIIIOPRtftAJIY GVPlUM tIOARO JamM HanIe Gypun 'I,' HdrocIaIIBrend SUper "'" x Gypun ,.,... ," HardiRx:1l8........ Thl. ..... Left BlInk CIA-eoo.87 " eon.at ltw "*"'*"'* b men deIaIIed Infcmldan on ~ Dftldudt. a20 a6a 0697 P.02 ~'f~ h~~~~;~; f' . Jc=;tf.... .~ ; .... .' , . .' '.. 1l1IGIInIR: 3'1, . t.nllIrtg HtIgIIt: "* to rilanufIcllInf -- w.lghI' "'- FhTIM: GlT, '.7-74 8oUndTtlt: EItImIIlIcl ,'. . ~=:~ ~. "..-.; 3'1,. IJnlilIng HeighI: Anlr 10 man\IfIIcIurer __ W.. pst FnTelt UL R,a,t, 81<27", ... DIllOn U4I8 Sound TtIt: &ttIrnIttd \"-1 ':" I t."_:.\'.<.:..L~J ThIOIlnIM: 3'f,' L.ImIIInu foWght ,.., to manufIIaIuIW ~. We4ghI: ., pet FUTtIIt WHl-8G'-oaoe.1, to-2, a. 4. I 5-88: GET. '-7-74 71 . ,.r .~. ",,.11I.. ~ ~.. ~--v ,- Department of Administration !\ I. 0 ~f, T'NJI',SOTa Vi .K\' A TOR TNS'HF,f'T10N RF.POR'r DEPARTMENT OF ADMlNISTRA nON BUILDING CODES ;\.,~D STA.l'4DARDS DIViSION-ELEVATOR. SAFETY SECTION 408 Metro Square Building" St. PauL ~1N 55101-2181 V"lell!!: li5! 296-4639: FA.'1l: 1')51 Z9'1-19"73 TTY.''1IllJ: Twh! ettie, 65U!i'1-53S:; ~r Gn~tE\r Mhml.'wt\1 8tt1.l4Z7-3529 SITE: Stoncgatc Apa.1mcnts .if.OOT~1\TIo;iilke.MN ""'!IT uJE-;:---l' -1 f"dr~uli:-~""=>:;::; .'J!VD ~.. .1) u;" \.. t.WiJ\o-~'t=.......l CONTACT: 'i~'~7'" _J.),4 Elevator ID # -08467PT02-01 -------.--. PHOr-H<:; Inspection Datd:~ r Previously Ins~d: N i #Holstwnys: 1 #ElcvUuits: . >> I l ~"lr~ ~,.. h. J. Cmutrudion Wood Frame Building: Height 1 ElevUntt#: Eic,'-ator' Mfi': Thv;e.senKrupp #Bld~s: Lift Mtothod: Hydraulic Rise (;'eet: 27 Rj~e ludH'S: I j Spood~ 100 #- Lu~ui~:1; 4 If Op~~n~:s; 4 Ratlld l,oad: Elevator Type: t>a"~enger UoU C'll'ohvl. TAC 20 2500 Codl!; c.omments: r I INITIAL INSPECTION: _. f~uie #; Comment",; ; .Iij----c--____-- ~ - .--r . "'~~" If) j J-~.o _.-=::f:~(j VJ.f) e: . A i hw.~-~Tl ~;!;;-:: C:L6~'/^.J(:y i l.J."Y(>'i..I/v'G. /J1kJllP'.)~, KXD/lJ . .e i I ~T DATE: j-.Z9~()<:. REINSPECnONl '-x/' ..-- ........"" s~ ~a:.:_ I_~_~_______~_~~~~:/C~i lL~__~_~-- ~ ~\llPro,'al Status: * Approval pending roceillt of documentation verlftying that corrections .,\r~e completed. D~:. .. Inspedoi'; .h.~Jl::lllI"r .~ ~ I i C~m'tr'ucrton Lise On1y:_.___ Con~uctioo Date: E:!itimaiea FmallnSlJiocl1ou___........ ~ Inspector: &<;"A .,../';;::;;;:- ' . '" t ____' =. ~ ,-- r' ~;i>/ ". ~ _ !'>In! <\.nnrttv....d: /("-'mtflttinnal Ann:rm,~x' I)m:c~: ?-C7CQ<:~n..tlectRr;--:;',#e./-~~-,--{e'};;!."- I I ~NOTI(: CONHlTIONAL ~i-U')Y.ALIS H~$!l.J~t4')N Mi<:tn IN{~ Al.L I'HI<: ctmt<. COUHt(C'1 IONS, US 11<:1> I i ADO",<:- A LETTER OF COMPLL<\.l't!CE IVrVST BE RECEIVED \i\'ITHIN 1HIR.1Y (30) DAYS OF INSPECTION. r" Approved: Operating; Permit Issued: Date: Inspector: lnsnection and unorovai is based on the remmements set forth m t.he Minnesota Statutes. Chauter 183.357. Subpart 1 WlMt.., Res)): Cool~,,: """"1 I . I I J ~ "1 I % . , I I I ~ I ! i I I << I I 4..J 09/26/2002 09:35 612-368-3910 ANC AeeIIJIdaI . IIeIIIe CMIIreI ~ing Services for Noito aad Vibration ProblemI P.o. Bax 100 Camr MN 5S315 (952) __3590 fax (952) 361-3110 Fax DIR; w.m p'J/~ ~ Z 2.~,. { 2c~J.. I'D: .... ...... Au.utb A N.. c.tml .....J.~ -...e: --. .. J'u: __ JIll .... MjRti 1'_ ... ..--. PAGE 01 09/26/2082 09:35 612-368-3818 ~ t-'~ tJ..G .- A......... . IIeItIe ........ ~"'I Senket fer Nolle'" v--. ~ P.O. ..100 c.n- MN 55315 (952) __"" IS (9$2) __3110 SI(;t ...I~~, 2002 ~~",,-CclIp. "20~Dt. SpIiIaPllt, MN 55314 ...... -- ~&NGiIe c.- (ANC)~" fSTC (fIeIlI1I1 ~-41\ . J"Va.).....PUC (PkII41111p1Gt J.-"'-- a.).. OIl your Stv'1,111 ~ 1aaded at 16955 roroaeo Ave. S.1a PrJar . LIIaI. MM. ,...... ~ ~.... . ....1& a: 19,2002. mc...__~ClD..~......bebo<<a _~...... ~.. 3124314,314.316 _212 4214. 'Jbemc_..~b.4~","~Gf-u.ma-fJl"-"l: T314& U~ . Itr ....- ...- ~al )1210314 ~af.312to314 BedmGaof_3UtD314 _alalt 314 to 314 49 41 N1A me NJA NJA }l/A. 49 ,... UII tt/"",,,....... rr~ II ~ 11 JJj'.Ir~ .~~""""4S.,,,,,,. ........IlC.t-.... IfJ ~lrlr1 .....1al.,.. ~.Il r m II QIIIf 1......-- - .111II' _1!f4S """'. ..........1lC . J. ~rr~JIIt' lMtIf*I""" In'" me ... ... j i.1 ~I - ~".. AS1JIll-Jlf......... $tM1Itl II .~ PWl1'.... 16: ..... ... _I ~ ~"". ASIJI B IfJ111 (IIItiiJ""""" tl/T""..lr/IIdfII>> 1fIIJ*Is.-l n...,.... ~ ~.........- A#N/~ StUll J" Stnlm--,''''''',8..51189. {l]tA.Mirttlliflff fI/~ ".,.....- CJtu4>. DIItI_"" ...."'... ..... will.. .".jlJlfII IIMAJtK:jIItIfiIIIW JlIeIIe caD if~ bae.., .nt~ ~ J.~ PdIMlIpIl s..- ~aNailDc.mt ... ~I. . ..... 8111 ... FIRE ALARM CONTROL PANEL - Model 5208 Fire Alarm Control Panel with Digital Communicator ~ The Fire Alarm Control Designed to Grow with Your Systems Needs, Without The Growing Pains. The SK-5208 is a microprocessor based control panel with built-in UL listed communicator designed for applications requiring smoke detection, manual pull stations, and sprinkler supervision. It features an easy to read LCD display with programmable English readout and user friendly tactile keys. The basic unit offers 10 zones of initiation and is expandable up to 30 zones for larger applications. The Sk-5208 has a complete line of supervised accessories that provide remote annunciation, auxiliary control zone expansion. Ideal for new and retrofit applications, the SK-5208 delivers the performance to handle your installation. r Features . 10 zones, 8 Class B (Style B) and 2 Class A (Style D) or Class B (Style B) zones, expandable to 30 zones . UL Listed · Supervised zone expanders and I/O modules can be mounted remotely from the main control panel . Event History Buffer (150 events) with date/time stamp . All zones are compatible with 2- or 4-wire detectors . 8 selectable/programmable output patterns for notification appliance circuits . Built-in Digital Alarm Communicator Transmitter (DACT) . 4 Notification Appliance Circuits . 4 programmable general purpose relays . Programmable smoke verification, pre-alarm delay, cross zoning and enhanced verification mode features that can help minimize false alarms . Programmable from the built-in r control panel touchpad, remote annunciator, or Window<Bl downloading software . Built-in walk test feature Specifications Operating Voltage: Primary AC: Total DC Load: Current Draw: Standby: Alarm: 24 VDC 120 Vrms @ 60Hz, 2A 6 Amp 140 mA 460 mA Dimensions: Width: Height: Depth: Operating Temp: 16" (40.64 em) 26.4" (67.06 em) 4" (10.16 em) 320 to 1200 F (00 to 490 C) Optional Accessories . SK-5235 LCD Remote Annunciator . SK-5217 10 Zone Expander (2 max. per system) . SK-5280 Status Display Module (8 max. per system) . 7181 Fire Zone Converter . 5220 Direct Connect Module . SKSS Downloading Software SK-5208 m! SILENT KNIGHT . Models Available Features MOO/240M .........ectrGIIIc 24001II PIIotaelect:ronk willi TII8nneI 24128/24" "'.. PIIota Ile..1ie 241211II PIIotoeIectRRc willi TIIwmeI 2424 PIIotGelectrollic 24241H PIIotoeIectronIc willi n.m&1 · 12 or 24 volt operation · Unique optical sensing chamber · Removable cover and insect screen for easy cleaning · Visible LED blinks in standby, latches on in alarm · Sealed against dirt, insects, and back pressure Size: Mounting: 10 - 93 % RH noncondensing 3000 fpm 12 - 18 AWG, twisted pair recommended 31/z" or 4" octagon box, 4" square box with plaster ring, 50, 60, 7S mm boxes Smoke Detector Spacing: On smooth ceilings (as defined in NFPA 72), spacing of 30 feet (900 sq. ft) may be used as a guide. Other spacing may be used depending on ceiling height, high air movements, and other conditions or response requirements. · Field sensitivity metering of detector to meet NFPA 72 requirements · 1\vist-on mounting bracket with tamper option · SEMS screws for easy wiring · 3-year warranty · Optional built-in 13S0F (S7oe) heat sensor Sensitivity: 3.0% :!: .7 ft nominal Test Features: 1. Test port - Insert 0.1 inch maximum diameter aDen wrench or screwdriver into test port on detector housing. 2. Test card - After removing detector cover, insert calibrated test card into test slot on screen. 3. Test module - Using a standard voltmeter interface, insert MOD400R plug into detector's module port. Fulfills calibrated sensitivity test per NFPA 72. Thermal Sensor Rating (thermal models only): 1350F fixed temperature restorable @@I~ PJEA approved C System Sensor 2/97 This document is not Intended to be used for installation purposes. AOS-194-03 ~neral Description ..,..... SeMor 400 ....... photo electronic detectors are specifically designed to meet the stringent performance requirements of industrial and commercial fire detection/ alarm systems. The design of these detectors emphasizes ease of installation and field maintenance. Electrical Specifications The 400 Series offer 6 different photoelectronic detectors with a variety of voltages, wiring configurations, and thermal options. Control Operating Auxiliary Remote LED Current Consumption Bmd. .Y2lU Contacts ~ Standby (max.l Alarm (max.l 2-wUe 12/24 VDC No Yes 120 pA 2-wire 12/24VDC No Yes 120 pA 4-wire 12 VDC Yes No 120 J.lA 77mA 4-wire 12 VDC Yes No 120 pA 77mA 4-wire 24 VDC Yes No 120 pA 41mA 4-wlre 24 VDC Yes No 120 J.lA 41mA MQdel ~ 2400 Photo Detector 2400TII Photo Detector w /Fixed Heat Sensor 2412B Photo Detector 2412nm Photo Detector w/Fixed Heat Sensor 2424 Photo Detector 2424rn Photo Detector w/Fixed Heat Sensor · Must be limited by control panel Relay Contact Ratings: Resistive or inductive (60% power factor) load Alann Contacts Fonn A: Fonn C: 2.0A @ 30 VAC/DC 2.0A @ 30 VAC/DC 0.6A @ 110 VDC, l.OA @ 125 VAC .3 sec. (max.) 34 sec. (max.) Reset Time: Startup Time: Engineering Specifications Smoke Detector shall be a photo electronic type (model 2400, 2412, 2424) or a combination photo electronic/ thermal (model 2400TH, 2412TH, 2424TH) with thermal sensor rated at 1350 F as manufactured by System Sensor. Wiring connections shall be made by means of SEMS screws. The detector will have a visible LED which will blink in standby and latch on in alarm. The detector shall have a nominal sensitivity of 3 % per foot as measured in the UL smoke box. The detector screen and cover should Page 2 be easily removable for cleaning. It shall be pOSSible to perform a sensitivity and functional test without the need of generating smoke. Detector circuitry shall perform a self test on the sensing chamber and internal electronics every 40 seconds. If circuitry fails, the detector LED shall stop blinking. The detector shall have a mounting bracket that allows for mounting to a 31/2" or 4" octagon box or 4" square electrical box. AOS-I94-03 Table 0-1. Compatible 24-Volt Smoke Detectors 5207 - Voltage range: 19.4 VOC - 26.9 VDe: Identifier: 24D 5210 - Vo1tm/1I rtUlre: 17.8 VDC - 27.4 VDC'ldlfntifier: 24A (Max. DE r Loop) Smoke Det. Manuf. Model Type *10 5207 5210 Reset Time Apollo 55000-250 (45681-200) I 55000-250 (45681-200) 24 8 I sec. 55000-350 (45681-200) P 55000-350 (45681-200) 24 8 I sec. System 1151 (BlIORLP) I A 15 8 .3 sec. Sensor 1400 I A 16 8 6 sec. 1451 (84OIB) I A 16 8 6 sec. 1800 I A 20 10 0.9 sec. 1851B (BI0IB) ID A 16 8 2 sec. 185lDH (DHI85IOC) ID A 16 8 2 sec. 2151 (BlIORLP) P A 15 8 .3 sec. 2300T P A 16 8 6 sec. 2400 (DH 4(0) P A(A) 16 8 6 sec. 2400AT P A 16 8 6 sec. 2400AIT P A 16 8 6 sec. 2400TH P A 16 8 6 sec. 2451 (84OIB) P A 16 8 6 sec. 2451 (DH 4(0) P A 16 8 6 sec. 2451TH (84OIB) P A 16 8 6 sec. 2800 P A 16 8 6 sec. 2800TH P A 16 8 2 sec. 2851B (BIOIB) P A 16 8 2 sec. 285IBTH (BIOlB) PD A 16 8 2 sec. 285lDH (DH285IOC) PD A 16 8 2 sec. Detection DS200 (MB200-2W) P D 24 12 I sec. Systems DS200HD (MB200-2W) P D 24 12 I sec. DS250 (MB2W or MB2WL) P B (A) 18 8 I sec. DS250TH (MB2W or MB2WL) P B (A) 18 8 1 sec. DS250HD CMB2W or MB2WL) P B (A) 18 8 I sec. ESL 425 P SlO 40 20 I sec. 425C P SIOA 25 8 I sec. 425CT p SlO 25 8 I sec. 425CR P SIO 25 8 I sec. 425CRT P SIO 25 8 I sec. 429C (SlOA)* P SIOA (SIOA) 25 8 I sec. 429CT (SIOA)* P SIOA (SlOA) 25 8 1 sec. 429CRT (SUA)* P SlOA (SllA) 25 8 I sec. 429CST (S IIA)* P SIOA (SUA) 25 8 I sec. 61lU, 61lUD. 6lIUT (60IU) P SIO (SOO) 40 20 I sec. 612U (60lU) I SIO (SOO) 40 20 I sec. 612UD (60lU) I SIO (SOO) 40 20 I sec. 61lU, 61lUD. 61IUT (602U) P S 10 (S03) 40 20 1 sec. 612U (602U) I SIO (S03) 40 20 I sec. 612UD (602U) I S lO (S03) 40 20 I sec. 7UU (70lE or 70lU) P SIOA 25 15 I sec. 712U C70lE or701U> I SIOA 25 15 I sec. Falcon 525 P PDT I 17 8 I sec. 525T P PDT I 17 8 I sec. FOS 9374 I A 12 8 6 sec. 9375 p A 12 8 6 sec. 9376 P A 12 8 6 sec. Genlex 224 P -25-1 16 8 6 sec. Hochiki SLK-24F (HS-224D) P HD-3 (HB-5) 14 10 0.1 sec. SLK-24FH (HS-224D) P HD-3 (HB-5) 14 10 0.1 sec. (HS224L) heat detector base HB-18 30 20 ~ Die Cast Metal Manual Pull Stations Silent Knight die cast metal manual pl}1I stations put qual ity and peace of mind in easy reach. A manual pull station doesn't have to be fancy - just tough, reliable and extremely easy to operate. Silent Knight's die cast metal pull stations are all three. They're the high-quality choice for fast, sure initiation of a fire alarm signal. Our manual pull stations feature rugged, die cast metal construction that lasts and lasts. They're available in single or dual action models. And Silent Knight manual pull stations are UL-Listed, CSFM Approved, and MEA (BSA) Approved. For outdoor use, a weatherproof model is also available. On your next job, make the high-quality choice - Silent Knight manual pull stations. For more information, or for additional information on our complete fire products line, call Silent Knight today at 1-800-446-6444, or in Minnesota call (612) 493-6435. ~-- ...~ llfJ,.l' ~'-;;.:.'~~ Die Cast Metal Manual Pull Stations Silent Knighfs new line of manual pull stations feature high-quality, die cast metal construction. They are available in either single or dual action configurations with SPST switch, and with wire lead or terminal strip connections. The normally open contact, which doses when the pull station is activated, is rated for 1 amp, at 125VAC, or 30VDC. The contacts are gold-plated to avoid risk of corrosion. All models in the series have been tested by UL for compliance to the latest requirements of the Americans with Disabilities Act (ADA). Features · UL Listed. · CSFM approved. · MEA (BSA) approved. · ADA compliant. · Weatherproof model approved for outdoor use. · Single or dual action. · Terminals or wire leads. · Key reset models use same keys as Silent Knight enclosures. · Surface mount back boxes available. · High-gloss red enamel finish on die cast metal. · Corrosion-resistant goId-plated contacts. Operation The single action pull stations are operated by simply pulling the handle on the front of the station as far down as it will go, at which point the handle locks into place and is easily visible from up to 50 feet. A scored acrylic break rod is also supplied with each unit for applications where that is necessary. The handle is reset by opening the station with the hex wrench or key, placing the handle in the normal upright position and relocking the station. fiRE I. "IRL .,. \' Single Action Pull Station On dual action models, pushing the PUSH bar causes it to rotate inward, allOlNing the PULL hande to be grasped in a one-handed motion. The dual action models are also supplied with break rods. Dual actions models are reset in the same way a single action models. The weatherproof version of the pull stations is provided with a gasket and die cast metal backbox tapped on one end for l/:z-inch conduit, for surface mounting. ----- ---_.-- -- ----.-:.; FIRE .~ f' He . ~ ~!~-lL:':: '1 ,'.,~ Ie Dual Action Pull Station ~SILENT KNIGHT . ,Ie Cast Metal Manual Pull Stations Specifications Switch Rating: 1 amp at 125VAC, or 3OVDC. Pull Station Dimensions: 43/. in. H x 3V. in. W x 1'/8 in. D. Surface Mount Backbax Dimensions: 49/. in. H x 3'/. in. W x 2'/. in. 0 (cast and sheet metal). Color: Red with raised white letters. white PULL bar with raised red letters. Accessories: All models are supplied with one scored acrylic breakrod and one hex wrench or key. ORDERING INFORMATION MODEL PART NO. DESCRIPTION PS-SATK 160050 Pull Station, Single Action, Terminal Connection, Key Reset PS~SAWH 160051 Pull Station, Single Action, Wire Leads, Hex Reset PS~DATK 160052 Pull Station, Dual Action, Tenninal Connection, Key Reset PS-SATH 160053 Pull Station, Single Action, Terminal Connection, HEX Reset PS~D.6.TH 160054 Pull Station, Dual Action, Terminal Connection, HEX Reset PS-SATK-WP 5310 Pull Station, Sincle Action, Terminal Connection, Key Reset, Weatherproof Box PS-WPB 160055 Weatherproof Box PS-BB 160056 Back Box PS-GR~ 12 160057 Box of 12 Scored Acrylic Break Rods WIRING DIAGRAM - TERMINALS WIRING DIAGRAM - WIRE LEADS Pull Pull To Fire Alarm Control Panel Serew Terminals Wire LlIIIds ToHm Device or ELR To Fire Alarm Control Panel To Next Device or ELR ~ SILENT ~.KNIGHT 7550 Meridian Circle. Maple Grove, MN 55369-4927 1-800-446-6444 or in Minnesota (612) 493-6435 FAX: 1-800-311-1715 MADE IN AMERICA FORM '150792, Rev.5196 ~~ Strobes and Horn/Strobes Our ADA-compliant strobes and horn/strobes ensure everyone is alerted to fire danger. The Americans with Disabilities Act (ADA) guarantees equal access for people with disabilities. This means you have a legal obligation to alert everyone in your building to potential fire clanger-including people with hearing loss. Silent Knight strobes and homlstrobes comply with the requirements of the ADA and help alert the hearing impaired with a bright, flashing strobe. Each unit is fully compatible with Silent Knight fire systems, ensuring that quality is maintained throughout your system. These products feature leading-edge technology and are an excellent value. Available from Silent Knight, the industry leader in the design and manufacture of quality fire systems. For more infonnation on our strobes and horn/strobes, please call 1-800-446-6444, or in Minnesota, call (612) 493-6435. Strobes and Horn/Strobes Silent Knight's series of low profile strobes or horn/strobe combinations offer dependable audible and visual alarms. With a minimum operating cur- rent and a minimum flash rate of 1 Hz, Silent Knight horns and horn/strobes are the lowest current drawing models available. Horn/strobe models are easily field- changeable from temporal 3 (ANSI) to a continuous tone by removal of a jumper plug. The horns and horn/strobes are intend- ed for wall mounting and are shipped with a 4" mounting plate. Single gang plates are available. Features .. Quick and easy installation! .. Low current draw-l5nS candela strobe draws only S7mA at 24 VDC .. Lower installation cost-hang more signals per power source .. Separate hom and strobe capabili- ties for flexibility of use .. Tamper-proof nrentrant grille .. Temporal 3 (ANSI) or continuous tone .. Optional control module provides synchronization and ability to silence hom using only two power wires .. Sleek, low profile .. Available in red or off-white .. Wall mount only .. UL 464, 1971, and 1638 Usted .. Models with rating of 15nS cd and higher meet or exceed requirements for ADA 4.28.3 Specifications Per model details on rsvers9 side. Input terminals: 18-12 AWG Candela rating: 15-11 0 cd (depending on model) Current draw: Strobe: 47-100 mA (per candela rating) 30mA Hom: Decibel rating: (110m only) 92 dB at 10 feet (anechoic room) 85 dB at 10 feet (UL I8vertlerant room) ~ SnENT KNIGHT .. Operating vottage: 24 VDC Operating 321' to 12()l1F temperature: (()lI to 49!!C Dimensions: With plate: Without plate: Mounting: I Color: S.4x 3.2 x 3.4 (HxWxD) S.6x 4.Sx 3.4 (HxWxD) Single-, double- gang, or 4" sq. box (Optional single gang plate requires single- gang box.) Red or off-white ,)trobes and Strobe/Horns ~~ Engineering Specifications The visible and audiblelvisible signal shall be Silent Knight model ST or HS or approved equal and shall be listed by Underwriters Laboratories Inc. per UL 1971 and/or UL 1638 for the ST and also UL 464 for the HS. The notification application shall also be listed with the California State Fire Marshal (CFSM) and the Bureau of Standards and Appeals (NYC). The notification applicance (combination audiblelvisible units only) shall produce a peak sound output of 90 dBA or greater as measured in an anechoic chamber. The signaling appliance shall also have the capability to silence the audible signal while leaving the visible signal energized with the use of a single pair of power wires. The user shall be able to select either continu- ous or temporal tone output with the temporal signal having the ability to be synchronized. The visible signaling appliance shall also maintain a minimum flash rate of 1 Hz or greater regardless of power input voltage. The appliance shan be capable of meeting the candela requirements of ADA (75 cd) for the combination (UL 1971/UL1638) listed models. The appliance shall have an operating current of 57 mA or less at 24 VDC for the 15n5 cd model. The appliance shall be polarized to allow for elec- trical supervision of the system wiring. The unit shall be provided with terminals having barriers for input/output wiring and be able to mount to a single-, double-gang or 4" square box with the use of a supplied adapter plate. The unit shall have an input voltage range of 20-31 volts with either direct current or full wave rectified power. Available Models Deacrlptlon 24 VDC Strobes Candela Decibel Model Rating Rating CUlT8I1t UstIng S124 base model ST24-15 15cd 47mA UL 1971 ST24-15fl5 15 or 75 cd 51mA UL 1971 (15) UL 163 (75) S124-30 30 cd 51mA UL 1971 S124-60 eo cd 84mA UL 1971 S124-75 75 cd 86mA UL 1638 S124-110 110 cd 110 mA UL 1638 HS24 base model HS24-15 15cd 92 dBA Strobe: 47 mA UL 1971 Horn: 30 mA HS24-15fl5 15or15cd 92 dBA Strobe: 51 mA Ul1971 (15) Horn: 30 mA UL 1638 (75) HS24-30 30 cd 92 dBA Strobe: 51 mA UL 1971 Horn: 30 mA H$24-60 eo cd 92 dBA Strobe: 84 mA UL 1971 Horn: 30 mA HS24-75 75 cd 92 dBA Strobe: 86 mA UL 1638 Horn: 30 mA HS24-11 0 110 cd 92 dBA Strobe: 110 mA UL 1638 Horn: 30 mA 24 VDC StrobeIHoms Specify faceplate color: "R" for red or 'W' for off-white (W). Specify UP" for plain (no lettering). ~ SILENT ~ KNIGHr 7550 Meridian Circle, Maple Grove, MN 55369-4927 800-448-6444 or in Minnesota 612-493-6435 F~:612-493~75 World Wide Web: http://www.silentknight.com MADE IN AMERICA FORMI 350063, Rev. 9/98 Copyright C 1998 SHent Knight fire Alarm Systems GENERAL DESCRIPTION e The MRD-24 series fire door holders are constructed of Ihe finesl materials and workmanship available. The door holder is made of durable die-cast metal finished in high lustre double chrome or brass plating. Other features include standard dual voltage dc or ac inputs of 12 & 24V, 24 & 120V and 24 & 220V models. While reducing stocking requirements, the MRD-24120 draws a mere .020 mA @ 24VDC low- ering overall job costs (in large installations the cost savings can be substantial). Other fealures: single or double coil floor mounting, surface mount- ing and direcl wall mounting. No brackels are required. The DH series door holder offers a new installation technique using a adhesive tem- plate assuring alignment without secondary adjustmenls. Accessories include extension and misalignment rods (various lengths) enabling parallelism between door and wall at distances grealer than 12 inches and misalignment over 4 inches. Aiding in installation is the aircraft quality DH drill fixture that reduces installation time and provides a near rerfect alignment of catch-plate and armature, again lowering overal installation costs. Basic units offer superior holding force and low residual magnetism. The MRD-1224 and MRD-24120 can operate al higher listed voltages producing holding forces in excess of 100 Ibs (45.3 kg) for special appl ications. . Yi"~...,, ' .1 i .' w.;,..'. , '-<, A r~ 4 i"'~~'~\ 't"'~~t'...' 1;, 4' tl ~ " . . . MODUl-RIM MRD-24 SERIES DOOR HOLDER FEATURES . Very low current draw. . Dual voltage inputs. . Terminal block connections. . High holding force. . Low residual magnetism. . Double chrome plating. . Mounting hardware & instructions. Optional Features . Double brass plating. . Extension and misalignment rods. . Surface mount back box. . TIme saving drill fixture (for mounting catch plate). Alarm & Communication Systems, Inc. 2125 Upper 55th St. E. #216 Inver Grove Heights, MN 55077 Estimate DATE ESTIMATE NO. 3/25/2002 309305 NAME/ADDRESS Intel Electrie Systems.lne.Prior Lake TERMS CLASS Progressive ITEM DESCRIPTION QTY TOTAL install Conventional fire alann system 5207 Silent Knight 23,000.00 40 smoke detectors 77 mini sounders 24 horn /strobe 8 pull stations 10 door holders 12 flow/tampers 8 strobe only oommunicator,permits,batteries,relays wire and labor I aux power supply Respec/ful/y SubmiIIed, Slew ~~ .Y Call Steve at 612-889-4778 if you have any questions. TOTAL $23,000.00 . Phone: 651-451-9925 FAX: 651-451-2737 E-Mail: ACSSP@aoI.oom Signature of Acceptance < ~ ~ I~ ~ ......... \'.l ~c:.. ... ~ ->0( 0 . . IS"" ~ ~ ~ ~ '- ~~ 0- ~ VI ~ ~ 0 " ~ -.tI , ~ 0 - ~ ~ '" ~ (\ ............ --.t: ~ \/'\ ~ J '--, ~ ~ ~ \ r ~ ~ ~ ~ )'- ~ ~ <;;:) r 1'\ ~ ~. '\ II -....... ............. ~ ~ ~ ~ vJ ~ ........... () ~ ...... o ~ \) .......... tV '\) (0 }-v ~ ~ )) )l \;~ (\ ~ I~ ~ ll) ~ -hn r\ +J ~ ~ -- - (\ 0 <0 0 ~ e c, c. <\. ~ <. c; I c' I - tv f'" I ~ ~ I) (3 ~ l\\ ~ ~ 0 r\ (l ~ ~, ~ f'.l vJ r' ~ .-L - ~ \ ~ ~ ~ I\) (,) ~ ~ .4) 'l. ~ CJ ~ ~ ~ ~ ~ <:L 1- t ~ no. '\ 'v> 16"1ll 18"1ll l' ./"" 8"1ll FRESH I' AIR DUCT ATTIC SPACE OFFICE A 14/8 300 A 14/8 300 3RD LEVEL FLOOR 10/10 LAUNDRY ROOM ELEVA TOR LOBBY LAUNDRY ROOM A 12/6 I 100 - ELEVA TOR LOBBY 2ND LEVEL FLOOR 10/6 A 12/6 100 1 ST LEVEL FLOOR ELEVATOR LOBBY ELEVATOR LOBBY GARAGE LEVEL LOBBY LAUNDRY VENTILATION RISER NO SCALE STEEN NO. JBM103 ESI 12 .- -. ~~~22~J 5650 North Lilac Drive Brooklyn Center, MN 55430 763-585-6742 763-585-6757 Fax STONEGATE APARTMENTS PRIOR LAKE MINNESOTA -.~ DATE: 2/15/02 DRAWN: KMS/EAS M7.12 SCALE: AS NOTED . . . o STEEN NO. JBM103 ~!~~J 14"16 ,........- 8"16 FRESH t' AIR DUCT 14"16 GARAGE LEVEL CORRIDOR VENTILATION RISER NO SCALE 5650 North Lilac Drive Brooklyn Center, MN 55430 763-585-6742 763-585-6757 Fax ESI 12 DATE: 2/15/02 8 DRAWN: KMS/EAS M7.11 SCALE: AS NOTED STONEGATE APARTMENTS PRIOR LAKE MINNESOTA ~-- ~/ S1EEN ENGINEERING, INC. 7630585-6742 763.585-6757 fax email: steen@ecenet.com .../ ? \/'" \ vV' March 15,2002 .'eam Mr. Robert D. Hutchins Building Official 16200 Eagle Creek Ave. S.E. Prior Lake, MN 55372 Re: Stonegate Apartments Prior Lake, MN Steen #JBMI03 Dear Robert: J-Berd Mechanical has brought it to our attention that our unit exhaust duct routing and our corridor ventilation supply air shaft routing need to be altered to accommodate the field conditions. All unit exhaust ducts shall be routed up through roof and not through the sidewall. The corridor ventilation supply air shaft located near stair 'A' shall be moved approximately 9' -6" plan east to unit entry closet. These changes have been fully coordinate with J-Berd Mechanical. Sincerely, Steen Engineering, Inc. ~.~ Kurt M. Smith Mechanical Designer t fA"'" ~ (.; ~fS C A'-<-SO ." II ~ !o.... If you have any questions or comments, please call. KMS: pah Designing Sensible Cost Effective Solutions 5650 North Lilac Drive. Brooklyn Center, Minnesota 55430 Jj:46 PM STEEN ENGINEERING FAX:763 585 6757 PAGE 1 Steen Engineering, Inc. 5650 North Lilac Drive Brooklyn Genter. Minnesota 55430 (763) 585-67.42 Fax (763) 585-6757 FAX COVER TO: ~'E:.. .J. -Fe:-IDI COMPA~Y: Crrt ~f- P.e lo~ ~~ FAX NUMB~R: 9S-1. - ++j- fZ4-S- FRoM: Ku,eT" SJV\.l TH DATE: '5/8/0 Z- PROJECT NAME: Sa.re. NE If, "''TG ~. STEEN JOB#: .JB~~ 103 PAGES (includihg cover): 2.. COMMENTS; 1 F UNDE:J€~TA.N.D 'foU' Co~~El::Xl... --r we A17At:.H.Ep SttECT ILLU'ST~I~5 W~T ~DS TO &:- 8UIL:r kN.'O k/.t{AT I~ Ac.'T"UA-u-,/ ~T I+f.rz 'S'Te:;-. c.c, \(~~:r S!\:)(,(l:)N Q ..)- t>~i:) MELfi 320 -~Slo-o31.z D' HARD COpy TO FOllOW VIA MAIL .1Rf NO COpy TO FOLLOW If you do not receive all pages in~luded in this fax please call 763-58&6742 JJ:46 PM STEEN ENGINEERING FAX:763 585 6757 >" '" "'5 ~ ~o 0 3::.'%1 VI o;J r- < ;0 ~ -P..'" ...... 1""1 CJ (J) :c ~ .." -i )HI'I >" ~:J: VIr- VlO >~ ,.,,0 ..... :!::.'%I (,I) ~ :J: rrr -< ,." -l ;;0 0 ('") :;to: >~ V) (,1)0 ~ ~~ 0 III o;J Z r -< 0 Z I ;0 ~ ...... 1""1 0 C,I) :I: ~ ~~ >" ",r .." ,.,,:> ~g -I >" --l :!::;;o en r -< PAGE 2 VJ PM STEEN ~ FAX:763 585 6757 PAGE 1 Steen Engineering, Inc. 5650 North Lilac Drive Brooklyn Center, Minnesota 55430 (763) 585-6742 Fax (763) 5850-6757 FAX COVER TO: ~ tt:~H.I~ COMPANY: en..., DF P/2.l.0tz. LA~~ FAX NUMBER: 't Sl. - 44- ~2- "'bS FROM: ~ l K..,af2T DATE: '5/Z1 JoZ- PROJECT NAME: s..He-e,~TE"" AP7s. STEEN JOB #: .J8M. \.0 "3 PAGES (including co"'.:!r): .3 COMMENTS: C l... ~ J(_~- ~"1ON ~ rnt J - 3eeo - 12.Q- ~sz.., - o-S 12... ~;HARO COpy TO FOLLOW VIA MAIL . NO COpy TO FOLLOW If you do not rece;ve all pages induded in this fax please call 763-685-6742 ....u5 PM STEEN ENGI~. . FAX:763 585 6757 PAGE 2 May 21,2002 SlEEN Mr. Robert D. Hutchins Building Official 16200 Eagle Creek Ave. S.E. Prior Lake, Minnesota 55372 HNOINEERING.INC. 163-585-6142 763-585-6157 fax emaiJ: steen (9)ecenel.com Re: Stonegate Apartments Prior Lake, MN Steen #JBMl 03 C~b \ . .J t)1 P-J> c,2G--z5o- Cj4>ZJj Dew' Robert: Steen Engineering would like to request that you please consider the following system as an acceptable alternative to the corridor ventilation shaft currently drawn on plan. We are proposing to protect each floor/ceiling assembly with a combination fire/smoke damper in lieu of protecting the shaft penetration. We believe this meets the building code as it still prevents passive communication of smoke and protects the penetrations of fire rated flOOT a..'lsemblies. I f you plea'le respond in writing as soon as possible, this will help to expedite our construction schedule. cc: Kurt Saxton, J-Berd Mech. \ri ~~ ~) 11 0/<<' ~~ ~ ,~ /\'\\ l\~ r~~ V ~oC If you have any questions or comments, please call. Sinc,erely, Steen Engineering, Inc. Lr(~c3----~ Mark R. Brengman, P .E. Prindpal MRB: pah F"t"'-W"'l r ""'lllrllfl~'" lb..\. .IlIo._4.~ Designing Sensible Cost Effective Solutions 5650 North Lilac Drive · Brooklyn Center, Minr\(.'sota 55430 ~:05 PM STEEN ENGINEERING I I " ] ] ~ FAX:763 585 6757 PAGE 3 '\ II AD II AD TlF. 3/4~ 3/4" RlI f 2xle 11211 5/8" II AD ~ 11-1 ~ .~ PROVIDE 120 VOLT MOTORIZED DAMPER AT EACH COMBUSTION AIR PLENUM COMPLETE WITH END SWITCH. PROVIDE POWER AND CONTROL WIRING AS REQUIRED TO INTERLOCK THE BOilER WITH THE COMBUSTION AIR MOTORIZED DAMPER. PROVIDE All RELAYS AND MISCELLANEOUS COMPONENTS NECESSARY. WIRE SO THAT WHEN THE THERMOSTAT CAllS FOR HEAT, THE DAMPER WILL BE ACTIVATED AND UPON PROVING OPEN THE BOILER WILL BE ALLOWED TO FIRE. (TYPICAL FOR WATER HEATER DAMPER). BOILERS: 30.x24. PLENUM TO 30.x12. COMBUSTION AIR DUCT DOWN TO 12. A.F.F. INSULATED DUCT ~ZED AS SHOWN~ & ~BUILDING WALL '" ./LOUVER SIZED '" /' SHOWN ::::: MOTORIZED DAMPER .sE=.1. II I II I I I I I I I I I I _..JL_J UNINSULA TED DUCT ENCLOSURE~ 12. MAX CD SECTION NO SCALE o COMBUSTION DETAIL AND NO SCALE AIR LOUVER/PLENUM SECTION STEEN NO. JBM103 ESI 12 ~ ~~~~J 5650 North Lilac Drive Brooklyn Center, MN 55430 763-585-6742 763-585-6757 Fax STONEGATE APARTMENTS PRIOR LAKE MINNESOTA DATE: 2/15/02 ~ DRAWN: KMS/EAS M4.11 SCALE: AS NOTED . . & 3" DOMESTIC WA TER ~ 700 F.U. 'f 1 I GAS METER AT GRADE~ WA TER METER SEE BOILER PIPING SCHEMATIC .sE=1 t \..sEE DOMESTIC WATER 1~" \ SERVICE DETAIL ~!.lli::l MECHANICAL 11 ~ O~ 1" HEADER :v..... GAS TO EACH WH 48"x32" COMBUSTION AIR LOUVER SEE DETAIL. 1 V..." HEADER :v..." GAS TO EACH BOILER 1 V..." = HC HC 13 14 15 16 17 18 ~ ~ I I 0) GARAGE LEVEL HVAC PLAN 1/8"= 1 '-0" STEEN NO. JBM 103 ESI 12 ~!~!:~J 5650 North Lilac Drive Brooklyn Center, MN 55430 763-585-6742 763-585-6757 Fax STONEGATE APARTMENTS PRIOR LAKE MINNESOTA DATE: 2/15/02 DRAWN: KMS/EAS SCALE: AS NOTED . [ M4.12 ] .. . .. PLUMBING GENERAL NOTES A. PROVIDE PIPE INSULATION AND HEAT TRACING FOR ANY PIPING THAT IS REQUIRED TO BE INSTALLED OUTSIDE THE BUILDING INSULATION AND/OR EXPOSED TO FREEZING. B. NO PLASTIC PIPING SHALL PENETRATE FIRE RATED WALL PER CODE. COORDINATE WITH ARCHITECT AND GENERAL CONTRACTOR FOR LOCATION AND TYPE OF WALL PRIOR TO INST ALLA TION. C. ALL PLUMBING VENTS THRU ROOF TO BE 3" UNLESS NOTED OTHERWISE. D. PRIOR TO INSTALLING PLUMBING VENTS THRU ROOF. COORDINATE WITH GENERAL CONTRACTOR TO MEET APPEARANCE REQUIREMENTS. E. ROUTE SANITARY WASTE STACKS DOWN ALONG PROTECTED SIDE OF COLUMN (TYPICAL). COORDINA TE COLUMN CLEARANCES WITH GENERAL CONTRACTOR. ~ F. MAINTAIN01NIMUM CLEARANCE ABOVE GARAGE LEVEL FLOOR. G. PLUMBING FIXTURE TYPE, TYPICAL PER STANDARD UNIT, UNLESS INDICATED OTHERWISE. REFER TO ARCHITECTURAL PLAN FOR QUANTITY AND LOCATION OF UNITS PRIOR TO ORDERING OR INSTALLING FIXTURES. STEEN NO. JBM103 ESI 12 . .- ~I~~~J 5650 North Lilac Drive Brooklyn Center, MN 55430 763-585-6742 763-585-6757 Fax STONEGATE APARTMENTS PRIOR LAKE MINNESOTA DATE: 2/15/02 DRAWN: KMS/EAS SCALE: AS NOTED [ M1.21] . STRAINER 2" VALVED AND CAPPED FOR FUTURE WATER SOFTENER PRESSURE GAUGE WITH SHUT-OFF VALVE UNION ~ TYPICA) "" FROM MAIN WATER ~ SERVICE ~ ~ BUILDING SYSTEM NON- THREADED DRAIN VALVE PROVIDE SPOOL LENGTH AS REQUIRED BY LOCAL WATER DEPARTMENT WATER DEPARTMENT. llillE;.. VERIFY WITH CITY OFFICALS NEED FOR METER BY-PASS AND/OR METER SPOOL CONNECTIONS. DOMESTIC WATER SERVICE NO SCALE P4001.DWG STEEN NO. JBM103 ESI 12 ~!~!:~J 5650 North Lilac Drive Brooklyn Center, MN 55430 763-585-6742 763-585-6757 Fax STONEGATE APARTMENTS PRIOR LAKE MINNESOTA DATE: 2/15/02 DRAWN: KMS/EAS SCALE: AS NOTED [ M8.11 ] .. . . '- December 19. 2001 Mr. Chac1lUek .Jberd MochaDieal (:mrtractOrI Inc. 3308 SouIhway Driw 51.. Cloud, MN 56301 6: St=epto ApI.t'tmClntl TorontO Ave. ../"~... Po11owJn; uotw tadUs "ftbe plumbiDg ad mechaDkial phm nMew !or the SUmepte Ap8rtmeDtI. Our review 'Was baH4 011 the V~ State BuUdm.s Code (MSBC) which . ad.apte4 with ....~ tbe 1991 UnUbtm ~ Code (UBC) ad 1he 1991 Unifbrm MCG~~ C04e (UMC). . 'f-~t'-rj . l,Sgbmit.'pl~permitappticati.onllDdmechaDica1~Ipp~oo, ~e,..."" ;~ btc.. ii, 200' 2. Prov14o ftrestoppiDa docum~ 1br the plumbiq aut ~lIftioa1 pwaettatiODl. UBC 7QG. 3.'Sht !tt-l ftOtI F: chaD&c 7'-6" ~msioc to 8~.o- 4. DetIi1 2IM-4t Provi4. .. of ~ trap. Area of openina mUIt be same ai2e II combustion air duct size. ( , S.. Sht Moo6: Exhauat ch1cta for dryers to be tour feet from I.auD.dfy room wiDdow. UMC 906t 6: Dailllo2l M-7 (a)~ Vemcal ducts tc be in one hour rated shaft. UBC 711 (b): A amobl8re damper at tba 1dutn duct8 is req,uired at the ODe hour rated shaft CODMCted to 1lImaces 1 aM 2. UBC 711 7. DeWl 21M.. 7; The abaft for the supply duct is penetration tho two hour fire resimy. floor. Tho d\1CII supply !out stories must be in In eDOlosed one hour r8bld abaft. The walla of !be eleYator lobby m1Wt be OfM hour rating _ the Ooorl~ must be 90 mmute mod to complote 1he shaft requirem81D& use 302.3 8. Detail 1/ M.s: em the RPZ be eHmm~ by another filliDs desiIQ'l 9. Detail 31M-8 <a): pradie si%e of d.omeStic meter and It desired, lawD i:ripCi.on meter. l'he proj.ct was origIMlly c1esigmd to haw . ...... ~ water 1mc aDd the 16200 ,Eagle er..k Ave. S.!.., Prior Lak8. Mtr.nesota 55372.1714 / Ph. (952) 447-4230 / Fu (9.5Z 447-4245 AI'I SQlJAL orrOll:'I'U)In' EMILOWR . i...c) lawn inigation supply line wu to be ta1Cen oft of the fire auppnssion line. Confinn d(lIip prgpoeec!. . 10. Sht N-4: 16" diameter fhle:omlt be in a 0I1e hour rated shaft. use 711 11. Plumbing PlIns must be applOVOd by the Mi1mesota Departmmt of Health. MSBC 47U.3130 This ia a preUmmary nm8W cm1y. abcr eocSe items will bel addRls8e4 wben the final plana are su'bm1tted. All itmas muet be addns!llCl botore pemdts ae imeeL Call9S2-447. 9851 ifthcre are my quCItiDDs. $incue1y. ... Cc. AffbrQablc HouiDa So1u1kms Robart ShrPm FA-- )/! S "60- ~5' - t:J312. . d ^ n ~&r:) lv -Z 1 0 \ c.~ ~L? \ -re-t1' 5 w \ LV 0t'~ (9\<6 ,&,0 \fo (l/ 'fV~ '::' O-'D ,/>Y Wl u;.I (;; bt,WO Go 3 fl;R f~ ~ { 17 DA(9A<\tt1 IDI/. 0 I of<- I A J \tlAV' AfP~ ~~- {..fl(W ~ me-- (3J' ~t 1)& V. Mr.ChadFilek ~u:>'Z.CJO-q~~5 pLftdZ-- Jberd Mechanical Contractors Inc. 3308 Southway Drive St. Cloud, MN 56301 December 19,2001 ~ RE: Stonegate Apartments Toronto Ave. Following are the results of the plumbing and mechanical plan review for the Stonegate Apartments. Our review was based on the Minnesota State Building Code (MSBC) which adopted with amendments the 1997 Uniform Building Code (UBC) and the 1991 Uniform Mechanical Code (UMC). Ii. Submit a plumbing permit application and mechanical permit application. 2. Provide firestopping documentation for the plumbing and mechanical penetrations. UBC 703. 3. Sht M -1 note F: change 7' -6" dimension to 8' -0" 4. Detail 2/M-4: Provide size of heat trap. Area of opening must be same size as combustion air duct size. 5. Sht M-6: Exhaust ducts for dryers to be four feet from Laundry room window. UMC 906 f. 6. Detail 1&2/ M-7 (a): Vertical ducts to be in one hour rated shaft. UBC 711 (b): A smoke/fire damper at the return ducts is required at the one hour rated shaft connected to furnaces 1 and 2. UBC 711 7. Detail 2/M-7: The shaft for the supply duct is penetration the two hour fire resistive floor. The ducts supply four stories must.~ in an enclosed one hour rated shaft. The walls of the elevator lobby must be of ~nour rating and the door/openings m,ust be &tJ ~ minute rated to complete the shaft requirements. UBC 302.3 ofL- ~/tI'lJ5 ~ flpt.. 8. Detail 11 M-8: Can the RPZ be eliminated by another filling design? 9. Detail 3/M-~ (a): provide size of domestic meter and if desired, lawn irrigation meter. The project was originally designed to have a separate domestic water line and the 16200 Eagle Creek Ave. S.E., Prior Lake, Minnesota 55372-1714 / Ph. (952) 447-4230 / Fax (952) 447-4245 AN EQUAL OPPORTUNITY EMPLOYER lawn irrigation supply line was to be taken off of the fire suppression line. Confirm design proposed. 10. Sht M-4: 16" diameter flue must be in a One hour rated shaft. UBC 711 11. Plumbing Plans must be approved by the Minnesota Department of Health. MSBC 4715.3130 This is a preliminary review only. Other code items will be addressed when the final plans are submitted. All items must be addressed before permits are issued. Ca11952-447- 9851 if there are any questions. Sincerely, Ro&fJJ~~ Building Official Cc. Affordable Housing Solutions Robert Skarsten . 2 l'HU 01 :24 PM STEEN ENGINEERING FAX:763 585 6757 PAGE 1 Steen Engineering, Inc. 5650 North Lilac Drive Brooklyn Center, Minnesota 55430 (763) SSs.6742 Fax (763) 585-6757 FAX COVER COMMENTS: TO: . B~'O' HlJ'tc..t-<< lNS COMPANY:-'aV ~~~\ol<'- ~ FAXNUMBER:~2-- _ _- tz.1-~_ FRO~: ~e. '"t"' 5,,-- \ 'TH I i I I ! K~,z'T ~A x.tor-J I ME ~ I SEJo.,l'D Tti \ ~ I At Ae-+-:tED \ S I l...E-rrE!R. ~ "THE: DATE: 2/14/ D Z. PROJECT NAME: SrcNE:'G.A7G' A.--f'rS . STEEN JOB#: .j~M lo~ PAGES (Including cover): , 0 fl:T' -J - ~~:i) Me~H" WANTE: D ----I 10 {DU. f\- CDlJ'i 0 F -HE Acn-l DE Pl. J1Jf:. I?'€"s rO"'C$~ 4N.D Il{E t>~'-J1N.~5. "'~ ~ i i I 1 o HARD I COpy TO FOLLOW VIA MAIL I Pi. NO Ccppy TO FOllOW i It you do not teeeiYe all pages induded in this fax please call 76J..585.6742 I I I ! .L THU 01 :24 PM STEEN ENGINEERING i I I i I i January ~ 2002 I Mr. Corey A. :Frain Public H~alth Engineer EnvirOnnlental Health Services Section PO Box 84975 St. Paul. Minnesota 55164-0975 i Rc: St~negate Apartments pqor Lake, MN PI~ No. 021594 StPen #JBMI 03 ! . Dear Co4y; 1 This is ih response to your letter dated December 20, 2001 for the above project. Drawing ~evision are included as ESI #1 (attached). I i C1ilvil to send plans. S . 'tary Sewer a. i Sizing changed. See Sheet M1.12 (attached). b. i Slope is being increased from 1I8"/ft. to W'. See Sheet MI.l! (attached). I c. I Sizing changed. See Sheet M9.12 (attached). d.l Sizing changed. See Sheet Ml.12 (attached). ! 3. V~nting Pipe modified. See Sheet M9.11 (attached). I 4. Fl~or drain and under floor piping for indirect drainage to sanitary sewer system ad~ed. See Sheet Ml.12 (attached). i . 5. Ri~ers L 2. r~ FAX:763 585 6757 PAGE 2 SlEEN ENOINEHRING.INC. 763-585.6742 763-585-6757 fax cmail: !;leen@ccenet.com a. ! Sizing changed. See Sheet MlO.ll (attached). I b. I Sizing changed. See Sheet MlO.11 (attached). c. i Sizing changed. See Sheet MI0.11 (attached). d. i Sizing changed. See Sheet MI 0.11 (attached). If you ha* any questions or comments, please call. " Sincerely,! Steen Engineering, Inc. ~,~ Kurt M. Smith Mcchanic~ Designer ! Designing Sensible Cost Effective Solutions 5650 North Lilac Drive · Brooklyn Center, Minnesota 5-t;430 JL THU 01: 24 PM STEEN ENGINEERING FAX:763 585 6757 PAGE 3 i December 20, 200 1 I I I I , Steen Engincerin~ 5650 North Lilac! Drive Brooklyn Center,l Minnesota 55430 Subject: : GentlemenlLa.di~: i i REQUEST FOR ADDmONAL TNFORMA nON Regarding Plumbing at Stonegtte Apartments. Prior Lake. Scott County. Minnesota, Plan No. 021594 ,.r.I;r.. ( , ~ I We are NOT ablp to grant approval at this time of the plans and specifications submitted for the above-de.signated project. The following comments outline the changes and/or additional infonnation that~ust be submitted So that we can further evaluate the plans and specifications for compliance with the standards of this department: ! 1. Please provi~ a utility plan del:'iJing water supply and sewer connectio~ to the building, including pi~ sizes and materials. Please note th'at a utility site plan is required for plumbing plan review fC!>r all new constru~on'projccts or whenever new utility connectiollS will be . installed. i 2. The sanitary drainage system must be sized in accordallce with Minnesota Rules. part 4715.231p, subpart 2. The following comments pertain to the design of this drainage system: j i a. There ap~ars to be 417 drainage fIXture units disch3{ging through the 5-inch building drain located n* Car Stall No. 42 on Sheet MI. Since a 5.jnch building drain can only accomm04ate 390 fIXture units at a slope of Ye-inch per foot. this portion of the system is undersizc4. . b. There app~ars to be 757 drainage fixture units discharging through the 6-inch building dmn located neo/ the exit to the building on Sheet MI. Since a 6-inch building drain can only accommQ~ate 700 fixture units at a slope of 1Ai-inch per foot. this portion of the system is also undersized. c. Since pUbl~c use clothes ~a.shers in groups of three or more are given a six drainage fixture unit value, !Riser Diagram W-IS is undersized. Each drainage brancb which is serving three clothes wa,hers totaling 18 dr~nage fix.ture units, shall have a minimum 3-inch diameter drainage pipe. . d. The cloth~ .washer drainage~b@l1Ch below the second floor is serving six cl~t.hes. ~ashcrs . totaling 36 ~nagc fixture uiuts,. ~erefore, .this pipe shall be a minimum 4 inches in diameter. ! . ! Ca.crallnformation: (651) :Z15.~800 . TDOfITY: (651) 215-8?80 . Mio"csoa Rday Sc:mc:r. (800) 627-3S29 . -.Leah:h.sat....mn.u.s for dit":lCci~n. to any of the MDH locatio.... c:aU (6' 1) 2IS.S800 . An cqIPI opportunity employe.. . , ! ,I L THU 0 1 : 25 :PM ; STEEN ENGINEERING FAX:763 585 6757 PAGE 4 Steen Enginecrirg Plumbing ; Plan No.0215941 I Page 2 December 20, 2~ 1 i I i 3. A water c1o*et on Riser Diagnun W.:.l and an~ther on W-ll do not appear to be vented. The distance fro~ the trap to the vent may not exceed the values given in Minnesota Rules, part 4715.2~20, subpart 4. Please revise the plans to show a code complying plumbing system. ! ; 4. Elevator pit ~rains must discharge to the sanitaIy sewer through an indirect connection which. precludes th~ possibility of sewage backup' into the pit. If a sump is used, it must be located outside the ~Ievator pit wi~ a dly-pan drain ~scharging to the sump. The waste pipe from the sump shall ~harge indirectly to the sanitary waste s~tem through a fixture [hat is trapped and, vented (see Minnesota Rules, part 4715.1305). There is no vented fixture or floor drain located near the ele~ator sump. Please revise the plan~ to show a code complying plumbing system. :;:~', i 5. Assuming a ,n~um developed length. of pipe of 180 feet and a building water. pressure at the. meter betwetn 46 and 60 psi, and using Minnesota Rules, part 4715.3800: , i a. The cold!water distribution branch serving the third floor on Riser Diagram R-4 shall be at least ~ i.Jches ill size. . b. The cold Iwater distribution branch serving the second tloor on Riser Dia~ R-4 shallbe at least 1 inth in size. . . c. The hot J,ater distribution branch serving the se4X>nd floor on Riser Diagram R4 shall be at least ~ ~chC$ in size. d. The cold !water distribution branch serving the second floor on Riser Diagram R-8 shall be at least 0/4 i~ches in size. i Please submit the kequested information promptly so we may complete our plan review. No construction relatbi lothe above-referenced plans shall begin until approval is provided by our office. When ~ubmitting additional information. please refer (0 Plan No. 021594. !' . If you have any q~estions, please contact me at 6511215-0844. ! Sincerely, 1'')--<1Jt;~-- co~ Fram i Public Health Engineer Environmental H~th Services Section P.O. Box 64975 i St. Paul. Minnesoth 55164-0975 CAF:sas cc: Corey A. F~ vI. THU 01 :25 rM ; STEEN ENGINEERING FAX:763 585 6757 January 3; 20p2 ] PAGE 5 S1EEN ENOINEERING. INC. 763-585-6742 76300585-6757 fax email: stecn@e<:enet.com ENGINEERtS SUPPLEMENTAL INSTRUCTION (ESI) NO.1 TO PLANS AND SPECIFICATIONS FOR: STONEGAljE APARTMENTS ! PRIOR LAKE, MN STEEN #JBMI03 ; i The W ork s~ll be carried out in accordance with the following supplemental instructions issued in accordance! with the Contract Documents. DRAWINGS ~"-~ Ml 1. Revis~d per Drawings MI.II and Ml.12 (attached). I i M9 1. Revis~d per Drawings M9.11 and M9. t 2 (attached). I 1 ..r~~', MIO L Revls~ per Drawing MIO.II (attached). . i END OF ESli NO.1 , Designing Sensible Cost Effective Solutions S(~o North Lilac Drive · Brooklyn Center, Minnesota 55430 . '02 THU 01 :25 PM STEEN ENGINEERING FAX:763 585 6757 PAGE 6 " ',. 3" ; [ 4" I --+ I I I I ~ t-- I I I ~2 I I -.4 CO UF' ~ UP Sl I-""~ f J . ... J (0 GARAGE LEVEL WASTE AND VENT PLAN l/a" = 1'-0" . 1'1 S$llo NorUl Wac Drln' STONEGA TE APARTMENTS ~ok1yll. CcSlt.cr. UN 5$.30 PRIOR LAKE 783-5815-674.2 783-5$6-11757 Fax MINNESOTA ESt t1 DATE: 1/3/02 B DRAWN: KMS/EAS M1.11 SCALE: AS NOTED . . STEEN NO. JBM103 ~J .. . 02 THU 01 :25?M STEEN ENGINEERING FAX:763 585 6757 PAGE 7 . I i <!:V~~!: ~~R~~ I @ I ~ J--~ 6--~ -l {0-&---i-CS?j ----r-- G=~-J-1C_~32 ~-ccr------r(w:l):-- " - . I ~ 4~ W-2 ) @ 14~e I @ ~~ r e : @ I ~ I ~ I p.., I J ,., II YEebT 9 1S..x8'...lO. DEEP ..... SUMP E3ASIN VERIFY EXACT DEPTH ; 0' (;~ ..' L../ : r. L 0' STEEN NO. JBM1 03 ~~J GARAGE LEVEL WASTE AND VENT PLAN 1/8" = 1"-0" J I I , I I @I W-15 I -- ~ ~I 4. I ~ I (IJ (IJ I f-;~L.L.,Na, I T~ASl-I GARAGE LEVEL WASTE AND VENT 1/8" = 1'-0" PLAN lie I@ I I I ~ I _ rG ESI t1 DATE: 1/3/02 ~ DRAWN: KMS/EAS Ml.12 SCAlE; AS NOn:D 5850 North Lil." J)l'ive lJl'ook~ CeDter.. KN 5~30 183-686-8'742 783-~aa~'757 P.~ STONEGATE APAR~ENTS PRIOR .LAKE MINNESOTA . .02 THU 01 :26 PM STEEN ENGINEERING FAX:763 585 6757 PAGE 8 "f' I J- I I I I I . I I ',., .... I we _....._--..~ I I J" "f' I :,," I I I I I I I I..., ....1 we I --- I I I I I I 3" I 12- I I I I I we .l-- I (6 FU) . .~.!...~ I I I I 2" I I I I I STEEN NO. @ @ ESI { Jat.t103 II , " [ M9.n ] ~~~ 5650 Non.. Whl" Drive STONEGATE APARTMENTS DATE: 1/3/02 Brooklyn Cenlcr. MN 55<630 PRIOR LAKE DRAWN: I<t.tS,ltAS 783-5eS-87U 163-585-8767 Fax MINNESOTA SCALE: AS NOTED .. .. .. ,-02 THU 01 :26 PM STEEN ENGINEERING FAX:763 585 6757 ~,,::,,,!' '.' : : ( \'.'" STEEN NO. JBM103 ~~J T I J"! ~. I .., I / I 2" FI) I / I /(. v I I J" I I I I I ':~J / ( 2" f1) co G~r~ ^ 4"/ Lll " ....~.~ ;- l ",,/ - @ PAGE 9 'W . !Sello North W.." Ot',... 1;I1-00old;ol\ C~nicr. )IN 55490 7113-58S-1I74a 711:1-585-8757 Pu .. .. STONEGATE APARTMENTS PRIOR LAKE MINNESOTA DATE: 1/3/02 DRAWN: l<MS/EAS SCALE: AS NOTED .. Eel t1 [ M9.12] tRI 10:46 AM STEEN ENGINEERING FAX:763 585 6757 PAGE 1 . Steen Engineering, Inc. 5650 North Lilac Drive Brooklyn Center? Minnesota 55430 (763) 585-8742 Fax (763) 585-6757 FAX COVER TO: t50kwd ~ COMPANY: A~~3 onll' bJ FAX NUMBER: f~ - 'fan - <<t ~ 'IS FROM:J{~ ~ DATE: ..3 - /S-~ ).. PROJECT NAME: SfcnL:ru tl.flis STEEN JOB': J 13 h7 /~3 . PAGES (including cover): ~ COMMENTS: e(,: ~~j..~ /-,)dO ~S~ -631;)..., P HARD copy TO FOU.OW VIA MAIL - ~tJ ~ o NO COPY TO FOLLOW If you do not rec::eiw all pIlge& Included in this fax please call 763-58508742 diI 10:46 AM STEEN ENGINEERING FAX:763 585 6757 March 15, 2002 Mr. Robert D. Hutchins Building Official 16200 Eagle Creek Ave. S.E. Prior Lake, MN 55372 Re: Stonegatc Apartments Prior Lake, MN Steen #JBM 103 Dear Robert: PAGE 2 S1EEN ENGfNEBRING. INC:. 763-585-6742 763-585-67:'17 fax crnail: slccn(~cccnCI.Cllm J-Berd Mechanical has brought it to our attention that our unit exhaust duct routing and our corridor ventilation supply air shaft routing need to be altered to accommodate the field conditil'lns. All unit exhaust ducts shall be routed up through roof and not through the sidewall. The corridor ventilation supply air shaft located near stair 'A' shall be moved approximately 9' -6" plan east to unit entry closet. These changes have been fully coordinate with J-Berd Mechanical. If you have any questions or comments, please call. Sincerely, Steen Engineering, Inc. ,/ ~.~ Kurt M. Smith Mechanical Designer KMS: pah Designing Sensible Cost Effective Solutions 5650 North' .ilac;' Drivt! · 13wuklyn Center, MiA1l'\csotn 554~O .-Eerd Mechanical PHONE NO. 3206560312 Rpr. 19 2002 10:43RM Pi o Jr-dj8ERD \...:.. J .::.... ..:;. -.- '--" 3308 Southway Drive St.. Cloud, MN 56301 Phone: 320-656-0847 Fax: 320H656-0312 FAX COVER SH.W Company: From: ~ 't-\II~~ c: ~ "b ~ ~ ~--L- ~ ~ ~Q.-..a..-" -~ "-- ~- \.~ - 0::2... To: Date: SLlbject: ~ - ~ ~ ~ ~ L-'J~ ~ MessQge: ~ f"flr ta-+'" ~ ~ ~"~-.M1'. <:-0 '" ~... CS'"'\.. t;o+r ~ ~ ~..-... _ -L~ ~- a to Ph ~J'-" "\ ~ .. tp '-\-<OM- Number of pages including this one: '-\. APE-19-02 rF~ ;(::24 AM STEEN ~~~:~~ERING FAX:~63 S~S 5~S:l Apr. 19 2002 10:43RM P2 ?A~,: ~ J-Berd Mechanical PHONE NO. 3206560312 ENUINHRIHNCi.IN(", 7M.~~...(J74'! i<ll~.~I\.~-6'757 fllx L:lmlil: slce,,({Jl~1cellel.com SlEEN April 18, 2002 ENGINEER'S SUPPLEMENTAL INSTRUCTION (ESI) NO.3 TO PLANS AND SPECIFICATIONS FOR: STONECATE APAK'l'ME~TS PRIOR I,A KE, MN STERN #.TBM103 Tho Work. shall be carded out in aceo:rdanee with lite foll(~wing suppllmlcntal instructions issued in nec<.m1ance with the Contract Documents. DRAWINgS. M4 1. D0111estic water at?.e revised from 3" to 2'\ fixmre units revised from 700 tc) 490 and o PM rc:yi~d from 160 to 125. Refer to Drawing M4,21 (attached). MS 1. Water 1'\'lcter revi~d from)" tor. Refcrto Drawing M8.21 (alta.Chcd). J:c~SD OF ESI NO.3 Oesigning Sensible Cost Effective Soluti()ns 5(':;<1 North Ljlllc I.)r;\'(,' · al'l,,)~lyn t'''Tltl\r, Minneso{., 55430 J-Berd Mechanical A?~-19-C:2 rEI '~O~25 P.),~ 1,3 ~8"lC3~" COMBUSTION AIR I.OI,IVER SEE OI:T AIL o STf:EN NO, JBM103 II' ~~J 14 PHONE NO. 3206560312 Rpr. 19 2002 10:43RM P3 ST~EN EN~IN[ER!NG FAX~!6, ~S5 O!57 ?AGE :3 & t:' GAS METER AT CRADE""" W~~ I.fETER r t:l~'.2.3\.i SEE BOlU:~ PI?ING SCHE:t.AA TIC SE::1 '-s~~ DOMESTIC WATER \ S~RVlCE DETAI~ ~1lli::l M~CHANiCA,- II ~ O~I ," HEADER ~,t GAS TO EACH 'Mol 1 W HEADER :y." GAS TO EACH BOII.ER G 1\4" = US.1ll CLASS '8' FLUE UP 'I TO ROOFl' IN ONE HOUR I RATED SHAn i ! He 18 1 i 16 15 I I I i Ii 1:1: I GARAGE LEVEL HVAC PLAN , /8"=1' -0" I!] E8I t3 DAlE: 4/18/02 ~ DRAWN: KMSIEAS M4.21 SC"LE: AS NOTtO . 5650 North. LUae DriVl: Brooklyn Cc:ntat. MN au~o 'lIe.'-llllfHI"IU 7lJ3-0Iltl-'?~7 tar STONEGATE APAR]MENTS PRIOR LAKE: MINNESOTA I. = ~ _, (, _ ., '1 I't. ~"'? h .q~ l\ ~.u .,. \J L . - ~ l 1 \; . ...; 1\.1, STEEN ENGiNEERiNG ~Ay',~~: ;~~ ~1C1 , . ... I , ,~.... .J lJ J \J i rI " Apr. 19 2002 10:44AM P4 FAGE 4 -Berd Meehan i ca 1 PHONE NO. 3206560312 PROVIDE: sPOOL LENClH ",S REQUIRED 9'1' LOCAL WA'TfR DEPARTMENT WATER DEPAR~~T. ~BUILCING SYSTEM NON- THREADED DRAIN \I"'~VE S1RAINEFl MAIN BUILDING SHUT-OFF GATE VPtJ..VE -_____ ----- FROM MAIN WA1ER/ S&:RVlCE 2" A TER ~ETe:R SUPPORT REQUIRED BY LOCAL WATER OEPAR'NENT. MAX. H!]OHT TO PIPING CE:NlERUNE - 2.'-0" ~ VERIFY W1n-t CITY OrnCALS NEEC FOR METER IN-PASS AND lOR METER SPOOl CONNECTlONS. CD DOMESTIC WATER NO SCALE SERVICE P4001.DWG STEEN NO. JBM103 ESI 13 ..-- @~~J -. ,.- .. .. SljS() l'I..,th l.U.Q Ih',va 8'ODk~ CUltlll', Ill" ~4,;'1l 'l'60-1I~6-'74l.1I 78~.~86-8757 F.~ STONEGAlE APARTMENTS PRIOR LAKE MINNESOTA OATE: 4/13/02 ~ DRAWN: I(MS!EAS M8.21 SCALE:: AS NOTED .. .. ~ .. APR 16 2002 15:31 FR STOCK f1At.I..F'ACTlRING 763 413 8236 TO 99522261241 1-'.ldl/1d4 19361 Tamarack Street N.W. Cedar, Mn. 55011 Phone: 76S--413-8228 Fax: 763-413-8236 Stock Building SupplV- Minnesota Truss Fax Cover Sheet: 1G; MIa ........ Juon 00........ ........ ....... (\1dudIng COYer) 4 DIlle; 4/1812002 FP: 952-226-1241 .... Roof Truss Rep8It CQ DUrgent 0.... RedeW 0..... c.......m 0.......... 0...... ~* . 1:1 t Tue8d8Y. Ald1S, 2002 ~ 16 2002 15:32 FR STOCK Mf.N..FACTI.RING ?63 413 8236 TO 99522261241 P.02~ ~.16.2002-11;0 MITtI<f!:N~ 5r LOUt. NO.1'lc P.Z "'4 7......', n. '" '5-1'004 2-8-14 4-7.'3 .... 4-000 At)JACEHTTRUBS TO OVTTl\U88 C6 ATTACH 11Z" P1.VWI:IOCI Oft08B GU6SEr (Uila"APAM.TID IHiA TO iACfol S\IS OF muA WIllI CQlIISTJWCT1DIV 0WlLnY ADHIiSI\I& ROWS 01' 1110 (3" X .,31") NAI1.S SPACliD I" O.c. FROM lEACH MCE. ORNIN THROUGH 10TH SHEETS Of Pl.WoIOODANCl OUNCHiO. A"PLV:iX4)CI' S'f'F NO.21C#1B Tel ONE PAC! OF lRUIIwmt ~GTION QUALITY ADHESIVE ~D 2 ROWS OP,OcI (3" X O.1~1' IIIAILS SPACEC r 0,0. . ! ~1iXP11: 1 . , ATTACH~ PLYWOOD em on GuaslT~ APARI\TID SHEATHING ... ~ 1) TO 0fIIE "Pi OF TIWIS WIT1iI OOMmVCmON QUAUTY At1tIesII)I~DT\lIoO ROV4 0' 10C1(3"X .1a,!,?NAU spACeD4'O.e. '........-. . 00 NOT NAIL TI4RU EXIImNG CONNI!e"I'Cm f'Vo'TES flc8m 8 1Clx10 "'" 10 .... C8 R.OOFTRUSS ,Qxla oS- 3.00 rrt' 13 ~~ ~= 1 f4d::20\ td.:: --- . -. 4x1D .::: 11 N-14 1'-,,-'1 1400 21).1o.O 0+12 18 15 '4 !ilr.8 eo 4XA lII: &c8 ::; , APfIt. y 2X61CA' SPf' NO.2 SCAB TO BOTH SlOSS OF'rRUSS C!I'ITERID ON ~ wmt CONSTJWC'l'IOIt QUALrrv AOIESIIIe MID S ROWlJ 011 'Cd ($' X 0.131") MAU SflACCD r O.Co .IU)M S4CH FACE. 74 41-+0 ...,2 ~ ""'4 &.a.\DING fIIIf} SPACING 2-O-CI C8I TOI.l. 'iIO.Il PIIIIC ~ 1.16 TC 0.10 TCOL 1D.G \.UIl'D.!II'1IlCIWS8 1.1S Ie 1.GO BCLL 0.0 _..._ NO WI 0.. ICDL 10.0 Colle U8CIAN8lW \M8lJilI) ~fU) 2 X" SPF 16liOP 1.51 "liltCIIPt" $o12lC 4 8PF No.!, 1-10 a x 4 SPI" No.2, 7.. 2:1t. $PI" No.2 lOT CHOfU) 2 XI SPF 1"'1.IE '*' 2 X.. 8PF 8Id..... 1-1nX , $'I'P1tQdlr2.CIE, 5-17 2X4SPFND.a, 1o.17zX" l.M SCA8 .... 2 X" S. Ne.2l1M_ RIACTIONI = 2Od1M+1. 141!Q7ll11D-S.e ...===:::t 14&&1(_ -AI ~.~~~~~.~7,u.a'oe...7=-IOU. ~ 7........ BOT CH(IIUt ,....'0.1.0 ~ .... ,~ ,....~. 17.1.......', 1. WDS SoDI4'I42, 2'..zJ347I'I.1~ 1~~M4II. 50 30111111S, ',.,I=04e. z.ao=.ca. 1"'~73, ~ 1'-'1 NCJTII 1) 'T1li& tN&&....... /llIl!Ck8a for lIfIIIIIlINlIId IOIldirllI concIIIIM. ..fi..~=:v::.-=='='.:-,;;,~"":.: ....1t" ft IlIlIlOIIIIlt C ASCE 7,a per If 8Ild ... -.._IICIIt.....- _MId. ThlIumIitt DOl. innea Is 1.'" S)i'"*~J.:.~~~~===1aa..1aId 0llD RTf U8P ..... relllII'III1lCllllllCll6l11J111f11lO1t WIt tD __ WIIIIB... . 'Ntln,1Q" Men....... will AN811TP11-1. ollila 1 ~.... qz (IlII ~n) ..... .CIOtPICIr'I lndlcIIIIlL .......10 SIl'IIiiII~.'*-""")~ ..~~lelldCI) Ul S.lIIIIIJS ,1-i104tlf1lJa11a1ft~ OeIfgftrar~ ~nllal$JiI . DIlFI.. j In tfac) IIdefI ii' -oAt 17-18 "'"0 I -11.11 11.,e ~ 0.18 16 /Ifa ,. NiP we1['" Me WeIIht 2.21 III ~ 8tl8IlIIed or~'" DC 1IUIIinI.llIlOl!Ilt ~llC"""" (1+12 mar 701 lOT el'lOltD C1IIIIIIW dncIlJ IPD!!M. Ot 10.0.0 DC bt'llOitlll. WBIS : , lit IllIdpt 5-17 2~1t14. NO,11-14 ;) I\allIS lit '" pIS $010 P'l.A'ft!$ MII20 GRIP '''7''" 1P1 , , 1ca. iQ.,'~'5. "'12'40ZSoi, 12-1...... I ( . ~5-....., 1oIo1s-cur. 13-'\4=187 U-2'l-...r.1D-fMa4,1D-1IL113, :.aoIllD, ep1~ t-DOl I l.CWJ~ .... 1):=:~"rr1l"'.,i, PWe~,1$ ven: ,..: toll.G, "'-'100.0. 1-13Do20.0,1-a-101.0 CoI~'lII8d 1- (It) ve.c 1tJo1-7$7.f~11T.O ...-. 111 .........: ... .,.. ...-t:.. . .. Ie ~ CIIVIIIl..fDI . 111I._ ....,... Apr111 '1.2002 ~ 1~ ~ 10l;!'W 3144349111i!1 PRBE .1212 l=lPR 16 2002 15:32 FR STOCK f'A'.LFACTlRING 763 413 8236 TO 99522261241 P.0..::V\14 ~.16.2e0Z 11:~ MITEK~ 5T LOU1. NU. (l~ P.,,", 1 J02040II C4 ~,. ., 1 4.7-1$ .-- REPAIR FOR ~O OUT SEC'I10N OFiHE 1'RIJSUS 8HOWN LUI\IIIl!RANO COIllNecT'OR ~TES TO BECl1TCl.SAN~Y N.o AND TME RIW\INM PC.AT& MUST BlE FULLY ..ItID1O AND ADD 2 X" SPF IlfO.2 CUTTO FIT T1Q1-lT A"M"ACn 11Z' PLY1MXID 01\ osa G\JSS'IT(15/U' APIII RATIO stoIM 'TO ~ au OFTRU8S WlH CQ4STftUCTlOH QUA\JTY At>>I1iSNE ROWS OF 10f.1 (3" X .tlf) flIAILS ."~ED 6" o.c.. FROM lAC.. FAC1L 0RlVEN TtlIItCKIGH ElO11'I SHE!1'S OF Pl.YWOOO AND ClINCHID. NEW 2M 3.CllI!1I'..4.0 fOlllO ~ ~"'~ --. ~I ~__ , LOADING '"" TCU. 40.0 m '~,g BCDL 10.0 WIIIBl TOP eHOIlD lOT CIofORD WIiIS CSI .1 Tt: 0.12 I 8C 0.6'1 WI'I 0." I (MalI'ilcI ! .AaIICl 300-0 "'* 1Ilefe8I8 1.19 ~ II\1:NX8 1.1 Ii PIep 8lrMe II'lCI' Y&1Il Coft UBCIANSIIS a x 4 Sl'f' No.1 -E!'M;cpt. 1..4 2 X 4 SPF 1 DIlCII' 1.S!.. ""11 a x 4 SPF 1 fiSOF 1.lHi Z X'1I'f 11110F 1.5; 2 x 4 8l"F "" .~- 408 2 X. $YP bIOOF 2-1)&. .'52. X" 8PF No.2 .." 2 )(.... No.1 '1 II I' I I' .I! 'r t RI!AC'I"IOIlI$ lIllISIItJ ,e.14ICJIO.5-8,12...2A8OIO-M , . NIx Iolorz 18..18(1oo4 OIM <II I' . ~~11".UOaed....31.12-.eSdoli,,"41 I FORCII IIbI . Fim l..a8d c... Ollly 'I TOPCfdO 1-t..,.n. 301-.%14. J.4-~, 4-6--21~, 1..s--2S7$, ;.e--I46&, "7..2468 80T CHORO ,-".,n. ".f,..4111. 18-H-48II1, 15-'8.*.. 1~1 n.t2.,I&. ...:ao-027Atl. 18-20-02125. 11-21...-a72S. 802' .4740. 4- 8-11.-11.3-17.531.9-"..511.2.-'8.....'3, '0.1.1......' .".-2Oe. ').21..,41 was NO'ni:I 11 TN111MI1IU.... ~ec1 fa<' ~"IlQ~. ZI TI'iI ~ _ been de5ianM for tI'le WifllII__ ~ ~ 80'" ~ dAd 1. Illd 10.0 gsf boaGm chOrd CIlIIOlolll.100 mI """ 1lVI'ICIIIIoI'I1.,.1III ~. of ctnllllIilanS 41 It W L ft wIIft__ ~\fII'I1)jfft, ftY .. txp"" tD "lIIncS. Jf llOnlha 8IlIIt '11Ift' ... "" 1.1 .n"oIne""~IE 1.15 aJ PnIvIde............lO PNWIftt -- pondInIJ.. 41 TIft ~.. .... dIlIignIIII fer s 10.0 tItSf ba'l1Dm nrg IIYe IOId ,.... ~. ~ One IlT7 UIP artI1IIGIIn IWIilII'lI/JIIlllfllllw ~1nIIS 1D ~ MIll ., 11IiI_ _11IM....... ....... ANS1m'11.'" cdIiIrIL 1) Oa\tft ~4d caa._~l 0IdAS atOll..... ~ lOAD CA8EtJI!. ....... FflR 16 2liM32 Hl: sa 8oo.G .1'" ....14 SCIl6 _1. I 1 , r , .... ': 'lIda _ Z + 11 '" .c.s G Ii '14 ... 13 1a 411C..:. lid:: in (IDcJ IIcttft -OM 13-15 >S1119 -4.i1 13-11 .,..,41 nIe PLATa MltaO ... 1S7,,44 WlIiGI'm a191b 8NItlltd Of 2-10-1 oc~. ~ l+OKpurlMa 13oIo14m81lJ: 507. ltraIcI aiIilI.I ~ -'led Of 10.0.a De IncIrIo. l1blW lIt~. 8-15. lI-lt 3 RllIiI& 3t 1M .. 4-1 la,'''~4458, ,.,1..4151. -,&. ""Ii-~ 15-1."-181. B-16..Gea. 1==-4310,8-,12--4810. MO-141, I, . , I : I' . . 25 fl aIMMI ilfo\IIIlIlevtI. wring , 0-0 pIf , 1In6.000~~.emao"'l. .131M1' ~-'"11185 If end VIII1IaIIs Of 1D1IMd. . TIl8lumll8t OOL 1C'IllrlIM is , .... ...,......... -.:i..... "'1'. AD . with .",., ~ live IOICII ptr T1IbIeI\lD. \lPIlft _ .'8 llIlCf1 a. : 1D 1l'UIS ,.p WI 2-1Od tI8iIS. l ' >, ' M! .-.. Aptt111.200Z ~ .~ 314434911e PAGE. lID ..~ 763 413 8236 TO ~~J..::6t.LNO. 712' .- P.-4 FR STOCK I'\AI'I..FACTlR I I" APR 16 2002 15: 32 1'1tm(~ ST LOUt .1G.2ML.H: ..... - .- C! ~Of","US; , . ..,-4 I 41ool\.O-.l '-1-t:9 f-8-~". 1:70.3 1.' 104 MoO j.. ..,1-$ 408-9 7....', 11-11--4 ....14 1+14 4-MS 4-61 ADJACl!NrlRUSSTO =~TO l'lTTlGHT ADO(a) ax. SPF tto.a ~ APA AAi&O SHlATM~ "TTACH1tr Pt.~~ G III QI.IAI.I'N~ ~~tX.t:l1"l ~S~~~t:=c\,JNQHtO. 0JlUIIIN 'T'IW)U$'H ~ NEW 2)C;l 48"l$" . PI.'t'INOOO 0" 0S8 GU$8lT ATTACH 14~"XaM "'MTHlM6 48Ia4 p.p 11 TO ONE (33IU" AM MAlED...... CQMSTRUt'I'ION OUAI.lN $IOE OF~= ROWS OF 1Od(:a"X .111") ~AOID." o.c. COHNEtJ"OR Pl.ATt$ go NCn' tIAIL TMRU EXISTINQ IO&W aX4 $ 10lc'O I: 9 3.00 f'f2' J ~ 1 ~ ,,\ ii:f o 06= b411 11 M-14 a+'C "-"04 \JoN "'12 18 \1 1e 14 _. / 5X8...'- 4x4= ~~~fltO,Z$CMiOBQTH=~ ~.:o~~~~"flAlUi ~D 6"~. !'ROM IACH PN:JII, .....12 .'14- . 1olo12 o.H I 13 Sd::-. 41 Mo14 SPACM 2.o.G ~ 1.00. DIA-; ~ 1l!:t == LOAOlII8 fDlfto PlaIn ItlcreaIe ,.,5 .,.. , _ .0.11 '1101' MIlI5 1CU. 4O,e 1.\ImIl",1ncr8Bte 1.15 ..... - 0.,1 18 IlIIl :: ';:~ .....tner NO 1M! 1,,01) UlL(l lMWefI._ IK:OL '0.0 eoiIe UBCfAN6IOS (MItIIII) , .RACING LtJMMIt TOP~ "'" CHOfU;I ~.:: ~~ ~~mE, 9-122 U stilt' 11lSOF 1.IlE 80T CHORD 80T CHORD ,X 0 IPF 1IIDF 1.51! ~ , WEll ~:r:r~:iaE.40'62U5P'~g,.1sax.SPF I fWIlCnGNS /IWRlll 11...'1II\IDoo!loC, 1~e \. I .. HIia a'84'" QII8"" MIltU_21-78(IDBdCllle~ '3=-1a(bKlC8ll!4) i ! ~~.~i:eJr~rn.~1~.~.7~, I ..g.~.1o.11~11-12=-21', fo~1C" . , BOTCHORD ,-a,s393, to41~ ~'72.1~2, 1Mo-A12, 11- . ,..~.1l1-1ll=6213, 1....,M2Q. ,s",M4I8ll 1t-1a&,.., I WIiM .......171,' zw:t=..3m, ~ ~,ee. 4-111:I32....' "'&GIG, ..'......,. 001....,a, 1-111=41lO, ,0.,..... 2021"'-'"", 11.1Sw0.412.lJ.21=-57Sl, 1c.1~.114 .1~, $oaa-.e.r,.......... =lMc/ll6l1tleft~far~ns. . 2) T11l1l1111t ,. ....., ......_!he wind by eo 1\'IPh'" at .. '-' II1d 10.0 _ baIbli d1uftf ClIIId Ia8d. 1C1f1 hm IlunlliiMe IIliIleIh. GI\ ........, II.r 24 ftlllllh apcIMIe C A8CE 1011 pel' U~IIII' If.., -- <<Ill. .....I'Ot~ lEI WInd. The IumIlIt 001. irllI'elIIIe Is 1.11, I f'IMIlI~ GII!/IIllII8" JIIMN...... pandJng. ThII_ '*...., dtIIiinId tor. 10.0 "' ~ GllonIIMt IoId _____ ~l'/lIcIlIniaII ~, (IJy C1h,., oftJwD fD bMtng IlI8IIIllIIIlIbIe rt ~ w.,.1nII$.... Men ___WIltI MIli1'PI1.1. CIIIft. ;r:..,.,....(ll;li~fJ) ~ltNat_.... ~k:iI_. ID ......)aroonn.*..I~D~~1OIII ,;It. .. upat ~1.11""Oftbllllalnchonl. D8Iign rur~co flI ~~ GRIP ,9?nM WlIlgIIt ZIIlIb ~(3-8-1"'1ftIIlC,);"7. RiIIid"'" dIleGIIY __ or 10+0 oc: ~ 1 Row It nidpt .c.18 2Ac1w1at118pa& W1,1Q-13 , RlIlllut 114 IlII +-9 I.PJ ; I I =r~_ ~ C1BIIII. FOX LQAD ~ 8ImIIlIrd 1) c:rr::=-UlIO~.1S. PlIItI ~,1a Col 'ftIt '....'110 O.7.':lL100.o. '.,2=-Z.D. 8-7..., DlI.0 1CII1I'IMd laBde ~ VerI: ,....717..d -=-,a?o M1! .... Apr1I11.2002 ~ 16 2eeC! 10=se 3144J4911e PAGe. 84 ** TOTl=L PAGE. 04 ** ~2 02:49p p.l Duffy Engineering & Associates, Inc. 1424 ~ Street North Sauk Rapids, MN 56379 Ph: (320)25946575 Fax: (320) 259-6991 EmaiJ: mail@duffyeng.com Fax Cover Sheet Attention: Milo From: Ryan Date: April 26, 2002 Re: Stonegate Apartments Fax: 952-226-1241 Number of pages to foUow: 0 ADDITIONAL INFORMATION Thanks for the pictures of the cOWltersinking of the bolts at the 4-ply Ivl beams. The beam is fine as built. The combination of the 16<1 nails and the bolts is sufficient as built. Please advise the person who did it that it is not typically acceptable to countersink that deep. {{you have any questions, feel free to give me a call. '"'" 23 = 16'21 FR STOCK 1'RU'1C\R1t43 763 413 B236 10 9,952226'24' ---- ~ --- -.----------------- --- , . ~.1J,." -- 19361 Tamarack Street N.W. Cedar, Mo. 55011 PhOne: 763-413-8228 Fax: 763-413-8236 Stock Bui'din~ SupplV. Minnesota Truss Fax Cover Sheet: Fax: 952-226-1241 FnMn: Jason Douglass Paps: (Including cover) 3 DIlti8I 412312002 CC: To: Milo Phone; Rea DUrgent DFor~ 0....... COII.hMlt 0....... Reply 0...... ..... . ......l1t.. -- Tuesday, ApI 23, 2002 - .- ~- OCK MANlFACTURlffi 23 2002 16=21 FR ST ~~~~ ,~~, 15:Sr ~R MITEK TO 919522261241 763 413 8236 314 434 9110 TO 17634138236 P.02 r.~,;.."-- ,,' -. . ~- 122fi55\ \ c::r - l"\y I lOtonaO- Ap i \ tv \ " I , DESIGN 0.5 U~IT J.e -! t~~~.Inc. "F~lSI:D9:5(f2Ul)2 1'1118 1 1 sll, s. AOf 6800.0---1 i $S.Aoo1 .. 51-901\ .. .; . I 40.19.1' .. ........ W05 '1'. l' ..... ..., -' ... 0 .. ..\ .. I rN$$ lVpe pos--" -rru.s. 08\., MOO. QUtEN IJD2040~ :A14 . L ~ \I\iU1l ~1JillcllftO SUOIll'f-llilinaesottl I ru~. .' ..3 27... . ,407.12 . 21.' .". ; N.' - ". ~~'7 a+7 '...-- o.s.7 .,..,. i a,z-ii CHORD ATntE\.OCP.110N SHOWN , .. N01'C'" Cl1\' INTO BOTTOM \ RSP"\fl. FOR 314 PROFII.E VIEW ,,?--T- E 6 -\- Sf." ~h:" .n. 4.2U1 -.0 ~ n~7 &+1 w= ! i I \ .::; ~1~_. ,. I - '.~..::;.-...~ lSO\: '--:~~a'l' .' c, ..,211 i I . I IS a.oofiT ""0 ;.: '~'" -.~::-;:::;.:./-' ::::;:;::;;:::: ..' ! I I i 04 4 _ .:' :~ 2~'a..:<~\.. \ ~ e.12.~~ ::::;.:.~';-' ,::-";::r 11'41.1.~~:.- =j' . ~ t~c. . . . 2T 2G \25 \ I I L.. 1~ I \ U.l:J . ~'!!:li : t'.fog. ! ~ I..' 401.1.\1 ! I z.a.'~ I 8.1-4 : -' _~;- . 7.....' ,...., u.e 7.AJ I ~~~:~~II'lO-::=:"f\i}~::f2r;Jll""lJ:7;'i$r;2J' [!~~!I ;q~=w --'0.2~ ~ ~m r , lOADIMJ (o1.O PlattS Il\Cttase 1 15 TC 0-l52 vert(TU ..0.29 27 >999 i f~ ~:o I' Lumbwr Inc;tease ~ . ::9 ~:~ HotzlTl1 0.03 22 NO ' acLL 0 0 ~ Sttt=1I11\Ct I lit LC U. \lAin Ildell ~ 31lO ; SCDl. 10:0 Code UBC/ANSI95 I ~. ." I. LUMllI!R .2 X 6 SPF 1650F 1.SE TOP CHOF\O 2 X 6 $PI' 18501= , .SlO ~li_pt. I BOT CHORD 20-23 2. X 6 $VP 2400F z.oe : WEBS 2 X 4 SPF $lei "Except. __ No ~ I 7.24.2 X "$PF 11I0.2, ,.U 2 x 4 SPF No.2. 8.2a 2)( 4. "..... '.. I 8021 .2)( 4 SPF No.2. 9-21 2 X 4 $PF No.2. 90'9 2 X 4 SPF No.2 I ~x 6 SPf 'tS!OF 1.SI. Rigllt: 2)( 8 SI'P 1650F 1.5E , IIIACTIONS lIb,...l l-1Qt71O.$.8. ,s= '08710-$".22=296810-3.8.21 -Z966/().2.8 I Max Horz , -.53t1ood Celie 41 ad 4 i Max Uplitc 1 "'.13IrDllClcase 31,15 ".19I1oad ClI$8 'I). U"'.75001d case 3). ;U-00690o ~ase J . Max Grolv t = 1270110ad case 131, lS-127Ot\oad c_n. U..3S62(1NdclS. 131, 21.35152.11oad case 7J I FOIlCES lib! . Fim lollCl Cese Only '''2 TOP CHOAQ 1.Z.."zD7 2-3=-204l8, 3-4...zo&e. 4-$...344, 5-0= 1432, 6-7.1432, 7-8-3220. N=3220. 9.'0..1.... , 1o.t1 '" 1432.11.12..-344 12-13=.2018. 13-14.-2*1.14-'S=-2397 I SOT CHORD 1.27=2320. Ze.n-83S. Zs:26=839. 24-25...874. 23-;lA=-2201. 22-23..2101, 21.22....2785. 20-21"..2201,19-20-.2201. 18-19...874,17.,8..839.16-17=839.15.,6=Z32O 'was 2.27...682,4.27.,40$.4-25=.,131.5.25=1$3'1,5-24".,549. 7.24=1'125. 7,22-.1963. 8-22=-1160. I' 8-21--1100.9-2' =.'963. 9.19 -1725. 11-19...1549, 11-18-1S3'1. 12.18..-1131. U.UI= 1405. 14.10'"-092 NOTES . " ~ t~ 11. tMIrlII Ol*ked for unbalill1C$d 1oadi'lll ~. , 21 Thit VUSI has been daigned for Ole wInct Iollds ~ by 80 Mph winds.llt 25 fl abo~ 9I'OUfId lewl. limo 10.0 ",.. ! ehorrI dead load Bnd 10.0 p$f llonom c:hood dead 1Qd, 100 ml '.om hurriQr,. ClCNIIIliflt. an .., ~ ClltllOOrV l. ! ~an , enctoUd buifClift!J. 01 dimensions 68 ft by 94 It wi1ll el(l)OIiura c: ASCI! 743 per USe/ANSl9S II end vertic:el, or ; c.IlUll~ exia. thav 1ft l!XllOSllC to wind. If DOrctIes eld$l. they are not ~ to winO. '""'lumber 001. "-- i. 1.15. iIII'I4 me DIm GriP lrlcreese is 1.15 i 31 WARNING: The \IrI\ISU8I1y long 3pBft .'or evn~ of this t1Vss ICCllMell that 6lClreme en be uslld in Its lIODliCariOtI. . u.. FODCt trlInlPORet:on, unlD8Cling ;and _c:rion Il'lllthad$. Anute ~t a1118ClUired WlIb Iaerat bracing is COmrnuniCate&f the bulIlIltlg ton1r8cltcr, En5UfC lh;n over-811 builllil\O brac:i"ll i$lIeslQned by a llU8Iltiecl enol"..... -dIltllcl. or ~ldlAg I 1l_1ler. 41 AlllIltH we 5lt8 MIIZO unless ot"erwlse indicated. . 51 TIll, tl'UU.... been clesivned fOf 8 10.0 psf bonom CI'IOtcl live Ioed noncorteWte"t Wltlllll\y otller live 10* /Jet Tlble No. . 18-8. uec.94. i 81 One RT7 U$I' COMectors "llOmmended tel elOMeQt truss 'D bo<Pfrlg wall. aile '0 ul'lift at jlla 1 1 S 22 ancI 2' . 1) This "us, "... '*-' dftioned wit/> AIIlSIITPI I.' SS5 critctia. ' " . / LOAO CASElst SIand;,rd j I .../- \ZA 2$ 22 a' 20 '9 ~.. SCAI TO ONE FACe OF TRUSS APPI. Y 2l(6l(16' SPF '.OF 1..... ONS'l'fU1CTlON QUALITY CEtn'lReD ON ~OF~C "'" X 0 1St") NAll.S SPACED 6" O.C. ADHESIVE AND:2 ny,v.. \V. +-... 51:l;l! 747 ~.~ ~ a-a.14 18 ,7 \8 "'O-tO,. ,...., ..~. PLATU M1120 GRIP 1971144 Weight: 310 Ib , l I I I I I ! 8RACIltC TOP CHORO ShIl;ntleG or 4.6-10 OC pUl\jn$. .._ . AiOicl ili"8 difeedy lIPJ)Iled Of ~.11-4 Qr: ....eilIll. ~RO 1 ~micIpt 5-24. 7.~Z. S.~%. 8-21. 9-2'. 1'-'9 !'II!III......... iI tIIlIIfIi If 1ItMtt .. ~ 11I8 .. ", 6ICt iatbl~-.l_~~ .......,. faller .. IIRIIt ~ StliV8I E. FDI , I L... .... DATE 1 REI.~.~ April 23,2002 ** TOT~I PQA~ ~? ww 23 2002 16:22 FR STOCK MA/'UFACTllRING 2002 1~:50 FR MITEK INDUSTRIES 763 413 8236 TO 919522261241 t-' .I::J.YI::J') 314 851 7970 TO S1763413B2~6 P.0Z/0Z .9 I~t: - ~::. . to ~'.. TrusS. t:"eCI8r,'~ll--." '.---' '-~-!:,J;;;'--- --. um,.. 73 I I' I) OeSIGNS' , 0 U\Il:TS. 0.& IW$TI 4.~1 "-SRI s ~ug 20- ,..S. Ine;"''I'h\l ~~:!lo:Ul).zod:i ~ge 1 208-14 2.0.,. REMOVE 4- SECTION OF BOTTOM CHORO. 't01 NAIL 60TTO~ CHORD ro WAI.~ WI'r~1 lOcI NAIl.S AT 12' O.C. NO OTHEA REPAIR REOUIRED. 3.00 fi2 LUMREA TO BE C\ff Ct.EANL V ANQ ACCUI'lA TEl, .,., rII() Pt.A'rES AlliE fa ec OISWAeeo. 11-11.. 7.20$ ..---....-.. ---j 4l\~ ~ Sc8Ie" "18. 2K4 1\ 2....,. '_".~ f _= t-_..~~-.._-_.~ 9-11.. 746 .._.._~ III . Not. .' Z-o.003',3j.13:00 1- ~ i. SPAClNC 2-0-0 ""lCS lr\cfeasc 1 . 15 t.umber Mere.. 1.15 _ Stress ltlcr YES Cod_ U8ClANS195 ...."..... LOAD_ lOsfJ TeLl. 40.0 TeOL 10.0 ecu. 0.0 8CDL 10.0 CSt TC '.00 8C 0.32 we 0.11 IMMrix) DEFt. 11'1 noel VottCLl.1 nla VertfFLI nla HorztTll 0.26 4 1$1 LC LL Min "deft = 380 IJdtofI 1'1/8 nla nlll PI.A TES 11III120 GRIP 1911144 ~.34Ib - LUMBER TOP CHORD 2 X 4 SPf No.2 BOT CHOAD 2 X 4 SPF No.2 WC8$ 2 X " 5" 8tcI 'Exe~. 3-7")c 4 SPF No.2 aMebIC TOP CHOfll) Stlelthed or 5'10() oc ~$. ~ end ~it.s. BOT CHORO Aigld celIll\g (lirec:tlv llopllllCl cr .0.0 lll: brecin;. REACTIONS ClbIIizeI 4=307INI.Z. 5"7517.5-2. 7~751lJ7-$'2. 6=2917-5.2 II4ax !fen 7.. lS:Bl1oacI e;"S8 41 Mall UpIlft....2411o"lS ~ 31. 7 =-148lload ca. 31 - Gl'lv 4..307IloHeese 1). !l=7711<*! CIlH 2!. 7=7$81Ioed e_ 11. ,..4?(toall_ 2! ~ lIbl . FinIt Load Cae Only TOPCHOI'O 1.2.."2. 2-3=89.3-4=-310 BOT CHORD 405=0. 1-7..1l1, 6.,..0 wes 2'7"'715.3-'..14 NOTES t 1 This trultI rlas been dftigneo for the winclloadS ~_ecI bv 80 mph winds ;n 25 ft above grouncllevel. U$ing 10.0 lISf lOP chord CleM IoId ano 10.0 oaf lMlUom chord cIHd toed. 100 "Ii from hurdune oceenb. "" 1ft 0llCIll*ICY ~ I. cCllldltiotl t endoIlld building. of ditnensians AS ft I:Iy 24 ft ""Ill ~ C ASCI! 7'93 .,.,. UBCfANSl95 if .." \iertil;als or C1Il'Ilhvet$ -.. ttlcy are ellClO5ed to wind. If P\II'Ches eMIt. tlJcy ... noc elCPOHCI to wincl. 'I1tt Iunlelet DOl inc:I'Qse is 1.15. ~ 1M plate" incrus_ is t. 15 21 Thl$ """ 11M been deSifned 101' . 10.0 psi bottom cIlotd lIvolo.cll'lOnClClnalt1'en1 wItl\ _ CltI\ef Iiv.. \oeds I>Ct Table N 16... UBe.SI4. 31 One lIT? USP ~ f8COl'IlftlCl\ded 'to connect ttUA to.tIring,.,... due to UIIlift III itlS} 4. 5. 'J. and 8. ., Non $U1'\CIa1'd burlnt condition. RevieW l'8qUIrect. 51 This tJu5s has been GeIigned ....ith ANSIITPIl.1 095 criWia. ....,..,tW*ls ::rt fiaIIift tr ~ .. ",. '.iM or..... 1It~ ~-:.l_a.~ .. ... if" .."t'l LOAO CASSeS' Standard ... "10.14'. Aptil18.2002 .-.............----.."'.............ClIr1:lIISAlIID___~... ..-. -.--e ~ ....., 101 - VlIIr ... IliIht ~ -....... ........ CII8I' ..... 11_.... ~ a... III 101 on IIIlIMlIlIClII ~ _t .. 1M ~ -lI:lOCIIIO.......,. AU"c 1*." ....IM...........___....... U_ .01_. .'--"oIll<IIIIIIflO .....,.110I_ .".,.... ~- It "" IDMDI-.-., 01........ -..........,. ~ __~ to ....,.~cfUMO ~ IS_ r_~ ollhe --.,. ~.._ bOOCl'lO 01......... ~. _ r."u""'*Y or IM.--........ For _ ~ ....0ClI000 ----. ...., --.c. -.... GlIhefot....... -...... -- -"lIIUIIIIy ........ DIIoIlIIIoodno .......~, ... eOld ....... MI'P.eke ........ .......... -........ ..... ~.III__._ _.....""" mmu._ ~Ootoot. MeOlloOft. WI5UlO. I~ ** TOTAL PAGE.0Z ** ** TOTt=l. Pf=GE .12l3 ** OIyvit Systems Ine - Outsulalion Plus D8110 CAD 16 5/1/02 3:26 PM Outsulation@ Plus System Detail OPL 0.0.16 -- Penetrations (Printer Friendly Version in PDF) BY OTHERS T DRYVIT OUTSUlATION PLUS SYSTeM - APPROVED SUBSTRATe - BACKSTOP" - OPTIONAL SECONDARY SEAL, BY OlliER~ DRYVIT DEMANDI,.... OR COlOR PRIME" - ON SURFACES TO RECEIVE SEALANT DRYVIT COMPA T1BLE SEALANT - Willi CLOSED CELL BACKER ROD, BY OlliERS 119 MM (3/"'") MIN. d 4. - OPTIONAL SECONDARY SEAL, BY OlliERS - BWs~~n=c~rf6T R~E~~~~EftrN~ ~ ~ "" (lW) "lit WRAP DRYVIT DETAil. MESH 50 MM - (2") MlN. AT BACKSIDE OF EPS -1~Mt:~~~d~OWEl - EPS INS UlA TION DRYVIT REINFORCING MESH EMBEDDED IN BASE CQA T - ORYVIT ANISH Notes: 1 . Dryvit recommends that ground floor applications and all facades exposed to abnormal stress, high traffic, or deliberate impact have the base coat reinforced with Panzer<<> prior to StandardTM or Standard Plus TM Mesh. Location of high-impact zones should be indicated on contract drawings. The architecture, engineering and design of the project using the DryvIt products is the responsibility of the project's design professional. All systems must comply with local building codes and standards. This detail is for general information and guidance only, and DryvIt, Inc. specifically disclaims any liability for the use of this detail and for the architecture, design, engineering or workmanship of any project. The project design professional determines, in its sole discretion, whether this detail or a functionally equivalent alternative is best suited for the project. Use of a functionally equivalent detail does not violate Dryvit's warranty. This detail is subject to change without notice. Contact Dryvit to insure you have the most recent version. back to top 02-29-2000 http://dryvit.eom/fileslDryvit_does/us/detailldsI10_16.hun Page I of 1 Dryvit Systems Jnc - Oulsulalion Plus D8110 CAD 16 5/1/02 3:26 PM Outsulation@ Plus System Detail OPL 0.0.16 - Penetrations (Printer Friendly Version in PDF) - - APPROVED SUBSTRATE - BACKSTOP" - OPTIONAL SECONDARY SEAL, BY OTHER~ DRYVIT DEMANDI1'1' OR COLOR PRIME" - ON SURFACES TO RECEIVE SEALANT DRYVIT COMPA TlBlE SEALANT - WITH CLOSED CELL BACKER ROD, BY O'T'tERS 119 MM (3/4-") MIN. d 4. - OPTIONAL SECONDARY SEAL, BY OTHERS - DRYVIT DEMANDIT OR COlOR PRIME ON SURFACES TO RECEIVE SEALANT ::.J 19 MM ()/,,"") MIN. WRAP DRYVIT DETAIL" MESH 50 MM - (2") MN. AT BACKSIDE OF EPS OOXVIT ~DH~~ IN - ~8N~M~A fdNrn;D TROWa - EPS INSULATION - DRYVIT RBNFORCINU MESH EMBEDDED IN BASE COAT - DRYVIT FINISH Notes: 1. Dryvit recommends that ground floor applications and all facades exposed to abnormal stress, high traffic, or deliberate impact have the base coat reinforced with Panzere prior to StandardTM or Standard Plus 1M Mesh. Location of high-impact zones should be indicated on contract drawings. The architecture, engIneering and design of the project using the Dryvit products is the responsibility of the project's design professional. All systems must comply with local building codes and standards. This detail is for general information and guidance only, and Dryvit, Inc. specifically disclaims any liability for the use of this detail and for the architecture, design, engineering or workmanship of any project. The project design professional determines, in its sole discretion, whether this detail or a functionally equivalent alternative is best suited for the project. Use of a functionally equivalent detail does not violate Dryvit's warranty. This detail is subject to change without notice. Contact Dryvit to insure you have the most recent version. back to top 02-29-2000 .-' http://dryvit.com/files/Dryvit_docs/us/detail/dsll0_16.htm Page I of I COpy EMP/REHOUSE. INC. 1055 N 5 612-3~8-5877 O '. th St., Mmneapolis, MN 55411 ~ Jrellmmary ~ Submission o 2nd Submission ~her SIG ,.~""~ {' 211~OATE_LJ/ /<frJ?~ ~pproved as submitted o Approved with revisions noted o Revise and resubmit o Rejecte b date .c: STONEWOOD~~LOPYENT J74~t/~:/$~zf 200-351-452 entrancespecifications~ I. GENERAL DESCRIPTION Work Included: Furnish all necessary materials, labor and equipment for the complete insta!latlon of alumInum s.wing doors and frames as shown on the drawings and specified herein. Work not included: Structural support of aluminum framing, trim, shims and perimeter sealants. - (Specifier: list any other exclusions.). . . Related Work Specified Elsewhere: (Specifier List) Quality Assurance . Drawings and specifications are based upon the series (choose one: 20'0-351-452) doors as manufactured by CMI- Cronstroms, Inc., Eagan MN. When subStitute products are to be considered, technical literature, samples, drawings, and performance test data must be submitted ten (10) days prior to bid Clate. Test reports certified by an Independent laboratory must be made available upon request. j)ERFORMANCE REQUIREMENTS Air Infiltration: (applies only to single acthig offset pivot or butt hinged doors.) Shall be tested In aocordance WIth ASTM E 283 at a pressure differential of 1.567 P.S.F.. a sIngle 3'-0" x 7'-0" entrance door and frame shall not exceed' .50 CFM per lineal foot of crack. A galr 6'-0' x 7'-0" entrance doors and frame shall not exceed 1.0 CFM per lineal foot of perimeter orack. . - Structural: Resistance to comer racking 'shall be tested by moment load testing as follows: . a. Test section shall consist of a standard top door corner asSembly.-Siderall section shail be 12. long. b. Anchor top rail positively tatest bench so that comer pertrudes 3" beyond bench edge. . c. Anchor a lever arm positively to the side rail at a point 19" from Inside edge of top rail. Attach weight support pad at a point 19" - from Inner edge of side rail. . - d. Test section shall withstand a load of (choose one: 130 pounds for 200 Door or 165 pounds for35TOoor) on the lever arm before reaching the point of failure. Failure is defined as a joint separation of f/16.. during test lOading or a vertical rail rotaUonal displacement of 3-172 degrees during test loading. It . PRODUCTS MATERIAL ExtrusJons shall be 6063-T5 alloy and temper (ASTM B221 allor. G.S. 10A-T5). Fasteners used for assembly, shalf be stainless slee , aluminum, or zinc plated st~!~ In accordance with ASTM A 164. Perimeter anchdrs shall be sllllnless or zinc plated steel. (Anchors ilre provided by' glazing contractors). Glazlng gaskets shall be E.P.D.~., Elastometric or Neoprene. HARDWARE Speclfler Note: If enlrance har.dware must be furnished under the "Finish Hardware" section of the specifications; (please specify:) The finish hardware supplier shall be responsible .forfurnishlng p'hyslcal hardware to the entrance manufacturer p(Olr to fabrication." If lock cycllnders arEi to be master-k@Y~, It Is recominended that cylinders .be included under the "Flnlsh Hardware" section of the . speclflcations. . Hardware for entrance doors and ~rames shall be as follows: 1. Pivots/Butt . Hinges 2. Locks: Active Leaf Inactive Leaf 3. Closer 4. Exlt.Devlce 5; Push/Pull 6. Threshold 7. Miscellaneous Include style, finish, type, model, series, manufacturer, etc. to assure a complete description. Refer to Section A for standard hardware offered with stock eotrance packages. Refer to Section D for complete listing and description of entrance hardware. FINISH All exposed aluminum surfaces shall be free of scratches and other blemishes. All exposed surfaces shall be given a caustic etch bV an anodic oxide treatment to obtain the following finish: (SpeCifier select). . An Architectural Class II clear anodic coating in accordance with Aluminum Association Standard AA-M12 C22 A31 designated as #20 Clear. An Architectural Class I anodic coating with Integral color In accordance with the Aluminum Association Standard . AA-M12 C22 A44 designated as #33 Dark Bronze. . (Specifier note: #30 Champagne, #31 Lt. Bronze, #32 Medium Bronze, #35 Ellack, and #37 Burgundy are. available colors offered at a premium price.) ORGANIC COATING: Hlgb performance fluorocarbon coatings in accordance with AAMA 605.. Color as selected by -Architect and offered at a premium price. FABRICATION The door stile and rail dimensions of the _ (choose one: 200- 351-452) entrance doors shall be as follows: Door .200" .351" "452" Top Rail 2-718' 3-5116" 4-112" Bottom Rail 3.5116" 6" 6" Stile.' 2-118" 3.112" 4-112" Corner construction shall consist of a mechanlcal.fastener ap~ied block and fillet weld connection. Glass stops shall be hook-in pe, square fit for 1/4" or 1" glazing, with EPDM glazing gaskets. oor frames shail be 450 F.G. Serfes (1-3/4" x 4-112") requiring screw spline or shear block assembly. III. EXECUTION INSTALLATION Framing .shall be installed, glazed and adjusted by' experienced workmen In accordance with the manufactUrer s Installation Instructions and/or approved shop. drawings. CLEANING AND PROTECTION' After Installation all metal surfaces shall be cleaned to remove mortar, plaster, paint or other contaminants. After cle.anlng, all work shall be protected against damage until It'ls accepted by the General Contractor. Thereafter, It s,",ail be the responsibility of the . General Contractor to maintain protection and provide final cleaning. (NOTE: Product Improvements may require speclfJca~lon changes without nQtlce.) DATE: MARCH 1, 1991 ~j~/~c;r()lIst'()IJ1S SECTION A CTS SPECIFICATIONS I. GENERAL DESCRIPTION Work included: Furnish all necessary material, labor and equipment forthe complete installation of aluminum framing as shown on the drawings and specified herein. (Specifier Note: It is suggested that related items such as glass, sealants and entrances be included whenever possible.) Work Not Included: Structural support of the framing sys- tem, interior closures, trim, metal sub-sills. (Specifier list other exclusions.) Related Work Specifies Elsewhere: (Specifier List). , QUALITY ASSURANCE Drawings and specifications are based upon the CTS fram- ing system as manufactured by CMIArchitectural Products, Inc., De Smet, SO. Whenever substitute products are to be considered, supporting technical literature, samples, draw- ings and performance test data must be submitted ten (10) days prior to bid in order to make a valid comparison of the products involved. Test reports certified by an independent test laboratory must be made available upon request. PERFORMANCE REQUIREMENTS AIR INFILTRATION: Shall be tested in accordance with ASTM E 283. Air infiltration shall not exceed .06 CFM per square foot of fixed area. WATER INFILTRATION: Shall be tested in accordance with ASTM E 331. No water penetration at a test pressure of 10 P.S.E THERMAL PERFORMANCE: Shall be tested in accordance with ASTM C-236 and AAMA 1502.7. The assembly shall have a maximum U-value of 0.40 and a minimum CRF of 69. II. PRODUCTS MATERIALS Extrusions shall be 6063-T5 alloy and temper (ASTM B221 alloy G.S.10A-T5). Fasteners used for assembly, shall be aluminum, stainless, or zinc plated steel in accordance with ASTM A 164-71. Perimeter anchors shall be stainless steel, or zinc plated steel. (Anchors are provided by the glazing contractors). Glazing gaskets shall be E.P.D.M., Elastomeric or Neoprene. FINISH All exposed aluminum surfaces shall be free of scratches and other serious blemishes. All exposed surfaces shall be given a caustic etch followed by an anodic oxide treatment to obtain the following finish: (Specifier select). An Architectural Class II clear ar:lOdic coating in accordance with the Aluminum Association Standard AA-M12 C22 A31 designated as #20 Clear. An Architectural Class I anodic coating with integral color in accordance with the Aluminum Association Standard AA- M12 C22 A44 designated as #33 Dark Bronze. (Specifier note: #30 Champagne, #31 Lt. Bronze, #32 Medium Bronze, #35 Black, and #37 Burgundy are available colors offered at a premium price.) ORGANIC COATING: High performance fluorocarbon coat- ings in accordance with AAMA 605. Color as selected by Architect and offered at a premium price. FABRICATION Mullion and perimeter framing shall be of two-part con~truc- tion consisting of gutter and face members, designed tb per- mit unobstructed face glazing with through sight lines and no projecting stops. All intermediate vertical and horizontal framing members shall have a nominal face dimension of . 1 3/4". Overall depth shall be (specifier-select from detail combinations.) All assemblies shall be secured internally by means of a thermal isolating clip to prevent any metal to metal contact of the face and gutter sections. III. EXECUTION INSTALLATION All aluminum frames shall be installed in their prepared openings as detailed and shall be level, square, plumb, and according to manufacturer's instructions and approved shop . drawings. Perimeter shims shall be IO.cated under glass set- . ting blocks, vertical mullions, and as additionally necessary. All joints between fr~ming and the building structure shall be sealed at both interior and exterior in order to secure a weather tight installation. Weep holes shall be installed per manufacturers shop drawings. PROTECTION AND CLEANING After installation, the General Contractor shall protect exposed aluminum surfaces from damage by other trades. The General Contractor shall be responsible for the final cleaning. (NOTE: Product improvements. may require specification changes without notice.) January 1999 "j~IIArchitectural mJJ "450" lB. specifications I. GENERAL DESCRIPTION Work Included: Furnish all necessary materials. labor and equipment for the complete installation of aluminum framing as shown on the drawings and specified herein. Work Not Included: Structural support of aluminum framing. trim. shims. and perimeter sealants. (Specifier list any other exclusions.) Related Work Specified Elsewhere: (Specifier list). QUALITY ASSURANCE DJawings and specifications are based upon the 450 T.B. framing system as manufactured by CMI-Cronstroms. Inc.. Eagan. MN. When substitute products are to be considered. technical literature, samples, drawings, and perlormance test data must be submitted ten (10) days prior to bid date. Test reports certified by an independent laboratory must be made available upon request. PERFORMANCE .AIR INFILTRATION: Shall be tested in accordance with . ASTM E 283, air infiltration shall not exceed .06 CFM per square foot of fixed area at a test pressure of 8.0 P.S.F. WATER INFILTRATION: Shall be tested in accordance with ASTM E 331. no water penetration at a test pressure of 8.0 P.S.F. STRUCTURAL PERFORMANCE shall be based on: - Maximum deflection of 1/175 of the span and - Allowable stress with safety factor of 1 .5 The system shall perform to these criteria under a wind load of (Specify) PSF (Architect to specify.) THERMAL PERFORMANCE: Shall be tested in accordance with ASTM C-236 and AAMA 1502.7. The assembly shp!1 have a maximum U-valve of 0.47 and a minimum CRF of 71 . II. PRODUCTS MATERIALS Extrusions shall be 6063-T5 alloy and temper (ASTM 8221 alloy G.S. 10A-T5). Fasteners used for assembly, shall be stainless steel, aluminum, or zinc plated steel in . accordance with ASTM A 164. Perimeter anchors shall ~~ be stainless or zinc plated steel. (Anchors are provided by the glazing contractor). Glazing gaskets shall be E.P.D.M.. Elastomeric or Neoprene. Thermal break material shall consist of a two-part high density polyurethane. Separation of interior and exterior sections shall be a minimum 1/4 inch. FINISH All exposed aluminum surlaces shall be free of scratches and other serious blemishes. All exposed surlaces shall be given a caustic etch followed by an anodic oxide treatment to obtain the following finish: (Specifier Select). An Architectural Class II clear anodic coating in accordance with. the Aluminum Association Standard AA- M12 C22 A31 designated as #20 Clear. An Architectural Class I anodic coating with integral color in accordance with the Aluminum Association Standard AA-M12 C22 A44 designated as #33 Dark Bronze. (Specifier note: #30 Champagne. #31 Lt. Bronze. #32 Medium Bronze, #35 Black. and #37 Burgundy are available colors offered at a premium price.) III. EXECUTION INSTALLATION All Aluminum frames shall be installed in their prepared openings as detailed and shall be level, square, plumb. and according to manufacturer's instructions and approved shop drawings. Perimeter shims shall be located under glass setting blocks. vertical mullions. and as additionally necessary. All joints between framing and the building structure shall be sealed in order to secure a weather tight installation. . PROTECTION AND CLEANING After installation, the General Contractor shall protect exposed aluminum surfaces from damage by other trades. The General Contractor shall be responsible for final cleaning. (NOTE: Product improvements may require specification changes without notice.) 4j~/~(;r()l1str()IIIS DATE: JAN. 15. 1991 E-26 Ma~ 14 02 11:48a p. 1 Duffy Engineering & Associates, Inc. 1424 ~ Street North Sauk Rapids, MN 56379 Ph: (320) 259-6575 Fax: (320) 259-6991 Email: mail@duffyeng.com Fax: 952-941-5240, 952-226-1241 Number of pages to follow: 0 From: Ryan Date: May 14, 2002 Re: Stone gate Apartments ~.~ ~ ~ ~ ~~~,. ~~ Fax Cover Sheet Attention: Charlie and Milo ,.-- ADDITIONAL INFORMATION This fax is to clarifY the note regarding interior gypsum sheathing attachment (note 6 or 7 on the framing plans). The party walls between units (Type G) need to have the attachment shown on the one side that has gypsum sheathing directly attached to the studs. The interior walls (Type I) provide additional lateral strength to support the structure. These walls should be attached per standard practice with screws or nails at 12" on center. If you have any questions. feel free to give me a call. " '.' ." " "",::~~:, ' _ '~,~~~ QOMPANY .' . ='.~_A""'Rorth 1G8-818-8888 . ....... MN 8IK48 · . '. , ". '1'''~ .,...18-8881 ~ _. 0" 0 II! ~~ and. PlnlIhel " . . Venetian Plut81'1 , "'~ , .'0.' .... . .~~.,~P1uter Adcenori.. . . . ....~;~~.Z::. [_ _ FAX \ Date: 3 - 2 C\ - 01- Time: , ,', Pag.. (1netudlna~:- TO: (rV \0 FROM: J ,Of\. {SclJt,{/ = - ,ku.. ~N.. s Q""'<r +'(~c.~l v->~~bv.-- . ' d e. {-~~ \ /..lt~ ^e +' 0-,\ o);b 01\ s.. ';- :. A~ fN,o.t,'ol'otcl '10.....1 ~y db~~S,kl<- .~. .' ~ ~,,+ .fro""'" 31f' ~ f' yo...,) fr.t(. ~ p( ~ ~v<.. . "I) fl. ~ I'll o.M^t..Ad~ f7'("~ (d r . ~."': fA. f10dr k'fV,. (JX));;...f.'v,,", hi,,-!- w,'-/1- \vbO~ ~),,~.' .,' .\){ ~~ _ ccn W' f'l- ""'7 o~ t.W rW~ I ' . ~ . .' '. yt--.- '-~ ( , J ~ 'j- 7 ._ I.._!. ._.~;.;::. . ":::":.'~f;:.!:.~:.ir-.~::~:~ . OPL 0_0.04 \ 1...-- ..,.....- ,. ~ OOYVIT l=LASI+lG TAPE APProve:> SUBSTRATE RAO<ST<;plM ~~TROwa EPS NSu.A lION BOARD NOTOEO TO ACccu..1OOATE DRAINAGE ST~, R..ASIofIJG. MD FLASItNC; TAPE. ORVVlT FN5H ..,..- ~ MESH eMBB::>DeD IN &ASE COAT DRYVlT DRAINAGE STUlP WRAP OO'MT DerAM.o M:SH 50 ~ (2") MIlt AT BACKSIDE 01= EPS DRYVIT c;a,pATI3lE SEAlANT WITH ClOSED CWo BAO<ER ROO AN:) WEEP ~S EVEIW 600 MM (21\"), ~~.4 - \':II -t 1Q MIA 0/4" !.AN. ljEAD CONTNJOUS FlASHm I=UET CAU.I< WITH 80NJ OREAKER "".,- OOVVIT FLASHING TAPE WRN> ORVVIT Of TAL. MESH 50 VM en ~. AT BACKSIDE Of EPS CONTN.JOO$ Fl.ASttIG TillN ~ 13 MY 0/2) AT JAMBS - SEE DETAIl SILL - OOYVlT COMPATIBlE SEAlANT ~(V2?..L T SILL P AN F~ASHING DET AIL BY OTHEl'?S + ORVVIT oor$U.AOON PlUS SYSTEM ~ Head/Sill NOTE: l.DRV~TREC~STHATGROUND A.OO!? APPlICATIONS H.f) ALL FACADES ExPOSED TO A8NOOMAL STRESS. tfGH TRAFFC. OR DELIBERATe tJPACT HAVE ltE BASE COAT REI\fORCED WITH pANZER IvlESH PRIOl? TO STAt-DAAOIoI OR STANOAAD PLUS '" MESH. \,OCA T10N OF HQ-I lIAPACT ZOl\ES SHOULD BE N:lICA TED ON CONTl?ACT Dl?AWf\lGS. l'h.. 0..."",. Ip~_tlon and e"".UU..II.... of p..)'\Iit Pf'O(kIctl Ie Ule l.span.llIl~ 01 lilt prOjllO"" d.sign prar...Ion<Il. All t\ll""", lIlust ,omply with 101:01 bua~inO eocIel oM eI\lII<lllrclt. ThII delol II lor gtnerCII Inlotmallon IlI'I<I gulOClMt OIIly. and Or)'lil Ipeclfit:qlt~ diSGlcllrltI any lICIbillly lor Iha "M 01 l"~ tiel... 4IIlIl lor Ill. lI'ohltl4wlt. ....1.,.. ....."'Q lit wotfUTl4lllllllp of My \ll'o~t. ThIs "'\aH Is twbjICl fa eh<lftge wlUlOul /lotlGO. CQnlq~1 llrY"l\ III illtuf. you M.. 1M mael r_l ........1atI. <<;lIM8 O,)'Yi' lh.'...... Inc:. Pt,,",W4 '" u.~~ ~ Afv. l:. \.. .... 2 1- DAtE: 4J1O,1q8 ~ rtvTf@ () BV m!-ERS APmOVEO SlRSTRATe SAO<STap'lM ~VVIT Fl,ASHNG TAPE t- D~VV1T OUTSUlATION PlUS SVSTtM CONT SENJOUS oovvrr COMPA T18L~ AlANT /4H) ClOSED CELL BACKm OOD _____ DRWIT ~ OR COt.~ PiMllI ON SlJRfACf.S TO RECM SEALANT 00V\I1l ADHESIVE IN vEf./QNFTICAL NOfQiED iROWa C IGURAtlON /..... '< , ~ "-- DI'lYVlT FNSH .... ~ WRf>R OOYVIlfrAL. ~50M\4 ~AT BACI<SPE OF ~ tlJESH EtaDDED I'J BASE COAT EPS NSU.A TlON BOARD ~ Jamb NOtF.: 1. OOVVlT REC~ THAI GROl.ND A.OOR APPlICATIONS MD AU. FACADES eXPOSED TO~. 5TOO$S, ~ TRAFfIC. OR OE~ATE IMPACT HAvE TI-E BASE COAT REN'ORCED WITH PANZER- MESH PRIOR TO STANDAR01IlI OR STANDARD PLIJS .. t-.E5H. lOCA i'ION Of HlG!.) WAC' zONf.S SHOLW BE lNDICATED ON CONmACT [)I?AWlNGS. 2. SEAlANT SHQU.D NO BE IN OOECT CeNT ACT WITH ASPHAlTIC .A.Dl'E5I\IE ON DQVVlT r~ TAPE. CO\lf:R DRVVlT FI.ASHNC TAPE I,APS WlIH POt VETHYLM 1 APE 00 BACKER 000. '1118 d"""". IIplMOifot)<lt.... oM c....sl"aatnn ot Dr"";' 101""""'8 I~ 'IIA '0"""""'1"" of \11* proJect.S ~ prol..moll-" All .pt..." must Mftlply wtl.h l.,e" bul~ ...... 0"" standotG.. '11>100 oMlGII IS lor II-ql InfOtnlCltlO!l ond \JLIIdOft'" OIIIY. ...... Dr"'" sp~Ik:"J dil4llllmo fJt\'/ Uablllly lOr u.o .... 01 IIIIS dttol and IIr Ill- aocltl*\un!. -'91. 1111411\4...11I9 or. ",*",,,,""111" of any flIIljKl ThlI datal I, ...11 jlCl 10 oII\CIllI" wl\I'lou\ 1lO1iCt. CMlllC\ ()r)vI1 to i~'~(' yaU """" 1M I!108t _I \IO/1liOI\. pmpf.~~ nATE- 4/Y:1i<iA drxvTf@(j - ~'/ / I SYS~ stK oRYYfT WI'A t ../tJ SEALNlT ClO - CELL - B 19 I'IM 13/4.) HIf putsulatlone System os 0.0.051 ~ supsmA TE tfMM AllHESIVE -{ BY OTHERS DRYVIT OUTSlIlA TlON SYSTEM QIS INSUlATION :tr'lT"At 'NIIIM2i. ="&~dr'l~\ft ~REfi'lI6(. IIRYVIT FIISH NOTEI 1. OOYVIT RECOHHEMDS THAT GROUND FLOOR APfUATllINS AND ALL FACADES EXPOSED TO ABNCIRHAI. sTflfSS, HIGH TRAffIC, OR DElIBERATE tlPACT HAVE THE BASE COAT R~D WITH PANZER" MESH PRIOR TO sTAMOARIP' OR STANDARO P1.1JS1" MESH. LOCA T10H OF HIlitlIHPACT ZONES SHOULO BE INDICA TED ON CONTRACt DRAWINGS. 2. AS AN OPTION. THE RElNFOACED 8ASE COAT HAY BE EXTENDED ONto THe FRAt1ED OPEMIfG. ....~....... ~ _"1IllA I :: ~~ft I -:- =- BY onm os O.O.~ - ORVVIT DUTSllATIOH SYSTEM DRYVIT fINISH fRAHNl ~cCIr Outsulatlone System l!PS INSII.A TtDH QlYVIT AOtESlVE ~T~Ii1:.Is.SHS:r lttJi. QSTRATE m~~cftee'l~1:JrEm DRYVlT..catPA11It.E SEALANT WITtt CLOSED taL BACKER ROD, BY DMRS 19 ttl BI4"II'lIN ~mtf8~S ir. Door Head Metal Frome HOTEl 1. ORYVlT RECOI1t1ENOS THAT GROUND FLOOR APPUCATIONS AND ALL FACM1ES ExPOSED TO A8NOPtW. STRESS. HIGH TRAffIC, DR OEUB!RATE WACT HAVE THE 8AS( COAT R!INfO~D WITH PAH%IR* MESH PRIOfl TO ST AHOARD''''' OR STANDARD PLUS'" /'iESH. LOCATION OF HIGH lHPACT ZONES SHOl.llD BE INDICA TED ON CONTRACT QRAWINGS. 2. AS AN OPT1OM. THE R!lNf/(lAtED BASE COAT HAY f:If EXTetIIED 0I'fT0 THE fRAMED OPENING. 0--- -- I -:;;;"":1 ~ I ~_ .;:,. I ~7'''--'-- J' [' ~ os 0.0.071 8Y OTHERS ORYVIT OUTSULA 1lllH SYSTtJ1 DRVVlT FIMISH fIRAHItB WlLo~cm" EPS IfSUlA~ DRYvtT AHSM I\~~A' ~~sI mfli SU8STRA TE ~~cItCI~E'" ~-mr~U~S FlAStINQ ~ stALANT . AS AEQIHtJ 8Y ones ~sl1rlYST1!f1 -. tmIft Outsulatlon8 System NOTE: 1. tlRYVlT RECOHHENDS THAT GROUNO 2. AS AN oPTION. THE RElHfOACED fLOOR APPUC,l.TIONS AND ALL FACADES BASE COAT HAY BE EXmatl EXPOSED TO A8MOR1W. sTRESS. Itlit ONTO TtI: FRAt1I!D 0PENt<<i. T~ OR DEUBERATE IMPACT HAVE THE BASE diAT REINFORCt:D WITH PANZE~ MltSM PRIOR TO STANDAROlll OR STANDARD PLUS"" MESH. LOCATlOM Of HI5H lHPACT ZONES SHOULD BE INllItA TED ON CONTRACT DRAWIG. 0.._... -- I ---;;-.... ~ -:" _I ;).~.. . . . ,. f1I onms T OOWIT OU1$.lATO< pW$ SVSlilA APPOOVED SUBST~ATe 4 .c\ d <1 .1 q ..1 <1' ~ d .<11 c~~ ~ .4 WJN' ~vvrr OET N..,. tvt:5H 50 MM (Z') MN. AT BACKSIDE OF EPS BACI<STOPIU ~~mowa EPS INSlA.AlION oovvn: ~ ~51~ E~ N QASl: COAl DRVVIT ORAlNAGe STRIP DRVVIT FLASHING TAPE OIMIIT FNSH DRVVIT COMPATIlI.E SSAlANJ WITH ClOSEO CB.L BAC1<ER ~ l SI,OPE BOTTOM ~ACE 1:5 MN. aJfWAAD TO OOAN 19 MM ~/ A? t.tN. OI?VV1T ~OO COlOO ~1U ON SlnFACES TO REa:M seALANT ,/ E~anaiOn Joint At floor L.ine NOTE: l OOVVlT RECOtvMt>DS TrlA T GRQlW A.OOR APPI.ICAflONS M'D ALL FACADES EXPOSEO TO ~ STRESS.liGH T~AFFIC. OR DELIBERATE ~ACT HAVE THE BASE COAT ra-f0RCf0 WITH PANZEQ. tvfSH PRIOR TO STArf)AAO" OI? ST/V€)AAD PlUSlll~ LOCATION OF HIGH t,.1PACT zONES $HOUlD Be t-DCATiD ON CONtRACT lWAWNGS. 2. EXPANSON JQI\lT IN ll-E OUlSULATION SYSTEM IS NECESSADV WI--mE $S"oIFICANT ()FfEI(ENT1AI. 1v1O\I9.oENT IS EXPECTED A 1 R. ()ClR \.JI'Es. 3. LOCATE EX~ SEAlANT JOM WlTHN 50 MM (7) OF BREAK N SHEA T\-tIK,;. tile dllsi<p1. IflRllicclllon ond 00lI11.nlGl!0I\ of Dryonl fl"Odu"lS ;e tile ,.....s...lty 01 ll\tl projolOt'. lII'JI9n proI...klPDI. All tystOl'tlt "",lit _ply wi"' looCII IlIllIdlIIO ood86 QIIoj .tClMGrGlo lhI' ,.toll is for CJIIIfI'd 1II1am1ollQII Ill" quldCIIK' ......Y. orwl Of"'" tpDCIf.....y dIedOlml GIlY IlaIlllity tar ll\tI oJ'" of IlIit Otto' qnd lOt lht Gl'GIII,..turt. dftltjn. 'MIr1I<t1n9 or lI'Ot~mon". of ony pro;.ol. 1\\it deloi ill "*I<<t to eMll~ wlU\Oll\ nDllc.. COIItaGI Of)'lll to iMUrO I ,ou MW \1'1. llIC!lIt ,"*', .,..nIcI'I, d rxvTl@ c) 01... D~t &..1...... IlK- PrM__ .. \/,5-J.. ~ ~ :G;w-.-J ~ uc.... .l.u;-rua p.l Duffy Engineering & Associates, Inc. 1424 tY1 Street North Sauk Rapids, MN 56379 Ph: (320) 259-6575 Fax: (320) 259-6991 Emai': mail@duffyeng.com Fax Cover Sheet Attention: Charlie and Milo From: Ryan Date: April 24, 2002 Re: Stonegate Apartments Fax: 952-941-5240, 952-226-1241 .- Number of pages to follow: 1 ADDITIONAL INFORMATION Holes in L VL framing is acceptable. r am attaching a diagram to show the guidelines. Basically the maximum hole size is 2" diameter, no square holes, and holes must be located in the middle 1/3 of the span and the middle 1/3 of the depth of the beam or lintel. The bouncing stairs shall be remedied with 'l1" diameter lag screws into the stairwell wall studs at 48" on center. If you have any questions, feel free to give me a call. p.2 AssemhlyA Assembly 8 Assembly C 2 pa. 1 'l4" 3 pes. IW .. po. HI,' ~rl I .1~ 2'r }z- ..... 7' wide beams may only be side-loaded 134' when load, a~ applied to both sides of the members (to minimize roUtion). '. .. ExAMPLE PR08lEM GENERAL NOTES · Verify adeqU<<y of ~m in uniform load tables. . Values listed are for '~.tresf level. 'flaDle 15~ for snow loaded roof conditions or 25% for non_ow roof conditions, ~e code allow<. · Beams wider ~n 7" require special COIllider.!tion by the desisn profeuional and may only be side-loaded when Ioack a~ applied to both Ddes of the members. Solution. First, ch<<k allowable load t.1b1es tc: \'l:nTy tNt 3 pco. """ any tho. tabl load of 730 pi( with proper live load deRection c:rlt.eN. M..xi"''''ll load applied to e!tller 0Wide member k 430 plf. For a 3 pc. 'W multiple auem/;lly. 2 rows 16d (3%") llal'h at U" o.c. k SOod for only 3SS pi(. TherefOte, uoe 3 rows f6d (3*") nails at 12" o.c. (pod for 530 pIfJ. Alteroate: Z rows %" bolts at 'Z' o.c. (1) NAILED CONNECTION values may be doubled (01'6" O.c. orlripJed for"" O.c. ~il spaa.,g. (2) Bolts are to be material confonning to ASTM standard A307 (machine boIb). Bolt holes are to be the ~me diameter '" the bolt, and IOQted 2" from the top ~ bottom of the member. Washen should be used uoder head and nut (3) For.. three-piece member, the ~lllnc specified Is from each side. 760 6.80 l' A1lowM Hole Zone ~5pal1 ~5pan --------- -- __ Y,,~~_ ~~ .- (;ENERAl NOTES . The AlI~ Hole Zone is lUitilble only for unifcwmly Jo.ded be;mu USing maximum loads for any tables listed in this brochure. fO( other load conditions or hole lXIllfi&urations. please contact your TI\nJoist MacMillan repteSentatiw. t- Rec:bngul.1r holes are not al~. -- · Holes in cantileven ~ui~ additional anollysis. DO NOr cut, IJtJtch Dr tbillluJles In ~m. LVl-=ept /IJ int/iu;,tad in tIIhle INlow GIld illustJalion lit Wt 1.9E II ,15/02 MON 09:29 FAX 9524710639 STONEWUUD IIY UU.L STSCONSULTANTS,LTD.TRANSNDTTAL ~ 10900 - 73M Ave. N., Suite 150 Maple Grove, MN SS369-SS47 763/315-6300 FAX 763131$-1836 To: Affordable Ho~iDg Sl,llutions. LLC 4420 SIlOI~ijp~ Drive Sprin~ Park. MN 55384 Attn: Mr. Bob Skarsden Date: 04108/02 81'S Project 98353 R.c: Stonerurte Auartments Prior 4ke. M~t4 We are se..ding the foHowinl item(s): x Specifications Test Results Field Reports Other ProposallReport Repair Documents Samples Shop DNwings. Boring Logs Change Order Copy of Letter Plans .Remarks Copy to: JIr;..~ ... . _ J, RDCsiiII< . . STS Represe.tative OOS3001.doc dTS Construction Technology Group Concrete Compressive Strength Report PROJECT NAME: Stones. Apartment$ PROJECT LOCATlON: Prior Lake, Minneosta ASTM C 38 SET NUMBER: 7 CONCRI!TE DesiGN STRENGTH: 4000 PSI lea 002 ~ .Q/U4 .u~ U~;dU rAA VO~4/~UO~~ ~'lUN.t;WUU1) STS PROJECT NUMBER: 98353 STSPROJECT ENGINEER: Ruesink GENERAL PROJECT INFORMATION OWNER: CUENT: Affordable HOUsing Sotutions, LlC ARCHITECT: GENERAL CONTRACTOR: STRUCTURAL ENGINeER: SU8-CONTRACTOR: DATE CAST: 03107102 CONCRETE PLACEMENT LOCA1lON: SlAB ON GRADE ~ PSI @ 28 DAYS LOAD INFORMAnON ncKET:. 1005 TRUCK:: 311 AELP TEST DATA SlUMP: AIR CONTENT: CONCRETE TEMP: WATER ADDED: . NOTES: YARD: MIX DESIGN INPOftMATION NAME OF SUPPUER: AVR MIX DESIGNATION: 2 MIX DESIGN STR!NGTH: 4000 CEMENT TYPE: IN./ 6.50 IN. tlS% 70 F AIR TEMP: 20 F GALS. ADMIXTURES AIR ENTRAINING: WATER RI!DUCING: ACCf:IJRETARD: OTHER: CYUNDER mT TEST TYPE NUMBER DATE AGE CURING 12565 03114102 7 Lab 12566 04104I02 28 Lab 12687 04104I02 28 Lab 12568 TlME8AMPLI!D: 7:16AM . -.. . ..'-'--- CYUNOER DIA.-IN. 4.00 4.00 4.00 AREA SQJN. 12,6 12.6 12.6 MADE BY: ES DATE RECEIVED: 03I08J02 MAXIMUM STRENG".. FRAC. L()Al).I.8S. PSI TYPE 48850 3890 C 61750 4910 C 61180 4810 C WET UNITWT.: DRY UNrT WT.: STRENGTH TEST REVIEW BY 993150 011140 011140 PCF PCF R8SOfW xi@ 28 daY'= 4890 PSI AlHIJ8I1MtHalBSC 173 or ASTM C 231 A) CONE B) CONE AND SPUT C) CONE AND SHEAR D) SHEAR I;) COLUMNAR Possible unacceptable test result if STRENGTH REVIEW '" * Sampling: ASTM C 17' (pmeedUre may be modified as per STS procedure) . Cylinder caeting I;U1d laboratory curing: ASTM C g1 Slump; ASTM C 143 Air COntent ASTM C 173 or ASTM C 231 Conaete Temperatu~ ASTM C 106 -.:.~.. _.1. -"'-~.. --......... . ~_.__. . -,:\:..-- .. STS Coneult8nts, Ltd. Date PrinWd: 04lQ8lO2 10900 13rd Avenue North. Maple Grove. MN 6fi369..6547 (763)31~ ---.....- -........ _v...."" "'''''&..1.&. vV_"'~VVIt1D O.1Ul'l.t<"uuu J ($ Construction Technology Group . Concrete Compressive Strength Report PROJECT NAME: Stonegate Apartments PROJECT LOCAnON: Prior Lake, M'mneosta ASTM C 39 141 003 ~ SET NUMBER: 8 CONCRETE DESIGN $TRENG'ni: 4000 PSI STS PRO.J~CT NUMBER: 98363 STS PROJECT ENGINEER: Ruesink GENERAL PROJECT INFORMATION OWNER: cueNT: Affordftble Housing Solutions, LLC ARCHITECT: GENeRAL CONTRACTOR: STRUCTURAL ENGINEER: SUa.cONTR,ACTOR: DATE CAST: 03107102 CONORETE PlACEMENT LOCATION: SLAB ON GRADE MIX DESIGN INFORMATION NAME OF SUPPUI!R: AVR MIX DE6IGNAnON: 2 ---.... MIX DESIGN STReNGTH: 4000 PSI CD 28 ~YS CEMENT TYPE: LOAD INFORMATION TICKI!T: 1032 TRUCK: 285 FIELD TEST DATA SLUMP: AIR CONTENT: CONCRETe TEMP: WATSR ADDED: NOTES: YARD: IN. I 6.2% _._.....~_....- 74F GALS. 6.00 IN. AIR TEMP: 30 F ADMIXTURES AIR ENTRAINING: WATER REDUCING: ACCEURETARD: O'nfER: CYLINDER TnT TEST TYPE NUMBER DATE AGE CURING 12569 03/14102 7 Lab 12570 04i04J02 28 1..ab 12671 04104102 26 Lab 12572 CYUNDER DIA.-IN. 4.00 4.00 4.00 AREA SQ.IN. 12.6 12.6 12.6 nME SAMPu:D: 10:36 AM MADE BY; ES PATE RECEIVI!D: 03108I02 MAXIMUM. STMNGTH FRAC. LOAD.uIS. PSI TYPE 57780 4800 C 82820 SOOO C 68460 5460 C WET UNIT wr.: DRY UNIT Wf.: SlRENG.TH TEST REVIew BY 993160 011140 011140 PCF PCF Reserve :X i@ 28 days "" me) PSI ~c 173 orASTM C231 A) CONE B) CONE AND SPLIT C) CONE AND SHEAR D) SHEAR E) COLUMNAR Possible unacceptabie test result if STReNGTH REVIEW .. .. SamplIng: ASTM C 172 (ptoOedure may be madIfiecI as pef STS (JfOCedure) Cylinder casllng and laboratoty curing: ASTM C g1 Slump; ASTM C 143 Air Content: ASTM C 173 or ASTM C 231 Concrete TempetafJ.n: ASTM C 108 - _u_. .=.: ..~'_ .:. .. ~,.,,: .. ~.:.-.. STS Coneultanta, Ltd. Date Prlnted: 04108I02 10900 73rd Avenue North, Maple Grove, MN 55369-5647 (763)31~ , . " ........ ............c. ...v...J..J r,.;. ~ I uU'-. rlHNUt-HI.... I u.( 1 Nl:i . (b..:S 413 8236 TO 99528354765 P.02/02 ISIIlQICIKl ....... ",.ply 19361 TlIllarack St. N.W. Cedar. MN 55011 Tel: 763 413.8222 Faa: 7&3 413.8236 To: Gilbert Mechanical CODIl"aCtOrs, Inc. Attention: Brent Stifter 4451 West 76. Street Minneapolis. MN 55435 Date= April 2, 2002 Re; Stonegalc: Apartments Prior Lake, MN Sprinkler Systems Weights Brent, Based on the information you provided us regarding to the additional weight of the sprinkJcr system attached to the roof trusses, there is no need for repairs to the: existing trusses. The 4.73 PLF dry weight and 10.86 PLF wet weight of the pipe attached at 10'-0" O.C. equates to an additional 47.3 pounds dry and 108.6 pounds wet, which can be absorbed in the existinr. trUSS systtm. lfthere arc any questions. please feel flee to contact me at 763-413-8220. Regards. D1:;1JJL Truss Engineering Manaser J/02 MON 09:42 FAX 612 425 3428 HANSON SPANCRETE MIDWEST @001 Fax message .0. ... aDaHanson This fall message Is confidential and Intended for the addr_ only. If incorrectly received, please contact tile sender and return in tile mail to Ibe addr_ opposite. Hanson Pipe & Pl'Oduc;t$, III(;, North Central Region Spancrete Midwest P.O. Box 1360 Maple Grove MN 55311 Phone 763 4255555 Date April 15, 2002 To Milo Company Stonewood Development Corp. fall 952226 1241 From Vanessa Stockard fall 763 425 3428 Job. Stonegate Apartments 13220 subject Increased Opening Size Pages 2 including this one It is okay to change the l' -6" by I' -6" opening to 1'-9" by 1 '-9" as shown on the attached drawing. If you have any further questions, please feel free to call me at 763 425 6519. Vanessa Stockard ~ Project Engineer $teglMed in Engl."d No.. 4880IT AetI_OIfI<<o:A._ J/02 MON 09:42 FAX 612 425 3428 I I I I I I I I ---r I I I I a-= -0' m~ Zx z: (1)---= I ~ HANSON SPANCRETE MIDWEST (j) =s: ~002 r I I I I <Jj I I "- I I f\....) I = r )> -0 f'0 lJ) U ~~ ("'\ I I I I I I I- I I I .sTS CONSULTANTS, LTD. TRANSMITTAL ~~ 10900. 73'd Ave. N., Suite 150 Maple Grove, MN 55369-5547 763/315-6300 FAX 763/315-1836 To: Affordable Housing Solutions, LLC 4420 Shoreline Drive Spring Park. MN 55384 Altn: Mr. Bob Skarsden Date: 03/04/02 STS Project 98353 Re: Stonegate Apartments Prior Lake, Minnesota We are sending the follo",:ing hemes): Boring Logs Change Order Copy of Letter Plans ProposallReport Repair Documents Samples Shop Drawings x X Specifications Test Results Field Reports Other ;'c'F_~"<o1' ." .,....,V~ " j.....:.<... "._"".,:J', ,;, -'-C,'_'.' Copies Date Description ~;' .,. . ,'- ...','...:.'.... . ~.,.' '. " ,1;,-.~> . Field Reports ...... Compaction Control Report .. Standard ,Proctor Graph .... '.i,:".>>\'~< ." '.)-}':::.-:.;; , '-: ~,' ,"; 1 ;;, /i;. '~ .25-28 . P:-3'..... . '. -:..;'{,t. '." .)',,~ <-:,,--,:-:;;;;.;. -. - .. ;-:> .:.' ~;i:.~-" ..-,:.::.;-.,.,:,-',.j,',: j " '," ;..<,.~',:~;" ,', ~ ,;;'/; ;-,~.. .' "'0',-.;',.,--",:-,.,.", ,,:';:::/'::t'T"'." ". ..,>" ~\"-.':-~ . ':" , .>;.. " ". ",. -, + :... ,~.. Remarks Copy to: t , L~ Steven J. Ruesink STS Representative 0635300 1. doc JD REPORT nstruction Technology Group ~~ NOTE: The responsibilities and authority of STS and STS' Field Personnel include neither the responsibilities nor the authority 01 the 'Competent Person' for the project site as defined by OSHA Regulations: 29 CFR 1926 Subpart P. of Project Sr.1~.JE'6ATF Ap~:e11'1 ENIS Project No. L1 g 3 53 Location Ye lOR.. la.i<\ F Report No. Day/Date NeO,'It::SOA't 2...-/3 Weather/Temp. Ccf::ML 450 Client AFf"OtlDA B L.~ 4XI3/,v ~ L. Equipment '}o r' J;.W,.,.; '.r J Rental .L j.{t; '''7 Contractor o ..J)LurIONS Parking $ () () GO Arrive Job 2: IS Depart Job 1.''-/5 Total Hours /5 on Job Travel Time l S TOTAL CHARGEABLE HOURS 4 hour minimum Project Competent Person per29 CFR Part 1926 (Subpart P) NAME: FIRM: ADDRESS: "Tolls $ PHONE: Present on Site OYES Mileage 3.0 ONO Project Preparation Time Summary of technical and/or engineering services performed, including field test data. locations, elevations and depth are estimated. -' tESTGD DE'tJS1T'-t OF SAI'H'J (us/.no,.) II'.! TDf-tJ ,(fJVND 1tR.'{;A /STAl..L 52- ANn SOIL 1'1PE Cl..EAN R~lJVlI\J f/JEDJv.fV\ E'LE'CT,~ICf\L R.OOM G.AR.A~ LE.\J~L OF BUIL...D1,J6. SAND. ~ST REsOL,S' PE'~DINb. P~OCTOR... ~ST Cbfl1PLEliC-N I.-.J Lit 13 , ~ " . . . .. " " . , , , " " . , .. . . . . , . , .. .. , . "." , . .. . . , .. .. .. , .. .. . 0 Field Test Oata is Estimated - Pending Final Laboratory Test Results Site Sketch: Indicate North Field Representative Position By a.-. JJJJ Company Title hE-"u:J ~N(.,JA1E:Pa- STS Consultants Ltd. White - Office White. Field Yellow. Time Card OSlO! 20k STS Consultants ltd. Consulting Engineers LD REPORT ...nstruction Technology Group ~ NOTE: The respo~$ibili~es and authority of STS and STS' Field Personnel include neither the responsibilities nor the authority ollhe 'Competent Person' for the project Site as defined by OSHA Regulations: 29 CFR 1926 SUbpart P. of ----h . ,., ", ;-- ;. -~ . ~-',., ~ i <- /C- Project No. ~ :.).;:.' ..'- -' ,- / (' :;. .; '- )' /'/i' -'" ...-;, / -" /-1;r.;' .,... .~.' I'.-......~\. . .r.' t' / ~ _ . # . . __'" ,. Project Location ~/.--- .l ' .. .~ C ~;"/~ ~(" ~ ...;:. ~"'t, /"...... Report No. Day/Date 7t?r: v J 'Z'- -/y:, . ~'_ Weatherffemp. ,5 t' ':', /li': --;r5 (' '/..' _~;:; Client .4..,(.{;::,( ,;, .;'c.. // ~- .. 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I I I I I I i I Ixl I I ;;; i I ,g I G) ~ I ~ O'~! c: '0:'0' .2 e O! ts a. ~I as "0 a., E ~ ~l o '5 "01 U 0 c, ~ ~ ~i 13 en --I ~ :! ~I' ..0 Ii) co <Ii Ii) C>> ..J ~ ~I~ ~ ~15 1)( I.... I'" t . E ' en I ~i~ i ! , I i J i ~ II{' 1:1:,0. , , , , I ' STS CONSULTANTS, LTD_ TRANSMITTAL ~~ 10900 - 73rd Ave. N., Suite 150 Maple Grove, MN 55369-5547 763/315-6300 FAX 7631315-1836 To: Mfordable Housing Solutions. LLC 4420 Shoreline Drive Spring Park. MN 55384 Attn: Mr. Bob Skarsden Date: 03/18/02 STS Project 98353 Re: Stonegate Apartments Prior Lake. Minnesota We are sending the following item(s): x Specifications Test Results Field Reports Other Boring Logs Change Order Copy of Letter Plans ProposaVReport Repair Documents Samples Shop Drawings Remarks Copy to: STS Representative D635300l.doc .~truction Technology Group A"ete Com pressive Strength Report PROJECT NAME: Stonegate Apartments PROJECT LOCATION: Prior Lake, Minneosta ASTM C 39 ~ SET NUMBER: 8 CONCRETE DESIGN STRENGTH: 4000 PSI STS PROJECT NUMBER: 98353 STS PROJECT ENGINEER: Ruesink GENERAL PROJECT INFORMATION OWNER: CLIENT: Affordable Housing Solutions, LLC ARCHITECT: GENERAL CONTRACTOR: STRUCTURAL ENGINEER: SUB-CONTRACTOR: DATE CAST: 03/07/02 CONCRETE PLACEMENT LOCATION: SLAB ON GRADE MIX DESIGN INFORMATION LOAD INFORMATION NAME OF SUPPLIER: AVR TICKET: 1032 . MIX DESIGNATION: 2 TRUCK: 285 YARD: MIX DESIGN STRENGTH: 4000 PSI@ 28 DAYS FIELD TEST DATA CEMENT TYPE: SLUMP: IN./ 6.00 IN. - AIR CONTENT: 6.20% CONCRETE TEMP: 74 F AIR TEMP: 30 F WATER ADDED: GALS. NOTES: ADMIXTURES - AIR ENTRAINING: WATER REDUCING: TIME SAMPLED: 10:36 AM ACCEURET ARD: MADE BY: ES WET UNIT WT.: PCF - - OTHER: DATE RECEIVED: 03/08/02 DRY UNIT WT.: PCF - CYLINDER NUMBER 12569 12570 12571 12572 TEST TEST DATE AGE 03/14/02 7 04/04/02 28 04/04/02 28 TYPE CURING Lab CYLINDER AREA MAXIMUM DIA.-IN. SQ.lN. LOAD-LBS. 4.00 12.6 57780 STRENGTH FRAC. STRENGTH TEST PSI TYPE REVIEW BY 4600 C 993150 Reserve x . @ 28 days = PSI I GEl!iJ5f1AjUNQlIlI.SC 173 or ASTM C 231 A) CONE B) CONE AND SPLIT C) CONE AND SHEAR D) SHEAR E) COLUMNAR Possible unacceptable test result if STRENGTH REVIEW = * Sampling: ASTM C 172 (procedure may be modified as per STS procedure) Cylinder casting and laboratory curing: ASTM C 31 'mp: ASTM C 143 xrr Content: ASTM C 173 or ASTM C 231 Concrete Temperature: ASTM C 106 STS Consultants, Ltd. Date Printed: 03/15/02 10900 73rd Avenue North, Maple Grove, MN 55369-5547 (763)315-6300 .~struction Technology Group .;rete Compressive Strength Report ASTM C 39 ~ PROJECT NAME: Stonegate ~.partments PROJECT LOCATION: Prior Lake, Minneosta SET NUMBER: 6 CONCRETE DESIGN STRENGTH: 4000 PSI STS PROJECT NUMBER: 98353 STS PROJECT ENGINEER: Ruesink GENERAL PROJECT INFORMATION OWNER: CLIENT: Affordable Housing Solutions, LLC ARCHITECT: GENERAL CONTRACTOR: STRUCTURAL ENGINEER: SUB-CONTRACTOR: DATE CAST: 02/14/02 CONCRETE PLACEMENT LOCATION: SLAB-ON-GRADE-2 SMAlL ROOMS IN NW & SE CORNERS OF BUILDING MIX DESIGN INFORMATION LOAD INFORMATION NAME OF SUPPLIER: AVR TICKET: 253001030 MIX DESIGNATION: 2 TRUCK: 175 YARD: MIX DESIGN STRENGTH: 4000 PSI@ 28 DAYS FIELD TEST DATA CEMENT TYPE: SLUMP: IN./ 6.00 IN. ._.._- AIR CONTENT: 3.00% CONCRETE TEMP: 74 F AIR TEMP: 28 F WATER ADDED: GALS. NOTES: ADMIXTURES AIR ENTRAINING: WATER REDUCING: TIME SAMPLED: 9:00 AM ACCEURET ARD: MADE BY: NH WET UNITWT.: PCF - - - OTHER: DATE RECEIVED: 02/15/02 DRY UNITWT.: PCF CYLINDER TEST TEST TYPE CYLINDER AREA MAXIMUM STRENGTH FRAC. STRENGTH TEST NUMBER DATE AGE CURING DIA.-IN. SQ.lN. LOAD-LBS. PSI TYPE REVIEW BY 11646 02/21/02 7 Lab 4.00 12.6 51370 4090 C 993150 11647 03/14/02 28 Lab 4.00 12.6 76260 6070 C 993150 11648 03/14/02 28 Lab 4.00 12.6 75950 6040 C 993150 11649 Reserve X.@28 days = 6060 PSI I GER61ildU:NaMIISC 173 or ASTM C 231 A) CONE B) CONE AND SPLIT C) CONE AND SHEAR D) SHEAR E) COLUMNAR Possible unacceptable test result if STRENGTH REVIEW = * Sampling: ASTM C 172 (procedure may be modified as per STS procedure) Cylinder casting and laboratory curing: ASTM C 31 mp: ASTM C 143 ,..,,1' Content: ASTM C 173 or ASTM C 231 Concrete Temperature: ASTM C 106 STS Consultants, Ltd. Date Printed: 03/15/02 10900 73rd Avenue North, Maple Grove, MN 55369-5547 (763)315-6300 .astruction Technology Group .;rete Compressive Strength Report ASTM C 39 ~ PROJECT NAME: Stonegate Apartments PROJECT LOCATION: Prior Lake, Minneosta SET NUMBER: 7 CONCRETE DESIGN STRENGTH: 4000 PSI STS PROJECT NUMBER: 98353 STS PROJECT ENGINEER: Ruesink GENERAL PROJECT INFORMATION OWNER: CLIENT: Affordable Housing Solutions, LLC ARCHITECT: GENERAL CONTRACTOR: STRUCTURAL ENGINEER: SUB-CONTRACTOR: DATE CAST: 03/07/02 CONCRETE PLACEMENT LOCATION: SLAB ON GRADE MIX DESIGN INFORMATION LOAD INFORMATION NAME OF SUPPLIER: AVR TICKET: 1005 MIX DESIGNATION: 2 TRUCK: 311 YARD: MIX DESIGN STRENGTH: 4000 PSI@ 28 DAYS FIELD TEST DATA - CEMENT TYPE: SLUMP: IN. / 6.50 IN. - AIR CONTENT: 6.60% CONCRETE TEMP: 70 F AIR TEMP: 20F WATER ADDED: GALS. NOTES: ADMIXTURES AIR ENTRAINING: WATER REDUCING: TIME SAMPLED: 7:15 AM ACCEURET ARD: MADE BY; ES WET UNIT WT.: PCF - - OTHER: DATE RECEIVED: 03/08/02 DRY UNIT WT.: PCF CYLINDER NUMBER 12565 12566 12567 12568 TEST TEST DATE AGE 03/14/02 7 04/04/02 28 04/04/02 28 TYPE CURING Lab CYLINDER AREA MAXIMUM DIA.-1N. SQ.lN. LOAD~LBS. 4.00 12.6 48850 STRENGTH FRAC. STRENGTH TEST PSI TYPE REVIEW BY 3890 C 993150 Reserve X.@ 28 days= PSI I AERI5IiM1:Nml1UiC 173 or ASTM C 231 A) CONE B) CONE AND SPLIT C) CONE AND SHEAR D) SHEAR E) COLUMNAR Possible unacceptable test result if STRENGTH REVIEW = * Sampling: ASTM C 172 (procedure may be modified as per STS procedure) Cylinder casting and laboratory curing: ASTM C 31 'mp: ASTM C 143 '1-<1r Content: ASTM C 173 or ASTM C 231 Concrete Temperature: ASTM C 106 STS Consultants, Ltd. Date Printed: 03/15/02 10900 73rd Avenue North, Maple Grove, MN 55369-5547 (7t?3)315-6300 BARTLEY @ SaLes Company Inc. BUILDING SPECIALTIES 6509 CAMBRIDGE STREET MINNEAPOLIS, MINNESOTA 55426-4401 P.O.BOX26038 · PH: (952) 929.!OOOl FAX: (952) 929-4733 FEBRUARY 192002 email: Since 1928 bartley@bartleysales.com BOBSKARSTAN STONEWOOD DEVELOPMENT 4420 SHORELINE DRIVE SPRING PARK MN 55384 ~roved as submitted [J Approved with reviIIona noted [J Revise and resubmit C?~~ nPNEWOOD J,f//,ct?~. "/~4? LIe /' STONEWOOD APARTMENTS SPRING PARK MN **~ECflON #10522 - FIRE PROTECflON** MFGR: J.L. INDUSTRIES 12 ONLY 1017FXGI0 AMBASSADORf~ RATED FIRE EXTINGUISHE~ ~ABINETS WITH COSMIC 10 LB FIRE EXTINGUISHERS COSMIC 10 LB FI~ EXTINGUISHERS WITH STANDARD WALL BRACKETS 4 ONLY COSMIC 10E DETAIL AND SUBMITTAL SHEET DISTRIBUTOR: ~Ot.{ ~~ MODEL NUMBER: ~ FX (9 (() la~ ARCHITECT: _ DATE: JL WEST COAST 6285 RANDOLPH STREET, COMMERCE, CA 90040 PHONE: 323-726-9070 FAX: 323-726-9068 JL SOUTH EAST 5758 CORPORATION CIRCLE. FT. MEYERS, FL PHONE: 941-693-7500 FAX: 941-693-7501 Q JL INDUSTRIES INCORPORATED QUANTITY: 4450 W. 78th Street Circle Bloomington, MN 55435 Phone:952-835~50 FAX: 952-835-2218 CONTRACTOR: ~ ~ PROJECT: ~ln"'Q l \. xm ~ APPROVED BY: AMBASSADOR, ACADEMY, COSMOPOLITAN, CAVALIER FIRE.FX"'.1 OPTION FIRE EXTINGUISHER CABINETS FIRE-FX'" OPTION FIRE RATED EXTINGUISHER CABINETS AN INDUSTRY FIRST, U.S. PATENT NO. 5,171,079 In 1991, J.L. Industries introduced the first Are-Rated Extinguisher Cabinets and Valve Cabinets for use in fire- rated walls. J.L.'s specially designed and patented FIRE- FX'" Option for cabinets are built to meet building code specifications for fire-rated wall situations. Warnock Hersey has certified and listed J.L. 's FIRE-FX'" Option for 1-hour and 2-hour combustible and non-combustible wall systems'. FIRE-FX'" OPTION ELIMINATES: . The costly need to line the wall opening cavity with fire rated material. . Guesswork as to whether the fire barrier has been compromised by the above procedure. To order or specify, add FIRE-FX'" Option suffix to the seven digit J.L. model number. For example, if you want an Ambassador 1 017F1 0 with the FIRE-FX'" Option, ask for the 1017F10 FX. The FIRE-FX'" Option fire-rated cabinet tub is not available on trimless and surface mount cabinets. SPECIFICATIONS Furnish fire-rated cabinet with FIRE-FX'" Option manufactured by J.L. Industries of Bloomington, MN. Cabinet to be fabricated in accordance with the Warnock Hersey certified design and shall cany the Warnock Hersey label for 1-and 2-hour combustible and non-combustible walls.. Cabinet to be fabricated in accordance with UBC 7-5 (ASTM E814-97) & UBC 7-1 (ASTM E119-97) under positive pressure to measure fire resistive performance. ACADEMY R AMBASSADOR R 1 02N1 0 OPTIONAl ~ 1015G10 ~ BRONZEANOOIZED W/SAF-T-LOK AMBASSADOR, ACADEMY AND COSMOPOLITAN SERIES J.L.'s Ambassabor, Academy and Cosmopolitan Series provide the least expensive of the recessed and semi- recessed cabinets in three trim and door materials: steel, aluminum and stainless steel respectively. Ideal for schools. hospitals, hotels, motels, apartments, supermarkets, etc. These cabinets come with a great variety of combination metal-glass door styles and sizes to suit most all portable fire extinguishers. All Ambassador, Academy and Cosmopolitan cabinets come standard with a continuous hinge. These flush cabinet doors consist of a formed design with 518" nominal thickness. The doorstop therefore extends 5/8' into the tub. The standard door hardware for non-break glass doors consists of zinc plated pull handles and roller catch. A cylinder lock with flexible cam and pull handle is standard for SAF- T-LOK. All cabinets feature a 1 3/4" face width on the trim and door. All semi- recessed cabinets with a 2 1/2" RT, 3" RT, 4" RT and 4 1/2" RT have trims with a rolled edge construction. The surface mount stainless steel trims also have rolled edges. All other trim configurations are square edged. SPECIFY 1. FIRE-FX'" Option for fire-rated walls 2. ADAC Option: Maximum projection for thin walls within A.D.A guidelines 3. Doorlframe finish (select one) A. Ambassador (SteeQ: Electrostatic white epoxy primer finish B. Academy (Aluminum): #180 clear Anodized Aluminum finish C. Cosmopolitan (Stainless Steel): #4 Stainless Steel finish 4.1 3/4" face trim on frame and door 5. Rolled edge construction on 2 1/2" RT, 3" RT,4' AT and 4 1/2" RT frames 1. AVAILABLE DOOR STYlES (SELECT ONE) F FULL GLASS G ;r; FULL WITH SAF-T-LOK GLASS o DUO PANEL E DUO PANEL WITH $AF-T-LOK S21 SOUD L22 SOUD WITH LOCK B SOUD WITH GLASS INSERT AND SAF-T-LOK V CONTEMPORARY V W CONTEMPORARY V WITH SAF-T-LOK COSMOPOUTAN R ACADEMY ~ 1036F16WIU.S.#32 ~ 1 027W1 0 ~ POl.lSHEOOOOR& TRIM W/SAF-T-LOK AMBASSADOR 1013F13 WIFE LETTERS 2. AVAlIpLE DOOR GLAZING (SELECT ONE) 10 A- OS (DOUBLE STRENGTH) GLASS 11 PLATE GLASS 12 CLEAR ACRYLIC 13 CLEAR WIRE GLASS 15 BRONZE GLASS 16 GRAY GLASS 17 CLEAR TEMP. GLASS 18 LAMINATED SAFElY GLASS 20 _ SS (SINGLE STRENGTH) GLASS 30 .060 CLEAR ACRYLIC 3. OPTIONS (SELECT ANY) _ ALUMINUM TUB, MILL FINISH _ COLOR ANODIZED DOOR AND TRIM; ACADEMY _ COLOR EPOXY TUB (RED OR BLACK) _ COLOR EPOXY DOOR AND TRIM (RED OR BLACK); AMBASSADOR _ FE LETTERS IN BLACK, RED OR WHITE Fl1TURA "FIRE" HANDLE _ STAINLESS TUB, #4 SATIN FINISH _ CUSTOM STAINLESS STEEL FINISHES; COSMOPOLITAN: #6 SATIN STAINLESS #7 POLISHED STAINLESS #8 POLISHED STAINLESS ~ MEETS A.D.A. ~ PROJECTION CRITERIA. COSMOPOLITAN R ACADEMY 1037F10 ~ 1025010 W/COSMIC 10E ~ AMBASSADOR R 1015Wl0 ~ OPTIONAl REO FINISH W/SAF-T-LOK COSMOPOLITAN 1039122 EXPLODED TOP AND SlOE VIEWS REFER TO DIMENSIONS TABLE AMBASSADOR R 1017Gl0 ~ W/SAF-T-LOK fl F B DIMENSIONS IN INCHES ACADEMY1025Gl0 R COSMOPOLITAN W/SAF-T-LOK ~ 2038B20 WISAF- T-LOK AMBASSADOR R 1015Fl0FX ~ WIFJRE-F)('" OPTION WIFE LETTERS FlAT TRIM AND1112" RETURN TRIM 2112".3", 4" AND 4112" RETURN TRIM ROl.L.ED EDGE SURFACE MOUNTED SQUARE TRIM AMBASSADOR g 1014521 ~ W/DECAL TRIM & DOOR MATERIAL & SERIES # TUB 1.0. FRAME 0.0. WALL OPENING ACCOMMODATES FOLLOWING o.Ol>110N ~SI TRIM ~- ! ~ J.L. EXTINGUISHERS A i B I C E F W , H i 0 STYLE i 1815 1825 1835 1845 1855 RATTRN 10 1/2" 24" 51/2" 13 718" 27 3/8" 121/2" 26 118" 6 3/8. Cosmic 2 1/2E, 5E, 5X 1816 1826 1838 1846 1856 1 112" 10 1/2" 24" 51/2" 13718" 27 3/8" 12 1/2" 26 118" 4718" Galaxy 2 1/2. 5, 5 1/2 1817 1827 1837 1847 1857 3" 101/2" 24" 51/2" 13718" 27 3/8" 12 1/2" 26 118" *3 1/2" Mercury 21/2, 5 1812 1822 1832 4" 101/2" 24" 5 1/2" 13718" 27 3/8" 12 1/2" 26 118" *2 1/2" 1818 1828 1838 4 1/2" 101/2" 24" 5 1/2" 13 718" 27 3/8" 12112" 26 118" *2" 13718" 27 318" Cosmic 2 1/2E, 5E. 5X , 1015 1025 1035 1045 1055 RAT TRt.I 10 1/2" 24" 6" 12 1/2" 26 118" 6718" 6E,10E 1016 1026 1038 1046 1056 1 1/2" 101/2" 24" 6" 13718" 27 3/8" 121/2" 26 118" 5318" Galaxy 2 1/2, 5, 5 112, 6. 1 0 ~1017 1027 1037 1047 1057 3" 101/2" 24" 6" 13718" 27 318" 12 1/2" 26 118" -4t1 Sentinel 5 1012 1022 1032 4 10 U2" 24" 6" 13718" 27 3/8 121/2' I 26 118' -J' Mercury 2 1/2, 5 1018 1028 1038 4 1/2" 101/2" 24" 6" 13718" 27 3/8" 12 1/2" 26118" *2 1/2" 2015 2025 2035 2045 2055 FlAT TRt.I 12" 27" 7 314" 15 318" 30 31S" 14" 29 118" 81/2" Any Cosmic, Any Galaxy Grenadier p. 2016 2026 2036 2046 2056 1 1/4" 12" 27" 7 314" 15 3/8" 30 3/8" 14" 29 118" 7 31S" Sentinel 5, 10 2017 2027 2037 21/2" 12" 27" 7 314" 153/8" 30 3/8" 14" 29 lIS" '6 3/8" Mercury 2 1/2. 5 2012 2022 2032 4" 12" 27" 7 314" 15 3/8" 30 31S" 14" 29118" *4 5/8" Saturn 15, 25 201S 202S 2038 41/2" 12" 27" 7314" 1531S" 30 31S" 14" 29 lIS" *4 liS" 3015 3025 3035 RATTRN 16" 32" 7314" 19318" 35 318" lS" 34 118" 8 1/2" Any Cosmic, Any Galaxy 3016 3026 3036 1 114" 16" 32" 7 314" 19 3/8" 35 31S" lS" 34 118" 7 318" Grenadier P, 3017 3027 3037 2 112" 16" 32" 7 314" 193/8" 35 318" 1S" 34 1/S" *6 318" Sentinel 5, 10. 15 3012 3022 3032 4" 16" 32" 7 314" 1931S" 35 3/8" 18" 34 1/8" '4 5/8" Mercury 2 1/2. 5 3018 3028 3038 41/2" 16" 32" 7 314" 19 3/8" 35 318" 18" 34 1/8" '4 1/8" Saturn 15, 25 4015 4025 4035 RAT TRIM 20" 27" 7314" 23 318" 30 318" 22" 29 118" 81/2" Two each of: Any Cosmic 4016 4026 4036 1 114" 20" 27" 7314" 23 318" 30 318" 22" 29 118" 7 3/8" Any Galaxy 4017 4027 4037 2 112" 20" 27" 73/4" 23 318" 30 318" 22" 29 1/8" '6 3/8" Grenadier P, Sentinel 5. 10 4012 4022 4032 4" 20" 27" 7 314" 23 318" 30 318" 22" 291/8" '45/8" Mercury 2 1/2. 5 4018 4028 4038 41/2" 20" 27" 7 314" 23 318" 30 318" 22" 29 118" '41/8" Saturn 15. 25 " ADD 5/8" FOR CABINETS WITH ALUMINUM FRAMES NOTE: WHEN USING GRENADIER P WITH FIRE-FX'" OPTION CABINET, THE EXTINGUISHER MUST BE MOUNTED ON THE BACK OF THE CABINET TUB. NOTE: 4" AT CABINETS WILL HAVE STANDARD FLUSH CUP PULL HANDLE rI ALL AMBASSADOR, ACADEMY & COSMOPOLITAN SERIES MEETS A.D"A. PROJECTION CRITERIA WITH EXCEPTION TO: 1818, 1828, 1838,1018,1028, 1038, 1013, 1023, 1039,2018,2028,2038,2038, 2013,2023,2039, 3018,3028,3038.3013,3123,3039,4018, 4028,4038,4013,4023 AND 4039 DETAIL AND SUBMITTAL SHEET DISTRIBUTOR: ~~ ~S MODELNUM8ER:C~\C, lt5...... \~ ~c1 ARCHITECT: _ DATE: JL WEST COAST 6285 RANDOLPH STREET, COMMERCE, CA 90040 PHONE: 323-726-9070 FAX: 323-726-9068 JL SOUTH EAST 5758 CORPORATION CIRCLE, FT. MEYERS, FL PHONE: 941-693-7500 FAX: 941-693-7501 9 .JL INDUSTRIES INCORPORATED 4450 W. 78th Street Circle Bloomington. MN 55435 Phone:9S2-835-6850 FAX:9S2-83S-2218 QUANTITY: CONTRACTOR: ~t~ PROJECT:~~'Y\ ~ APPROVED BY: FIRE EXTINGUISHERS ClASSlRCAnON OF RRES CLASS A FIRES PAPER, WOOD'1!1 CLOTH, ETC., WHERE QUENCHING BY WATER OR INSULATING BY DRY CHEMICAL IS EFFECTIVE. ' . CLASS B RRES FLAMMABLE LIQUIDS rn WHERE SMOTHERING ACTION IS REQUIRED. CLASS C RRES LIVE ELECTRICAL EQUIPMENT WHERE THE NON- CONDUCTIVITY OF EXTINGUISHANT IS VITAL. CLASS K FIRES CALL JL INDUSTRIES FOR MORE INFORMATION Itll ~ ~ MERCURY: HALOTRON 1 GENERAL DATA: JL introduces a new line of clean agent portable fire extinguishers which have the EPA approved, government accepted and specified clean extinguishing agent Halotron 1. This agent discharges as a liquid. then quickly evaporates leaving no residue to clean up aftelWardS. FEATURES: Drawn steel cylinders with steel siphon tubes. Power cone discharge stream. Corrosion resistant paint finish. Visual pressure gauge. Temperature range from -40F to + 120F. ClASS A, B, C FIRES COSMIC: MULn-PURPOSE CHEMICAl ," GENERAl DATA: These un~s contain specially fluidized and siliconized mono ammonium phosphate powder which smother.; and breaks the chain reaction " on Class B e, fuses and insulates Class A wes, and ,i is a non-{;()ll(juctor of eIeclricity. Truly an all purpose extinguisher. the ABC Dry Chemical is the most popular un~ currenUy on the market. Features. Heavy duty steel cylinder. Rugged metal valve and siphon tube. Replaceable molded valve stem seal. Exclusive corrosion and impact resistant epoxy finish. Visual pressure gauge. Pull pin. Upright squeeze grip operation approved to -65'F (-S2'G) Non- Toxic. ClASS A,B,C FIRES GRENADIER: PRESSURIZED WATER GENERAl DATA: The 'water press" exti9Jisher contains water and compressed ai'. This oo~ is operated by simply squeezilg the lever which opens the valve aIomg the water to be forced out. Ifs especially effective on deep seated Class A fres. Units shipped empty. FEATURES: Butt-welded 304-L stailless steel cylinder (eliminates all i1lernaI and extemaI crevices). f\Jgged stainless steel discIuge lever lIld fixed carry handle. Heavy duty, brass, cIvome-plated valve body. Replaceable molded valve stem seal. UA. labeled chemical engi'le hose. VISUal pre5lUe gauge. PuI pin. lJpr91t squeeze 911>~. ClASS A FIRES GAlAXY: REGULAR DRY CHEMICAl GENERAL DATA: These models contain a siliconized sodium bicarbonate base, the traditional dry chemical design. The Galaxy series can be an economical choice for Class B and Class C fire protection, due to generally lower recharging costs. Clean up after use is relatively easy because the chemical does not normally bake to a hot metal surface Features. Heavy duty steel cylinder. Rugged metal valve and siphon tube. Replaceable model valve stem seal. Exclusive conosion and impact resistant epoxy finish. VISual pressure gauge. Pull pin. Upright squeeze grip opeIalion on Approved to - 650F (-S20G) Non-Toxic. ClASS B,C FIRES SENTINEL: CARBON DIOXIDE GENERAL DATA: This extinguisher contains liquid carbon dioxide under pressure which is released by depressing the valve lever. The discharge, which changes into a gas and appears as a smothering cloud of wMe snow, is then directed to the fire through a funnel shaped horn. The clean agent is particularly effective on small Class B fires and is a non -conductor of e1ectric~y. FEATURES: High pressure aluminum cylinder. Absolutely rust free and up to 30% lighter than C02 un~s with steel cylinders. O-Ring seal, straight thread brass valve fits all sizes. ClASS B,C FIRES SATURN: WET CHEMICAL GENERAL DATA: These un~s make for the ideal choice for commercial restaurant applications. These extinguishers have been designed to offer the best possible portable fire protection available to supplement pre-engineered restaurant appliance fire suppression systems. A low "pH" potassium acetate solution is discharged in a fine mist that provides excellent range while it prevents splashing. creating an effective saponification foam type blanket necessary for suppressing liquid cooking media fires. FEATURES: Protective nozzle tip orifice seal. Industry standard discharge horn and nozzle design. Nameplate showing only the class "K" symbol. Non-metallic nozzle tip finger guard. Full stainless steel extinguisher shell construction. ClASS K ARES FIRE EXTINGUISHER SIZES, CAPACITY, RATINGS IN IMPERIAL , NOMINAL I SHIPPING I CYLINDER , OVERALL i OVERALL : SHIPPING U1L , MARK I U.S.C.G." MODEL , I , I CAPACITY WEIGHT DIAMETER HEIGHT i WIDTH I VOLUME CU, FT. RATING BRACKET I APPROVED I I I I GRENADIER P 2 1/2 aaJlons 7 1/2 Ibs. 7" 24 1/2" 9" 1.1 2A MB810 YES COSMIC 2 112E 2 1/2 Ibs. 5 1/2 Ibs. 3" 14318" 3 718" .2 1A -10BC MB817' YES COSMIC Sf 5lbs. 9 1/4 Ibs. 41/4" 14 5/8" 6" .3 2A -10BC MB818 YES COSMIC 5X 5lbs. 9 1/4 Ibs. 41/4" 14 5/8" S" .3 3A -40BC MB818 YES COSMIC 6E 6lbs. 121bs. S" 16" 7" .4 3A -40BC MB808 YES COSMIC lOE 101bs. 16 314 Ibs. 5" 20 1/2" 9" .5 4A -60BC MB846 YES COSMIC 20E 201bs. 391bs. 7" 24" 10" .9 20A -120BC MB810 YES SEHTlNEL 5 5lbs. 141bs. 51/4" 17 314" 8 1/4" .6 5BC MB862 YES SEHTlNEL 10 101bs. 28 1/4 Ibs. 7" 24" 12" 1.2 10BC MB810 YES SEHTlNEL 15 151bs. 37 314 Ibs. 7" 30" 12" 1.S 10BC MB864 YES SEHTlNEL 20 201bs. 50 314 Ibs. 8" 30" 13" 1.8 10BC MB811 YES GALAXY 2 t/2 21/2Ibs. S 1/2 Ibs. 3" 14 318" 41/4" .2 10BC MB817* YES GALAXY 5 5lbs. 9lbs. 41/4" 145/8" 5" .3 10BC MB818' YES GALAXY 5 1/2 51/21bs. 91/2 Ibs. 41/4" 145/8" 6" .4 40BC MB818 YES GALAXY 6 6lbs. 131bs. S" 16" 81/2" .4 40BC MB808 YES GALAXY 10 101bs. 181bs. S" 201/2" 8112" .S 60BC MB846 YES GALAXY 20 201bs. 38 1/2 Ibs. 7" ,.24" 10" .9 120BC MB810 YES MERCURY 2 1/2 21/21bs. 6 1/4 Ibs. 3" 1'47/8" 61/8" .2S 2BC MB817 YES MERCURY 5 5lbs. 101bs. 41/4" 1S1/4" S 1/8" .3 SBC MB818 YES MERCURY 11 11 Ibs. 23 Ibs. 7 1/4" 163116" 8 314" 1.0 lA-l0BC MB822 YES MERCURY 15 1/2 151/21bs. 26 1/2 Ibs. 71/4" 1 T 1/8" 8314" 1.0 2A-10BC MB822 YES SATURN 15 6 liters 1Slbs. 7" 19 1/2" 9" 1.0 K MB810 - SATURN 25 2 1/2 gallons 191bs. 7" 24 1/2" 9" 1.1 K MB810 - . INDICATES MARK BRACKET STANDARD. J HOOK WALL BRACKET STANDARD WITH ALL OTHER EXTINGUISHERS. .. UNITED STATES COAST GUARD APPROVED. Note: J.L extinguis/'ol> are slipped fuIy c!'aged with !he eKception 01 !he Grer-. P However. NFPA regUatioos also I!QUre exlingusheB to be I1spected when mi3Iy placed n seMce aro allocaI fn code aro tagging I!Qlirements mvst be _ 10, - ~ . - - ~ - ,f ~ --.l'v'\--, r--('v'\u D ~ I I I I iDs 1 I 2 I I 3 I 4 I I I I m~ -----f_----_ ..----oof----- I I I I iD 5 I 8 I I 1 I 8 I I I I --\/"',J--..J L_-\,A,;-- , 9 .+ (0 --1"v'\--, r--('V'\-, --.l'v'''\--, r--('V'\- Co - I ;;- ~ I I I I I " I I I I ~ I I I 11 I 12 I I 14 I I 15 I 18 io 9 10 I I io I I I I I I I -----f_----_I ..-----t----~-----f_----_I ..-----t---- en I I I I I I I I I .. 17 I 18 I I 19 I 20 I 21 I 22 I I 2!l I 20 (l') , , io I I I I I I I I I io --\,A,,Ju..J L__\ A ;_J --\ A ,J-_..J L__\ A,;- C;> , , " STORAGE ' b , (0 --.l'V'''\--' r--('V'\-- --1"V'\--' r--('y'\- (0 ~ I I I I I I I I ~ 25 I 2lI :1\ I 21 I 2lI 29 I 30 I /1: 31 I 32 io I I I I I I io - 7'-2:' 7'-2:' 6'-4"+1 7'-2:' 7'-Z' 7'-2:' 7'-2:' 7'-2:'+/- 7'-2' 7'-2:' 7'Z' 7'2:' ~ 7'Z' 7' 2:' 1- 7'-2:' 7'.2:' 7'-2" 7'-2:' .. 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I I I 16 ~ . 9 10 15 in I 1 1 1 I I 1 I I in -----..----_t ..-----+----~-----..----_t ..-----+---- en 1 I 1 1 I 1 I I I (n , 17 1 18 1 1 19 1 2D 1 21 I 22 I I 2a 1 31 , in 1 I I 1 1 I I I I in u\,A'ju.J L__\ A ;_J U\ A ju.J Lu\ A,;- b ' , " STORAGE ' b , , (0 __J"y'\__, r-J'Y'\'--I--J"y -"'--, r--f'y'\- (0 (p I I I 1 1 I I 1 ~ 25 1 :lB :r\ 1271011 291301 /1: 31 I 32 in 1 1 I I 1 1 in 7'~~-2" - 7'-2:' 7'-2' 5'.4-+1 7'.2:' 7'-2:'+/- 7'-2:' 7'.2. 7"Z' 7' 2" f 48 I 7' 2" 7' 2" 1_- 7'.2. 7'-2:' 7'-2" 7'-2' ~ I I en ~=l : 38 37 1 38 in ... 45 1 46 .' 10 b u\,A'j__ __~u = . 9 (0 uJ"y'\__ (0 -- y - -- (n 1 1 = 39 1 40 41 1 42 (J) . 47 49 49 50 I in 1 I in k2" k-2" ~ + 7'-2" k-2" ~ aT ....Icharles J.Radloff S K 6 ~ ARCHITECTS, PLANNERS _!: ~E~1>~Lfl~t:~lO = :z: ~ VOICE 16121941-1667 a: FAX 1012194'.4240 .0( STONEGATE APTS. PRIOR LAKE, MN. 11121m 00-01 """'''' loDINE$OTA dbcad CJA , . , ,. ~. ,- '. " ~ : ( -- - V41 H I Vi:: "till.14: 3l> I'll Ul>Z4'/ J.UU3U 8TUNtiWUUD STS Construction Technology Group ,. Concrete Compressive Strength Report PROJECT NAME: Skmegate Apartments PROJECT LOCATION: Prior Lake. MiOllOOSta ItJ 001 ASTM C 39 ~ STS PROJECT NUMBER: 98353 $1$ PROJECT ENGINEER: Ruesink GENERAL PROJECT INFORMATION OWNER: CUENT: Affordable Housing Solutions, LlC ARCHITEC'r: GeNERAL CONTRACTOR: smUCTuRAL ENGINEER: SUB-CONTRACTOR: SET NUMBER: 9 CONCRETE DESIGN STRENGTH: 4000 PSI DATE CAST: 03112/02 CONCRETE PlACEMENT LOCATION: SOUTH END SLAB ON GRADE TIME SAMPLED: 7:38 AM MADE BY: ES WET UNIT WT.: DATE RECEIVED: 03113102 DRY UNIT WT.: ._.. ..._ u_ .__~.. ........_....... ........_ CVUNDER AREA MAXIMUM STRENGnI FRAC. STRENGTH TEST DIA.-1N. SQ.IN. LQAD.LBS.' PSI TYPE REVIEW BY 4.00 12.6 41940 3340 C 993150 4.00 12.8 56100 4460 B 011140 4.00 12.6 59010 4700 B 011140 Reserve X i @ 28 days'" 4580 'PSI MIX DESIGN INFORMATION NAME OF SUPPUER: AVR MIX DESIGNATION: 2 MIX DESIGN STRENGTH: 4000 CEMENT TYPE: LOAD INFORMATION TICKET: 1004 TRUCK: 286 FIELD TEST DATA SLUMP: AIR CONTENT: CONCRETE TEMP: WATER ADDED: NOTES: PSI @ 28 DAYS '.' :.' .;. ADMIXTURES AIR ENTRAINING: WATER REDUCING: ACCEURETARD: OTHER: CYLINDER TEST TEST TYPE NUMBER DATE AGE CURING 13211 03119102 7 Lab 13212 04I09J02 28 Lab 13213 04I09J02 28 Lab 13214 ,. '.' ;':. .~ . YARD: IN. I 6.25 IN. 7.0% 71 F AIR TEMP: ~ F .......-- GALS. PCF PCF _~c 173 orASTM C 231 A) CONE B} CONe AND SPUT C} CONE AND SHEAR : D} SHEAR E) COLUMNAR Possible unacceptable test result If STRENGTH REVIEW = · . Ssmpting: ASTM C 172 (procedure may be modified lite per srs proced\n) . Cylinder casting and Iabotetory euring: ASTM C 31 Slump~ ASTM C 143 Air Content ASTM C 173 or ASTM C 231 Concrete Tempetatul'e: ASTM C 108 _.'M"~ . ........._ __.................____........... ~_ ...___M.....'._. ......=:--:.-.:..-:.:::=~:. .,.. .. MO.. _::--::... .. _... ._..__..:;;:...._.......~....w.. (763)315-6300 STS Conl!lultante. Ltd. Date Printed; 04/12/02 10900 73rd Avenue North. Maple G~. MN 663G9-SS47 rl' -~r ~o~ ~~ ~ l6"\- ~~ ( \U ...,. ,.. U1 ;:: ! ~ .... >~~~~ 0 :;l~I~ Ii;>' :ig~~ :J: ~t')C:iQ !i!~ r~fI1/'01 !(:::I~a:I 02,../'01 c:QC~ -l>UlCS lD- .' ~ " ~~i~8 r~~-lO <II....~~ ~~O::: ~~~~ ;~~1Q OZ-)Io ::a=i9'~ ~ ~~ Q /K ~~i'" )IIo()-~ ;:i....-l5 ~gi~ ~~!~ :l:O~e S~~1ft I ~-li -I 8 ;r.: - I I "_' _d _ _ ___.__.B-l .. -.--. ...MA....-I ! 4-. i % --'] . ill = ... i.,) s-~ .- ~ ~~I .. 1- \10 ..~~ ~ 0: ~~~:;:I !8:::f~ rcl"'1fTl ?<::1~lij g~~~ _ l~~i "Tl - t t I c".' 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Fu ~-~ 1411 S. 12t:h.&." ~ NO,.502.. ~ .. &K701-2.S8-91U .... 710 S. 1-4d1 Sr. #0 Gnad ForD. NO 58201 - 800-272-7"' .. Pu 701.m..oozB 3S \v.1JDcaID ...... Naa. IA 50201 .. 800-362-085' .. r.. S1S-58U88S /&;155" 7Ciu::n~ b r Beporto Date; 16 Jul 2002 (J (-6 '11 Lab li1Bber: 02-A2Zl46 Work Order: #: 08059 Date Beceiwd: 11 Jul 2002 Date Saplecl: 9 Jul 2002 Time Saapl.ed: 14:00 'l~ture a1l. Baceipt~ Al!JR'tl8lt 'it ''1.;. :~ 1 ~~ '" ~ ~ PAiRO'1'T 00IllT_ 30090 HJI!' 93 ~ MB 56044 ," _.. w _._.---'_-. ." ..... . .. _...~ -. . -.. -.... . - ~ "-"" - ..... ADal7te Suple ~icm.: PL-H!D WATER Basul:ta MOL RAL Col1.tcma ~ IAea& -!ban 1 OW/loo ~ Le.. 't'bIIn 1 IA . '. ~ tD:a 1a cJ-f'4--' .. ....... 1Ifw'- ~t--'--t LMti a'J1 JRcl __ 't1Ia s.fe ~. ~ JaL VAL 111 _ ~W"T ........ .11- "'-,. LiJd.~_ ... t!Ia:101:IK'' ,,~_ ~. 'lilIIrq'I......,t, -,am:' .... .. 1oca1 bea1.1lh. ...... ~ ar cell .. JIlIA. Safe ~"C .... ~ 1~-. HIRlDlJlA. LAB . OJ'I-016-126 ~1"IW lAB ID . 999H168O ~-lIv: ~ l~ ........1 L Gr:o'b. ~ Mar-".I1lr l . I ~..S!:...~~.-T~Ao~.==.~..=...._"........_.~==..==:r~ ........"'- ._............:%...,....-....--........~ .................. ........ .......~IlftI., ilIBnAIII a JUN-19-02 10:01 AM KNICHT BLDRS . GYP8UM WALL.OARD, STilL C..T STUDS .~l i . One., l' . 24' p~ ~i.X gypeum panela \nM\1ed btw..n 2W IIoof and . 0IlIfI0 J NMtn with T Mellol'l ClII aVI' proprletarY c. T ""' I1Ude ~ pentIt. ;~. ", 1101: One .. 'It" =; ry type X gypeum WI\IbOaI'd eppIled paranal " 110 wIIt\ '" ~ 8 cIl'ywall e" 0.0. ., __InClU" o,c, at lmannedl_ .; "(NLI) , PROPRltr.JIlY GYPSUM lOA"O . IIi GyProclIf F\rtaUIrde , . " GyPrd F11'111U'. SI'tlft , Una'" , ~...... U'olIC.~ .... ~~ I GYPSUM WAL,-aOARD. STEEL C-H 8TUDt Ont."t II N' ~ry tvIe X lMlIIII'l pane\llnurted '*-'" 2".'lIoOr and =J runners with H88Cl1Oi\ of 21,." pIUpl'\etary VIII*' C-H tteelltudIJ bltWMn ~ SIDE: 0n4I ~'''' ~..)C gypsum wallboard or lM*I'" VlII\Mr , ....app\IId pata11e11O atuda , '"_8 drynU tolWS 12" O.C. 81C ~ bued on " ~ ..,., IMulatlOflln Itud..... (NLI) , PROP*ITAlWtwPsull ICARD u_ Stat.. Gypaum Compln~ .' ".' IHftTFl()CKe Itand Gypeum '. ~.AR~~C~ . , I SHE!'1'fIlOCK't IYand Qyptum U,*, Panell OYPIUM WALL~AD, miL st.OTTED IITUOI en. .. 1. .24" pIOpI'Ietetyf: X lWIM!UM paneIt IntanId belWIen 2'1.' ftoor and oiIng tUnMra wIlh tab-1IaIl MCIlian ei 21fa' ....111lUc1 betWeen panel.. AIIo fire -.cI1oIIlng 2,,..1tItI C-T dB. 0PP.08ITi BIDE: OM .r.,i- PlOIMtIWY type X gypsum Wlllboan:I applied parallel . JAItUdI with l' ~ S ~ __ 8 o.c. at ___1nCl 12' 0.0, at Intermedlate ...(tUl : P"oPRIITARY GYPSUM ICARD ....... Hardle Gypeum ' . . II,' Hardlrod\e Brand Super FItt X GypIurn PantII ,.. Hafdlrodl8 StlIftIlneT Thl. 8pIOI Left IIInk .- CIA':,au.87 · Con*t "" rntnUfac\Urar 101' more delaIled information on pfOPtletary ptOductt. :iS20 :iS6:iS 0697 P.01 . ..... :'~,lj~;:;1.~:'f':/.' " " '.' . t-~e' ~ :.::: ...' . ",' '.. ,'. ,'..:,' ...' , .:. ',':' ,... ....-..~ ThIcknIII: 3'1,. . LImiting ~ Ref8t'to manufa<:luref Approx. WtIght 1 pat FIre ,...t: GET. 107.14 SOund TeIt EatImattd n ~....... 11 at AI............... t:;~ . :'" ", ,.::..:, .......': 'II ,..:".. : . . , . . ..... ~ ~. .... Thk*Ma: 3'/," Llmltlng HelOht; Refer to marw.daclurer ApplCaC. Weight: . pit Fire Tett: Ul. A131.. UNK2147. N-U. 0eIlgn I.M8t Sound r..t; Eltlmattd r .t....} :: ';".,' "... ,...;: ,';' ...'~ , ."".',,:i ;,'..', ThtdcneII: 3'1." urnltlrlg Height: Refer 10 mIn\IfIclUt'er Approx. Weight: 7 PIf 1'1111 Teet: WHt-811-o3OB.1, '0.2. 3. 4. & S-8I: GET, 1.7-14 71 ',' ,.....~,4.. " From: Charles Radloff lift ~ - Facsimile Transmittal Sheet ~CR To: Milo Lowe GIS ~ ~ 7805 Telegraph Rd. Suite 220 Bloomington MN 55438 ... GIS -= ~ ARCHITECT Tuesday, July 9, 2002 9:28 AM Voice: 9529411667 Fax: 952941 5240 MEMO RE: stonegate apartments Prior lake, MN Pages including this cover sheet Page 1 of 1 Mechanical shafts It Is my opinion that no sound rating requirements are needed for the ventilation shafts. Sound from corridor to corridor, fIoor-to-fIoor is not an issue. No penetrations go from ~ to apartment unit, and due to the seIf-oontained assembly of the shaft walls, apartment unit walls with ratings surround theses shaft at the apartment unit side. Charles J. Radloff Registered Architect MN 10654 P STS CONSULTANTS, LTD. TRANSMITTAL "- ~~ 10900 - 73R1 Ave. N.. Suite 150 Maple Grove. MN 55369-5547 763/315-6300 FAX 763/315-1836 To: Affordable Housing; Solutions, LLC 4420 Shoreline Drive Spring Park. MN 55384 Attn: Mr. Bob Skarsden Date: 03/18/02 STS Project 98353 Re: Stonewrte Apartments Prior Lake. Minnesota We are sending the following item(s): x X Specifi~ons Test Results Field Reports Other ProposallReport Repair Documents Samples Shop Drawings Boring Logs Change Order Copy of Letter Plans Remarks Copy to: STSRep.....ntallv. ~ Steven J. Ruesink D63S3001.doc ,..' I E L D R E P 0 R T Construction Technology Group ~ NOTE: The responsibililies and authority of STS and STS' Field Personnel inoIude neither \he responsibil!ties nor !he aulhority of the ''Competent. Person. for lhe project site as defined by OSHA Regulations: 29 CFR 1926 SUbpart P. ~ of Project ST7JNEG~TC Apfle.~StJrs Project No. q ~ 153 Location PR J Q R. L.A k E' Contractor 4ffTYz.IJA9~ ItlllAfJj , I / Report No. DaylDate 7VFSn,4V 3-.5'" Tolls WeatherlTemp. - Client A FPOR.OABl..G' f/OVsIN b , c;- I. 7 S" 11A.:f0f, 4~~e Job flU>> o )OLV'T'/6,11,(.( Project Competent Person per 29 CFR Part 1926 (Subpart P) NAME: RAM: ADDRESS: ;;;~,,~r of Equipment Rental 2:'15'" $ Depart Job i :00 TOTAL CHARGEABLE HOURS 4 hoUr minimum Mileage o 60 Total Hours on Job PHONE: Present on Site aYES Travel Time ().2S /. t;; Parking $ 1.7E" aNO Project Preparation Tune Summary of technical and/or engineering services pertormed. incIudng field test data. Locations, elevations and depth are estimated. T;STCf) COMPACT/ON OF 'Solt.- IN NOrTH t=.A1Tl TRP-P Ae-~P.. Soli- 711PE 8fZ..Ow~ S/l..T"f CUI..{ AND t'Jf BUll-DIN&.: VAPOr?.. , S,4N D. SOIl.- (,.J1l{' T10fJ. /r11 '--0 <:;11 P{;~ /JIS() NOTIFJfi OP P/fSSltJb TH t)/2..<;. ~ A Y n;s'r"' R-tS u '- is; R.E&U SSrgl) -' 3-7 Por<. CO,JC!?ET€ T€~/"'(... r6CHtJ IC/AN TO A r 7 : 00 A. 1\\ . R€TUllN ~ . , , - .. .. .. ~ .. . .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .......... .... .. .... .............. ...... ...... .................................... .. .......... .... .. ...... .. .. ........ .......... .. ............ ........................ .. .. .. ... .. .. .. . .. .. .. ........ .. .. .." .... .. .. . .. .. .... ................ .......... ............ ...... ...... .... ........ ............ .......... .. .......... .. ............ ...... ...... ...... .. .... .. ...... .... ............ .......... .. ............ .. .. ........ . a Field Test Data is Estimated. Pending FmaI Laboratory Test Results Field Representative Site Sketch: Indicate North By~~iuJ TItle ~T9! 114 t.S' '"T"S:C!. H '" I CIA N STS ConeuItants Ud. Position Company White .. Olfice White - Field Yellow - Tme earo lto'lIllpp2a< STS Consultants Ltd. Consulting Engineers _ NOTE: The rveponalbiIiti.. and aulhorilV of STS and STS' Field PetsoMeIIncIud8 neitherlhe responsibllities nor !he autloritY of t\8 oeompet.ent Person' for the project site _ cIeIned by OSHA ReguIaIonS: 29 CFR 1926 SUbpart P. l of I .' I E L D R E P 0 R T Construction Technology Group E.~ Project 'STtl \oJ" b ~l"E. ApT'S Project No.3J 3 ~ 1 Location f>""O~ loA-lee. I tit.J , Report No. OaylOate lh\,) ( S "3{ ":f ~ . WeatherlTemp. I S - 30 "$ fJOW Client M=Cor!'l",~'.c. ~~.~ ,Sb(,,41on.J' Contractor Equipment Rental Arrive Job PJOjed Competent Person per 29 CFR Part 1926 (SUbpart P) NAME: FIRM: ADDRESS: Tolls $ Depart Job TOTAL cHARGEABLE HOURS 4 hour minimum Mileage I QO. 0 Travel Time 5.5 1.15 Parking $ Total Hours on Job 1. "'~ PHONE: present on Site aYES aNO Project Preparation TIl1l8 It ........... "'_ _r __...- ...................... -...... ........... -.. and - aN"""""" ()b-s.efll1: J- """~ T-<s{rSl Aile ....'x *':l. C6"G'~ f&, 0- $1...10.... 3("cl~ p6~ r ;t S<-~ 0+ (-,~..) G'1/;...t-erS "-I-a <- Co- S + . S t.. ur>>P, ~l ~ ~ r~M(J ...<r~_ -t--cT> +e J) .. / .. .. .. .. .. .. .. .. ~ .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. . .. .. .. .. .. .. .. .. .. .. .. .. .. .. ................................................................................ .. ............ .................. ..... ............ .................................. ............ . ...... ,.. ...... ...... .." .......................................... ....................... ............ ............ .......... . ........ ......... ~ .. . .. . .. . . .. .. .. .. .. .. .. .. .. . .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. Site SkRlh: Incicate NoI1h -.b FlekITetlt Ofda is Esllmat8d . PendIng Anal LaboIatoty Test ReeuI\s Field Repreaentativt Position By Title ~~ thJIJ.e~r/~ r~ ConIlMant8 Ud. COf11)any White - Ollice White - Field Yellow .. Tme card 0llI01 D STS ConsuItanta Ltd. ConsuIIing EngIneerS ,..' I E L D R E P 0 R T Construction Technology Group ~ _ NOTE: The ~andauthority of STS and STS' FleId PersonneIlnclude neitherthe nasponsIbiIUes norlhe authority of the 'ComJK*lnl Penon' for the project lite as defined by OSHA Regulatlona: 29 OFR 1926 &mpart P. Project ~ ~5,;, -:>tONE.' A-,; Pt-PTS Project No. '\<i3S.3 Location f'rU) ( L", t'e I k \J . of Contractor Report No. OaylOate 'f"1 ak1 J / go Weatherffemp. Client ~ I.J. ~'(' f{e.USI~ :s.lv-\t\\v project Competent ~ per 29 CFR Part 1926 (Subpart P) NAME: RRM: ADDRESS: Equipment Rental Tolls $ Arrive Job Depart Job TOTAL CHARGEABLE HOURS 4 hour minimum Total Hours I '" on Job · '" Travel Time /. 1~ Parking $ Mileage 100. 0 'J..ir PHONE: Present on Site OYES 000 Project Preparation Tame Summary of tecMicaI and/or engineering selVices perfonned. inducing field test data. locations. elevations and deplh 81'8 estimated. f,~k'aP' Vp C-r/I~J~rs ;~:~J.r OT L'l-) !t-"Xr. Cc....~-t (H" 7.>/=1-/1>'2.. {.r ,J'-At3 0"'" 6~AD," frl>C <::s~.J> I S+r iW c ..t Ci I'lJ I"XJ e..t 1'1 /4- 6 , .. .. .. .. ~ .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. . .. .. .. .. .. .. .. .. .. .. . .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. ... .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. ............................................................................ ........ ........ . .. .. .......... .. .......... ........ ........................ ................ .. ~ ~ ~ .. .. .. . .. .. .. .. .. .. .. . .. .. .. .. .. .. .. .. .. .. .. .. .. .. . . .. .. .. .. .. .. .. .. .. ................. ..'O.. ................. ........................... ........ ~T" Data is EstImated - Pending FlnalLaboIatolyTest Reeults Field Representative Position Site Sketdl: Indic8te Not1h By ~~ TItle ~/n.e-4ri::J T~cA ConUtants Ltd. Cof11>anY Whits .. Ollice White - Field YeIow - Time Card O6/O1l!Ol STS eon.u....... Ltd. Consulting Engineers IELD REPORT Construction Technology Group ~ NOTE: The lMpOIlII:IlIilies MCI authority of STS MCI STS' Field Personnel Include neillerlhe f8IPOl18lbiliIi nor the authority of the "Competent Petson" - for the plOject... as defined by OSHA Regulationa: 29 CFA 1926 Subpart P. I of / Project Report No. DaylDate '$/1-2./02... iJ--c. r J..c...y . . WeatherfTemp. ?-- 0 - J r 0 S "'..,n y Client AF-f;,r1.4 bl-< fto..J SI~J )6 {<J+'~'1S Project Compe.....t Person per 29 CFR Part 1926 (Subpart P) NAME: ARM:, ADDRESS: Arrive Job TOTAL CHARGEABLE HOURS 4 hour minimum Tolls $ Depart Job >. 'l S /.JS 5G Parking $ Total Hours on Job Mileage J O. t) _ Travel Tame PHONE: Present on Site aYES aNO Project Preparation Tune SOOll1lllfY of technioal andIor engineering services performed. inducing field test data. Locations. ekwations and depth are estimated. 06S~n.J-r:& (A"r)J ,~s+<~ A~JI~ M/A--:f:I'1. C()"'crc:.i"-e fbr ~ (C~ )'J.../, S'"LA~ OlJ G~~DE PO>)I. I S <.+ b-f (,4..) Co, I,"'~-er) v-.)Q."s Co- s+. s '- -.) 1"'\ .., I kt e -(fIE "'" P -.Ne r-<- +-- -e sf-e: d . t . f f.... ............................................................................ .. .. .. .. .. .. .. ~ .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. . .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. . .. .~. . . . .#" ~.~....... ~ ~ ~ ~~.... ~....... .....O'.........O'. ..... ...... .'O O'................ .....O'..........O'.....O'............ . O'......... · J3( FleldTeat Data Is EaImated.. PendIng Fin8lLaboraIOfyTelt AesuIts SIte Sketch: lndIcaI8 NortI Cornpanv " By~~ Title So; I G"7I',,-N;/~1, STS Ud. Field Reprise ntative Position White - 0IIice White - Field Yellow . Tme Card Q6,4)1 20k STS Consultants Ltd. COMUIling Engineera IELD REPORT Construction Technology Group .~~ __ NOTE: The fNPOmtiblIhies and authority of STS and ST$' FleId Per80MeI include neihrthe ~ nor1he authority of 1he "Competent Person" for th. project lite u defined by OSHA Regulations: 29 CFR 1926 SUbpart P. I I of Project 5ToNE:f;ATc ApM-fmt:.,,""S Repon No. DaylDate Th,,(s~J 3/1'+ WeatherlTefT4). 304 S'nowi-:, Client t\"ffo(k4l-c 1iOoJ~'I"'J .56 k,-r,,->"\S '18353 Project No. L 0; P('~('" ld--tCj M~ ocauon Contractor .1f'1OM?1fl2- /111././11 h!.-VTiwd Equipment Rental Project Competent Person per 29 CFR Part 1926 (SUbpart P) NAME: FIRM: ADDRESS: Arrive Job Tolls $ Depart Job TOTAL CHARGEABLE HOURS 4 hour minimum Parking $ Total Hours on Job 0,5 1..15 Mileage 60-0 Travel Tme . f - ~ 5 PHONE: Present on Site aYES aoo Project Preparation Tune II ............---- --. -- ....- Localion8. elevations and deplh are 88timated. ] l \,a.(}'po('\o:f~ h",~dk; <'.J"~4-e(S ".J1~<.~ were C<i..<st 0,,", T''-lCS "?:-/\7- ~()( ~ $L.*",O\J 6 ~^PE 160 lJ. ~ f boJr r .. " " .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. ........................ .............................,................".,.......... .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. . .. ~ .. .. .. .. .. .. .. .. .. .. .. .. .. . .. .. .. .. .. .. .. .. . . a . .. a .. t .. .. .. .. .. .. .. .. - .. .. .. .. .. .. .. .. .. .. ............ ....................... ........... ............ ...... ................. ...................... ..................................... ..................... ~Teat Data is Ealimated. PendIng FlnaI LabondoryTeat Results , Field Representative Position Site Sketch: IndIcaIlt NofI\ :~e~tt.n eoneunantll)1 - COfT1)any White .. 0Iic& White . Field Yellow - Time Card 0lW1 20k STS eonsu.....ta Ltd. ConeuIIing Ens;n.rs en .... ...J :> en w 0:: .... en w .... ~ (i) z w o C ...J W u:: - N (")~iO::: ~~ ..., s.., (/) (;) ,. " z >= t>l!:!~1D W<(OO ...,o-~ Ol-Z a::a::J: 0.00- ~o.~? (/)~ ii: ~ o II) C O-c ,g ~i~fi ..J ~ ~ :x: .l1 o 8J ~ ~ ~ -lij.....>> Woo O"etG ~ ~if&S: o ~ < 8 o z o i= o <( 0- :IE o o tz~ir:: wOwo a~:Jt a::CSo~ 00..J ~ o () ci~""" I- ~ ~ :5l ~ i i; !z -usa. ~il~'r ;.J'~u.;! ~t:iol < . ~ z ~ ~ ~ 'II 88~;j ~~J"""f ~J} = l5 'Ii 0. 0. u.. x E -8 8J I!! i '00 l!! .c 0 H.!!. c ::> .5 ,g (/)lL. \II ~~ } w c!! (/'J 1 !~ 0 (/'J ::> x -g i "i' ! C <3 'li ~ -g ~ ! . ::J ~ !!!, e 18 ~ :9 ~ t!: ~ :E :E ~ ~ .... ~ 1 ~ 11! ~ . :E }~ t8. ~ .... ~ ... . ' 20. X i~ ~ ~I I 13;0. 0. !'i 'E ~~ . -g ~~ as ?! I; ~ ! . a ~~ ~ ~~ to: c :ij,g .tJ'ii~ ~1~ OCl) c o ~t3 :;:: to -:g U) ~~cO) a:: 0 o 8 >. N .!! ~! 'R: ct> ~o~~ :: tj .... c .!!~I'ii~ ~3:<3~ ~ tj-E:' (;) ~'~~'R:~ .5:E~~~ ~Ciii~fD e.... .... ...... 0 ~~gJ~ (5 0 3: e:?;ifi' ::J II) 0. t- .e~,;; ...: ~ ~ ~ :: :E 0 {!. ~ ~ .... CIll ... 0.' 2::E iiea-~ .... w...... ~. '-- 1 ~ e l!! CD \II is I J o a. c: I!! o I- ~ & o as -' > ~ ~ 1 0 0) I- Z N 2611.3 ~tlons, and Special Provisions, with ~ as directed by the Engineer, and with j in accordance with the requirements } to the extent applicable. Support j anchorage devices shall be provided ~ifications, and Special Provisions, or 19ineer. E Disinfection of Watermalns: Before being placed in service, the completed watermaln shall be disinfected. Disinfection materials and procedures, and the collection and testing of water samples, shall be in accordance with the provisions of AWWA c-e51. After the final flushing the water shall be tested for bacteriologic quality and found to meet the standards prescribed by the Minnesota Department of Health. 1mb, with the height and orientation of ~ or as directed by the Engineer. Ie hydrants shall be connected to the leter ductile iron pipe, controlled by an Where an existing watermaln Is cut for the installation of any fitting, the pipe and fittings proposed to be installed shall be disinfected prior to installation as follows: ' drain outlet is set in clay or other of at least one cubic yard shall be :he hydrant base and the pit shall be to a level six inches above the drain or other material approved by the :ed over the rock to prevent backfill :he rock drain. Hydrants located where the drain outlet shall have the outlet tube cut off to prevent draining, and 1tlng, .Pump After Use". over tlie valve wrench nut and be over flush with the surface of the ltha,' ievei as may be directed. (1) The interior of the pipe and fittings shall be cleaned of all dirt and foreign material. (2) The interior of the pipe and fittings shall be thoroughly swabbed or sprayed with a 1 percent minimum hypochlorite solution. Unless otherwise indicated in the Plans, Specifications, and Special Provisions, the Contractor shall furnish all materials and perform the disinfecting, flushing, and testing as necessary for meeting the water quality requirements. )r valves with exposed gearing or e con.tructed in accordance with the with the applicable provisions of . The flushing operations and the form of chlorine and method of application to be used shall be subject to approval by the Engineer. F Electrical Conductivity Test: The Contractor shall perform a conductivity test within one week after completion of pressure testing of the main on all iron pipe watermalns to establish that electrical thawing may be carried out in the future. The system (pipeline, valves, fittings and hydrants) shall be tested for electrical continuity and current capacity. The electrical test shall be made after the hydrostatic pressure test and while the line is at normal operating pressure. Backfilling shall have been completed. The line may be tested in sections of convenient length as approved by the Engineer. Direct current of 350 amperes + 100/0, shall be passed through the pipeline for 5 minutes. Current flow through the pipe shall be measured continuously on a suitable ammeter and shall remain steady without interruption or excessive fluctuation throughout the 5- I Ind other special appurtenances as required by the Plans, Specifica- 'th approved plugs or caps and shall )ff facilities. CEAM 1999 Standard Utilities Specifications 53 II 2811.3 minute test period. Insufficient current or intermittent current or arcing, indicated by large fluctuation of the ammeter needle, shall be evidence of defective contact in the pipeline. The cause shall be isolated and corrected. Thereafter, the section in which the defective test occurred shall be retested as a unit and shall meet the require- ments. shall be subject to hydrostatic press inch. The duration of each such tes Sources of Direct Current for these tests may be motor generators, batteries, arc welding machines, etc. Direct Current arc welding machines will probably be the usual source. These machines are available in adequate capacity for these tests and are equipped with controls for regulating the current output. All such equipment shall be furnished by the Contractor, subject to the approval of the Engineer. Each section of pipe to be tested sl expelled at the highest poinl The rt the watermain shall be supplied and shall be 314 inch and shall include af' required. The test apparatus shall b on the section to be tested. The app main at a service tap or special tap II shall be a standard pressure gauge. 200 psi and have a dial size of 4 1/2 Cables from the power source to the section of system under test should be of sufficient size to carry the test current without over- heating or excessive voltage drop. Usable sizes will probably be in the range of 2/0 to 4/0 A. W.G. The hydrostatic test, pressure requi shall be a maximum pressure drop f the two hour pressure test. If this te the Contractor shall investigate the I retest until the pressure drop requirt Connections for the test shall be made at hydrants. The hydrants shall be in the open position with the caps on during the test. The cable shall be clamped to the body of the hydrant. Note: After the test the hydrant shall be shut off and a cap loosened to allow hydrant drainage or the hydrant shall be pumped dry. TIghten cap after drainage. Only if several consecutive tests indi, and only after the ContractQr has mal the problem, acceptable to the Engin in writing and the Engineer consider ~ leakage test may be performed by tho magnitude of the leak, however, meef not automatically be considered aCCE test, for the section being tested. Fin discretion of the Engineer. In using arc welding machines, the current control should be set at minimum before starting. After starting the machines, advance the control until the current indicated on the ammeter is at the desired test value. When allowed, the leakage test shal with AWWA c-eOO, Section 4.1.5, 4. cepted as per Section 4.1.7. H Operational Inspection: At the con the presence of the Engineer and thE the Owner shall operate all valves, h' ascertain that the entire facility is in gc boxes are centered and valves are opt and drain properiy; that all curb boxes that water is available at all curb StOpf Caution: In case of open circuits at joints or connections, the voltage across the defective joint or connection will be in order of 50-100 volts. G Hydrostatic Testing of Watermalns: After the pipe has been laid, including fittings and valves and blocking, all newly-laid pipe or any valved section thereof, unless directed otherwise by the Engineer, 54 CEAM 1999 Standard Utilities Specifications ~0/02 ION 09:27 FAX 9624710839 STONBWOOD lIIIUU.L Field Memo ~ STS Conaultants, Ltd. - " ~ : <, ;" I: Date: To: May 29, 2002 STS project 98353 Weather. Sunny. $00 F. Humid :" Re: Mr. Bob Skarsden Affordable Housing Solutions, LtC Mr. Steven Ruesink. P.E. STS Consultants, Ltd. Site \Ii$it to Oblierve Modular Block Wall #1 : searing Soil for 1he stonegate Apartmen1s project in Prior Lake, Mlnrte80IB : TIme: 4:20 p.rn. From: f '" Personnel . Contacted: Victor with Don wayne Exaavating and Mr. Mylo Lowe with Affordable Housing Solutions '$0 " ~: '" '.' ,. ~. " ',' 1. ~ requeeted by Myfo, , vieited the 8fte today to obMrve foundation bearing eoiI for the modular block waD #1 whid1 As Ioc:8ted to the eeISt of the eonetruC&8d buitdlng. ~ I errived ~ I reYlwied \he comJtructIon pIIms provided to us. the stBrt of project and ... infOrmed thIIt ttse.e pIIms were obsolete. MyIo provided US with current retaining waD plans 8Igned by MRJ En;ineering dated July 20, 2001. I observed bearing sol at approximate elevation 993.5 feet between tlletior. 47 .251111d 280.5 fHt. I performed hand euger pn:lbes lndIcatb1g the beaing soil to be natursny QCCUntng glaalal tm consI8tIng of either clayey sand or sandy clay. In the excrMdkm b8nk I at-o obIeMld pockebi of clean IW1d within the native gIeciaI till $Oil. Based on 'l'trf hand auger pR)bes. the BOJl was observed to be in a den8e to stff'f condltton, in my opinion, IlUitable fgr \he de.ign foundation ~ prMSUte of 2,500 pounds per square foot at the times. Iocatlons and- 8IeNations 'bI8t8d. I underetand the waY contractor wiD be ~ tcrnorraw to natd1 in fat pl80etnent of 8 Inches of crushed stone as a leveling pad. I informed Mylo that, onc:e ndalnlng'MIIl CDMtrudion ...... thm we be contacted to provide field density tItstIng of the ret:aiMlg ~ bBcIdIL We WID also need fa be cont8ctIId to obHrve the bearing soil for retelning willi #3. ReGining wall #2 wit be supported on the bacIdIJI for retmntng wall #3. '.. ",.: ~: f: " . ,:.' ~ " < " '.' >. -~. ~ ~ ~: ~ ~: .' " ~: " ;!.. <, f. j. z; ~ t ~ '~1fOO l:: ~ '.._-_..._...--------.................._._-_.---.........._-_...~......_~.. -. - .._....~.__._.._--_. ~0/02 KON 09:27 FAX 9624710839 STONEWOOD III UU;Il FIELD RBPORT Construction Technology Group ~ NOTE: The .......~and lIIIIhoIII.yot SfSilPdSTS' FilIId Pwnan.... inGIudIt neilherthlt ............. northe~ af1he .Comp....nt PersoA" for the ptvjecteile ..delMdbyO$HA~. CFR tIH SUbpBd P. . ( of I :: ~~J:~~ Report No_ : Day/OIde ..::s-:- ~ ~ - .:;2- , h~. . WemhlIdTemp. 7l" 'CBent ~~n-L~~ i-aq~~A4s Arrive Job /,f3<D TOTAL Il-l~ ~:Ui o.p.rt Job - r. 4 Pour minll1'ltlm ContnIdot Pm;w.tColllpldHt~ pet2lCFR PIIIt ttaf(SubpcutP) NAME: flAM; ADDAESS; Tolls $. Parking $ .,..-- ~ ~t;1f>: aYES CNO PfOjeclt P'....I11'1lM TOf8I Hou", on Job ,~~ Travel"'", I,~ p/A a If !Unm8Iy of e.ctri:riII.... engIn88ring ~ perIormed. indIdng hid .. dIlta. 1..c.caIioM,..... and dapIh ........ ~ 4 Irnd ~;I -r,",-/ ~~. (AJ"-f.i ~t J.~ ~F: r/,~~I /M'!;~~'_M aF n--!-1.'''''5 4t.-r Mrll ...,'~ J"".aj>i ~/'}"'.p~- ~ ~Jf'~/ Q5'.-F ~; !r ~rE/-. ..1- ~b pL.t"-1 ~., ~r~..t ,.. tv" ~ =/t}t'%Zd~~:~;t.~~~ oF 6W '5,~ ;::; rI . , .. .... .:..... ..............,,................................,. <or..""''''' .. .. ..' 'I' 'I' . .. . a .. .. .. .. .. .. .. . .. .. .. .. .. .. .. . .. .. .. ., .. .. .. .. . .. ... ., .. .. .. .. ............"..,..,............,............................................. .. .. .. '1'. ,. , ... .. . .. _ ... .. .. .. .. .. .. .. .. .. . ,. .. .. .. .. .. .. .. .. 11' .. .. .. .. .. ... .. ,. - .. .. .. 8IIIIIrih: lni:IO* NodI .... ...... - ,. .. - 0Iice WhIlt - FWd '*- -line CeId -- 8T8 Conaullllde I.Id. Cor\8l.INfta 8..... STS CONSULTANTS, LTD. TRANSMITTAL ~~ 10900 -73rd Ave. N., Suite 150 Maple Grove. MN 55369-5547 7631315-6300 FAX 7631315-1836 To: Affordable Housin~ Solutions. LLC 4420 Shoreline Drive SprinR Park. MN 55384 Atto: Mr. Bob Skarsden Date: 03/18/02 STS Project 98353 Re: Stonegate Apartments Prior Lake. Minnesota We are sending the following item(s): Boring Logs Change Order Copy of Letter Plans ProposaVReport Repair Documents Samples Shop Drawings x Specifications Test Results Field Reports Other Remarks Copy to: ~~p~m~.~~ Steven J. Ruesink D63S300l.doc Jonstruction Technology Group /~ncrete Compressive Strength Report ASTM C 39 ~~ PROJECT NAME: Stonegate Apartments PROJECT LOCATION: Prior Lake, Minneosta SET NUMBER: 6, CONCRETE DESIGN STRENGTH: 4000 PSI STS PROJECT NUMBER: 98353 STS PROJECT ENGINEER: Ruesink GENERAL PROJECT INFORMATION OWNER: CLIENT: Affordable Housing Solutions, LLC ARCHITECT: GENERAL CONTRACTOR: STRUCTURAL ENGINEER: SUB-CONTRACTOR: DATE CAST: 02114/02 CONCRETE PLACEMENT LOCATION: SlAB-ON-GRADE-2 SMALL ROOMS IN NW & SE CORNERS OF BUILDING MIX DESIGN INFORMATION LOAD INFORMATION NAME OF SUPPLIER: AVR TICKET: 253001030 MIX DESIGNATION: 2 TRUCK: 175 YARD: MIX OESlGN STRENGTH: 4000 PSI@ 28 DAYS FIELO TEST DATA CEMENT TYPE: SLUMP: IN,I 6.00 IN. - AIR CONTENT: 3.00% CONCRETE TEMP: 74F AIR TEMP: 28F WATER ADDED: GALS. NOTES: ADMIXTURES AIR ENTRAINING: WATER REDUCING: TIME SAMPLED: 9:00 AM -- ACCEURETARD: MADE BY: NH WETUNITWT.: PCF - - OTHER: DATE RECEIVED: 02115102 DRY UNIT WT.: PCF CYUNDER TEST TEST TYPE CYUNDER AREA MAXIMUM STRENGTH FRAC. STRENGTH TEST NUMBER DATE AGE CURING DIA....N. SQ.IN. LOAD-LBS. PSI TYPE REVIEW BY 11646 02121102 7 Lab 4.00 12.6 51370 4090 C 993150 11647 03114102 28 Lab 4.00 12.6 76260 6070 C 993150 11648 03114/02 28 Lab 4.00 12.6 75950 6040 C 993150 11649 Reserve X.@28 days = 6060 PSI I ~.,,-- &ER&JIMt:NQJUC 173 or ASTM C 231 A) CONE B) CONE AND SPUT C) CONE AND SHEAR 0) SHEAR Possible unacceptable test result If STRENGTH REVIEW = * Sampling: ASTM C 172 (procedure may be modified as per STS procedure) Cylinder casting and laboratory curing: ASTM C 31 Slump: ASTM C 143 Air Content: ASTM C 173 or ASTM C 231 Concrete Temperature: ASTM C 106 E) COLUMNAR STS Consultants, Ltd, Date Printed: 03/15102 10900 73rd Avenue North. Maple Grove, MN 55369-5547 (763)315-8300 "onstruction Technology Group ..,ncrete Compressive Strength Report PROJECT NAME: Stonegate Apartments PROJECT LOCATION: Prior Lake, Minneost8 ASTM C 39 ~ SET NUMBER: 7 CONCRETE DESIGN STRENGTH: 4000 PSI STS PROJECT NUMBER: 98353 STS PROJECT ENGINEER: Ruesink GENERALPROJECTINFORMAnoN OWNER: CUENT: Affordable Housing Solutions, LLC ARCHITECT: GENERAL CONTRACTOR: STRUCTURAL ENGINEER: SUB-CONTRACTOR: DATE CAST: 03107/02 CONCRETE PLACEMENT LOCA noN: SlAB ON GRADE MIX DESIGN INFORMATION LOAD INFORMATION NAME OF SUPPUER: AVR TICKET: 1005 MIX DESIGNATION: 2 TRUCK: 311 YARD: MIX DESIGN STRENGTH: 4000 PSI @ 28 DAYS FIELD TEST DATA CEMENT TYPE: SLUMP: IN./ 6.50 IN. - AIR CONTENT: 6.60% CONCRETE TEMP: 70F AIR TEMP: 20F WATER ADDED: GALS. -- NOTES: ADMIXTURES AIR ENTRAINING: WATER REDUCING: TIME SAMPLED: 7:15 AM ACCEURETARD: MADE BY: ES WET UNIT WT.: PCF - - OTHER: DATE RECEIVED: 03108102 DRY UNIT WT.: PCF --'- CYUNDER NUMBER 12565 12566 12567 12568 TEST TEST DATE AGE 03114102 7 04104102 28 04104102 28 TYPE CURING Lab CYUNDER AREA MAXIMUM STRENGTH FRAC. STRENGTH TEST DIA....N. SQ.IN. LOAD-LBS. PSI TYPE REVIEW BY 4.00 12.6 48850 3890 C 993150 Reserve x j@ 28 days= PSI SEsmlMtM:BDC 173 or ASTM C 231 A) CONE B) CONE AND SPUT C) CONE AND SHEAR D) SHEAR E) COLUMNAR Possible unacceptable test result If STRENGTH REVIEW = .. sampling: ASTM C 172 (procedure may be modified as per STS procedure) Cylinder casting and laboratory curing: ASTM C 31 Slump: ASTM C 143 Air Content: ASTM C 173 or ASTM C 231 Cona-ete Temperature: ASTM C 106 STS Consultants, Ltd. Date Printed: 03115102 10900 73rd Avenue North, Maple Grove, MN 55369-5547 (7~)315-6300 -,onstruction Technology Group -,~ncrete Compressive Strength Report PROJECT NAME: Stonegate Apartments PROJECT LOCATION: Prior Lake. Minneosta ASTM C 39 ft~ SET NUMBER: 8 CONCRETE DESIGN . STRENGTH: 4000 PSI STS PROJECT NUMBER: 98353 STS PROJECT ENGINEER: Ruesink GENERAL PROJECT INFORMATION OWNER: CUENT: Affordable Housing Solutions. LlC ARCHITECT: GENERAL CONTRACTOR: STRUCTURAL ENGINEER: SUB-CONTRACTOR: DATE CAST: 03107/02 CONCRETE PLACEMENT LOCA nON: SLAB ON GRADE MIX DESIGN INFORMATION LOAD INFORMATION NAME OF SUPPUER: AVR TICKET: 1032 . MIX DESIGNATION: 2 TRUCK: 285 YARD: MIX DESIGN STRENGTH: 4000 PSI@ 28 DAYS FIELD TEST DATA CEMENT TYPE: SLUMP: IN,/ 6.00 IN, - AIR CONTENT: 6.20 % CONCRETE TEMP: 74F AIR TEMP: 30 F --- WATER ADDED: GAlS. NOTES: ADMIXTURES - AIR ENTRAINING: WATER REDUCING: TIME SAMPLED: 10:36 AM ACCEURETARD: MADE BY: ES WETUNITWT.: PCF - OTHER: DATE RECEIVED: 03108I02 DRY UNIT WT.: PCF - CYUNDER NUMBER 12569 12570 12571 12572 TEST TEST DATE AGE 03114102 7 04104102 28 04104I02 28 TYPE CURING lab CYUNDER AREA MAXIMUM STRENGTH FRAC. STRENGTH TEST DIA.-IN. SQ.IN. LOAD-LBS. PSI TYPE REVIEW BY 4.00 12.6 57780 4600 C 993150 Reserve X i@ 28 days= PSI GE8I5IIM1:Nal1UC 173 or ASTM C 231 A) CONE B) CONE AND SPUT C) CONE AND SHEAR D) SHEAR E) COLUMNAR Possible unacceptable test result if STRENGTH REVIEW = * Sampling: ASTM C 172 (procedure may be modified as per STS procedure) cylinder casting and laboratory curing: ASTM C 31 Slump: ASTM C 143 Air Content: ASTM C 173 or ASTM C 231 Concrete Temperature: ASTM C 106 STS Consultants. Ltd. Date Printed: 03/15102 10900 73rd Avenue North. Maple Grove. MN 55369-5547 (763)315-6300 Duffy Engineering & Associates, Inc. 1424 2nd Street North Sauk Rapids, MN 56379 Ph: (320) 259-6575 Fax: (320) 259-6991 Email: mail@duffyeng.com Fax Cover Sheet Attention: Charlie, Bob and Milo From: Ryan Bob Hutchen (952-447-4245) Fax: 952-941-5240, 952-471-0639 Date: February 6, 2002 Re: Stone gate Apartments N umber of pages to follow: 1 ADDITIONAL INFORMATION After reviewing pictures sent by Charlie of the precast bearing condition and wood framing connections, the change from 4" masonry to a 8" tall 2x4 is acceptable under the following conditions. The framing must be aligned with the framing above, thus inhere are double, triple or more studs for colwnns or mullions above there must be the same amount of studs in the 8" tall knee wall. The expansion bolts/anchor bolts shall be extended with a mechanical coupler and threaded rod to provide a direct connection of the 2x6 stud wall to the foundation. The framing is as done with treated bottom plate at the 2x4 and 2x6 wall as long as the contractor installs insulation between the 2x4 studs and the ~ z,f ~~ ~ ~-p, r ~ l,lJ'~ ~ r:v( f?0~ 1''1'''';> &~ I t26t'\T sl) ~~. 12:26p p.2 February 6, 2002 precast as a moisture barrier. If you have any questions, feel free to give me a call, . Page 2 . ,_4>. . FEB-l~~02 THU 01 :26 PM STEEN ENGINEERING '", . > . \. : we LAV we we we we '>l\ /v:ot\ ~?'<" e STEEN NO. JBM103 ~~ , 5650 North LilAc .oT.i.vc UroolcJ7D Center. IIN 554$0 70::1-5115-11742 183-~U$-ll757 Fax . ': FAX:763 585 6757 SHER I\SHER PAGE 10 we LAV &f:t;~ STONEGATE APARTMENTS PRIOR LAKE MINNESOTA @ ESt 11 - , DATE: 1/3/02 ~ DRAWN: I<MSft:A: M10.,l1 SCALE: AS NOTED . FEB-15-02 FRI 01 :59 PM STEEN ENGINEERING FAX:763 585 6757 PAGE 1 Steen Engineering, Inc. 5650 North Lilac Drive Brooklyn Center. Minnesota 55430 ~63)58~742 Fax(763)~757 FAX COVER TO: ~~ n. frk~~ COMPANY: FAX NUMBER: 9'u~ ~. -~VS FROM: 1-(..< -{' :14 DATE: c2-/s--o'^ PROJECT NAME: . ~ 1P STEENJOe#: : 7D~ PAGES (including cover): II COMMENTS: ( U . --1 S4{>1rm - ::r&Ad (!,C 4 f) ~ 3Jo ~~b -o3/CJ- , ~ ~HARD COpy TO FOLLOW VIA MAIL -' f0~ I(] NO COpy TO FOllOW If YO'" do not receive all pages induded in this fax please c:all 763-585-8742 .! I FEB-15-02 FRI 01:59 PM PAGE 2 STEEN ENGINEERING FAX:763 585 6757 February 15,2002 EN<JIN1:ERING. lllle. 763.585-6742 7""3.585-6757 fall ~~mail: sletm{ijlecenet.col1l SIEEN Mr. Robert D. Hutchins Building Official 16200 Eagle Creek Ave. S.E. Prior Lake, MN 55372 Re: Stonegate Apartments Prior Lake, MN Steen #JBMI03 Dear Robert: This is in response to your letter dated December 19, 2001 for the above project. Drawing revision are included as ESI #2 (attached). 1. J-Berd sent in application on December 11,2001. 2. J-Berd coordinated fuestopping documentations. 3. Text changed per Drawing M1.21 (see attached). 4. Si:;.ing noted per Drawing M4.11 (see attached). 5. Laundry Room window is not an opening window. 6. a. Shafts noted per Drawings M7.l1 and M7.12 (see attached). b. Damper added per Drawings M7,11 8tld M7.12 (see attached). Dampers are shown at all rated penetrations. Wall ratings by Architect. 7. 8. RPZ is not to he eliminated. 9. Water meter size indicated per Drawing M8.11 (see attached). 10. Shaft noted per Drawing M4.12 (see attached). II. Minnesota Department of Health review issues addressed on January 7, 2002. Approved by State January 24, 2002. If you have any questions or comments, please call. Sincerely, Steen Engineering; Inc. / " Ip:./;"~ ,~ Kurt M. Smith Mechanical Designer KMS: pah Designing Sensible Cost Effective Solutions 5650 North Ulnc Drive · Brook,lyn CcnlC'I', Minm~s(lt,'1 5.5430 ~, FEB-15-02 FRI 02:00 PM STEEN ENGINEERING FAX:763 585 6757 PAGE 3 . ". ,; Dec:om.bel' 19. 2001 Mr. Cbt1lUek Jbcrd,lrf.oGhfai;al ~tcm lBc. 3308 Southway DEive St. CJo1uI. MN 5\$301 D: S.... ~ TalaIdO Aw. f~~ roUowiDc _ .. ",,,reM plum1tiJIB 11II mH1....~al pJm ~ for tIus SIImqItc ~& Oar ....__'buIII aa tbaMir'''' StataBl2~ Code (WSBC) whidl ' tdapw4 wi1h ...~ 1b8 1'" t1td~ B\JiWmc 00c1e (OBC) IIIl 1Iw 1991 Ua!!ma. Mw"*".... COGe (DMC). . \ ' ;r-ife.,.,9 - 1. SQbmlUI.l'l_'-~-pe:amtllpplicati=aud,..-1o_i_,petlGhlppll~rm .$e~"" ;'" j)c(.. ii, 20cal 2. PIww. ~ ~~nft tbr .. ~ - Dr".... ~atiG. tJBC '4.lS. ~. 'Sht at-l JIg. P:'" 7.-(It ~ftlp.-lOD m "..0- 4. DetIi1 Md-4: 1'mide .. of heIl1rlp.. hea af opcaiDa IZ8t ~ - - .. ~.dad-' !.,She 14-6: Ixbault dac1s for dryas 'to be iMIr!ellt ii1XD LauIu1Iy 1OOm~. UMe 906' 6: DeW11A21 M-7 (a): V4mcal ductl tD b.in as boar mte4 thaft. OBC 711 , . (b): A amaka'fJre dIIII1pg' . *' atom 4'IId3 ia req,uired at tile ODe Ilaur r.-J abaft COIICIIIOteCl to 1bmuei 1 cd Z. 1JBC 111 7- PeEIU 2IM..7; 1'ba" tor &II 1UPPl)' dDat It p~OIl t1'&onwo bDur fft rasiltive floor. 'I'ba cloe1llQpply mur storleI1IIUIt be ill ill oaoI0ce4 em how rIIId IbaI. The walla of the e1ftatDr 1allby __ be aftwo !lour ratiDI- tho doorl~ D1UIE be go m.bIuIIl rated tg comp1o\a _ a1sd zequu-.... use 3Q2.3 8. DeWItl M-8: CIlIl tba RPZ. e~" by mo&het fiIliJ&s desip? 9. DetIll' 3IM-I (a): pavfdD _ of ~.. .... edit __ ....I,,;......ftft md:e:r. n. pcojMt W8I odJiDaUy a.peI- 18ft . Mfl'..b ~ water 1iDc .. *' 16200,EegIe Cr4Nak Aw. 5.E..'Pdur 1>>-. Mh-da _'8-1714 I Ph. (952) ~'7-42JO I fig; (95M 44'04245 ""~~~ FEB-15-02 FRI 02:00 PM STEEN ENGINEERING FAX:763 585 6757 PAGE 4 , (,'~) ~ ttriaMiOcl RFfly tiM WJI ta lx: 1akcl\ oft af Iba fira ~ D. Ccmfirm ~propaICd. . 10. ShlN--4: 16" Wr...... fl110 muat \to m a QD.lIOatm.l1lb8ft. UBC 711 11. p~~ Pbms must 'be appro,," by tile MhmeIota Daplt'tmt:ftt afHea1th. MSBC 41U.:aUO ibis iI a ~ R'Vicw cmly. O&bcr code lta:u ,.,m 'bcs at,la:JIC:ued wbell the ftDa1 ,lIDs are 1Ubml\W. All iwma IIWIt Do IddIaued bf1tn permi" .., Jaucd. CI11952~7. 9851 iftbcnl ate my qaCtti~- ~) .. Cc. ~ BDui:q SohmO'W RD'bcsrt Sbmtc FEB-15-02 FRI 02:00 PM STEEN ENGINEERING FAX:763 585 6757 February 15,2002 ENGINEER'S SUPPLEMENTAL INSTRUCTION (ESI) NO.2 TO PLANS AND SPECIFICATIONS FOR: STONEGA TE APARTMENTS PRIOR LAKE, MN STEEN #..mMI 03 PAGE 5 SlEEN EN(HNEEIolINO.INC. 763.SH5-6742 7(i3.~85-6757 fux ~lnai I: steen@e,cc.m:l.coln Thc Work shall be carried out in accordance with the following supplemental instructions issued in accordance with the Contract Documents. DRAWINGS M1 1. Revised per Drawing Ml.21 (attached). M4 1. Revised per Drawings M4.ll and M4.12 (attached). M7 1. Revised per Drawings M7.11 and M7.12 (attached). M8 I. Revised per Drawing MS.Il (attached). END OF ESI NO.2 Designing Sensible Cost Effective Solutions ,'it'i,I:;O North Lilac Dr;v(' . BrooklYII C(!nt(!l', Minn('soh, 5S4~() FEB-15-02 FRI 02:00 PM STEEN ENGINEERING FAX:763 585 6757 PAGE 6 PLUMBING GENERAL NOTES A. PROVIDE PIPE INSULA TlON AND HEAT TRACING FOR ANY PIPING THAT IS REQUIRED TO BE INSTALLED OUTSIDE THE BUILDING INSULATION ANDIOR EXPOSED TO FREEZING. B- NO PLASTIC PIPING SHALL PENETRATE FIRE RATED WALL PER CODE. COORDINATE WITH ARCHITECT AND GENERAL CONTRACTOR FOR LOCA nON AND TYPE OF WALL PRIOR TO INSTALLATION. C. ALL PLUMBING VENTS THRU ROOF TO BE 3- UNLESS NOTED OTHERWISE. D. PRIOR TO INSTALLING PLUMBING VENTS THRU ROOF. COORDINATE WITH GENERAL CONTRACTOR TO MEET APPEARANCE REQUIREMENTS. E. ROUTE SANITARY WASTE STACKS DOWN ALONG PROTECTED SIDE OF" COlUMN (T"t'PICAL). COORDINATE COLUMN CLEARANCES WITH GENERAL CONTRACTOR. !l:::. F. ~A1NT'INeINI~U~ CI..E'~'NCE A80\1O GA~AGE I.E'IEl FLOOR. G. PLUMBING FIXTURE TYPE. TYPICAL PER STANDARD UNIT. UNLESS INDICATED OTHERWISE. REFER TO ARCHITECTURAL PLAN F'OR QUANTITY AND LOCATION OF' UNITS PRIOR TO ORDERING OR INSTALLING FIXTURES. STEEN NO. JBM103 ESI 12 . -. ~!~~J 5650 NOl'th Lilac Drive llrQ"k\.Jn Co:nt(!l'. Ml'I 1)&430 163-585-6742 763-565-6757 Fax STONEGATE APARTMENTS PRIOR LAKE MINNESOTA DATE: 2/15/02 ~ DRAWN: KMS/EAS M1.21 SCALE: AS NOTED .. FEB-15-02 FRI 02:00 PM STEEN ENGINEERING FAX:763 585 6757 PAGE 7 PROVIDE 120 VOLT MOTORIZED DAMPER AT EACH COMBUS1l0111 AIR PLENUM COMPLETE wm~ END SWITCH. PROVIDE POWER AND CoNTROl Vl1RING AS REQUIRED TO INTERLOCK lHE BOILER WITH THE COMBUS1l0N AIR MOTORIZED DAMPER. PROVIDE AU RELA'rS AND MISCELLANEOUS COMPONENTS NEcESSARY. WIRE SO THAT WHEN THE THERMOSTAT CALLS FOR HEAT. THE DAMPER WILL BE AcllVATED AND UPON PROVINe oPEN THE BOILER WILL BE ALLOWED TO F'IRE, (TYPICAL FOR WAlER HEATER DAMPER). BOILERS: JO..24. PLENUM TO 30"x12. COhlBUS1lON AIR DUCT DOWN TO 12. A.F.r. 18. <:::oC> .sE=1 INSULATED DUCT ~ZEO AS "'_~ & UNINSULATED DUCT ENa.OSURE____ 12. MAX ~ SEC1lON W NO SCAlE "-BUILDING WALL '-..... ...,....,-LOU'JER SIZE:D '-..... /' SHOWN '-..... '-..... MOTORIZED DAMPER II II II II II II II II II I .JL_J CD COMBUSTION AIR LOUVER/PLENUM DETAIL AND SECTION NO SCALE STEEN NO. JBM103 '" . ~~ !\1I50 Nnrlb l.Ilnc Orlv'l , E1rQllldyn C~"'le... MN :lM::&O 763-!S85~O.M2 163-585-6751 Fax . . STONEGATE APARTMENTS PRIOR LAKE MINNESOTA DATE: 2/15/02 ORA~: I<MS/EAS SCALE: AS NOTED . ESI 12 [ M4.n] FEB-15-02 FRI 02:01 PM STEEN ENGINEERING FAX:763 585 6757 PAGE 8 & SEE BOILER PIPING SCHEMATIC 3" DOMESTIC WATER-0 700 F.U. 'f GAS METER 1 ,._, _,__,. I AT GRADE" I ...,~ ....~... ~~A;R_ METER -HF "-< \Sr-1 '-sEE DOMESTIC WATER ~1~" SERVICE DE-TAIL a.l.Lli::.1 M E C I,~.:I. t,\ N I C A L II ~ ()'"' 1" HEADER ~6" GAS TO EACH WH 48")(32" COMBUSTION AIR LOUVER SEE DETAIL. 1 v. HEADER -Y4" GAS TO EACH BOILER lY.." ---'--c::::3".- ..........,.... ...,.. He 1.3 14 15 16 1 i' 18 '"' (2) ~ :I: I GARAGE LEVEL HVAC PLAN 1/8"=" _0" STEEN NO. JBM103 ESI 12 . ~!E~~J '" :S6!:>\) North LIllie: Udvo!r Brooklyn C.ntn, NN 55430 78::1-685-8742 7G~-~8~-8757 r.x STONEGATE APARTMENTS PRIOR LAKE MINNESOTA DATE: 2/1~/02 El DRAWN: KMS/EAS ~~.1~ SCALE: AS NOTED - FEB-15-02 FRI 02:01 PM 14~_ ---q'T ' 14/"2-~ r I I I 12/10 -L I I I -~_.. ..I...", ',-" "'.----- I I A 14/8 I I 300 I I 8/811 I I ." I j.. ..-..., I I A 14/8 I I 300 I --+ I F I I I I _..__L_1- -- (0 STEEN NO. JBM103 STEEN ENGINEERING FAX:763 585 6757 1"',.- S"Gl FRESH I' AIR DUCT 14-Gl PAGE 9 A 14/8 300 - I I ,~ A 14/8 I 300 I - 12/10 I I I 3RD LEVEL FLOOR I I I I 8/8 I I 2ND LEVEL FLOOR_ I I I I I I I 1 ST LEVEL fLOOR GARAGE LEvEL CORRIDOR VENTILATION RISER NO SCALE . ~!~~~J ('650 Norl.h Lillie Vrive Brooklyn Cenler. MN 5!!l":lO 1G:3'.~85.'6742 763-585-6757 Fax STONEGATE APARTMENTS PRIOR LAKE MINNESOTA ESI 12 DATE: 2/15/02 ~ DRAWN: KMS/EAS ~)7.11 SCAI.E: AS NOTED FEB-15-02 FRI 02:01 PM STEEN ENGINEERING 16~f -......., -r--'----.....-' , --.- '1"-' 1471~' ... OFFICE ---_. STEEN NO. JBM103 ~~~J -- A 14/8 300 ELEVATOR lOBBY -- -- A 14/8 300 I 10/6 I LAUNDRY ROOM I I ELEVATOR LOBBY -------j-,.. 'I"" w.... ......--. A 12/6 I 100 -- I I , "'.'.......--t ' L ELEVATOR LOBBY A 12/6 100 (LEVA TOR LOBBY FAX:763 585 6757 PAGE 10 3RD LEVEL FLOOR (\11110 Norlh Lilac Drive 8rooklYJL Center, lo(N ~ij.430 703-585-117(P. 78a-:;1I6-67~7 r"" STONEGATE APARTMENTS PRIOR LAKE MINNESOTA DATE: 2/15/02 DRAWN: I<MS/EAS SCALE: AS NOTED . . 18ft_ 1'" ~ 8'" FRESH r AIR DUCT B 24/18 ~ 2ND LEvEL FlOOR 1 ST LEVEL FLOOR LOBBY LAUNDRY VENTILATION RISER NO SCALE ATTIC SPACE 10/10 10/6 GARAGE LEVEL ESI t2 [U7.12 ] FEB-15-02 FRI 02:01 PM STEEN ENGINEERING FAX:763 585 6757 PAGE 11 PROVIDE SPOOL LENGTH AS REQUIRED BY LOCAL WATER DEPARllAENT WATER DEPARTMENT. DOMESTIC WATER TO BUILDING 2W VALVED AND CAPPED FOR FUTURE WATER SOFTENER MAIN BUILDING SHUT-OFF GATE VALVE __________ FROM MAIN WATER / SERVICE ~ PRESSURE GAUGE 'MTH SHUT-OFF VALVE~ UNION TYPIC"'} STRAINER .........-- BUILDING SYSTEM NON-THREADED DRAIN VALVE ~ VERIFY WITH CITY OFFICALS NEED FOR METER BY-PASS AND/OR METER SPOOL CONNECTIONS. DOMESTIC WATER NO SCALE SERVICE P4001.DWG STEEN NO. JBM103 ESI 12 . ~!~J ::'6:10 NQrth I,il,,(! Driv~ Brooklyn Cl!nt.er, WN !!I1:i.t30 7I,lJ-5115-1I"'4Z 76~-~65-6757 r.K STONEGATE APARTMENTS PRIOR LAKE MINNESOTA DAlE: 2/1~/02 8 DRAWN: f<MSjEAS M8.11 SCALE; AS NOTED . MINNESOTA DEPARTMENT OF HEALTH Division of Environmental Health REPORT ON PLANS J6.H 2 9m Plans and specifications on plumbing: Stone gate Apartments, Prior Lake, Scott County, Minnesota, Plan No. 021594 OWNERSlllP: SUBMITIER(S): Steen Engineering, 5650 North Lilac Drive, Brooklyn Center, Minnesota 55430 Rehder & Associates, Inc., Civil Engineers & Land Surveyors, 3440 Federal Drive, Suite 240, Eagan, Minnesota 55122 Plans Dated: January 3, 2002 Date Received: January 22,2002, January 9,2002, December 3,2001 Date Reviewed: January 24, 2002 SCOPE: This review is limited to the design of this particular project only insofar as the provisions of the Minnesota Plumbing Code, as amended, apply, and does not cover the water supply or sewerage system to which this plumbing system is connected. The review is based upon the supposition that the data on which the design is based are correct, and that necessary legal authority has been obtained to construct the project. The responsibility for the design of structural features and the efficiency of equipment must be taken by the project designer. Approval is contingent upon satisfactory disposition of any requirements included in this report. Special care should be taken to insure that the material and installation of the plumbing system are in accordance with the provisions of the Minnesota Plumbing Code. A copy of the approved plans and specifications should be retained at the project location for future reference. Enclosed is a copy of the report and transmittal letter to be forwarded to the project owner. INSPECTIONS: All plumbing installations must be tested and inspected in accordance with the requirements of the Minnesota Plumbing Code, As specified in Minnesota Rules, part 4715.2830, no plumbing work may be covered prior to completing the required tests and inspections. Provisions must be made for applying an air test at the time of the roughing-in inspection as outlined in Minnesota Rules, part 4715.2820, subpart 2, ofthe code. A manometer test, as specified in Minnesota Rules, part 4715.2820, subpart 3, is required at the time of the finished plumbing inspection. It is the responsibility of the contractor/installer to notify the State Health Department when the installation will be ready for a test and inspection. To schedule inspections, contact the state plumbing standards representative for your region, or call the metro office at 1-800-926-6216, or Gary Topp at 651/215-0841. REQUIREMENT(S): L 1. ~.t\o I~o -100 1. There appears to be 757 drainage fixture units discharging through the 6-inch building sewer shown on Sheet Cl. Since a 6-inch building drain can only accommodate 700 fixture units at a slope of 1/8 inch per foot (1 % grade), this portion of the system is undersized. You must verify that the sanitary drainage system is sized in accordance with Minnesota Rules, part 4715.2310, subpart 2. 2. The flammable waste trap shall be constructed in accordance with the Minnesota Plumbing Code, Minnesota Rules, part 4715.1120. The interceptor shall include: a. A minimum holding capacity of35 cubic feet. b. At least 3 feet of depth below the invert of the discharge pipe. c. A water seal of not less than 3 inches on the inlet and not less than 18 inches on the outlet. d. A minimum size 3-inch vent must extend separately through the roof. The vent must rise vertically or within 45 degrees of the vertical to a point at least 6 inches above the interceptor. The vent shall be constructed of approved metallic pipe material. . 13:35 FAX 9524710639 STONE WOOD 141001 II T01"5.]&WOOID )) :EVEJ!:.6PMElfT~ :it E tn: t1<:.N - l31i:nn:':IJ 442..0 SB:@]B.E}L][~]S lJRIVE, S:J.>E..IliG lPA1r1....K~ I~1[N 5ii)~84 9$2~471-03S4 ,'[)1FF][€E.' g:;.:?4'71.-0.a.~9 PA_X M: l{iL:l> _ ;;Jl.Of.l;7 7. :J ? /":.7 r-- /~ /? / ~~ A' R"< ,.. 'i' Ta: e;I"~/"'?/'i'7 /-~/_.....;..._,_,....~:~~_..._~#~2_. ~~ ,&';'~rr r'-.p F~1:L~ D;;r:'b,~: , 1/2412002 1 :30 Pl\1l R.'!: ;-. ....... -..r."-'.. t~H::l.: ?:!:~.a$~ ~7--'-.-'-'-~ J [I U:'c~'nt -~ - o F::;r Ritv5eW O ",.,;xs- r'>. -"'1-" .....~ I l' ..,.~. ...... _...... ',' roo.- I', :..' . .:-, - -. ". .... -- . O~:.'ln:i!~~'? ~,'3~ir. C.,rr:rne~ts~ Uf 11;~'. ~;::rO~tE'tW~') ;)t'''DlS'~r':'\I~1.''~l.~..':~ ~':;:'.11: 3!.:O-l t;~_t :;~~'~'.-:::~~gl!r;.~~"J.':'~ !:;".~:'7':'J';~ T::/..~,~"';7 :::i&~~~ ~...~, ~'t:T.~OH _, 13: 35 FAX 9524710639 STONEWOOD ~ 11;24a Duffy Engineering & Associates, Inc. 1424 2nd Street North ' Sauk Rapids, MN 56379 Ph: (320) 259-6575 Faoc(320)25~6991 Email: mail@duffyeng.com Fax Cover Sheet Attention: Charlie, Bob and Milo 'From: Ryan, Date: January 24, 2002 Re: Stonegate Apartments Fax: 952-941-5240, 952-471-0639 Number of pages to fgllow: 1 ADDITIONAL INFORMATI:ON After reviewing pictures sent by Charlie of the precast bearing condition and wood ftaming connections, the change from 4" masonry to a 8" tall 2x4 i'\ acceptable under the following conditions. The framing must be aligned with the :framing above, thus if there are double, triple or more studs for columns or mullions above there must be the same arnOW'lt of studs in the 8h tall knee wall. The expansion bolts/anchor bolt.... shall be extended with a mechanical coupler and threaded rod to provide a direct cormection ofthe 2x6 stud wall to the ' foundation. lfyou have any questions, fecI free to give me a call. 1 141002 p. 1 13:35 FAX 9524710639 STONEWOOD 141003 02 11:24_ p.2 ~ ~.~:...~.r.: ':;~~~:. ..:.,::..jf:~ .,', ... . '" ;;". ...... ,.'. . T~I:X) ~~ -r.o. ~ ~ :2 - .~:39 FAX 9524710639 STONEWOOD I4J 001 STS CONSULTANTS, LTD. TRANSMITTAL ([~ 10900 - 73n1 Av,=. N.. Suite 150 Maple Grove, MN .55369-5547 763/315-6300 FAX 763/315-1836 To: Affordable H2!t~,~ng Solutions. LLC 4420 Shoreline Drjv~,_~,..^"_...,_.,..,..^,,,_.._....,._~...._.... ..~.l?.r.iJlg Park, MN 55384 Attn: Mr. Bob Skarsden Date; _~aS(,Q..L~...."......~.. STS Project 98353 Rc: Stonep;ate Apartments Prior Lake. Minnesota We are sending the following item(s); .:::.,........ ";, . ," ',,',.. .. . '., Cb~i~~/i ,...'.,.'...,'..,,'.1/',,' .. . . '. . . ,.,...../ Boring Logs Change OrdeI" Copy of Letter Plans Proposal/Report Repair Documents Samples Shop Drawings Specifications Test Results Field Reports Other _._--~..,--,- X .',' , . ,"; ;', ..::::<.:..<:.~'~~:::?:.:..:;.i7.::;~.::;:.::.'::~ ::. .....:;:..:..:"., . . .:' .' .' " .:~" " ,'. . .:~". . ",":.;. 'i'.~'~ .': ':. '.:.::: ;'..: .' ,....,.; '..: . . , '/i::~0!;::\i-":fm~~~i;i'}',.,.,. . ., '" :',~~::'::~t::/;k::'~'::~::':'.':: '.'" .::'~S~;.';[;H :,~ ,";;:::, ;.' .; /:,<:.:;:!;.:~~'::.::!,~ '::':,'!;'.~ . ....,... ..~:," ',.1'" ,.... :":'.;, ,.:....'''.. ......'" , " ..,.....,',...".:..,','.,...:..::"-:.:....::.:: '",I)S'fe;+';i:;;;;'ii/< . ,,'.:~. :.;:.:' ; ......"............ ",' '8/2310i>>.':; _...,_......~, . .','. ,.. _.' -'.,' ..,' ,', I" :.:';.::;.);:~~:.,ii~;~;:;::;::?;:>':~:.:~..:::;>:./ Z,!f==;;;t;i~; :,::::>.::);:.::;:~:.::g;~.:.:,:>..:. .. ',' . ,. I '.,.:".;':>\>;S:.:~'.'~.~;'~.':': :'.:';:':;'.:.~::;-:,./. :.:':!.;::,.":!~::":' ".; ,..:.... ." :;''':/:::'':':~~.,,:.:/.:,;. '.' "",'."',.,,...... .... . . ..,'.::..;........;...:. ..' .". ...'. .. ,... . , , , " ' , , , , , . ..'....,. .:'. '.': .. ..... .. .. . . ..... , , " . .. .,.. .... . ... '.... . , . "'.,"" ..' . ..:.. . ... . .' .',' '" . ..,...---. .. .....,......'.. . . ...,..;. . ...' ~ ' .' ',' "," ,..~.::I,.. . .... ... ."..:...",....;.:... Remarks . : ~..' '... :"'....>,,., . .., ,'. '..'" .":';' ".. ',,'.' .' .: " " '.' " .,' :: . i .':: ~." : ".' .. , "...::,.'....,'.. . ;.' ~.....'.,...;.,'.. .. .".....".....1 ....... '" ..... .... ..... .. .. ',,;:"'.' . ., ....,...':.... ....,'......... . .......... ". .: " .::..: ". . .'~: .'IM:::' ~ ..... .... . . . .... ,,::::::;':.:;:::': 1 ::~:": ::'.: .~~> .. ..: <.'::,.,,"::,',:",':,',':',' :',: '.; '. .'. .;~.' ::; ~:":.: ;:., ';~~:',,;, . .. ...;.....;..,.. ".r' . :. :',"".~''''. .::. ::':....:..: ,,:~'::;~',:,:,.:;::-: :: :::.,: ::::::':;.:: .:::.:' '. ::.. .',.'.; ,:,::,;,'~~::'::: :"~:'/i:"';' ~..- ;::'; .......... I..~.'::.. :.. .' ._ ::,' ::::..::,.:::.::..':.~::~<<, . .....:..... ..:.......,. . .' ..,'.,: .' .::' '.:: :....:::;..;:y::.:;~-<:; :>>:~!,.:.::>",;" . ..... ..... ." . . .. .. '. t' "~" :,' . .... ......:':...~::,',.::~::...;/..~. . . ..::....:.:/.:...,:,:.,... . .' '/:'''".:':: ~;:::/::.~.;'>:~~<::.., ',;:,",':'::.:.:,,',;'..' ..... . .., .... ........:..:.......'/",... . . .",,~ <.:. ~:. .,..'. , . ': ....::~~:::.. . ,...... ,.....'. '.:...,.'.;,.:.... .......' .... .' .:..:..,'.:.:.'.:...;....':..... .. ...".... .,' ,...., .., . . . . '.': . ;.~:" '.. '. Copy to: ' ' 0635300 l:doc' /J~ qr #cr ~4 //j Af/r?~. &/'4/e. 5 Representative / Lf!~~A/ Steven J. Ruesink _~:40 FAX 9524710639 STONEWOOD I4J 002 Field M,emo ~~. STS Consultants, Ltd. from: August 23, 2001 Mr. Bob Skarsden Affordable Housing Solutions, LLC Mr. Steven Ruesink, P.E. S'fS Consultants. Ltd. Site Visit to Observe Site Grading Progress fur the Stonegate Apartments Project in Prior Lake, Minnesota. STS Project 98353 Date: To: Weather: Sunny, 850F Time: 3 :00 p.m. Re: Personnd Contacted: Wayne with Don Wayne Excavating ..- As requested by Mr. Skarsden and Wayne with Don Wayne Excavating, I visited the site today to observe excavation pwgr~ss. The north wing of the building has essentially been stripped of surficial and buried topsoil exposing primarily a naturally occurring sandy clay/clayey sand. Running through the center of the north wing, it appears as though existing soils were mined and filled with topsoillype material. This topsoil material had b~en r~moved prior to my site visit. I had Don Wayne Excavating personnel take bottom of excavation elevations using their survey equipment indicating the bottom elevation ranged from 971 feet in the northerly portion of the building to 973 feet in the southerly portion of the north wing (983.65 feel = FFE)_ Th~ western footing line of the north wing was at elevations ranging from 977 to 977.6 feet. The eastern tooting line of the north wing will be cut into naturally occurring soils. The deeper ~xcavation also exposed some fine to medium grained naturally occurring sand below the clay material on the eastern portion of the subcut excavation. Based on my visual observations, hand auger probes, and static cone p~netration (SCP) testing, it is my Oijinion the excavation bar;;e soil is suitable for the design foundation bearing pressure of 2,000 (Jsf and placement of fill to attain design grades. ,~ Ot],l;r than removal of surficial trees, nothing has been done with the west wing of the building. In reviewing Braun's geotechnical exploration, soil boring ST -1, encountered 7 feet of existing fill over a 2 foot topsoil layer. Based on my measurements, this is the only boring that fell within the building footprint. I had Don Wayne Excavating dig a test hole in the approximate location of thi::; soil boring encountering similar soil conditions. I indicated the existing fill above the topsoil could be reused as fill within the excavation for the north wing, but that the topsoil could not be reused. Another test hole was excavated approximately 50 feet west and 5 feet south of the southeast comer of the building encountering approximately 1-112 feet of topsoil overlying naturally occurring clayey sand/sandy clay. The west wing of the building will have to be cut to design grades. After removal of buried topsoil, it is my opinion the naturally occurring soils should provide suitable support for fill and/or foundation loadings, M635JOO J,doc ~~:40 FAX 9524710639 STONEWOOD flJ 003 The sub cut excavation in the north wing exposed fairly steep slopes along the west and east side of the excavation. I recommended these slopes be leveled off to provide a better transition from bearing on naturally occurring soil to bearing on li1!. This especially becomes important where interior column pads will be constructed for building support. I observed the flattening of the westerly sidewall of this excavation during my site visit. I observed that this material was pushed into the excavation and was being compacted using a self-propelled vibratory sheepsfoot roller. I indicated that I would have a materials technician stop by the site sometime tomorrow to perform field density tests and obtain a sample of material for laboratory Standard Proctor testing. We require that at least a 1: 1 oversizing be provided for fill placed below footings for this project. The only area in question would be the north footing line of the north wing. Based on available consLTuction sLaking and elevation information provided, it appears as though suitable oversizing has been provided. - An on-grade parking lot will be constructed to the north of the building. It appears as though the topsoil fill will be in place for parking lot support. Consideration should be given to subcutting this material at least 2 feet and an inorganic fill material be placed for parking lot support. -2- ~1:40 FAX 9524710639 STONEWOOD ~004 .cjLD REPORT _onstruction Technology Group ~~ ~OTE: The responsibilities and authority of STS and ST5' Fiald PersoMe! include noithor tho rosponsibilities nor the authority of the 'Compotent Person' for lhe project site as defined by OSHA Regulations: 29 CFR 1928 Subpart P.. Project Project :)To^,E" ~17:. A f.' II R.:Yrr-.. r,: rJ r:s af lolls Repon No. Day/Date _Fit mAl; ?3 - 'LLJ C \0. Wll'atnsrrremp. ' LOLJb'1 Client AFR:Jw./1r;1, 1J:[. !dGlUSIN Co SDl. UTI O~ oS f'Ju....~- Equipment ~ c,~.oI1^:t /!liJ" . q,.ZO ,4/..5(; t{:.3Q -S:OCJ R I ~~/'-''1 It"... . enta IS 'I Arrive Job TOTAL CHARGEABLE HOURS 4 hour minimum Location No. 9~353 , PRIOP. LAk..e. -~tr r(}~ER b(<jJrJli) IroNeR. , DON W~'1tJ~ J.;YCJ\\'''''TIC,.J Contraclor P",jeCI Competent Person per 29 CFR Part 1928 (Subpart P) NAME: FIRM: ADDRESS: s D o Depart Job 10 ; 2.6 Parking $ Tatal Hours on Job 1.0 o.r; . , I. 0 J. S- PHONE: Present on Site Mileage ----:12- T-:'$'el Time q.o OYES ONO Project Preparation lime Summary of technical andfor engineering services performed, including tield test data. Locations, elevations and depth are estimated. ARI?' liE!) O"/~/re;: 75 7F'\j- ~/(,. Ttt'PE: 8eo J; ~ 7() L-J tf,Hr 13 ~OJ.JrJ "t J- ~ i..~ PO()~7!) Fr 3. 5'A,./ S" /"Ie /1 CJ::Eb. ()p KE'7'URd.ErJ n "T"' C!. L 7J E'-J ,:;,;<, t.J~J Pi.,Oc.To(L. SAMPLE". 51 TC: I rJ IJFTehJoON A7 lJ :~o p, "" . 5, Ie NOf!.J~-r~fLS HiI t) ALL. (. Err FOR TrfE' DfolY, 7E-S'Te-o PILL PfrA Ceo SINcE TlI~ A.IV!. /]c!')S 1"""25 lJ€.l~...f: ur p 0 (j,.J{)~ J:'al2. 771€' SO(JIJ1 F'/'JI) --1 ANt') /If. T"i1 lire. f) ,:) () N n A r Th E tv 0 R. 'TH E'N b , lvlt f!'fi:E' 771~R.S /5' to f) I':,:t;€- ~Jr- i"", p~ OP r:1t...L" ~- .,.. .,....... .t. taFioldTBst Data i$ Estimated - Pending Final LabolafDryTesl Results Field Representative 0" .) G ~R'" II (2.pt i ~ a a . . . . . . . .r(::,w 6 .. .. , . .. . ~ ~ ~ ~ ~ ~ ..,~ ~ ; ~ " . .' " ~ ~1: :~,' ~ .' ~ .' :::: :: - . ::~ .: : : - j : : :: ~ ::.::. _: i _:: ::::. . Sito Sketch: Indicate Nonh Dositian _ornpany By Title STS Consultants LId. While. Ollia! While... Field YeUow - TIme Card C5/Dl 2Dk STS Consultants Ltd- Consulting Engineers _1.:40 FAX 9524710639 STONEWOOD I4J 005 ~LD REPORT .....onstruction Technology Group ~ "laTE: The msponsibilities and authority 01 STS and STS' Fisld Psrsonnsl include neither the r8sponsibililies nor the authority of the 'Competent Person' for Ihe pltlject site as defined by OSHA Regl.llalions: 29 CFR 1926 Sl.ItJpan P. of ~ S'-mNEG~~~A~,av'7'::S Project No. 0,'03..53 Location PR I tJt. LIJ J:. ~ Contractor Do,,.. t.t'fr-l.f2 ""'[;;CA 1/ rIl"" 1'1>'11 Project Pl'I)j$ct Competent Person per29 CFR Part 1926 (Subpart P) NAME; FIRM: ADDRESS: Equipment Rental Report No. Day/Date M(}.jt:J~'1 ~-27 WeatherfTemp_ S':h.f'" It 75"" Client A n:()4f11{1~ /;b ';Sc,.Jl.. tJlJ.~ "~,,,S1 .'~ Arrive Job / p : L/ 5' d S:L.,..Jrc O".J..4 Parking $ (; Depart Job 1/: :it? Total Hours .7S' on Job Travel Time 1.0 TOTAL CHARGEABLE HOURS 4 hour minimum TolI$ S PHONE: Mileage "..........,q ~7r Present on Site DVES DNa Project Preparation Time Sl.lmmary of tochnical and/or engineering services performed. inclUding field test data. locations, elevations and depth arril estimatgcj, - 7(X;k fE" "s,JlI /"T!:" -sT'f EM:. P(rJl.5k f"Q EI L L . ~ REs,)~ OF (u_ I IP:-f , /J"'tJ /21.7 P (" -F'" 5;;J t- r:r P E' 8R"?JI'I 7' SILl OR. C'-A't I Alo O,..)~ Fteof"j F"KCfJ V"qTION Co"",, PIJ^i'-r INItS 0"" SfnE'; .0 Field Test Data is Eslimalsd - Pending Final Laboratory Test Results 'Field Represl!lntative [)~ ,.J ~e';f ,. ~Ol Sit$ SkelCh: Indicate North Comp;any By Title Ocsition STS Consultants LId. v.n,Ue - Office Whi~ . Field Vollo,", . Time Card OSlO' 2llk STS Consultant. ltd. Consulting Engineers ~1:41 FAX 9524710639 STONEWOOD 14I 006 iLD REPORT .....onstruction Technology Group ~ ~OTE: The responsibilities and authority of STS anet STS' Field PelSoMfll inclUde neiltler the responsibmlies nor !he authority of Ihe 'Competent Person' for !he projeQt site a$ delinod by OSHA Regulatiol'lS: 29 CFR 1926 Subpart P. 7; '7t).~"m:' A P~R:TMF-)/1r Project No. Of &'3 5'~ Loca.tion ~fl ~~f: Contractor /Jo,.; t!AYNS of Project Projoct Compelsi'll Person per 29 CFR Pan 1926 (Subpart P) NAME: FIRM: ADDRESS: Equipment Renta.l Report No. DaylDate Iiiv'-'Sc.p.r ~-3o Weather/Temp. ~ P. Sv,.;~'r 77 Client Af'FfJQOiQl'ilI;' 11.:1 .IS"IN&. "'lJ.~ (1W..,9 ~2",JJ Arrive Job 2:'15 TOTAL CHARGEABLE HOURS 4 hour minimum Tolls $ 0 Depart Job 3' : go 0 Total HOLlI'S on Job t), 75' ~-q /.2-~ Travel Time Parkihg $ PHONE: Present on Site Mileage 2.0 OYj:S ONO Project Preparation lime Summary of technical and/or engineering services performod, including field test data. Locations, elevatiDns and depth are estimated. I A l2.elll ~IJ ON SINGE MON btl4 SITE' 10 CI-I;:::(Y" P(Mt.f?~. ADDrnO"'A~ F'I LL H-A 1) &E'ErJ PLA cEt) A.fI/\, . I C.iJ III l"'. r.. en R. I rI D lc,A TCO wo~ ~wo 1S6EiJ P,cra r.O,Nt- M,'l')Tt'r onl f6 ~ 30. ........- I ~s TC'n ~ J 2..L- ~o(.'.. CO,V\PAI'T1.Oo:J; R [".S"'~ I~ r:.c; tJ . K' ' (j(J SAMPL~ nF 5',1\,.,0 F'Rc:'M ~IIF.' ~Jn FILL F.2DI1 ,QNO"Thb"e S1:TE" 8,"INt~ ~.eo/)t:.\-r'( ItJ. COrl~.A(.ru\? S'T);'TEn tJD F()(tIH~(? {,.x)E'Y 'JOU1.-~ 3e' DrJ/JE BE:"FQ1?E 't:~')n~'-( ~ ~ y (j~ HE\)NE'$O~~ c1-r;: * 0 FieldTest Data is Eslima&ed. Pending Final Laboratory Test Results Sile Sketch: Indicate North Field Representative /')Wt!, "ositiDn By , ';:';ornpany Tnle STS Consulrants Ltd, White.. Office Whito . Field Yellow. Time Card lI5ItIl 2{1: STS ConsLlllant. Ltd. 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" 3 '-' ~ " 8 ,., ~~ ~ ~ ., 10: 21 FAX 9524710639 STONEWOOD III 001 :J) E II I Ii 1If - :m VI I..:J) ..~o 8BORELI.E )):B.IV:E, 8:FRIIS ~.4.:B..K., Xlf ;;~.. 951-"7I-OSS+ O:J:':E':l:t::E - 9S1-+7I-06~9 P.....X HI I.:I). #2G077.~'7 8 TO..WOOm J) EV:EJ.O:lKEI"I'E Fax TO:~4'/~ 4c// , ....--- Fax; j/y;/ ft2n ~ /" "\/"V ,,/ From:~.0 .~~.....-:r ./~/:;.? Date: 1nl2002 10:15 AM Re: cc: Attn: Pages: o Urgent o Please Comment CI!Imm.nb: ......tM"rO.EWOOJl.'JlEVELorxE..T.€OX ...L"EII@.TOlrr_OOIl.IlEWEI.O:l>MElrT_IlOH .IN 10:21 FAX 9524710639 STONEWOOD ~002 STS CONSULTANTS, LTD. TRANSMITTAL ~~ 10900 - 73n1 Ave. N" Suite 150 Maple Grove, MN 55369-5547 163/315-6300 f' AX 163/315-1836 To: Affordable Housing Solutions, LLC 4420 Shoreline Drive Spring Park. MN 5S3~4 Attn: Mr. Bob Skarsden Date: 12/31/01 STS Project 98353 Re: Stonegate Apartments,_ .J..ri.QT Lnke, Minnesota We are sending the following item(s): Specifications Test Results Field R~ports Other Boring Logs Change Order Copy of Letter Plans Proposal/Report Repair Documents Samples Shop Drawings. _._x_ ..... " Copies . ,'r;."',' ". ".~"".... .,.....,.. ..,I '.'. ,. ....'1.::.":..<. :....,.; .: :,';'. ,. ,~"." "':" :':"~':':~"":..,:':,'.' ,,' . "." . ....... " .. . .". '''. ..... ..... ," .' ~ .' , ::::D~tL(':' ~b'~beJ',';::/ ' ;..... ..':;,:D~~co~tion::' ...... .. . >" .. " ,','", .3'.,.;, '. ". . .~..>'. ..' . 'CQnc'retecoiiipre$Si~e StrenQth Te~t.;. , .' .... -" 1 ..'.' .' ..... . ..... .p...... . ..:.' . .' :"'i~ " ' :::,,: .... ...........:: .........'....::.:: . '. ;. <.. .......;.. :.:" .... .,". .' ..... . '., ~ ..... . .. .' . . ........ .' .M.... :.....,'.: .... :.., Rcmal"ks Copy to: ......--....._........~._."'."'-_.".._'--....~I--.-'....., ~ STS Representative Steven J. Ruesink D635300 L .doc ~,~ 10: 22 FAX 9524710639 STONEWOOD 1aI003 _onstruction Technology Group ~oncrete Compressive Strength Report ASTM C 39 ~ PROJECT NAME: Slanegate Apartments PROJECT LOCATION: Prior Lake, Minneosta SET NUMBER: 3 CONCRETE DESIGN STRENGTH: 3000 PSI STS PROJECT NUMBER: 98353 STS PROJECT ENGINEER: Ruesink GENERAL PROJECT INFORMATION OWNER: CUENT: Affordable Housing Solutions, LLC ARCHITECT: GENERAL CONTRACTOR: STRUCTURAL ENGINEER: SUB-CONTRACTOR: DATE CAST: 11/26/01 CONCRETE PLACEMENT LOCATION: COLUMN PADS; STALL 5/6, 8/9, 213, 27/28,29130,31 ,32,AND 35/36 MIX DESIGN INFORMATION NAME OF SUPPLIER: AVR MIX DESIGNATION: 1 MIX DESIGN STRENGTH: 3000 CEMENT TYPE: I LOAD INFORMATION TICKET: ~~Spxp203~_ TRUCK: 248 FIELD TEST DATA SLUMP: 3,50 AIR, CONTENT: CONCRETE TEMP: WATER ADDED: NOTES: '. PSI @ 28 DAYS YARD: 16 IN./ % IN. 71 F GALS, AIR TEMP: 33 F ADMIXTURES AIR ENTRAINING: WATER REDUCING: ACCEURETARD: OTHER: . ' GT.KB-1000 TIMe SAMPLED: 12:40 PM MADE BY: OWG DATE RECEIVED: 11127/01 WET UNIT WT.: DRY UNIT Wf.: PCF PCF CYLINDER NUMBER 92349 92350 92351 92352 TEST TEST DATE AGE 12103/01 7 12/24/01 28 12124101 28 TYPE CURING Lab Lab Lab CYLINDER DIA.-IN. 4.00 4.00 4.00 AREA SQ.lN. 12,6 12,6 12,6 MAXIMUM LOAD-LBS. 21180 52870 57800 STRENGTH PSI 1690 4210 4600 FRAC. TYPE C C D STRENGTH TEST REVIEW BY 000546 993150 993150 Reserve x i;@ 28 days = 4400 PSI &E8EIiaiUNaim5C 173 or ASTM C 231 A) CONE B) CONE AND SPLIT C) CONE AND SHEAR D) SHEAR E) COLUMNAR Possible unacceptable teSI result if STRENGTH REVIEW = . Sampling: ASTM C 172 (procedure may be modified as per STS procedure) Cylinder casting and laboratory curing: ASTM C 31 Slump: ASTM C 143 Air Content: ASTM C 173 or ASTM C 231 Concrete Temperilture: ASTM C 106 "';';'~-:".'::-=':""':==:::;;....,..._-::=:"~':': ;',;' .~.:.:~. ..:. . ."....M_ :-:::..: STS Consultants, Ltc:/. Date Printed: 12/28/01 10900 73rd Avenue North, Maple Grove. MN 55369-5547 (763)315-6300 ~ Mechanical PHONE NO. 3206560312 Jan. 16 2002 04:41PM Pi -- ' I ' ~,..J ~I~E~D ~.--J )D. ., i;, '---. ~ "') re:, ~(, J I., ;.=: ':" .-~.=.-: " .: ~: ,_" .._ . . N. ..._ '_ _" ~__~~~~....;;L~~-=;~"",,,,,~~~~~,:~....a:l~]i!.: ~ ..... ;[,- - ~ ::'~ ~ .: i': ~~;-~.....,::.. __ ;'; . i :,: t. : :C~ ~~; .....: ~.J :: c :2~: t p ~IC n:: :3 ~': -~:.:: 6 ...~:2~:- F2X Cover Sheet F~x: 32G-a~a-J312 . To: ~ c.......; \ Compllny: e .', ~ 0- <<:} ( ~I\QI'" Lt=..t-<, From:~.J(,Jr 1- Dnte: 1-''1-0'2- . Subject: Wr-;-~'- L:......." LVIessage: Vc.. v \ !,.. --rh~""-..::. --;t,',~ I~ -(~~ I ~<.i 'Vlc.-r,U--~ '-J'~ ,';~,-< L.,,~t... '1- ,-' (~,... ~.,' e~, ]1... (,.~ '':'' ~t,(", c~~ ~ " // p-,; (r:>.s ~,1- L..., ( ,.s~ r, 1". :rc::l (jl..d ,.J' i4.....t rU~jtl..j r~/~<-., J( C~'.... II, o J~ERD . I..:.......,..:..J Mechanical ContracTors, Inc. -ti\.'"-'1 ~ rr u fJ ~d-~. C_ KURT SAXTON Project Manager Number of page~ including this ooe: 3308 $QUlhway Driv8 St, Cloud, MN 56301 Cellular: 3<lO-290.9021 Phone: 320.656.0847 FAX: 320-65lS-031:l ~\- -' Mechanical PHONE NO. 3206560312 ]"-"-1'9'.'."-'" . Jan. 16 2002 04:42PM P2 ~ Table 14-1 UNIFORM PLUMBING CODE Item ANSI ASTM Other - CaSl copper alloy solder.jolnl pressure fittings Cast copper alloy fittings for r1ared copper tubes Wrought copper and copper alloy solder-joinl pressure fittings Copper alloy flanges and flanged fitting:s 150-300 class Steel pipe (galvanized) Malleable iron threaded fittings Stainless steel Plastic, ABS Acrylonitrile-Butadiene-Styrene (ABS) plastic pipe Soh. 40 and 80 Socket-type (ABS) plastic pipe fillings (Sch, 40) Socket-type Acrylonitrile-Butadiene.Styrene (ABS) plastic pipe fittings, SOh. BO Threaded Acrylonitrile.Butadiene-Styrene (ABS) plastic pipe fittings, Sch. 80 Acrylonitrile-Butadiene-Styrene (ABS) plaslie pipe (SDR.PR) Plastic, C?VC Chlorinat@d poly (vinyl chloride) (CPVC) plastic pipe, Sch. 40 and 80 Socket-type chlorinated poly (vinyl chloride) (CPVC) plastic pipe fittings, Seh. 40 Chlorinated poly (vinyl chloride) (CPVC) plastic pipe (SDR-?A) Threaded chlorinated poly (vinyl chloride) (CPVC) plastic pipe fittings, Soh. 80 Socket-type chlorinated poly (Vinyl chloride) (CPVC) plastic pipe fittings, Soh. 80 Bell-end chlorinated poly (vinyl Chloride) (CPVC) pipe, Seh, 40 Chlorinated poly (vinyl chloride) (CPVC) plastic pipe, tubing and fittings Plastic, ?B Polybl.ltylene (P8) plastic pipe based on outside diameter POlybutylene piping C?OI ~ TlJ fofL- LJC,V 1'*' '7 ~ Plastic, PE \ \ ~.~ Polyethylilne (PE) pla5lic pipe, (SDR-PA) 2 ::;(~ ~~~~S 1;7 v c# .\ Wv-M ~(, V,j::.- Ib q(L-'\ ~\f- Polyethylene (PE) plastic pipe, Sch. 40 ASME 816,18-84 (Note I) ASME 816,26-8$ ASM E B 16, 22-95 ASME 816,24-91 B125.1-84 8125.2-72 ASME 816.3-92 A31 2-93 A40.3-93 A 53-93a A 197-87(R-92) NSF'14-90 01527-89 NSF 14-90 o 2468-93 NSF 14-g0 D 2469-76[OJ NSF 14-90 o 2465.73[OJ NSF'14.M D 2282-89 IAPMO IS ,3.93 IAPMO IS 3-93 IAPMO IS 3-93 IAPMQ IS 13-91 IAPMO IS 13-S1 NSF 14-90 F 441-94 IAPMO is 20.96 NSF 14-90 F 438-93 IAPMO IS 20-96 NSF 14-90 F 442.93 IAPMO IS 20-96 NSF 14.90 F 437-93 IAPMO IS 20-96 NSF 14-90 F 439.93a IAPMO IS 20-96 NSF 14-90 F 443-7781[D] IAPMO IS 20.96 NSF 14.90 o 2846-93 IAPMO IS 20-516 NSF 14-90 AWWA C902.SB NSF 14-90 o 3000-93 NSF 14-90 NSF 14-90 ~ D 2104-93 D 2737-93 po~e~;':;E;"~~;::wl,,~ II~J:~; \4 156 IAPMQ IS 7-90 IAPMO IS 7.90 IAPMO IS 7.90 , d Mechani cal PHONE NO. 321365613312 Jan. 16 213132 134:42PM P3 MANDATORY REFERENCED STANDARDS Table 14-1 Item ANSI ASTM Other Polyethylene (PE) plastic pipe, Sch, 40 and 80 based on COl'1trolled outside diameter NSF 14-90 D 2447-93 IAPMO IS 7.90 Polyethylene (PE) piping AWWA C901-88 NSF 14-90 IAPMO IS 7-90 Plastic, pVC Poly (vinyl chloride) (PVC) plastic pipe Sch, 40, 80 and 120 NSF 14.90 o 1785-93 IAPMO IS 8-95 Socket-type poly(vinyl chloridw) (PVC) plastic pipe fittings, Sch. 40 NSF 14-90 o 2466-94 (Note 1) IAPMO IS 8-95 Socket-type poly (vinyl chloride) (PVC) plastic pipe finings, Sch. 80 NSF 14-90 D 2467.94 (Nole 1) IAPMO IS 8.95 Threaded poly (vinyl chloride) (PVC) plasUc pipe fittings, Sch. 80 NSF 14-90 o 2464-94 (Note 1) IAPMO IS 8-95 Socket-type poly (vinyl chloride) (PVC) plastic line couplings N5F 14-90 o 3036-73(DJ IAPMO IS 8-95 -+ Poly vinyl chloride (PVC) plastic pipl!l (SDR-PR) NSF 14-90 02241-93 IAPMO IS a-95 Joints for IPS PVC pipe using solvent ~ment NSF 14-90 o 2672-94 IAPMO IS 8-95 Poly (vinyl chloride) (PVC) plastic: tubing NSF 14-90 o 274o-Sgfl1[D] IAPMO IS 8-95 Poly (vinyl chloride) (PVC) pressure pipe NSF 14-90 4 in. to 12 in. (100 mrn to 300 mm) for water AWWA C900-8S IAPMO IS 8-96 Water Distribution Piping - Above Ground Welded Copper water lube 8716-93 IAPMO IS 21-89 Copper alloy sand casting lor general applications 8 584-93b (Note 5) Seamless copper pipe 8 42-93 IAPMO IS 3-93 Seamles$ red brass pipe 8 43-94 Seamless eopper water tube B 88-93a IAPMO IS 3-93 Seamless and welded copper distribution tube 8641-93 IAPMO IS 3-93 (Type D) Threadless copper pipe B 302-92 IAPMO IS 3-93 Cast copper alloy threaded Iittings, 125 and 150 class ASME 816.15-85 Cast copper alloy threadless fittings MIL-F-1183 H(1 )-83 [D) Cast copper alloy solder-joint pressure fittings ASMe B16.18-84 (Note 1) IAPMO IS 3-93 Cast copper alloy fittings for flared copper tubes ASME 816.26-88 Wrought copper and bronze solder-joint pressure fittings ASME 816,22-95 IAPMO IS 3-93 Copper alloy flanges and flanged fittings 150-300 class ASME B 16.24-91 Steel pipe (galvanized) ASME A 53-90a B38.10M-8S A 120-84{D) Malleable iron threaded fittings (galvanized) ASME 616.3-92 A 197-87(Fl-92) Grooved-type mechanic:al couplings and A 47-93 fittings for steel pipe A 536-84(R93) Ductile iron pipe centrifugally cast in metal or AWWA C151/ sand-lined molds A21,51-91 A 377-89 '57 .d Mechani cal MANDATORY REFERENCED 8T ANDARDS PHONE NO. 3206560312 Jan. 16 2002 04:43PM P4 Table 14-' ANSI ASTM other Item Polyethylene (PE) plastic pipe, Sch. 40 and 80 based on controlled outside diameter Polyethylene (PE) piping Plastic, PVC Poly (vinyl chloride) (PVC) plastic pipe Sch. 40, 80 and 120 Socket-type poly(vinyl chloride) (PVC) plastic pipe fittings, Sch. 40 Socket-type poly (vinyl chloride) (PVC) plastic pip~ fittings, Sch. 80 Threaded poly (vinyl chloride) (PVC) plastic pipe fittings, Sch. 80 Socket-type poly (vinyl chloride) (PVC) plastic line couplings Poly vinyl chloride (PVC) plastic pipe (SDR-PR) Joints for IPS pVC pipe using solv9nt cem"nt Poly (vinyl chloride) (PVC) plastic tubing ~ Poly (vinyl chloride) (PVC) pressure pipe L-V" 4 in_ to 12 in. (100 mm to 300 mm) for water Water Distribution Piping - Above Ground Welded Copper water tube Copper alloy sand casting for general applications Seamless copper pipe Seamless red brass pipe Seamless copper water tube S~amless and welded copper distribution tube (Type D) Threadless copper pipe Cast copper alloy threaded fittings, 125 and 1 50 cla$$ Cast copper alloy threadless fittings Cast copper alloy solder-joint prlilssure fittings Cast copper alloy fittings for flared copper tubes Wrought copper and bronze solder-joint pressure fittings Copper alloy flanges and flanged fittings 1 50-300 class Steel pipe (galvanized) Malleable iron threaded fittings (galvanized) Grooved-type mechanical couplings and fittings for steel pipe Ductile iron pipe centrifugally caslin metal or sand.lined molds -- NSF 14-90 AWWA C901-88 NSF 14-90 02447-93 IAPMO IS 7-90 IAPMO IS 7.90 NSF 14-90 D 1785-93 IAPMO IS 8-95 NSF 14-90 o 2466-94 (Note 1) IAPMO IS 8.95 NSF 14-90 o 2467-94 (Note 1) IAPMO IS 8-95 NSF 14-90 o 2464-94 (Note ') IAPMO IS 8-95 NSF 14-90 D 3036-73[0] IAPMO IS 8.95 NSF 14-90 D 2241-93 IAPMO 1$ 8-95 NSF 14-90 o 2672-94 IAPMO IS 8-95 NSF 14-90 02740-8981[0] IAPMO IS 8-95 NSF 14-90 AWWA C90D-89 IAPMO IS 8-95 B 716-93 IAPMO IS 21-89 B 584-93b (Nole 5) B 42.93 (APMO IS :3.9S 8 43-94 B 88-93a IAPMO IS 3.93 B 641-93 IAFMO IS 3-93 B 302-92 IAPMO IS 3-93 ASME B' 6.15-85 i :f ,I ASME B 16.18-84 (Note 1) ASME B16.26-88 MIL-F-118S H(1)-83 [0] IAPMO IS 3-93 ASME 816.22-95 IAPMO IS 3-93 ASME 816.24-91 ASME B36.10M-S5 ASME 816,3-92 A 53-90a A 120-84[0] A 197-87(R-92) A 47-93 A 536-84(R93) AWWA C151/ All.51-91 A 377.89 157 PHONE NO. : 3206560312 Jan. 16 2002 04:43PM P5 ....'.....'.J'.''.,,/_...).. il._~ tt.lJ..r~!..~t.J'::l:'-'::AL - ..- :::-T~:~~<l~~l~ -)h> -/;'~$1:":'- J~M~Co.,Inc. . ~ 9 PEAc:HTUJUm.LRCAn t..MNI3S1"CN. NaW mRSE.y 07tl:i9 1'I!I:.: 0.0 1) !3~ 1633 d Mechanical ~~ ~ ( S'ue artJ~ P.....ure PIpe '1"W1N 01TY WlNDust1UAJ.. co, 79~ PoweU Ilaad. Soo~ ~. MN 5P43 Th . _3:,.010 . s~ificatlQn wtth Whlch J-M Manufactu ~~ JI manuf.acEunld designates general requirem""ta for unp . onyt d1tarld8 (PVC) plastic c:lasa water pipe with Integral bell and spiFf Jolrnl for th. conveyance ~ ~i\t.r and otruilr fluid.. . Materja18 /~..\. . Blu. SNte pipe m..ta the requl...menbs QY/the American Water Worts AasoclaUl;;o water dl.trlbution .tandard AWWA C900~ The ~VC C II C~U8lftcCltlon Ie dat&1ed und.r Asn.t D17r ..124.54B. Pressure tattngs ci d'monsio" ratJos .,.. u follows: ' ::' , ~ WoridftO " ~"'..J....' DR ,~"""~ '.~ a_1m ~ 1~ ~ era. , 50 18 pill . , " 0_200 14 ~psl ::. s:: BM. plp~, 18 suitJlbl, 1~ UIIB 88 P~~'.'~lt. The bell ccn.i$~9f*, ' Irrta;ral wall ..=tiol\ WIth . fKtQflJ IMtalled, said cr05ll section elastornerlc ri{l; to allew for expansion and ~Nc:stion at eactt Joint. ~ , ,... C", ADql!r4lbte SDtlCifl~'0t'J8 ' ,'; All cJasaes of Bk.I. Brut. p.......... .,.". are UL. llated for water maIns a. wal,!: ~s tieing luted an,d certified to ~I?~SF 9tarldard '1. Class i 50 IU1d 200. p.~~ ate listed for oritlcal use in fire4lnlll.,a are FIM approved. ' .';:S- ".r j,;; , . ,. Joint DesICll'l ," ;:,1:., Blue Brute's jamt desiGn meets AI7M 03139 peJtonnanae t..tlng "qulrvm."~. with which ti1e elastcmerlc rfno I. ~red in 06fnpli8hi:8 wtttI ASTM F477:X ' . ,.... . .,; .~. ~...;" , :'~,:_'~.:~::~f;,', ' -::1 ~i C. 'toft C.o. .. , , . ..... ~ , AvallabWlln 4",8",8.,10. and 1r ..... Blue 8~.Ciu;'be cont'leOted dil1lctIY Into cast iron and duodJe Iron _rtgI ..whOUI Jldapt.... or oampliceted p~edurG8. HYdro Te8tln, ' ' , ' ,,'. Each MOtion of pipe with integral bell hu bHn t.etect to four times the p,...~ur. clasS for a minimum of 5 MOOn~ _ a matter of routine quality oClntrol t..ting. !lundai'd LaVina L,.,.. Starld.rd laying lengtha .,.11 be 20 feet (~ 1") for all eizea. (.) 2'\::n 18. ~z Nt;.t 'tJad l.U $f~l Gft5(~ ~ ~{Lb~' ~~ ~ r7~ \ \' oo~<O .d Mechanical PHONE NO. : 3206560312 Jan. 16 2002 04:44PM P6 r- I ~ .~~: ~';J ';";:':':':,:;;:'='3: 'bI '-- ~~v:"':;!_:'~'~?:~' AWWA C-9DO PVC WATER PIPE Clt.AIiNSIONIi ANQ PA!JDeUA! CLASSES r:cR DIMENSION RATIO (DR) PVC 1 ,~O PIP; WrTH CAST'I~ON-"'P~EQUiV~NT 00. -, ~f' r:'.'~.;~ :~::~Jl J!.' :5/.2Z!C"~ - ! I I I MIrIl,"~ I I i I 'r La)'lroQ OutlAid. WIIJI i W.l;Plt I TNeldallCl I ~!I. uli"".ftlr T<il.nal'lllW I Th~ I 1'01_,.,... I LI!~~ Il'DlIftdll i Pi_a .....d!. ! "'QQ!Bg. I Ollar- i 0I1'i (F..u i lif'1etlN) I iI~CI\ll$) I ~11'1C.'lH) {il"lllfl_ Mlall i Suhdlll Tt'..IdQCAd PiQdoN I ....,00 :2,5 z~ 4JIOO =0.001 ! o.tl2 I .:.o.au l~ ! :S3 Ul 1ft; ~ s.ai:lC 1 I r 25 --. 5"., CD .ilQ 1:.900 :::!leI! 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" JU T.2SC I I I '011 ;; I r .. !I".zoo 'do 20 ! aoAO I ~.O" ~ 4'CI.aTa 11.7'1 2C! 6 ! 200 I .-1.000 I ! i HI 8 , 1O"-Zoo I 1. atI I 1,.1DQ I :aQ,CI1 5 ' O,7a ~ , T." 1 ':I '2 I 14lt T ~,18C I 12".200 I ~, i 20 I , :!.2OC ~.OHi .:l....., +Q,11= 28.04 I . I ,I.a I it i ' .Iea ! I I I 4 2.4 , i I I 8 6~E I i I i ! :I i 2~.'ii I -PPnaw'W c:.......,., ~_1Il ... (fIINNJto <>toO &- Ul 1 'TruddaM _1M Mllowel' dd8 tD .-11M imll& ---.-J MEETS DR !XCEEDS ALL INDUSTRY 'TANDA'U~I AND SPECIFiCATIONS. ",...1_ p1,.lIItrIlIlM"0l'l1.l\wlIV1n F'IIC-mll'lllll1UllICtn ._cl..ItAouOfl el 12~a; ,,,. .......... ~......"~,,.... (HDBlI8tIIlII Is Io,CCQ JDI U 1U'F. IN''C!.1 ~"A 8tand8td T'i'le..... .... filawtll 1)t.,lIlQnCadlll lAIC ',:l0. /~ vi: l I V TW1N crrv WINDtJ8TlUAL co. 1820 Pow.U Road RCIpIdzr... MN 59343 PH. 812.9=-:1-5080 FAX G12.9SS.5881 01/10/02 THU 08:43 FAX 612 425 3428 HANSON SPANCRETE MIDWEST ~OOl Fax message .0. ... .0. Hanson This fax message is confidential and intended for the addressee only, If inc;orrectly received, please c;ontact the sender and return in the milil to the ilddress opposite. Hanson Pipe & Products, Inc. North Central Region Spancrete Midwest P,Q, Box 1360 Maple Grove MN 55311 Phone 763 425 5555 Date January 10, 2002 To Bob Skarsten Company Stonewood Development Corp. Fax 953471 0639 From Vanessa Stockard Fax 763 425 3428 Job j Stonegate Apartments 13220 Subject Grout at ends of planks Pages 1 including this one The grout by others shown in details 1/3 and 2/3 of our shop drawings is not required for the structural integrity of the precast plank. V7sa s. tocka~ V p,,- ,,:?A Project Engineer Reul!Otered in England No, 488De7 Regi~tcrcd Office: As abovo 1 Jan 09 02 05:15p p. 1 Duffy Engineering & Associates, Inc. 1424 2nd Street North Sauk Rapids, MN 56379 Ph: (320) 259-6575 Fax: (320) 259-6991 Email: mail@duffyeng.com Fax Cover Sheet Attention: Charlie, Bob and Milo Ron Quast (763-425-3428) Fax: 952-941-5240, 952-471-0639 From: Ryan Date: January 9, 2002 Re: Stone gate Apartments N umber of pages to follow: 0 ADDITIONAL INFORMATION Hanson-Spancrete and the owner has requested that the solid grouting at the dowels that connect the precast plank to the foundation wall be omitted. In our opinion this solid grouting is also in place for the fastening of the wood wall plate above as well. If the framing contractor will be fastening the wall to the plank at the webs, the solid grouting can be eliminated. The other issue that was raised is the frequency ofthe dowels at the rear of the building (where the grade extends above the floor). The precast erector feels that the spacing should be 2' on center instead of 4' on center at this location. We agree that the attaclunent should be increased at theses locations. If you have any questions, feel free to give me a call. 1 .~ . . _ -A .... . r ... ~. .11I .6 .<iII ..", , do .' - . . . d I . .' . <dI , . ~ >J1r;1 ( r:;{p ./ /0 ./ if l./rO . \ \ li'&'b . f /\ ~ From Charles Radloff "952941 5240 Fri, Feb 8, 2002 Charles ]. Radloff · Architect February 7, 2002 Milo Lowe Stonewood Development llC 16155 Tower St. Prior Lake MN 55374 Re: Stonegate Apartments -Permit No 01-674 Tower St. & Toronto Av Prior lake, MN Subject:: Elevator shaft walls Dear Milo, During on site job inspection. Wednesday February 6. 2002 it was brought to my attention that changes were being made to the construction of the elevator shaft walls, I observed strapping being installed at top of first floor framing wall plates to tie the two separate gypsum and wood stud wall constructions together. I also observed that rim joist were being added, (in place of the short stud walls as drawn) to make up the area of the floor space. V\lhile the change to rim joists is not necessary this construction. it will be accep1able as field conditions require. The addition of the rim joist provided an opportunity to lag bolt the separate shaft walls together and I was informed that the building inspector ordered the framing carpenter to lag these walls together and add the strapping. Build the double wall assembly as drawn, per details 4/A-14 wall type H, 21/A-15, and 15188, without strapping or lag bolts. These proposed changes in the wall construction affect the sound transmission characteristics of the wall assembly. It is the design intent to isolate the elevator machinery noise from the rest of the building frame by the use of a 1" airspace. Please be advised that changes to the signed and certified drawings that have been approved and stamped by the building inspection review are NOT allowed without written approval by the Architect or Engineer of record. I value your opinion and I am always open to questions from the field on any condition that appears inconsistent with sound construction practices, or that needs clarification. Please call at any time, I will respond ASAP. Sincerely.e Charles J, Radloff Reg. Architect MN No. 10654 CC: Ryan Seavert, Duffy Engineering Bob Skarsten, Stonewood Development Bob Hutchins, Chief building Inspector City of Prior Lake 7805 TELEGRAPH ROAD. SUITE 220 . BLOOMINGTON. MINNESOTA 55438.952 -941-1667 3:00 PM Page 2 of 2 d~U 13:16 t~ 9524710639 STONEWOOD ~OOl _/1~/02 w.BD 10:04 FAl 952 829 4733 IWt'l'LEY SALES IfJ 001 BARTLEY (!).. Sciles Company Inc. BUILDING SPECIALTIES -- SBterl ,. 6509 CAMBRIDGE S'rR1ifiT MIIIINaAPOLtS. MINNESOTA 55420-4401 P.O. eOX:z803B . ,"ONS lJ29.GOCn FAX; (81~) 8a-4~ DATE: .D-I3-<?a- BAR11.EY. S COJI'T1tACT., __ COYElt SHEET SUBlIDTAl __ cST6eoe: G.7t! ()&__~,- 8 T$ll .tifc,G $#III1! T.Ih./ .s~ 8'#llr~7:S Pllzon. ~".rfC. ",."A/ ,- SB:TIOI MFaR: OUANITY /IIL .I0S',;;J;L. ;:"A~ ....~,~.v_........,.;. Cll;lJlI"NIIIJ~ ~ l.. .r#tHJS71j:r~ ITEM , At ~~~"'ffWD. ITEM .....e-...,..~ ~41'eo cA)8:TJU'#.i-- ... ' tJQt.e... oP~ ~Q J&t-')I( d~ Y& 1( 4t .". /lfJc>>'T I'J'" ~S.:. ISo.. ~ 70 ,e>>P 01: Clte,..,..,..- /& C~Mk:' '''c ,FTA~ ......#,.-r~.-s.J.l''''t 1;1 ;u: c4IJ-".-."q ~ w4'~ /"'NI"""~ 1 ''010:0':::':._: SAlES U!' DISTFlIBUTOR: .BJtRTI.'" S49a~ MODEL NIJMBS'.l:: C6.f1--#~ )D e. ~ It:. ff!W .10): J.I .t'AA II~Z4'IlUISJ" .- ..&. 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'''' 11l1a, ..... ton. ........ -. -. lIMa. 2OiI:I, -'lMJ1e. ... -.... ......... 40"" ..-. -. 401.. "OIa UD4038 4 ,/y- ~UQ ~U.~U rAA VO~~/~VO~~ ~~UN~WUUD 1'IELD REPORT Construction Technology Group It! 002 ~ NOTE; 1M mponaibiIIties arld aut/1QriIv ot 81'S and STa' FI8Id Ptr.Kmn8I include n8llhorlhe teaponsibilliH norlhe aulhority of the 'Compelllnt PonIon' ' for the project slta aadefined by OSHA~ 28 CFR 1926 tipart p. of Proj~ S7:A./Er:: fliT .A P,llR:rM ~Jt/'fS No. q~553 PR..IO e !-AK;::- Repon No. DaylOate ~ f I);:" 2 - I WeatherlTemp. CHent Project l.ocation Contractor ~=~ment 2.2.:>" I TOIls $ tJ Parking $ 0 Mileage hO ~Comper.nt Person per29CFR Part 1926 (Subpart P) : NAME: AAM: AOORESS: ONO Project Prepanmon TIme Arrive Job /D:/S" TOTAL 10:45 CHARGEABLE Depan Job "OURS 4 hour minimum T Q~ Hours O.'S on Job I.y, 2.2~ - ,-'" . Travel lime O,2S I..ccarlans. elevations and d$plh are 1ISIirnrd:lId, PHONE: Present on Sl1e OYES Sl.ImmaJY of ttchnicaI 8I'\4Ior engineering :services performed. incJuclng field last daIa. kSiF:f) ('''/'I: Pit C Tr 0 tV "I=" I tV 7&:.1 in!, ll.iJOM . AR~ lht<; 5EJ9t..ED OFF F/2.0#'J PL.{,)M(JIAJ~: i7t.~NC1-l f3IiCkFIl..t. IN !I1eCHA""CAt,., ,- PJc...4 . / i) IL r-, 5"<6 o. J./(;-A -rt:=R. "ItS ($tlJW# s:~"'O , [Of"! PACT7(}N TJ.U;; r.Jt/n'" OJ '= @.t 8 tllirl)l rJ t; IN A" (... SO ~ fit 1) IltlNI'I/JtJ6. AT I1PPJ<:;'I're FiliI) t11=' Rt/I,O/~r-.. s"IL 'i':Pc "./ItS l7!A("f: Cl..Il"t. nAC~ ~f.IIVc'-. S,'L Tf5'MPC1lA7J.JrU:- &.In'!;" DCP TFS7- I/II()/CR re~ A Dr;;Ou'ATb (ifE'AR./JJ {". WIIS 96/., ~ JI_aM- S'iA?E,JbTH IS" exPecTeD. ~-..~..... ..... ............ ~~..... ..... .....-............... .. .. .. .. .. - .. .. :. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. . .. .. .. .. ...".. . .. h __ _..._ '" ..... ..... _ _. . .: : ':; :_~. .. .. .. ..;.. ..' ,,_... .. _.. ... .'.. .. .. .. .. .. .. .. ... .. .. .. .. .. .. .. .. .. .. ... .. .. .. .. .. . .~ , .. <. .. ,. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. . .. .. .. .. .. .. .. .. .. .. .. .. .. ... .. .. .. .. .. . .. .. .... ., .. .. .. .. .. .. .. .. .. - .. - .. .. .. .. .. .. .. - .. .. .. .. .. .. .. .. .. .. .. . .. .. .. .. - .. .. · C FIeldTfjt Data is e.tfmated - P8nding finalLsbonltofyTesl ReeuIIs r;:-..Id Representative Position Co~ .. .. . .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. ... .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. SIte SbMI:h: Indic:afe NorIh BY~ ~J . Title' hcV( 5161Nf!!?r.l- ; STS Conutan. Ud. Whi\llt - OfIioe White . FI8/d YelloW -1lme 0aId llSI01a STS CansultaJrts Ltd. ~Engineera .. ~f u"nl~ ~l): 4tl l"AA, lIo",4--/1Utl39 STQNEWOOD WI 001 ST~CONSULTANTS,LTD.TRANSNUTTAL E.~ 10900 -73"' Ave. N.. Suite ISO Maple Gnwe. MN 55369-5547 763/315-6300 FAX 763/315-1836 To: Affordable Housing Solutions] LLC 4420 Shoreline Drive _Sprin!:~ Park.. MN 55384 Attn: M~. Bob Skarsqen Date: 02105/02 STS Project 98353 Re: StoneRate APMtments Prior Lake.. Minnesota We are sending the following item(s): Boring Logs Change Order Copy of Letter Plans Pl"Oposa.lJR.eport Repair Documents Samples ... Shop Drawings x 'X 'Specifications Test Results Field Repol1S Other :. .::: ~~~~~.!.-; : :... ....:...;..:.- ~. 5,:. . ..' . : : .)>. " ...-.....- ._~-.---..... . .. . ...-.. w. ., " , , .. : " , : : ,. : '. . ~ ',~.. :...; , . , . .,' . . . . ~ . "-' '-... -- ~ ...- ..---..... ... " -.. -.- ,---_. ,....,._-- .......~_... ',~~ -- '..:...:.::':.::' .:...... . , , .. .N,"." .., ...._. ..'".. -'.~--::..-.-.:.' -- .-:"", '-'~_.' ....: .' ..- :.". ". ., "," - Ul:~"p p.l Duffy Engineering & Associates, Inc. 1424 ~ Street North Sauk Rapids, MN 56379 Ph: (320) 259-6575 Fax: (320) 259-6991 Email: mail@duffyeng.com Fax Cover Sheet Attention: Charlie and Milo From: Ryan Date: February 12~ 2002 Re: Stonegate Apartments Fax: 952-941-5240, 952-226-1241 Number of pages to follow: 2 /- ADDITIONAL INFORMATION The concrete contractor has requested the use of fibennesh reinforcement in lieu of the welded wire fabric as specified. This change is acceptable. I am also enclosing a few revised sheets of the framing plans to correct typographical errors. If you have any questionst feel free to give me a call. ,,- Co 01:24p p.2 ~.. -:z ! ! ~ 1 r I" ,Iti t Ihl)' ft"lltil f hit i i ~ I! ~~ ~ ~i ~ ~~ ~:Ii :10 =- : -- oc .-. ... .... .....-- . .~:a!...' ...... ,....,-; w =::::. u.J...... ~- ~~:--: "........ ~.... :tEE ,. "ONlTUr G .u:u~a p.l Duffy Engineering & Associates, Inc. 1424 zn Street North Sauk Rapids, MN 56379 Ph: (320) 259-6575 Fax: (320)259-6991 EmaiJ: mail@duffyeng.com Fax Cover Sheet Attention: Charlie and Milo From: Ryan Date: February 7, 2Q02 Re: Stonegate Apartments Fax: 952-941-5240, 952-226-1241 Numbe~ of pages to follow: 1 ' ADDITIONAL INFORMATION Here is a revised lintel schedule showing some changes to the COlll1ection requirements for the L VL lintels. Carriage bolts may be substituted lithe meet ASTM standard A307. On a side note the joists on the NW corner and the SE corner of the south wing are shown at 12" on center, but called out at 16" on center. These joists need to be installed at 12" on center as drawn. If you have any questions, feel free to give me a call. - _u:09a ( p.2 LINTEL SCHEDULE J MK SIZE S=STUO JAMB: T=TRIMMER (UNLESS NOTED OTHERWISE ON PLAN) 8" MIN BRG EACH END 8" MIN BRG EACH END ML 1 8" DEEP eMU LINTEL W/ (2) #5 CONT BLl L 4x4x1/4 SL 1 NOT USED SL2 W16x31 WITH 5/16" BOTTOM PLATE SL3 W8x15 WITH 5/16" BOTTOM PLATE L1 (2) 2xlO L2 (3) 2x10 L.3 (3) 2x12 L4 (2) 1 3/4"x9 1/4" LVl L5 (3) 1 3/4"x9 1/4" LVl L6 (2) 3/4"xl1 7/8" LVL L7 (3) 3/4"xl1 7/8" LVL L8 (3) 3/4"x14" LVL L9 (4) 1 3/4"x18" LVl NOTE: 1. LINTEL DESIGNATION WITH * INDICATES LINTEL IS ELEVATED INTO TRUSS/JOIST SPACE. 2. 1WO PLY LVL MUST BE NAILED TOGETHER WITH .3 ROWS OF 16d COMMON NAILS AT 12" CC. THREE PLY LVL MUST BE NAILED TOGETHER WITH 3 ROWS OF 16d COMMON NAILS AT 6" OC. FOUR PLY LVL MUST BE BOLTED TOGETHER WITH 1/2" BOLTS AT 12" OC T&8 STAGGERED, TOP AND BOTTOM ROWS OF NAILS OR BOLTS SHALL BE LOCATED 2" FROM THE TOP AND BOTTOM OF THE MEMBER. 8" BRG MIN SEE 10/S7 8" BRG MIN SEE 14/S7 2S. 1T 2S, 1T 25. 2T 2S, 2T 2S, 2T 25, 2T 25, 2T 25. 2T 2S. 3T ~ Project No,: 01252. I hereby certify thot this pion. speciftClllion STONEGATE Dote: 02-07-02 Of report 1108 pl'epoted by me Of under my direel super.isiQl'l and thot I om 0 duly Drown by: MOH . ENGINEER under the IlIw! of lhe APARTMENTS slale MlNNE i\ DIFFY ENCII'<EElINQ Chec:ked by: RJS AND~INC. Revisions PRIOR LAKE, MN _._.- 142. 2nd SlrMI NarUl No. Dote Oescn lion _ ~ UN :l6J711 Phone: ~59-6575 02-07-02 13750 SK-4 OF" 4 fax: J.2O 259-6991 Emait ' fyen<,J.com Dote License No, ;':';::;':;~-. :g.:--:-]. :~:::::::~'':' -~::~:?~} ~1;! - 16:15 FAX 9524710639 STONEWOOD OS 02 12:10p Duffy Engineeri~ & Associates, Inc. 1424 r Street Na1h Sauk Rapids, MN 56379 Ph: (320) 259-6575 Fax: (320) 259-6991 Email: mail@duffyeng.com Fax Cover Sheet Attention: Charlie, Bob and Milo Bob Hutchen (952-447-4245) Fax: 952..941-5240~ 952471..0639 Number of pages to follow: 1 From: Ryan Date: February 6, 2002 Re: Storiegate.Apartments ADDITIONAL INFORMATION Afte{ reviewing p~ sent by Charlie oflhe precast bearing condition and wood framing connections. the change from 4" masofllY to a 8" tall 2x4 is acceptable under the following conditions. The framing lDU5t be aligned with the ftaming above, tluJg if there are double, triple or more studs for columns or mullions above t:he.n= must be the same amount of studs in the Ir' tall kDee wall. The expansion bolts/anchor bolts shall be extended with a mechanieal coupler and thteaded rod to provide a direct connection of the 2x6 stud wall to the foundation. The framing is as done with treated bOttom plate at the 2x4 and 2x6 wall as long as the Contlactor installs insulation between the 2x.4 studs and the 1 IgJUUJ. p.l -1 .~ ': : ." .... .~. '. . '-,' .......... ....J'.. -- ~u:~u ~AA U~l41~UU3U 8'1 'Ul'iliWUUV ....6 D2 12i10p FebruaJy 6. 2002 precast as a moisture bamer. If you have any questions, feel fu:e to give me a call. . Page 2 2 IgJOO~ p.2 02/06/02 WED 15:53 FAX 9524710639 STONEWOOD It! 001 . .... ~1OllI . , NSULATI'ON {'. 4124 - 83rd Avenue N. · Minneapolis, MN 55443 · (763J 535-7353 ~l: ,.: ", -' , . ~. ..; :', , :: ~ :. . ,.: :. . m ;.:.~ '; January 31. 2002 ....: Wi r,j "::'''' TO ALL CONTRACTORS ! " " , : '.,: .,' . i.: .~ ";.,.' ~. " ,:.' L- : RE: Draft Stops & Fire Stops f.;": ~ ):.~" V. ?" :", . r. ::..'~ i: ... ~ . ' ;' :,' . BUilders Insulation cannot take the responstbUity for installation of rigid draft stops or fire stops. which mayor may not be required by the city building inspectors. I I I I -" " " F :', ~' ., TO A VOID SCHEDULE DELA YS. this work. should be done by your framing carpenters at the time of framing. This should be done to satisfy e.vel}l city inspector. [. OUf recommendation for your framers is to use OSB. plyWood. or sheetrock - NOT fiberglass (which is not a draft stop) or rigid foam board (which Is not a fire stop). This is for ALL draft. stops and fire stops. :." " Please call us if you have any questions and we will discuss this further. f ,', {": v Sincerely. BUILDERS INSULA llON Sales and ScheduUng ;'" ~. ~ :. . " > ',' " :- . , :., I ...l " . :,. :..,' r ~~. . ~',: .. '_M.... . ~: . ..... ., M : " 01/21/02 MON 10:50 FAX 9524710639 STONEWOOD 141002 STS CONSULTANTS, LTD. TRANSMITTAL ~~ 10900 - 731~ Ave, N" Suite: 150 Maple Grove, M'N j:5369-S547 763/3] 5-6300 FAX 763/31 j~ 1836 To: Af[ord~ble Housing Solution!';, LLC 4420 Shordine Drive SDrinI.tJ~ark. MN 55384 AUn: Mr, Dob Skar$den Date: 01/14/02 STS Pruject 98353 Rc: Stoncgate ~partments Priorl_ake, Minnesota We are sending the following item(s): x Specifications Test Results Field Reports Other Boring Logs Change;: Order Copy of Lcncr Plans ProposaIlRep,)rt Repair Documents Samples Shop Drawings : .' ;,;.::..:.::..' .: :.: '~'.":.,'.::'7'::::' ":",:, , " ~.' ';',- .. ,,":. ,', ., ".....,.. , " ':.':" ,,'.':'~<:,; ",".," ,,",. '". Copies Date Niilnber"" '." .....'. .' 8'" . '" "...... '-,", . ,,' ,', :~. , :'" . .," .', ,', . ,,". , .' '. ..:........ toncr.ete~C'6iri~'resslve'StreriClth,,'Tesf': .. :.':""::':':.;'::::" . . .... ':... 4;:5 ." .... . ..'...., :', ; , ........:.. . ...... ........ . ...n....:....:........ '..'..n'....:' ......:.'..,. ...*' .',.".... .. ,":'.;.:. , ',..':... ...,..:.... . .... ..' . '." . ..... ......,...... -.' ..... .' :..' ','.'.'." '. .:*/...."'.."..". .';,:".: " .. . ,'" .". , ....'...,. Remarks , Copyi:.::.: ~^- Steven J. Ruesink STS Representative D63S300 llltll; 01/21/02 MON 10:50 FAX 9524710639 STONEWOOD tal 003 STS Construction Technology Group Concrete Compressive Strength Report AS:rM C 39 [~ PROJECT NAME: Stonegate Apanments PROJECT LOCATION: Prior Lalc.e, Minneosta SET NUMBER: 4 CONCRETE DESIGN STRENGTH: 3000 PSI STS PROJECT NUMBER: 98353 STS PROJECT ENGINEER: Ruesink GENERAL. PROJECT INFORMATION OWNER; CLIENT: Affordable Housing Solutions, LLC ARCHITECT: GENERAL CONTRACTOR: STRUCTURAL ENGINEER: SUa-CONTRACTOR: DATE CAST: 12/13/01 CONCRETE PLACEMENT L.OCATION: F5 & F6 28 DAYS LOAD INFORMATION TICKET:~~~~e~p1 096 TRUCK: 210 FIELD TEST DATA SLUMP: AIR CONTENT: CONCRETE TEMP: WATER ADDED: NOTES: MIX DESIGN INFORMATION NAME OF SUPPLIER: AVR MIX DESIGNATION: 1 ----- MIX DESIGN STRENGTH: ~_OOO....~~L.~ CEMENT TYPE: I YARD: 70 1.00 IN. 1 IN. % ._.._,,-,.~~.!-'- GALS, AIR TEMP: ADMIXTURES AIR ENTRAINING: WATER REDUCING: ACGEURETARD: OTHER: TIME SAMPL.ED: 2:00 PM MADE BY: JRM DATE RECEIVED: 12114/01 WET UNIT WT.: DRY UNIT WT,: PCF -- PCF GT,KB-1000 C'iUNDER TEST TEST TYPE CYL.INDER NUMBER DATE AGE CURING DIA._-IN. 89035 12/20/01 7 Lab 4,00 99036 01/10/02 28 Lab 4.00 99037 01/10/02 28 Lab 4.00 99038 AREA MAXIMUM STRENGTH FRAC. STRENGTH TEST SQ.IN. L.OAD-LBS. PSI TYPE REVIEW BV 12.6 36250 2880 D 993150 12.6 73880 58S0 E 12.6 75790 6030 E ReselVe :X.@18 days = 5960 PSI , I GiES6RAJlLMSlUC 173 or ASTM C 231 Al CONE B) CONe AND SPL.IT C) CONE AND SHEAR D) SHEAR Pos5ible unacceptable test result jf STRENGTH REVIEW = * Sampling: ASTM C 172 (procedure may ba modifilild a$ per STS procedure) Cylinder casting and laboratory curing: ASTM C 31 Slump: ASTM C 143 Air Content: ASTM C 173 or ASTM C 231 Concrete Temperature: ASTM C 106 EI COLUMNAR .. ........._....~~~T"'....-:'::-.~::rIo. ..-..----_.~..:....~....... . STS Consultants, Ltd. Date Printed; 01/14/02 10900 73rd Avenue North, Maple Grove, MN 55369-5547 (763)315-6300 01/21/02 MON 10:51 FAX 9524710639 STONEWOOD III 004 STS Construction Technology Group Concrete Compressive Strength Report ASTM C 39 ~~ PROJEC"f NAME: Stonegate Apartments PROJECT L.OCA.TION: Prior Lake. Minneosta SET NUMBER: 5 CONCRETE DESIGN STRENGT~: 3000 PSI STS PROJECT NUMBER: 98353 STS PROJECT ENGINEER: Ruesink GENERAL. PROJECT INFORMATION OWNER: CLIENT: Affordable Housing Solutions, LLC A.RCHITECT: GENERAL CONTRACTOR: STRUCTURAL ENGINEER: SUa.CONTRACTOR: DATE CAST: 12114/01 CONCRETE PLACEMENT LOCATION: F5 MIX DESIGN INFORMATION NAME OF SUPPLIER: AVR --. .._.......~-_..~.- MIX DESIGNATION: 1 _.~""'-"""~"-'" MIX DESIGN STRENGTH: 3000 PSI @ 28. DAYS CEMENT TYPE; I L.OAD INFORMATION TICKET: 0005pxp2034 TRUCK: 164 FIELD TEST DATA YARD: ADMIXTURES AIR ENTRAINING: WATER REDUCING: ACCEURET ARD: OTHER: , SLUMP: 5.50 _...."'..~ AIR CONTENT: CONCRETE TEMP: WATER ADDED: , NOTES: IN./ IN. % 73 F GALS. AIR TEMP: .. GT,t<B-.1000 TIME SAMPLED: 1 :45 PM -....- MADE BY: JRM DATE RECEIVED: 12/18/01 WET UNIT wr.: DRY UNIT WI.: PCF PCF CYUNDER TEST TEST TYPE CYLINDER AREA MAXIMUM STRENGTH FRAC. STRENGTH TEST NUMBER DATE AGE CURING D1A.~IN. Sa.IN. LOAD-L.ElS. PSI TYPE REVIEW BY 99395 12/21/01 7 Lab 4.00 12,6 25230 2010 A .. 99396 01/11/02 28 L~b 4,00 12.6 49660 3950 C 99397 01/11/02 28 Lab 4.00 12.6 51560 4100 C 99398 Reserve X.@28 days = 4030 PSI , l seSEfit.AJlt:Mlil'lB5SC 173 or ASTM C 231 A) CONE B) CONE AND SPL.IT C) CONE AND SHEAR ' 0) SHEAR Possible unacceptable test result if STRENGTH REVIEW - * Sampling: ASTM C 172 (procedure may be modified as per STS procedure) Cylinder casting and laboratory curing: ASTM C 31 Slump; ASTM C 143 Air Content: ASTM C 173 or ASTM C 231 Concrete Temperature: ASTM C 106 E) COLUMNAR ,-:":,:.:::::::-:.=,..~", ., ..-'.'l""_-:'tr.a-:;I"::z.v.:;.:.:.::.~..... ....._--::":":"~"':'~, . ",-::.-:':'=':::..=:.:.."_... "-'."', .~._. ,,~-'-'-"'. -'....~....._.~~:".... ......- STS Consl,Jltants, Ltd. Date Printed: Q1/14/02 10900 73rd Avenue North, Maple Grove, MN 55369.5547 (763)315-6300 01/21/02 MON 10:51 FAX 9524710639 STONEWOOD I4J 005 STS CONSULT ANTS, LTD. TRANSMITTAL ~~ 10900 - 73(.1 Ave. N., Suite 150 Maple Grove, MN 55369-5547 763/315-6300 FAX 763/315-1836 To: Affor9ab1e HOllSillp. Solutions. LLC 4420 Shoreline Drive Sprim! Park, MN 55384 Mr. Bob Skarsden Date: ..91/08/02 STS Project Rc: ,Stonc/itatc Apartments Prior Lak~J Minnesota 98353 A. ttn : We are sending the following itern(s): Boring Logs Change Order Copy of Letter f.>lans ProposaVReport Repair Documents Samples Shop Drawings x X SpecitIcations Test Re3ult~ Field Rcp(')rLC:; Other Copies ," '...,' ,'........ ,:n~te", ",', .,<' ,...,~'. '~ J~~~~,,;[flJ.::1;~':~..~;;"""',:~'::?::,','. ,.:,.",::':. ':', ''':''':,;.:.:':~::' ,":" :::,.{;::".: ..... ',',','" ..". "',",:','," ',;,.,' : .~. " ,'. ,'.. . ' :', " ........ .....:::,:..'". '....:'.;.'..... " :,])escription::/i:> ,. " .,",:.:.,' "',,'.. .', .:....',.::..... ',':"" ' ,;.;:;...~.:~~~' ,.:' ","',,,' Field Reports>:(:':' ",' · , 'Coinp,abij.on'dont.totReporf ,JJl20/01. ':"':,'.,, . '::"..,;' : ':' '.~' ." .' "'" :', ",.......... 21;;;23': , ,.' ,..'.:. ....~. ',' ....... ."...'.'.;' . .,,'.;,.....,. .... ..,".;': ........ ...., . ~ ,,~.. ' : .... " .....:" .." ::.'~'::;.~.~;: .... .. .' ...,....".. ,',". , ":.:,: '..' -,' . . ....." .... . , .. . ------......."'........ , ..'. ',;..... , "'.".' .... :.::....... ....,:0 '. "..',.'",,,,,,:. ',' ., .... ""',' " , . '. .....:..,..:.,.. Remarks C.:;py to: STS R.p,~'.nt~~~ JJ;~~ Steven ], Ruesink D635300l.doc 01/21/02 MON 10:51 FAX 9524710639 STONEWOOD 141006 FIELD REPORT Construction Technology Group ~~ NOTE: The rasponsibiliti'" and authority of STS and STS' Field PliI/'SOnnel incll.lda neither the /'Bspl:lnsibililios nor the aUlhority 01 the 'Competent Person' lor the prejoct site as defined by OSHA R"'9ulalions: 29 CFFl1921S Subpart P. i of I Project 5 fo,1r!!!:,5a Ie::::. Project No, itJ~~3S S Location Jj]-,:::"r kkc.. Report No. D aylD ate / ;:;;? -/ ~ _ Weatherrrernp. '300 .5CJ;("fV / Contractor Project CompetE'"t Person per 29 CFR P",rt 1 926 (Subpan P) NAME: FlAM: AOOAESS: C1YES 0 NO SummarY of technical and/or engineering services performod, including field tost data.. Lo~lion:;, elevations and depth are estimatoo, v. , . 4' 4 _ .. . .. .. ~ .. . .. . .. .. .. . .. . . . . . I . I I .. .. .. .. .. . . I I . I I . . " . . .. .. . . . I .. I.... . .. . .. . I . I . . I . "' . .......... .. .. . . .. . . I I'" ......... ......,. I . .. ...... .. ............ I . , . .. . ............ .... ,.,. .. ......... . . . I .. .. .... _.. .... ... . I . . ...... ......... _.. .LJ FielQTest Dala is Estimated - Pending Final LaboliltoryTes[ Reslllts Sitlil Sketch: Indicate North Field Representative ~ '_--- "o~ " --:;:::::" By .c::. . . //0'_. ~f- -;dd ~~ STS Consl,lllanls Ud, Position Company White.Orrice Whillil . Fiold Yello\ll . Tim", Card OSlOl 20k STS Ccnsultilnts Ltd. Consulting En~inlilar$ 01/21/02 MON 10:52 FAX 9524710639 STONEWOOD 141 007 FIELD REPORT Construction Technology Group ~~ NOTE: Tho responsibilities and oiluthorilV 01 STS and STS' Field Personnel indutl. naither the responsibililies nor the authorilV or the 'Compotanl PelSQn' lor !he project silll :a.. tlelinod by OSHA Regulalions; 29 CFR 1926 Subpart P. Project .S J..t?;,e.::JP ./r>_ Project No.~~3S""S Location _ :S;:;i\::::., k J.r:- _----L- of ( Report. No. _~ Day/Date ~, -/9 Contractor WeatharlTemp. Client - C> .:;'0 .::s o"',;/y On Site aYES ClNO Equipment /63<25 Relltal Arrive Job TOTAL Tolls $ CHARGEABLE Depart Job /6~~ HOURS 4 hour minimLlm Parking $ Total Hours bf2S on Job . -S- --- Mileage Travel Time /.6- d.~ Project Preparation Time Project Competent Pe~on per 29 CFR Par11926 (Subpar1 P) NAME: ~- .- .....' .........' ----- - ,- FlAM: ADDRESS: PHONE' Summary of technical and/or engineering S9l\1ices porformed. including field tesr ~til. Locations, elevations and depth are estimated. O~7 ~, eO~1c::lu~1- ~H5':,0 . I' .4~ r~ ,:.y <:> I- be,... V1 ~c:.~ c::r ro ~/rc:/ 6qe ,4-:7; /klC/ dV- /~ . ...... ... . . . ........ .. , ""'" . I . I . ........ I............. . . . .. .. . , .. . .. .. . . . .. . . .. .. .. .. . . . .. .. .. .. .. .. . . I . . . . . . .. .. .. .. . . ,/- ~.- ~ .......- .. .. .. I .. . . ~ .. .. .. .. .. .. . . .. . .. .. .. .. . . .. .. .. .. .. I .. .. .. .. .. .. . . . .. .. .. . . . I .. . ...... . ",. I .. .... ... . I . I . ......... I...... ...... I I I "' -.... . .. .... . . .... .... .. .. ... I . ........... . . I ..... ........ .. . . 0 Field Te~ Data Is Estimalsd . Pending Final ~boratory Test RosullS .... . . . . .. ......... . ........ . . ... .. ......... .. .. . .. .......... Sire Sketch: IndiClI8 Nor1h Field Al;Ipresentative BY~~ T~~ '. ~ ' STs Consullanla LId, Position Company While - Office White - Field Yellow - 'rime CeutI 0Si01 201< STS Consulblnls LId. CQni:ulUng ~ngineors 01/21/02 MON 10:52 FAX 9524710639 STONEWOOD IaI 008 FIELD REPORT Construction Technology Group ~ NOTE: Th.. r.."pon"ibilili.." and authority of sTS and STS' Fi.ld P.r....n.,.1 inelLldn n.,ilhc>r th" ro"ponsibili1i(l$ not !hi) .I~lh(>rily ",I the .C'-ompelenl Person' lor the projecl site as dellned l>y OSHA Regulatlons: 29 CFR 1926 Subpart P, of Project :5kw,;.r 6/~re .A~t~'T-;; Projel;t No. Cjt{,3 ~- 3 Location fieltP"c, (It.. Contractor ,A71h'';J..~e-'Sr f ..-..... Co, q:. /)<'1,4-:;.::../ Report No. .. DaylDatB ;~) 'Z (I - 1>t'--'c. . -(..,./ WeatherfTemp. 'Lc.) 's ___'....w,__,~ Client ~~A-~.nM~ /k~";;I-' ,,-. Equipment ? ,/' Alilntal A/P~r-:.~, LoS Arrive Job Frojoet Compelent Person per 29 CFR Part 19215 (Subpart P) NAME: FIRM; ADDRESS: _ TOTAL. CHARGEABLE HOURS 4 hour minimum Tolls $ Depart Job Parking $ Total Hours on Job I 2.. .r /, ~ PHONE: Mileage 5-0 Travel lime ,--7 "..., ....... . '-" ). ~ <:"~ Present on Site aYES ONO Project Preparation lime Summary of technical and/or engineering services porformed, including field le$l data, Locations. ellilvations and depth are estimated, 'f2;jn,'p 'i?AA!:.. ~/I L J:-c.'" ~- h"..,JCVJ.r-r""',/ Cc:) 1t..Ir -,.J j .. I ...... - / 0fV1.o,.<J<.17"'~ ~.r II'-./IJI(.~-re:- ./ie-c..., ~ t'J>r:.poc:nurl / r {ic;~ /-76-/ - - -........ .. .. .. .. ... ........ .. .... .... .. .. . ........ .... ........ ...... ...... .. . ..... .. .... ........ ............................... ...... . . . . .. .. ........ .... ',- . .. . .. ........ .. .. .. .... .. .. .... . . .. . .... .... ...... .... .. . . ........ .. .. .. .. .. .." . .... .., .... .. . .. .... .. . . .. .... . ...... . . -.. - . ..... - -- .. . ... - .. . .. - .. .." .. .. .. . . .. .... I .. .. .. ............ .. ...... . . .......... .. . a Field Test Data is Selimated. Pending Final Laboratory Test Resull.$ Site Skell::h; Indicate North Field Representative Company BY~ - Tit I. /-- r~, 7:::> ;T,;-'C: #- 5TS ConsultanlS Ltd. Position While - Oflice While. Field Vello.... - Time Card 0510 I 201< STS Cansllltan~5 L.~d. Consul ling Engineen: 01/21/02 MON 10:52 FAX 9524710639 <";l N ~ ~ a: 100 ~ C'? ., ~ .... U) en 0 t- ...J I ;:) tJ) ~ Li.i z ~ W (.) < S; al 0::: w (.) c a 0 z ~ t- ex: 2 :!: tJ) Il. U W 0 W ~ W ~ 0.. l- I- uJ a:: en a:: ~ - rn z w 0 0 ...J W LL - f- a: 0 "' c Q. 1: C) oS w CD z c:; III E 0; ~ a: 1:: :i!i ~ III 0 l.I ...J a. aj :t: an <( -'" 0 ttI .!ll CD Jl ....l ~ c: a: III ~ "'" "" ,2 'D ~ I- j ~ i z 0( c 0 0 tf.l 0 0 " z 0 ~ 0 <2: c... :! 0 (.) ~ z ~ Ii frl Q z ~ w .... ~ :J 0 t..l ~ 0::: (.) Q. 0 I- ...I :z 0 (.) ci c r- ~ I<> ;:1; '" .... ..... .... $ ~ '" 'S (0 ... UJ '" ..... ...; I- It'l .... .r::. '" .... Z 1:: '" ~ ..~ <( 0 "0 ~ z ... ~ .~ III III => c: :::J c: c '~ III :i en ~ S '" Z 12 ~ :z 'Cl 0 0 .,; ~ "" .. (,) ,... (!j ... '" 0 ... ,!! OJ ..; .::; UJ c g" ;e "" i'o t; CI '" .... So " ~ -.!;: '" ~I a 'i; ~ " ~ ~ _! I ~ a ~ a.. 0.. Il. __... _M C 6 ~~ ~~a~Lntn~ ~.2~- Q) en m u: c , i ~ 'e i I 16 t'd 7': (I) $1 ~ a. ;,;::: I CJ 1ii 5 .....1 a:: ! i I (.) i I .... Gl ~,-i;'o;:;- ~I u "! N <Xl ..; ii: o ! i.l N CD .e, - - .S: Q - - M'_"" . .~~.-. 4) ... 1: .., oj CD CD ~ .., M 100 0;: ~ i5 ....; ....; .t) 0 - ~ .... .E (.) , I 8 ..... .~ i ",i Jll U) CIl 'tr' "! r-: D;- '0 c $\ .... ~I 0 :: 40 N f") .E Q .... ...., .... .....-......- ~ ..... ...... ~ c ,. E ,S! C '" c ~ Q. ;: 0 0 (.) ~ -,. 5 ~ 'fi'! E Iii .sl ';( 0 i I ~ ~ "j -- 0 '-1 ;;:: ~ CD oj :=E:: iii :> -I {!!. mE 0 i V il ~I EI i\ 15 Ill- !e ;I "0 :!! r;; ::r c tl ::l 2 € li5 0 ... z o cii c: e ~ ~ c:s 'z; o ~ -l ..... I ~I~ ~ ..... ..... t-:, r-: r-: r- I or- ..- _I I T"'" T"'" ~l .! ; I ....1 .... II .... -.-.'.. --....I ti..'t:L d.. ! ! i o I ~---- i I ! I : i ! i ,'D 1 l\l ~ ~I' e Oi~ ~l~ ~i ~I '1:> . al en c.. g. c ~ j; .r; ~ "5 (.) Z J52 i211 52 - 000 al C'l N l::! o (:;j N N ~ ~l- ""_",I~_. . I Ui ci! .....1 N: .., I ~ zi N N N , STONEWOOD ! , I , , , I , .. ....- I I i i i , ... ..n.... , ....... , i , , : : , ......i... I I I I ! I I ! j I I ...... .......L..., i ; ,., ! I I , : .........-.. i ! - -- -~ .., ..._- -_..- , , , i i I I I 1 i ! I I I i I I ! i I ! , I i I ..' ..--1 I I , ; , : I I I -i-,-, ,._-'.....'...".....,-' I I i i ' I ! I I , i 1 i I I , I I i T -- "-T.'1 :_ -+ i I I I i I I , I ! I i ! I t~~1 I I I I 141009 ...0 )( II) E II) ~ .;! 'D C) ... '" 81 .c Q .g J!l c: => .k 0 v.J U. ~ 3= 3= > Q 0 .!!! li 16 w en m tn .t: .r= a; C) "IS. "lS. .r;; l/) ~ III ~ .2" .e. o\,j 0 :S l\1 :!: Q;' 1ii '" ~ 0 'C' (.) as ~ "'0 Gl U 'ill ~ ::l tI: Q) !2 ~ 0 co N " Ii) N ]i 00 m N U. 6 0 ::i ::i ~ l- I- ~ ~ .. is ... 0 ;: )( to E "tl , ... I .><f. t6 ~ ~' <0 tire:) ~ .... >< "'" to ....: l~ .... .... .....,. ....". i .,'!; ~ <Il ~ X -0 ..,- I-- ~-~" 0 .c u; ~ I :: c: 'ti ,g e u Il. Il. al '1:> 'E! a. Q) i: I:: '" 8 ~ '2 Q ?:" ~ J!l 0 Ql e ~ ";- llCI ... ,... 0 .... , J:l 100 Q) CIl III m ~ ~. 10 0 0 I~ ~ "- In CI1 .I:. ..: <t (5 III >c: ..- o o C"') Ll) C"') f2. i MON 09:55 FAX 9524710639 STONEWOOD I4J 001 S TO..WOO)) :I) EVEI.O:lKE:I'T! J>ESItillf . :I!,",:rI:J:.>> ..~ SHO".LI.. J>:B..IV:Ji. 8~I\.IJr& ~A"K. :M:Jr S~~.. 9.;2-...71-05.... O:F:FIeE. ,9S2-"71-06~9 :FAX MlI' I.W>>. #20077"~7 Fax C? To: .d~~ 4 /(? ~ /~" h,,'(// From: ~/~ / · ~ ,~~ ,...-J-/i? /;? Fax: Date: 12131/2001 9:47 AM Re: CC: AtIn: Pages: /r D Urgent D Far Raview D P18... Comment Dplease Reply Comments: O~ 4E'/f",/> /~'-//'/~.? ~ ~/=r". ~f,/r ~r:,//rC/~H/ ;PC>) WWW .8TOIEWOO:Jl-:JlE'lVELOPMEWT.1Il0N 1Il.I.EIIl@IIl-ro...OOIJ-IJEWEI..OI1M:BIT.I:OX _ MON 09:55 FAX 9524710639 STONEWOOD 141002 STS CONSULTANTS, LTD. TRANSMITTAL ~~ 10900 - 73,d Avc. N-, Suite I SO Maple Grove, MN 55369-5547 763/315-6300 FAX 763/315-1836 To: Affordable liousing Solutionsl LLC 4420 ShordirvU,?rive Spring Park. MN 55384 Attn: Mr. Bob Skarsdl;:n Date: 12/24/01 STS Project 98353 Rc~ Stonegatc Apartments Prior Lake, Minnesota We are sending the following item(s): Proposal/Report Repair Documents Samples Shop Drawings Specifications Test Results Field ReportS Other Boring Logs Change Order Copy of Letter Plans _K- X :",:~:',",',;:,'" '..,..,;:.:~;~~';!:':':t'::~:';;;W:~j:~:';;,:~'~~~tJiiti~:j':i1:;~!;'~:/..,:,"'.:' "", ",' " ,.."', ',' ',.,:'. .:::.',; ..,'. . . . . .. . . .. . '" ", .~.; . :;. .. ',', . ~ N , I _ , '.' . . ,'.",.. . ,,' . '. ',,", ,,: . .. , '. ... ','::;.' '" "..>,:~,.::;.%,'::%:,:;;;;:F~ibldRbd6~):y~;:... .,' , " , , :':,.::0:"..,' ::16~t8':'/ ' , ,', ..'..' , ..,'::j;::;:,3~t:;:(L-:':>tDYiiiiriii6;;t6'Jie:::Pentrom~[crR.e~6rl~::, ,:, , " ., ".t:.,,;;:';:: ,.,.'.'. ',,'..., 16~2b .~:,'" ,,',' .': ',::",:' , ,:.':,:C';':., ..;,\',t:j'~"i:\{~?",\:~=~~pa~tidrr~~~~tr~tiReport ," . ,',':'. ......... . .....:. ,..;:;,,::::?qr'" '.. ,'-':'::~':",.::.:..:'."':' . '.. .," ,," "..", .'" ,..,',. ',','",',."" ',',' ,', ,", ',,',' :,,''-, , ' .. . ..: ..: .... '.~' . .,.. '",' .,.: < .::;.:; ::: :.~ .:;:;.;:..:~:" :'::" .. . '-'. ,.". ,'... :.< :.;~:~::;;;'>',;:~.; ;:.:.;:::';: ,:.:w,:"':-'" " .. ',::~' :,:~.'.::;.... ::: ',', " . ~.,' ...:. ....0......';.. ',. ",....'.. . , .'..:'>~;~::::::,":::;::,:Nufuli~~ ,,,,,.'. ....":'........ Copie.,> . . . '",' " ". . . ..n. ""<.D~t~./' T , ".' ",..12j610:1,,~'12/15;()i:~),\;<:;i ". . ,. " , ....',..........' . '. "" ... . ',:..,':.,' . ... ....;\".\..' ",,: :;;..:::.:;::.:'/(':~:,~::;:~>,,:: ' : .. . ,', :::":::.':":::.:,,',,.,, ..' ""."" . ,.::':'/.:;" . , .: ;. \. ';' ,',;,~' /. . 1 ::::. ,. "': ~ :. :..../~~~~j,1:tl~/~j;:~~~!:.~::~~~~r:;.\;.i..,:,::: ;:. .', .' ""..;": ~:::;,:: ',t.:; :: :' ::.: .' ". ,," ,. , . , :: :,~ ;::: n.:':" '. .. RCDlarks Copy to: LJ STS Represcntative Steven J. Ruesink D63:5300 I.doc MON 09:55 FAX 9524710639 STONEWOOD 141003 J.ELD REPORT ~onstruction Technology Group ~ NOTE: The ""sponsibilitias and authQrity 01 STS and STS' Fiold POlSoMsl include neilher!he msponsibililios nor !he authoritY of the 'Compelenl Person' for the projecl site as dolined by OSHA Regulations: 29 CFR 1926 Subp.." P. Project Project r- A ':)~rJC ~~,RlC P At1}~E~'11"5 No.~ ~-;53 Pf? IJ(;; l.:t. ~r: of Repar1 No. DaylDate P",joct Competent Person per a9 cFR Pari 1926 (Subpart P) NAME: FIRM: ADDRESS: Equipment Rental -Y;;~/est r'!'1 Il-6 11 'J ~ ~ WeatherlTemp. L,(}::iU.. .J6 Client A/~"-<,,l!f9tP /fp~-J C~t>>U r:- 'ifloJ c;. 4 f1A4' /.. t., . () iJ~ Arrive Job Z. ZtJ Location Contractor Tolls $ 0 /1..:5J Depart Job 0 Total Hours Or.- on Job ,~ s-g j.5'" Travel Time TOTAL CHARGEABLE HOURS 4 hour minimum Parking S PHONE: Present on Site Mileage '2.0 CJYES ONO Projsct Preparation lime Summary of tachnic::al andlor engineering services p9rformad. including field test data. Locations. elevations and depth are estimated. I A RX:r I t. ,,-5c;> /l..,j/ 3'-/ n.45J1 7 t:. ,"; J [:."() ..~) ('I; r.~ .::.. n (I JJ or- .'.'J..~P;:,-'-i={, 5/1'1':'L- Af?L~~~ of' /l11i:;':'; N ,ell, D ST^t..~ 2.7- 30, '~JC7V1<... /~5~N 2-'7 L' ,,{ r., .,.., '"' R.?"'-rJb"C ~',-"::' AA.:::" r- _ .... t:..,'-_.......Ir. .... J . p, P~5t-' A ,:coe. 0 ),'16 JO PLANS, , '-:' ~ IiVJ t. ",-,... /IIJSO,.IR'-! C!Hr:CkFD iN ,)HI3P[ZO AteE"A. /1 ({)I',,~~-::."';:'I,:",,) ~5:":'~ I/' ,(I,/C:.. J('2T" ...'.....'..'...'.'.){.......'....... ...:. .. . ,.. . . , . . . " . r"" - -1-"" -... ...'" .,. '.,' ... -,.. ' " . .../ ..... . - ( ,.. . ,... ......... ......,w.........'..::......... 3 .... '..... ....... .... .... .0 FiElldTesl Data is Estimatsd. Pending Final Laboratory Test Results Field Representative Site Sk8lch: Indicate Nonh By .ti12- ~~J/ TItle ;:;E~C e;'G],./~(;,;,~ STS Consultants lid. Position Company Whita . Office White - Field Yellow - Time Card DMll 20k STS Consultants Ltd. Consulting Engineers MON 09:55 FAX 9524710639 STONEWOOD ~004 LELD REPORT ~onstruction Technology Group ~ NOTE: Tho r.spon$ibili~IiS and authority at STS and STS' Fiold Personnel include neilhllrthe ",:lpcmsibililios nor the a.uthority of the 'Compllhmt Person. for the project site as defined by OSHA Regulations: 29 CFR 1928 Subpa.rt P. of Project 57?l"/cr C:~e ~~)'!--?'5 Project No. 98'3 5 ~3 Location .r'}r:.#7/;;" t:.,#,e..p-u4'!b"/ , Contractor Report No. DaylDate F;;:./ 7 ' p~~c:.. - t2J1 / .,;.- Weather!Temp. Js ct.".ADy Client A~~~~p 4f.ltY)'.r...4. ~'('''''Jl/c'''''''''..$ ,.c/V~~ ) u_ to Equipment -4 ",.. Rantal '~.p; '3 Arrive Job PrtljQct Competent Person per29 CFR Part 1926 (Subpart P) NAME; FIRM: ADDRESS: TOTAL. CHARGEABL.E HOURS 4- hour minimum Tolls $ Depart Job Parking $ PHONE; Mileage 55-- Total Hour$ '1 _ '2.,C: on Job .:7' - .J Travel Time d1. 75- ,5-:.0 Present on Site C1YES CI NO Project Preparation Time Summary of technical and/or engineering services perfonned. including field test data. L.ocations, elevations and deplh 6", estimated, I "A/ - ~ Irr-' /2,' T6'$T /,AI r~pL- .8/1c:/.:.- hL. t:..- . 'Dc,p /).7 dt)' fit '?'C) , ,/)--- t:> "';'/p d~-rH- ~;-;... 746-- O~../I:> 0""""'; 7"//J{:.;- t-'t:F$r 51 per /II..,/lt-t:"~ H:'?T;, /f'-r ft.l "/-?12.....- ft ye/ 8~p~~ C.;-Q4 ~...v' 1';) ty'~ " ,A/...,.~# e>fi- " L .., .I1~t:> ON Til-.y (A...I (.";i r s , I? "',:' 7Z:l;rs R~ j?/1-$5 <;,Pr?C- I .......j;.......'."......'. . . .. .. .. .. .. .. ... ........ ~.. ........ .. .. - - .. . ... . . .. p .. ...........1...,..,..,.., ...,,~"._...... (?/Z-Tr; ")'I Field Test Data is EslimalSd - Pending FinaJ LaboralDryTest Results Field Representative PQsitiQn Site Sketch: Indicate North Byce~ Tnls . -1ea;.P /-- #" ,/ STS Consultants Ltd. Company While - Offico White - Field Yellow - Time Card O!.IOl 2tIk STS Consultants Ltd. Consulting Engineers MON 09:56 FAX 9524710639 STONEWOOD ~005 fELD REPORT ~onstruction Technology Group ~~ NOTE: ThD Rl:sponsibilitie:s and authority ot STS and STS' Field Pel$Onnel include neither the respan$ibililies nor rhe au\hority ollhe "Compelenl Person' lor the project si18 as defined by OSI-IA Rogulations: 29 CFR 1926 Subpart P. of .c ,",',/1 -' A~/7~-r- Project .J71;;t.I~"'r"_c41'7e_ /J""'r7.TA'.......,~r~ Project No. "to. S-~ Location 7Ell;c/Z- /" J~/!'7A1 Report No. OayIDat8 7.I/rA";J Weatherrremp. ~ n5 /J-Dt~-=/ r'.~~ti~ Contractor Client /,).F~#a~ I~ 11J-,:7,.Jv~~ S..,;,(<./TloJ'-> , Projoct Compelsi'll Person per29 CFR Part 1926 (Subpart PI NAME: FIRM: ADDRESS: Equipment Rental Arrive Job TOTAL CHARGEABLE HOURS 4 hour minimum Tolls $ Depan Job Parking $ PHONE: Mileage S-5-- Total Hours on Job Travel Time ~.t"J a~$- Present on Site DYES aNO Projec;t Preparation lime Summary of technical and/or engineoring services performed, including fiDld tost data, Locations, elevations and depth are estimated, ;:OK #IAN,' ~I ~';;;'(I..J,.W -~i.-~.-"J".n / ~~JC ; -nJ.c,y , I ,t:::' ~". Y -. D:d71!=t<':'" ~r f3l'Dt:.:. (,,( L.;_-' 11'II",7t;.f:TZfi?' LB ,N~/Gt~fl!<'l1f?Vr <; Tc::!F~ - oj - 7?p.P,p/!. Tei'> ,~,...J7'; C:."/!.A'.I.-=.rz--:-r::...... ~/2:;~ (l~~ T(.-~~ P,<-:o"1 C> yl:l - /.0 'T/Ztf:.lc ~ u". n'-#t.r.7 (Tt:7t2>.S- P,-'P/~k Field Representative ...:.................................f.... . . . .. ... 6 ~ . . . . . . . . . . . .. . . . . . . . .. a .. . . . ., . . . . . . . . - . . . . . . . . . .. ..........,..., ',1/ . , (j) r::6 /V . . . ~, , , . . . . . . . .r:EfJ. .!L . . . . .. .. . .... , .. .... --. 67 , I : 'fJilJj'~'-.'" ..., ?S.-; . . , . . . . . . . . OJ c.. .................""6........... ;:5 - Sile Sketch: IndilOllte North ~ · 7 ~ By ~' Irtle ;:'leL ~ '77': C .J......t- STS Constlltan'" Ltd. .... Field Test Data is Estimated - Pending Final Laboratory Test Re~1b Position Company Wl\ile - Olfic:e WhilS . Fitilld Yellow. TlI'I'le Can:! O6IDI 20k STS Consultanls Lid. Consulting Engingers MON 09:56 FAX 9524710639 STONEWOOD 141006 IELD REPORT Construction Technology Group ~~ NOTE: The rosponsibililie$ ancl authority 01 STS and STS' Fiold Pel$onnel include neilherthe responsibilities nor tho authority of the 'Competent Person' for the project $its Boll defined by OSHA Regulations: 29 CFR 1926 SUbpart P. of Project S7l:WEf' t:#FE /I;PAJ'2771~ Report No. D;aylDate &l- /et/-/:)d... Weathe rITe mp. ;J't7 J ~ v,v,v r , Client "#/~~"U t?f" ,H{t-!:,...rc.. >~JlCt/J7c~.s Project Compelen! Person per 29 CFR Part 1 926 (Subpart P) NAME: Arrive Job TOTAL CHARGEABLE HoURS 4 hQur minimum Tolls $ Depart Job FIRM: ACDREss: Parking $ Total Hours on Job z'c' PHONE: Present on Site -- Mileage 5'-"'( , Travel Time 2.0 4-'" 0 DYES aNa Project Preparation Time Summary of technical and/or engineering services perfonned. including field lesl data. Locations. elevations and depth ara estimated. I ~,v - s/re ~~,.! '5' .f7=?::JV/l/(... ~ ) I, 5C.~,...,p ...s- k. 7?) [1 lIB::. K:-- c:;n~p-P/A/~~.~...PPl~~''D rC?5r t..~tA:.A~ . ;c,s- A'a:... A..vtF TB"7P ~ 730 WB>r /....vr~~ _ ~'U:..d /6:>.:::/ 7/ot..tr/ #- ~r j>'(f>Z?39' ~~ ~ ~ C p;'g:-") 7.t:#'~~l'7Lr~('/B-' .#1/;1j /H /.K #- I n.,;; r Crc.(~> ('.A? -:r.. ,4a... tr' Ph ~'.i'f 5/d..~ 5' '-~.f :7C-7 /56i"" .~~?P.. .4?. .~~-. .~e~~t(?:::.... /A'M: SD,Al)l .s e...vL 5 . .. .. . . . .. ~.. . . . : : : : ~: : : : : : : : : : : : : : . , . . . . . . . . . . . . f{",. ...... J;. . . . .. . . . . . . . . . . >>I ~y .~ FieldTest Data is Estimated. Pending Final laboralDryTost RBSUI~ Field Representative Sits Sksl.ch: Indicate Nonh Sy~~6 TIf r-~ ~#- STS Consultants lid. Position Company White - Offic;:e While. Field 'fellow - lime Card 05IlI1 2m: STS Consultants Ltd. Consultil1g Engineers MON 09:56 FAX 9524710639 STONEWOOD 141 007 1ELD REPORT ~onstruction Technology Group ~ NOTE: The I'8sponsibilities and authority of STS and STS' Field Personnel include neither the l1J.sponsibilities nor the authority of tho 'Competent Person' for Ihe p/tljec::t sile as defined by OSHA RSgLllauon.: 29 CFFl 1926 Subpart P. of Projec:t ~T~g- ~e- $Q.M'cPt'?3 Praject No. 9 f3 3 D / Location ~Qe:- 44~~.r;, /# Contractor ./!!!..~r c1-~~ Pltljecl Compotont Person por29 CFR Part 19215 (Subpal1 P) NAME: tt.A;1#~A7t;X' Equipment Rsntal Report No, Day/Date 5.JJ.r /.J;-l::>6"G -<.:;/ WeatherfTemp. ~'$ ,r~77f:)J/ Cli8nt A-~!7~ ~&5/#c;,. ~4.4?~ Arrive Job TOTAL CHARGEABLE HOURS 4 hour minimum Tolls $ Depan Job FIRM: ADDRESS: Parking S Total Houts on Job PHONE: Pr8$ent on Site Mileage Travel Time ~O /0 aYES aNO J=:>1/I/ Project Pft.....n.'fion Time Summary of technical anctlor engineering services performed. including field tost data. locations, elevations and depth are estimated. {l~Y1/'~:r7Z'dj //4,;P6:r7Z.. "~I:: .. ..e . . .. .. .......... . .. ... ....... ....... ...... . ........ _.. ... . .. .... ........ ............ ......... ....... " .. .. .. ... .. .. .. .. . .. .. . . . . . . .. .. - .. ... .. I . . .. .. .. . .. . ~ .. .. . .. .. .. .. .. .. .. I .. . ... . _. ... . I . . .. . . , . I I.. .. I I I . '" I..................... I........ _........... .... I.. .... ....... _. ....... I.... . ... .. . ,.,. . _....... .. .... ..... ... ... . . ........ - I ............ . I........ .......... -];!tFieldTe$t Dara is Eslimal8d . Pending Final LaboratoryTe$l Results Site Sketch: Indicate North Field Representative " ~ ~.. By' , li e ~ ?&C-A?- STS Consulranrs Ltd. Position Company White -O"ice While - Field Yellow . Time Card 05101 2CIE STS Consultants LId. 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A- .. .---- ....-'--.. ,,' Stc'Ven J;'Ruesink" , 'STS Representative D63S3001.doc MON 09:58 FAX 9524710639 STONEWOOD 141 012 Construction Technology Group Jncrete Compressive Strength Report ASTM C 39 ~ PROJECT NAME: Stanegate Apartments PROJECT LOCATION: Priar Lake, Minneosta SET NUMBER: 1 CONCRETE DESIGN STRENGTH: 3000 PSI STS PROJECT NUMBER: 98353 STS PROJECT ENGINEER: Ruesink GENERAL PROJECT INFORMATION OWNER: CLIENT: Affordable Housing Solutions, LLC ARCHITECT: GENERAL CONTRACTOR: STRUCTURAL ENGINEER: SUB~CONTlU.CTOR: DATE CAST: 11120101 CONCRETE PLACEMENT LOCATION: FOOTINGS 10 YDS W OF NE CORNER, 7 YDS S OF NE CORNER LOAD INFORMATION TICKET: pllip2097 TRUCK: 248 MIX DESIGN INFORMATION NAME OF SUPPLIER: AVR MIX DESIGNATION: 1 MIX DESIGN STRENGTH: 3000 PSI @ 28 DAYS CEMENT TYPE: I YARD: 8 FIELD TEST DATA SLUMP: 3.50 AIR CONTENT: CONCRETE TEMP: WATER ADDED: NOTES: IN./ IN. % 70 F GALS. AIR TEMP: 40 F ADMIXTURES AIR ENTRAINING: WATER REDUCING: GT,KS-1000 AcceURETARD: OTHER: TIME SAMPLED: 2;00 PM MADE BY: JCP DATE RECEIVED: 11/21/01 WET UNITWT.: DRY UNIT WT.: PCF PCF CYLINDER TeST TEST TYPE CYLINDER AREA MAXIMUM STRENGTH FR,AC. STRENGTH TEST NUMBER DATE AGE CURING DIA....N. SQ.lN. LOAD-LBS. PSI TYPE REVIEW BY 91686 11/27/01 7 Lab 4,00 12.6 30700 2440 0 993150 91687 12/18/01 28 Lab 4,00 12.6 55820 4440 0 993150 91688 12118/01 28 Lab 4.00 12.6 57700 4590 C 993150 91689 Reserve X i @ 28 days ;;: 4520 PSI aEfill:iRAb.t.:M:BUC 173 or ASTM C 231 A) CONE B) CONE AND SPLIT C) CONE AND SHEAR D) SHEAR E) COLUMNAR Possible unacceptable test result if STRENGTH REVIEW = ,. Sampling: ASTM C 172 (procedure may be modified as per STS procedure) , Cylinder casting and laboratory curing; ASTM C 31 Slump: ASTM C 143 Air Content: ASTM C 173 or ASTM C 231 Concrete Temperature: ASTM C 106 _ ..::O:~~.'='~':=:=-.':.i':',. ~\~':'.-;'::"":' ~"':::-;-::,'":.-:'::--:."'~'7'7:-' . STS Consultants, Ltd. Date Printed: 12/24/01 10900 73rd Avenue North, Maple Grove, MN 55369-5547 (763)315--8300 ~ON 09:58 FAX 9524710639 STONEWOOD f41013 ...onstruction Technology Group ..crete Compressive Strength Report ASTM C 39 ~ PROJECT NAME: Stonegate Apartments PROJECT LOCATION: Prior Lake, Minneosta SET NUMBER: 2 CONCRETE DESIGN STRENGTH: 3000 PSI STS PROJECT NUMBER: 98353 STS PROJECT ENGINEER: Ruesink GENERAL PROJECT INFORMATION OWNER: CUENT: Affordable Housing Solutions, LLC ARCHITECT: GENERAL CONTRACTOR: STRUCTURAL ENGINEER: SUB-CONTRACTO~: DATE CAST: 11/21/01 MIX DESIGN INFORMATION NAME OF SUPPLIER: AVR MIX DESIGNATION: 1 ----......... MIX DESIGN STRENGTH: 3000 PSI @ 28 D~~!,_..,__ CEMENT TYPE; I CONCRETE PLACEMENT LOCATION: FOOTINGS NORTH HALF OF SOUTHEAST CORNER. WEST WALL FOOTINGS, FOOTING PADS FROM ELECRICALAREA D, STALL 11/12 LOAD INFORMATION TICKET: 000Sqpp1083 TRUCK: 197 YARD: 38 CYUNDER NUMBER 92227 92228 92229 92230 ADMIXTURES AIR ENTRAINING: WATER REDUCING: GT,KB-1000 _~_.'M"'.."..'__..,_.. ACCEURET ARD: OTHER: TEST TEST TYPE DATE AGE CURING 11/28/01 1 Lab 12/19/01 28 Lab 12/19/01 28 Lab FIELD TEST DATA SLUMP: 3.00 AIR CONTENT: CONCRETE TEMP: WATER ADDED: NOTES: IN_/ IN. "10 80 F GALS. AIR TEMP: TIME SAMPLED: 2:20 PM MACE BY: DWG DATE RECEIVED: 11/22/01 WET UNIT WT.: DRY UNIT WT.: PCF PCF CYLINDI::R DIAAN. 4.00 4.00 4.00 AREA MAXIMUM STRENGTH FRAC. STRENGTH TeST SQ.IN. LOAD-LBS. PSI TYPE REVIEW BY 12.6 23560 1870 D .. 12.6 57300 4560 D 993150 12.6 63190 5030 D 993150 Reserve X .@Z8 days == 4790 PSI I JES~C 173 or ASTM C 231 A) CONE B) CONE AND SPLIT C) CONE AND SHEAR D) SHEAR E) COLUMNAR Possible unacceptable test result if STRENGTH REVIEW = * Sampling= ASTM C 172 (procedure may be modified as per STS procedure) Cylinder casting and laboratory curing= ASTM C 31 Slump: ASTM C 143 Air Content: ASTM C 173 or ASTM C 231 Concrete Temperature: ASTM C 106 . . " ......:-.7,:=::;:~.7'_-:'~~--.::~-_...~.... STS Consultants, Ltd. Date Printed; 12/24/01 10900 13rd Avenue North, Maple Grove, IVlN 55369-5547 (763)315-6300 MON 09:58 FAX 9524710639 STONEWOOD 141014 ~onstruction Technology Group ,ncrete Compressive Strength Report ASTM C 39 ~ PROJECT NAME: Stonegate Apartments PROJECT LOCATION: Prior Lake, Minneosta SET NUMBER: .. CONCRETE DESIGN STRENGTH: 3000 PSI STS PROJECT NUMBER: 98353 STS PROJECT ENGINEER; Ruesink DATE CAST: 12/13/01 GENERAL PROJECT INFORMATION OWNER: CLIENT; Affordable Housing Solutions, lLC ARCHITECT: GENERAL CONTRACTOR: STRUCTURAL ENGINEER: SUB-CONTRACTOR: CONCRETE PLACEMENT LOCATION: FS & Fa MIX DESIGN INFORMATION NAME OF SUPPLIER: AVR MIX DESIGNATION: 1 MIX DESIGN STRENGTH: 3000 PSI @ 28 DAYS CEMENT TYPE: I LOAD INFORMATION TICKET:, 0005pwp1096 TRUCK: 210 YARD: 70 FIELD TEST DATA SLUMP: 1.00 AIR CONTENT: CONCRETE TEMP: WATER ADDED: , NOTES: IN.I IN. % 69F ..~ .., ._---..............--~ GALS. AIR TEMP: ADMIXTURES AIR ENTRAINING: ._._--,-~.._~---"..~.._-- WATER REDUCING: GT,I<B-1000 ACCEURETARD: OTHER: _ TIME SAMPLED: 2:00 PM MADE BY: JRM DATE RECEIVED: 12/14/01 WET UNIT WT,: CRY UNIT WT.: PCF PCF CYLINDER NUMBER 99035 99036 99037 99038 TeST TEST DATE AGE 12/20/01 7 01/10/02 28 01/10/02 28 TYPE CURING Lab CYLINDER AREA MAXIMUM; STRENGTH FRAC. STRENGTH TEST DIA.-IN. SQ.IN. LOAD-LBS" PSI TYPE REVIEW BY 4.00 12.6 36250 2880 D 993150 Reserve x . @ 28 days = PSI , I GlieS6RAJ1t:M:SIUC 173 or ASTM C 231 A) CONE B) CONE AND SPLIT C) CONE AND SHEA~ D) SHEAR E) COLUMNAR Possible unacceptable test result if STRENGTH REVIEW = * Sampling: ASTM C 172 (procedure may be modified as per STS procedure) Cylinder casting and laboratory cUring: ASTM C 31 Slump: ASTM C 143 Air Content: ASTM C 173 or ASTM C 231 Concrete Temperature: ASTM C 106 ':;:-':"::"'"-",:,'_';:;,..;.,,;;";",:,;-'~~:"::.-:-r'.-::-:::';. ......... . "N .__ STS Consultants. Ltd, Date Printed: 12/24/01 10900 7Jrd Avenue North, Maple Grove, MN 55369-5547 (763)315-6300 ~ON 09:59 FAX 9524710639 STONEWOOD 141 015 ...onstruction Technology Group ..crete Compressive Strength Report ASTM C 39 ~ PROJECT NAME: Stonegate Apartments PROJECT LOCATION: Prior Lake, Minneosta SET NUMBER: 5 CONCRETE DESIGN STRENGTH: 3000 PSI STS PROJECT NUMBER: 98353 STS PROJECT ENGINEER: Ruesink GENERAL PROJECT INFORMATION OWNER: CLIENT: Affordable Housing Solutions, LLC ARCHITECT: GENERAL CONTRACTOR: STRUCTURAL ENGINEER: SUe..cONTRACTOR: DATE CAST: 12/14/01 CONCRETE PLACEMENT LOCATION: F5 MIX DESIGN INFORMATION NAME OF SUPPLIER: AVR . "r ..,.".".......~.... ..~.. MIX DESIGNATION: 1 MIX DESIGN STRENGTH: 3000 PSI @ 28 DAYS CEMENT TYPE: I LOAD INFORMATION TICKET:' OOOSpll:p2034 TRUCK: 164 FIELD TEST DATA SLUMP: 5.50 AI'R CONTENT: CONCRETE TEMP: WATER ADDED: NOTES: YARD: IN. 1 % 73 F GALS. IN. AIR TEMP: ADMIXTURES AIR ENTRAINING: WATER REDUCING: GT,KB-1000 ACCEURET ARD: OTHER: TIME SAMPLED: 1:45 PM ____M.'.. MADE BY: JRM DATE RECEIVED: 12118/01 WET UNITWT.: DRY UNIT Wf.: PCF PCF CYLINDER TEST TEST TYPE CYLINDER AREA MAXIMUM ' STRENGTH FRAC. STRENGTH TEST NUMBER DATE AGE CURING DIA.-IN. SQ.IN. LOAD-LBS. PSI TYPE REVIEW BY 99395 12/21/01 7 Lab 4.00 12.6 25230 2010 A .. 99396 01/11/02 28 .' 99397 01/11/02 28 99398 Reserve X . @ 28 days = PSI I &lii!SBIiAJltHQil1B.SC 173 or ASTM C 231 A) CONE B) CONE AND SPLIT C) CONE AND SHEAR D) SHEAR E) COLUMNAR Possible unacceptable test result if STRENGTH REVIEW = * Sampling: ASTM C 172 (procedure may be modified as per STS procedure) Cylinder casting and laboratory curing: ASTM C 31 Slump: ASTM C 143 Air Content; ASTM C 173 or ASTM C 231 Concrete Temperature: ASTM C 106 ._...._._..___~.."M..H.H_.......H.. . .,' ,-. ..,..~..,.~",-,......_--"_..._-._..._.",,. .".". ........_~_.___H_._......_._......, ... .., .' , ' . . ... ........-.........--.-.........--..--.------ .......... ," " . ....... .... _.. -..- STS Consultants, Ltd, Date PrInted: 12/24/01 10900 73rd Avenue North, Maple Grove, MN 55389-5547 (763)315-6300 MON 09:59 FAX 9524710639 STONEWOOD ~016 !2/27/2BBl 15:66 7155496238 PENGUIN INSULATION PAGE Ell FAX COVER SHEET: PENGUIN INSULATION 1442-7TH STREET HOULTON, WI 54082 MR Phoae.'&Sl-t3'-883Z M8 paz '&51-439-8839 11% Phcu)e .71'~5.'-6.2a6 ..t.'Pax "15-5.9-6230 DATE.J~-~I.::.Q.\ NUMBER OF PAGES 3 PLEASE CALL IF YOU DON'T RECEIVE ALL PAGES FAXN-5S'::l-~ -Ob~ PHONE# FROM:~a.~C2- TO: JllJ n L o&....,) e.. ~ ~~Il~~~.N MESSAGE: ~~. t:"lL Sp-<-<'" q~. ~.,*.D ,.)~. \.~-- .. ~~\~o;~~ ~~~~~).,. ~ .<. a~l~,Q ~~i:..t~;!r~~:,:",- ;\ i~~ ~~ U~l.a. ~.w~ iE Q ,,":" \~ ~~~~ ~ ~= .k~": ~~~ ~ ~,,~ CQ<,f: ' 1 K-t3VI NORTHLAND CONCRETE & MASONRY CO. SUBMITTAL DATE: December 11. 2001 TIME: 9:37 AM TO: . BOB SKARSTEN STONEWOOD DEVELOPMENT PHONE: 952-471-0584 FAX: 952-471-0639 FROM: BOB STORM NORTHLAND CONCRETE & MASONRY PHONE: 952-890-1650 FAX: 952-890-1699 RE: STONEGATE APARTMENTS DESCRIP'fION: CONCRETE BLOCK TEST DATA SHEETS SPECIFICATION SECTION: 04200 SECTION NUMBER: STRUCTURAL SHEETS COPIES SUBMITTED: 4 12026 RIVERWOOD DRIVE, BURNSVILLE, MINNESOTA 55337.952-890-1650. Fax 952-890-1699 ...-'_II:"'f:Mle~.:l~.:;t;;;:l:ii;~ 11 AMIIICAN CONSULTANTS . GEOTECHNICJ , 1 ENGINEERING . MATERIALS / TESTING, INC. . ENVIRONMEN' -:. REPORT OF CONCHrE BLOCK TESTING PROJECT: UPORTED TO: 4")1; 8" x 16" Units CAMAS Minnesota. Inc. 11717- ZOSTH AVE NW ELK RIVER, MN 55330 A1TN: MIKE UDBOM AET JOB NO: 04-00746 DATE: JUNE 8, 1999 ASTM Spec C90-97 lDdividual Average, Sample Number: A B C Avg. Unit 3 Units mock Type: 4"xS.xltS" mock Producer: Camas. Inc.: Elk River .MN Date: Tested: 6/4/99 Dimensiou: Length. in: 15.60 15.60 lS.62 Width, in: 3.60 3.61 3.62 Height. in: 7.55 7.54 7.55 Face Shell. in: 1.13 1.29 1.10 1.17 *"miD Web. in: 1.07 1.09 I.OS 1.01 ~"min Equivalent Web. in: 2.46 2.52 2.41 2.46 1%" mil: PhYSical Prouerties: Weight as received. Ibs: 28.1 27.4 27.6 Moisture CooteD1, ,,: 31.6 26.3 31.6 29.8 35 max Absorption, I: 6.9 7.1 7.0 7.0 Absorption. lbI~: 9.1 9.2 9.2 9.1 13 max Density, lbIftl: 131.0 130.1 130.6 130.6 125 min Solid. %: 85.6 84.1 83.7 84.S Strenl!th: Tocal Load. Ibs: 168.600 173.640 197,650 Gross Area. in2: 56 56 Sf) Gross Sb'eD8th. psi: 3.000 3.080 3.500 Net Area. in1: 48 48 48 Net StrengIb, psi: 3.S10 3,660 4,1SO 3.780 1700 min 1900 min Remarks: The samples meet AS1'M:C90-97a specifications for Normal WeiPt. Type 1 moisture control tonerel IDUOmy units Report Prepared By: alban J Supervisor - Concrete Laboralory 'AN AFRRt,L\TIVE ACTION EMPlOVEA' 550 Clevtlland AWHH18 Nonh · St. "-ut, UN 55114. 65f.65fI.9OO1 · FIIX 651-659-1379 Duluth. Mank:aln . U""d",11 . gN'hAetar . "'I., ....... ___.I_.J::"f:MII:_~l~.:;r.rI.~ BRAUNW INTERTEC Sampling aDd TaUBI CODcrete MasoDry Ullits ASTM C140 SpedDcatioDs per ASTM C90..97 Daitc: August 8, 2000 alent: Ms. Mma Cullen Auroaate Induslrics 2915 Wam RaId, Suite LOS Eaglll, MN 55121 Braun In..rtec Corporation 6801 Washington Avenue Soulh Minneapolis. Minnesola 55439 612-941-5600 Fox: 941-4151 Engineers and Scietl/is~ Serving ".. 8uill onJ Nolurol Environrnenlr Project Nwnbll': Project Description: 6" Double End Blocb Edina 1 LaboralOry MiDncapoIiI, Minneaota Sample Data Spedfted DimcnaIons Type of Unit: Supplier: Dak: Cut Date Received: 6" Double End Block Agrcpte Indus1rics N/G 07/05100 Nominal Width lin.) 6. Width (in.): 5.63 Height (ill.): 7.63 LqIb (ill.): 15.63 Absorption & D1mensiollal Analysis Sample Number: Date Tested: Average Widlb (in.): AVGl'ago Hoipt(in.): Avcnae Lenglh (in.): AveraCe Minimum F~esbcU Thickness (ill.): A'VUIge Minimwn Web Thi~ (in.): Equivalent Web lhicJmess (ill.): Moisture CoolIDt ("Ie): Moilturc CoolIDt (% ofTOCIJ AbSOJlltion); Absorption (pcf): Nol Volume (M: Density (pet): Gross Cross Sectional Area (ilh Net Croas ~tiooal Area (ill': 2A 2B 2C Averace 07111100 07/11100 07/11100 '-63 5.65 5.65 5.64 7.71 7.66 7.71 7.69 1'-62 15.62 IMl 15.61 1.25 1.25 1.25 1.25 1.06 1.04 1.04 1.05 2.44 2.41 2.41 1.42 1.6'", 1.4% 1.4% 1.5'/, 26.5'" 22.9% 22.90/, 24.1% 8.29 8-'0 8,53 8.44 0.21 0.21 0.21 O.ll 136.01 135.48 IJ5,53 135.67 87.86 88.15 88.09 88.03 46.00 46.46 46.00 46.15 Comprealvc StrenItb Analya. Sample Number: Date TdS1ed: Avorqc Widlb (in.): Average Height (in.): Average Length (ill.): Gross Area Compressive SlI'eIIgth (psi): Ne' Area Compressive Strength (psi): Individual.~JlCCiJiClltion; lA. 2B :ZC A vera;e 07107100 07107/00 07107/00 5.63 5.63 5.b] 5.6J 7.93 7.97 7.98 7.% 15.60 15.60 15.59 15.60 1510 1690 1260 1490 2870 3210 2390 2120 Min 1700 MiD 1700 Min 1700 Remarkl: The above mullS meet ASTM C 90.97 Type I specificatiom fOl' dimensions. absorption IIld compressive slrlln&1h of concretc m8llODr)' unilS. cc: ~k ......:i_lt:..f:Mle_;..~.~l~~ ,~<~'.\.h: ,.." .._r~ ; .!.'~'~~~';' ,~ ---) ,. "';....-~...... .' 11 AMElIC!N l ENGINIERING nSTlNG, INC. - CONSUL TANTS . GEOTECHNICAL . MATEFlIALS . ENVIRONMENTAL PROJECT: REPORT OF CONCRETE BLOCK TES'l'JNG REPORTED TO: S"x 8" x 16" Units CAMAS Minnesota. Inc. 11117 - 205'01 AVE NW ELK RIVER, MN 55330 AnN: MIKE LlDBOM AET JOB NO: 04-00726 DATE: MAY 21.1999 ASTM Spec C90-97 Individual Average of Sample Number: A 8 C Avg. Unit 3 Units Block Type: 8- x S" x 16" Bloclt Producer: Camas MN: Elk River. MN Date: Tested: S/21199 Dimensions: Length. in: 15.60 IS.59 15.56 Width. in: 7.65 7.63 7.65 HeiJhI. in: 7.5a 7.56 7.56 Face Sbdl. in: 1.28 1.28 1.29 1.28 l'A" min Web. in: I.J6 1.17 1.19 1.17 l"min Equivalenl Web. in: 2.68 2.69 2.76 2.71 214-min PJtmtal Prooerties: Absorption. I: 5.4 5.5 5.7 5.S Absorption. Ib1tr: 7.0 6.9 7.2 7.0 13max Demit)'. Ib1ft': 129.0 126.9 126.9 127.6 125 min Strent!'th; Total Load. Ibs: 260.830 266.920 284.440 Gross Area. in!: 119 119 119 Grnss Stren8lb. psi: 2.190 2.240 2.390 Net Area. anz: 66 66 66 Net Slrencth. psi: 3.950 4.040 4.310 4.100 1100 milt 1900 miD RCm:lrk.Cl: The samples meer ASTM:C90-97a spcciflCitiGns for Type J moisture contrOl concrele m3S"nry unitS. Rcpon Prepared By: ~;[~ ~ /.~ "- " 'Nathan J U< oe- Supervisor . Concrete Laboratory ON! AFFI~T1YE AC"OoIlW'~OV'A' 550 Cleveland Avenue Nrnth. St. Pall/. IIN 55114. 651-ISg.g(J01 · F81C 6$1-659-1379 ....11_ll:...f:l6..I_~l~.~"{~~ BRAUNSA~ INTERTEC Braun InteI18c Corporation 6801 Washington Avenue South Minneapoli., Minnesota 55439 612-941-5600 Fall: 941-4151 Engineers and Scientists Serving "'8 Built and Noturol Enviranm.nts. SampllDC and Testing Coocrete Masonry Units ASTM Cl40 Specifications per ASTM C90-97 Date: August 8, 2000 Projec:t N....ber: Cleot: Ms. Muia Cullen AssreSUl lDdl1Strics 2915 WalersRold, Suite 105 Eagm, MN 55121 Projec:t Dacription: 12" Plain Stretcher EdiDa 1 LaboralOry Minneapolis, MinDesoIa Sample Data Specified DimensioDl 'fy~ of Unit Supplier: Date Cast: Darc Receiwd: 12" Plaiu Strc:lch~' ~1lC loduSlrics NlG 07105100 Nominal Widdl (Ill.) 12 Width (in.): 11.63 . HlIiibt (in.): 7.63 Lcag1h (in.): 15.63 Absorption & DmllllSionaI Analysis Sample Number: Date Tesllld: Average Width (in.): Average Hcipt(in.): Aven.ce Length (in.): Avenge Minimum FaCGJbell Thi<:bcss (in.): AVCI'Ile Minimum Web Thickncs& (in.): Equivalent Web Thiclaloss (in.): Moisture Cootmt (%): MoisIWe Content (% ofTo1al. Absorption): Absorplion (pel): Net Volume (ft'): DeaRly (pel): Gross Cross Sectiooal Area (in1: Not Closs Scx:tionaI Area (in%): lA IS lC Avera&e 07111100 07111/00 07/11100 11.69 11.65 11.69 lU7 7.64 7.66 7.65 7.65 15.64 15.63 JS.64 1 SolO 1.51 1.51 1.51 1.51 1.12 1.17 1.17 1.15 2.59 2.70 2.69 2.66 2.0% 2.0% 2.1% 1.0'1. 38.S% 3S.70" 40.4% 38.1'/. 7.21 7.65 7.13 7.35 0.36 0.37 0.36 0.36 13B.53 136.95 138.05 137.84 182.83 181.95 182.69 Un.4~ 81.55 32.61 IU6 82.01 Compreuive Strea&th Anal)'lis Salnple Number: 0&11: TcsIod: Average Width (in.): Avenge Heipt(in.); Average Lenglb (in.): Gross Area Compressive S1J'eDglb (psi): Net Area CompRSSivc SlrCIlClh (psi): lDdiviclual Speciticatioa: lA 18 lC. .\verace 07/07100 07107100 07107100 1l.62 11.65 11.66 11.64 7.93 8.02 7.97 7.97 IS.58 15.61 15.61 15.60 1640 910 1110 1220 3610 2030 2460 1700 Min 1700 MiD 1700 MiD 1700 Remarks: The above results meet ASTM C 90-97 Type 1 specitiCl1ions fOf dimensions. absorption Illd compremv8 slraDg1h for ~~ muoory UIlits. cx;: Reviewed By. LM.ln ./' .oIil1._II:MCIa6(I_.:l~.:iGl..~ rJ AMIRICAN 1 ENGINEERING TESTING, INC. CONSUlTJl . GEOTECI . MA TER~ . ENVIROJ\ PROJECT: REPORT or CONCRETE BLOCK TESllNG REPORTED TO: 16"x 8" x 16" Units CAMAS Minnesota, Inc. 11717 - 20518 AVE NW' ELK RIVER. MN 55330 A'ITN: MIKE LIDBOM AET" JOB NO: 04-00726 DATE: MAY 21. 1999 ASTM Spec CS Individual AVI Simple Number: A B C Avg. Unit 3 Block Type: 16ft x 8ft x 16- Block Producer: Cama.s MN: Elk River. MN Dare: TeRed: 5121199 Dimensions: Length, in: 15.55 15.56 15.58 Width. in: 15.62 15.64 15.61 Height, in: 7.65 7.63 1.60 Face Shell. in: 1.52 1.53 L53 1.53 1 \ Web, in: 1.60 1.59 I.SS l.SS 1~ Eqllivaletu Web. in: 3.70 3.69 3.59 3.66 2~ Ph,sital ProDerties: Absorption. ~: 5.6 5.9 5.6 5.7 AbsorpciOD, Iblftl: 7.2 7.S 7.2 7.3 J Deusity. IbJft': 128.3 127.7 128.3 128.1 1: Stren2lh= Tocai Load. Ibs: 380,170 449.580 409.660 Gross Area, ift2: 243 243 243 Gross Strength, psi: 1,560 1,850 1.690 Net Area. inl: 123 123 123 Net SlreDgtb. psi: 3.090 3,670 3.330 3.360 1700 min l~ Remarks: The samples meel ASTM:C90-97a sp~iticatioos for Type I moisture cODtrol concrete masonr Rcpon Prepared By: ~.~-< Supervisor - Concrete Laboratory 1..... ! 1~ Don't Get Burned By Positive Pressure Know the codes ALONG WITH THE MIXED BENEFIT OF RACKING UP FREQUENT FLIER MILES, THE national sales manager's job pays definite dividends with unique opportunities for witnessing first-hand the state of our industry around the country. With fire codes now undergoing transition in much of the country, that first-hand perspective has recently proved to be a real eye-opener. It is happening already - projects are being shut down or otherwise delayed because the door openings are not meeting the new Uniform Building Code CUBC 7-2, 1997) requirements for positive pressure. Consider the following: · Neutral pressure doors bid for a hospital project in Idaho had to be replaced with positive pressure doors, costing the project $30,000 in add-ons. hospital in Southern California. The hos- pital inspector rejected the surface- applied system as an inadequate long-term solution for his project. · The building inspector rejected aluminum frames histalled in a California office building because they were not positive pressure rated. Adding special channels to the frames and installing intumescent material cost the distributor a bundle. · The architect's door schedule for an office building in Northern California specified non-compliant aluminum frames. In this case, an astute distributor detected the oversight and worked directly with a man- ufacturer to identify an acceptable metal- frame solution. The mistake cost time, but material replacement costs were avoided. · Positive pressure doors with "stick-on" intumescent material were supplied to a Gerard J. Reid, ARC, Zero International ~ I MAY 2000 DOORS AND HARDWARE 35 Similar scenarios are occurring throughout areas of the country where UBC 7-2 1997 has been adopted and are certain to be increasingly common as enforcement becomes more widespread throughout ICBO jurisdictions. The imminent adoption of positive pressure standards elsewhere in the country makes the potential costs of non- compliance even more alarming. The new International Building Code (IBC) 2000 also mandates positive pressure fire-testing of doors, frames and hardware, and adoption of that code could begin as early as this year. In other words, positive pressure will probably affect you soon wherever you live and/or work. Where we are now Adoption of the UBC 7-2 1997 Fire Door Standard has caused much confusion in all sectors of our industry. Architects are not sure how or what to specify for positive pressure, as illustrated by a discussion at a recent Amer- ican Institute of Architects (AIA) meeting in Minneapo- lis, where UBC 7-21997isnowinforce. During a question- and-answer session following a presentation on positive pressure, it was clear that most architects present did not fully understand how UBC 7-2 1997 affects their door openings. Advised of the ramifications, several planned to r" ~. . return immediately to their offices to review submittals from door and hardware suppliers for compliance. It is equally clear that many door and hardware distrib- utors around the country are uncertain about positive pressure requirements for actual projects and how to sat- isfy them. In many cases, manufacturers are still trying to determine the best way to meet those requirements. At the other end of the cycle, inspecting code officials are often not sure what to look for, and some are not enforc- ing at all. This confusion is causing many problems. In addition to the direct costs of project delays cited previously, unin- formed decisions are compromising aesthetics. More seri- ous for the long-term are specifications of incorrect or inappropriate systems with potential impact on life safe- ty over the life of an installation. For all UBC 7-2 1997 projects, liabilities for non-compliance are now accming to all building team members. Those problems are most immediate if you are in an area where UBC 7-21997 or the new IBC 2000 code has been adopted or will be soon. Assume that positive pressure doors are required even if you have heard that code offi- cials and Authorities Having Jurisdiction (AHJs) have not yet begun enforcement. They will, and you do not want to be the one caught with incorrect fire door systems. I ,I I , i :1 I I .1 I I t I I ~~.~-~_~t. REVISITING THE BASICS OF POSITIVE PRESSURE !lI One surprise from this observer's travels is the number of questions that still surface about positive pressure. Exactly ift; what is it? And why all the commotion? The new standard has a long history, but here is the abridged version. I,~~.....'..' .. I The basic issue concerns the way fire doors are tested and approved for use in fire-rated openings. In the old way of - .r.~' testing fire doors under negative or neutral pressure, heat and gases in the fire test chambar were actually vented away from the door opening, The effect was similar to the operation of your fireplace at homa, where heat and gases are I 1.:.....~;.....ilI:.~.t ext';;::::~:~~~a~::;ting method is that" does not simulate real fire cond"ions, In an actual fire, combustible mate. ~ . rials in a room ignite, heat from the flames rises and air is drawn in through gaps at door bottoms, so that positive pres- sures are applied to the upper portions of door openings. To portray those actual fire conditions more accurately, the testing procedure was changed to subject doors to positive pressures at heights above 40". This method of fire testing has ,') been the standard for many years in the United Kingdom and elsewhere in Europe and Asia. It is not a new phenomenon. Because of the change in test procedures, doors, frames and hardware had to be re-tested or engineered and approved for positive pressure. Several types of doors listed under the old negative pressure procedure failed the new test. However, the impact has been the greatest on the wood door industry. Most wood doors cannot pass the positive pressure test without modification. .J ...:-tlIilU.lil~\~~~Ufi.~~g~~li!Itmi~ MAY 2000 DOORS AND HARDWARE 37 YOur 0." el/ahle H. e ardware S. . We h .FT IT QUICl(1 Upplier aVe It hell . MAMA Ore You l1eed it" " HOLESALE _ARDWARE - LCN · Von Duprin -ILCO - Sargent & Greenleaf (Arm-A-Door) · Roton . Detex · Simplex - Norton - Stanley . Rixson · Glynn-Johnson - Adams Rite · Jackson . Master Padlock · Folger Adam . Locknetics . Rutherford (EFF-EFF) . T elkee To Order Call Toll Free Phone: 800-238-4566 · Fax: 800-538-4566 Cal/ Or Write for our FREE Full Line Catalog Omaha Wholesale Hardware P.o. Box 3628 · Omaha, Nebraska 68103 CIRCLE 101 FOR FREE INFORMATION .5 and 7 Ply .Bonded & Sanded Core . Particleboard Core . Staved Lumber Core . Stmctural Composite Lumber Core . Fire Rated Doors .Acoustical Doors .X-Ray/Lead Lined Doors . Concealed Vertical Rod Exit Doors .Stile & Rail Doors .Matched Flitch Hardwood Veneers . Custom Prefinishing . High Pressure Laminates . Medium Density Overlay . Ughts & Louvers . Transonu;, Pairs & More .Architectural Door Machining Vancouver Door P'O.1418,PlIyallllp,WA98371 8DO-999-DOOR 253-845-9581 Fax: 253.845-3364 E-mail: vancdoor@-..ol.com Web:vancouverdoooco.com SOlj) THt<<>UGH Dl5TIUlfUTKlN . Vancouver iTITI ~ CIRCLE 140 FOR FREE INFORMATION 38 DOORS AND HARDWARE @ Especially during this period of transition, architects will turn for answers to AHCs and CDCs serving as door and hardware specifying consultants. There are answers Clearly defined specifications are the fresh air that will blow away the fog of all this confusion. That will not be accom- plished simply by referring to a particular code on the front page of a set of plans, or Division 1 of the specifications. The time must be taken to understand the options, which must be clearly outlined in the proper specification sections. In addi- tion, compliance under the new codes requires compatibility, as well as positive pressure listings, for all the components and accessories of door assemblies. That means all sections of the specification must now be coordinated and verified. Especially during this period of transition, architects will turn for answers to AHCs and CDCs serving as door and hard- ware specifying consultants. To provide reliable advice and specifications, you will need to help identify and evaluate many specification options. For most fire-rated openings that contain wood products, intumescent materials are required. Does the architect want that intumescent material to be surface-mounted or recessed in the door or frame? How about totally concealed? What are the allowable hardware options? How will glass kits be han- dled? Architects need to be aware of all the options in order to specify properly the entire opening and avoid confusion both at bid time and when the products arrive at the site. Clear, concise specifications are necessary for ensuring control over the project. How do you as the specifying consultant identify and under- stand all of those ~ptions? Education is the obvious answer, but where you go for it may not be as obvious. Until the posi- tive pressure environment matures with easy access to reli- able, standardized information, the best source for what you need to know is the manufacturers who are developing and testing the solutions. Intumescent solutions are currently very product-specific, so you need to go to the manufacturer for each positive pres- sure door and gasketing system that you are specifying or bidding. Ask for documentation of positive pressure testing along with complete application details, including listed door functions and hardware options. ITS/Warnock Hersey now requires that installation instructions for the total assembly be attached to the door for review and approval by the AHJ, so ask to see approved installation instructions for all com- ponents. Positive pressure systems and testing will remain in flux for some time to come, so it is most important to request regular updates from the manufacturer. MAY 2000 Intumescent concealed beneath veneer. as shown above, or recessed in the door or frame edge is generally favored by architects for aesthatics, as well as a perceived benefit in reducing liabilities. Inspecting code officials are also voicing preferences for those systems because of difficulties in judging correct application of surface-mounted intumescents. Also, do not forget the Internet. There are websites out there to assist with pos- itive pressure information. A sense of direction There appears to be emerging consensus about where the industry is heading that may help end the confusion in certain critical areas. A growing number of wood door and component manufacturers are testing with concealed intumescent appli- cations, and public debate supports that trend. For example, most major door and core manufacturers were represented at a recent conference of the Window & Door Manufacturers Association (WDMA) in Tucson, where the consensus strongly favored the use of concealed or recessed edge systems. Architects attending the AlA meeting in Minneapolis voiced the same preference. In addition, a code offi- cial attending the WDMA conference reported that his inspectors find it difficult to judge whether surface-applied systems are correctly applied and therefore prefer concealed or recessed systems supplied with the door. The prevailing opinion appears to be that liabilities are greatly reduced if man- ufacturers supply a concealed solution. Because the material is integral, it cannot be removed at the job site or interfere with door function. Concealing the intu- mescent material under the veneers is also perceived as a more aesthetic applica- tion. This is an option primarily for mineral core doors rated from 45 to 90 minutes. Twenty-minute doors have different options. Those include intumescent material kerfed in wood or metal frames and dado edges with recessed intumescent, as well as concealed edges. In addition, some special edges do not require intumescence. Once you detennine the best system for the particular project, be sure that all sections of the specifications are clear and coordinated. That is the single most important thing you can do to end confusion throughout the project cycle, and with proper installation instructions, enable the code inspector to understand what was supplied and approve it. The bottom line is that none of us has the time, energy or money to supply a project twice. Let's understand the process and do it right the first time! fl) MAY 2000 ,- f CIRCLE 18 FOR FREE INFORMATION DOORS AND HARDWARE 39 '..,. I 1 1 4'-1112" I / / , I ,'j,', I " 1 " , ' , I' ' I FABRIC CANOPY ON METAL I FRAME SV OTHERS / / I / I ",/ I // / ~, /// /// I ' / I " /' Q;) f;>~R LEVEL LOBBY 6'-4' ROLLING TRASH : // tlIN I -<:;... i ___.J I I Ila.]" I , I j... / , , , , , , , , , , '\:), / / , / TRASHIRECYCLE ~ III Illcllll 8 ~ICharleS J.Radloff 1 SK SA W . ARCHITECTS' PLANNERS I .... ~ VAl I FV VIFW Rn ~ - i EDEN PRAIRE. MINN. 55344 ~ VOICE (812) 941.1881 -C FAX (812)941-5240 STONEGA TE APTS. PRIOR LAKE, MN. ~ o .. CORRIDOR m ~ o .. STORA mill LOBBY +A .. ~ ~ 0 ill ~ "I .. 15'-3" T." 10'-1 3,l8~ @~ .. ;" -...., I I TRASH C~UTE I '.... -.... @ 4'.11rz' 6'-4" 4'.11fZ' OFFICE ~ ~ '" 10'.7" 4'.Q" ''()114" 24'.2 314" 29'.3" UNIT TYPE 1 B APT.'109 SEE 21M 8 too I Charles J.Radloff SK 58 :;: ARCHITECTS" PLANNERS too . 9979 VALLEY VIEW RD 1256 - i EDEN PRAIRE, MINN. 55344 ~ VOICE (812) 941-1887 C FAX (812)941-5240 STONEGA TE APTS. PRIOR LAKE, MN. r" o ~ LOBBY A II 200130O II WA 15'-3" @rq .. 04'.11fZ' 4'-11' ..... .'.111'Z' 10'.7' 8 I-ICharleS J.Radloff () w ARCHITECTS' PLANNERS . 9979 VAlLEY VIEW RD 1256 SK-5C i EDEN PRAIRE. MINN. 553044 () VOICE (612) 941-1667 II: FAX (612)941-5240 -c ~ S! .. STORA ~ ~ '? .. 7"" 10'-1318. F- .. ~ .. ;: OFFICE 11201130111 '-0114' 24'.2 3/4' 29'-3" a UNIT TYPE 18 APT.I2Oll/309 SEE2JM STONEGA TE APTS. PRIOR LAKE, MN. TO: FROM: DATE: Sue McDermott, City Engineer Bob Hutchins, Building Official Jane Kansier, Planning COOrdinato~ December 10,2001 RE: CC: Stonegate Apartments Retaining Wall DRC Members Attached are the plans for the revised retaining wall along the east property boundary of the Stonegate Apartment building. Also included is a revised landscaping plan. Please review these plans and let me know of any engineering or building issues. Thank you for your help. Please let me know if you have any questions. Attachments j~ , .\, ~ w l'\~ ~~~ 1 ~ ()~lD...J J ~ ~~f ~~ (I-'S~ ~'1 l \ e-f;fJ>4) f:rJ l..,.,~ D~",= u~~ c.,\~. '2. No O~ \S5LJ~ 12-~t{to/~1 T~ A l:\OOfiles\OOcup\OO-O 1 O\retaining wall. doc - 11/28/01 WED 10:03 FAX 9524710639 STONEWOOD ~oo:.! No~ 28 01 09=55a p.l Duffy Engineering & Associates, Inc. 1424 2nd street North Sauk Rapids, MN 56379 Ph: (320) 259-6575 Fax: (320) 259-0991 Email: mail@duffyeng.com Fax Cover Sheet Attention: Bob From: Ryan Date: November 27, 200 1 Re: Stonegate Apartments Phone: Fax: 952-471-0639 Number of pages to follow: 3 ADDITIONAL INFORMATION The 47"x47" mechanical openings at the end of the buildings shall be framed with an MLl1intel (8" deep bond beam with (2) #5 continuous). If you have any questions, feel free to give me a call. ['r.. .n ...._, rs(# . " .__j Data: 11/)1101 1 "......_.."'. .... _" ....."'._H.._....n_~...."..."........ ........ ...,......"..........,.. . 11ffi 16:00 FAX 9524710639 STONEWOOD ~uu;.: Field M.emo ~~ STS Consultants, Ltd. From: Novcntbc::r IG, 2001 MI', Bob Skarsden Affordabl.e Housing SolutioJls, LLC Mr. Steven Ruesink, P.E. STS Consultants, Ltd. STS Project 98353 Wc::alher: SUIUlY, 65QF Dare: To: Time: 4:10 p.m, Ru: Site Vi~it to Obsel'Ve EXCilv<llion Base Soil for Ihe Sto.negate AparrIDcnts Project in Prior Lake, Minnesota Personnel Comacted: Milo with Affordable Housing Solulions Excavator personnel 'j,l:' .~ As requested by Milo, I visited the site today to observe excavation base soil for the west wing of the building. The contractor has removed unsuitable flU. and topsoil in this area exposing a naturally occurring browll sandy day. 1 performed hand auger probes in the base soil indicating the material to be suitable for placement of fill and the design foundation bearing pressure of 2,000 psf. The footings along the 'west side qf the build1ng will be at frost depth elevation. Approximately I foot of fill will be in place below the footings. Based on thi~, suitable 1: 1 oversizing has been provided for the footings. Milo indicated that Northland Concrete will be starting footings Monday in the southeastern comer of the building, going along the east line. I performed hand auger probes in the excavated soil at plus or minus bottom of footing elevation, indicating them to be naturally occun"ing sand/silty sand, ill my opinion suitable for the design foundation bearing pressure. I set up with our materials technician to visit the site next Monday to perform field density tests on flll soil placed in the west wing, and to also perform additional footing base observations. The fiU being used for the west wing will be excavated out cifthe bank east of the building. M6353002.d<lC ............-..........-....... ,...,.. .......... ..... . ... Construction Star1.dpipe Requirements Provide a Class III system without hose requirements. This is to include both 2 Y2" and I W' hose connections on all levels. All standpipe outlets shall have caps with chains and hose valves. The PlY shall be locked in the closed position. All water flow valves shall be locked in the open position, except the hose valves shall remain unlocked and closed. The standpipe system shall be extended as construction progresses to be within one floor of the highest level. Jan 31 02 03:5?p p. 1 Duffy Engineering & Associates, Inc. 1424 2nd Street North Sauk Rapids, MN 56379 Ph: (320) 259-6575 Fax: (320) 259-6991 Email: mail@duffyeng.com Fax Cover Sheet Attention: Bob Hutchen From: Ryan Sea vert Date: January 31, 2002 Re: Stone gate, Prior Lake, MN Phone: Fax: 952-447-4245 Number of pages to follow: 3 ADDITIONAL INFORMATION The fasteners provided (1 ~"roofing nails with 7/16" head) are adequate structurally as they exceed the size of a 6d cooler nail that was specified. If you have any questions, feel free to give me a call. Jan 31 02 03:5?p 01/31/2002 15:20 FAX 9529350815 p.2 PACKAGING INC. 1lI0D1 PACKAGING INCORPORATED 11580 K..TelDrive, P. O. Box 538 Minnetonka MN 55343 Phone: (952) 935-3421 FAX: (952) 9,~S..0978 . FAX TRANSMITTAL COVER PAGE Date . //3/ /0 Z. { I TO: (ItJlJ S. Company: \) "" ff" '1 FROM: N~c...k. So'" k,- Main Offices TELEPHONE: (952) 935..3421 MAIN FAX: (952) 935..0978 Number of Paces, Including Cover: 3 - Me6sage: Jan 31 02 03:58p 01/31/2002 15:20 FAX 9529350815 PACKAGING INC. J~~-~!-'OO~ ~~;4~ PRODUCT SERvICES p.3 @ Underwriters Laboratories 18c.(8) III 002 8478'M~1 P.04 MeMIII. New YDlk 0 15{6) 271-1;200 Sallla Clara. CaIIJomia . 14M) !IA>.2411O AUIIICII TlIlIIgll ,.IIt. No"",;,,,,'nao(I"1 S4~14QO CI"'I:., WasllinglOllo (*1 817-5500 PASLOD! ILlINOIS TOOL WORKS CO MR H SCHNlEDERNEmR. 888 FOUST EDGE DR VERNON HILlS n. 60061 RoE: Project Nwnher{f) - 99Nkl580511t.19086 Your m06l recent listing is shown below. Pluse review this infonnation mG report any i:n.a~curaci.. to the UL Engineering .laff member who handled yoW' project. . For inlonnation on .,blring an order for UL Utting Cards.in a 3 x 5 inch (onnat l')ease refer Co the endosed ordl!ring U\formation. BXll'V Fire R~sistmce btinp . ANSIIUt 2603 December 8,1999 ~ No. VMS teen w. 1laIi.. - , HL Rahll.:L, -.~ 1_ 3" ... 1--11'0.('. I It'o.c.~ f~.~ .: ~<)> J41 s 'ID 'tD 2.... fir..... 1. Nallhrada- laf.'DMd or ClllW,.d with joint ~d, . Z. IMl5 - &posdl or atWftd wid\ 11_ tlJ!f __ jainI L'IImplJlII1d. eacept wbeft lWlJuiNcI for $p<<ific edlr Cllftfi.luralio,.. 'or 'a~. luolMw....cli;, '.....No~ jo&.,.. CV\'cnd Wlit! !riftl ~ o~~~ IIId _ ClIII\poWld. As 11\ Ur.N". Nla\ 3/31 in. thick ~ Y~r plalllr ~y -ap,1Md 10 dIIMdaeIldt.eI . v.... ............ ioiDes ~. 3. Wil....... 0"..... - 1"11 III."iIlidt wallltuJd ,..r or Yinyi ___ wMh =IIIIW. ... l&ptncl .... applied rilbu hor,. ~_.by ar vlriic:llllt W..... Milici ., in. oc: with.. ..... ~ Mill ).711 in. D.W11 III. ....liIun Iirid 1/1 in. diUI huds. WIIeft uad fa Wid.dw of odlu ttv.n.. in.. waIDIaInS Is lID lie ..laW ~1Iy. r all 11lIrNr. _lMd aI aM.:hmaon1 of IDP" - bat_. rw'" III ItaII 6. WoIIJ IIId r'IIUtiOCI ,adD. and A.euria'". AMWCAN GUSUM CO -Tn- AGX.l, ACX.2, ACx..I (IiniII\ nIin& 2J min.). TypI AGX-7, ACX.oU (1iN5l't .HII& Zfi mill) or ~ N:;.c.- ~^DIAN GUSUW COao'ANY -~ AI (fll1ith 1II!IlI2'''' Type C (finisII ntina 26 minI. T", PCV UiNah rl.\iII(2' D\in). ~ 1P-xI (liniIh ~1irW 211111in!-;~ lP-lQ (fInitIl fII~ 2hlill1. T~ sex (&ni511 ~ 26 INn), 'l'n't S1iX ~ "1- !nIlt INII). ~ wac (JIIUr\ ,,11III KlIIiII). TYJI'II wax (fIIIiIIi ~ 16 min), ~ nx (Iinish RII\12O 1IIiIU, CEU7J'IIC COJP -~ I.. 1\lIIe 5I'J T&ni5h ratinC XI rnin).1)pe A (&Uh raling Zl iDinl. type . (finW\ n\lll& 20 DliI\).1YPc C. (6NIh ,.~ Zl .....r g~ Fat.. CON1INfNTAL Cyrsuw COWANY -1nr CG1-1 (finish ~ >> INrI). ~ C<r2 (6niII1 ~ :zo mill). T)'pll CGo3 (MiIII nlirr& 20 min>. ~CGW (iMh &tinI21r.....).,JnIe ce.! (finiiIlra~ 2' inUll. TYPe COW (fIIidt ra""l 16 allft). ~ ~ (fiftiIh fa Z6 mini. T~ c:c:;.aw., ~w (1nIIh n~ 20 IlIA): 1WIeI Cc...1~S, cc-SWS (&niItI nlinK :a 1IlIft1. ~. CG-6 ~fIIIiIIPI d11klC III1ft). lftiir c:.'C641......1Min( t6111inJ. ~ _~. tjplP CCT6-6 finish l~dnc 23111iftl. 1",,- cct-9 (fin. bh ~IIIII 26 "'in). TJPt! CliTii6 (fiNIh n~ 2J IIIiIQ" Typ. ~ (1IniIIl ntinr 20 min). C.p GYPSUM CORP.'SUI or CrcmclAotAClRC CORP ~ Tne 5 (1nlIh ...liI1& Z161RiA). ~ 6 CfINIh ntilt( U 8IIn),. Type 9 (1Nih ~.IinS :u. 11I11I), 1W- C (finish nIIIIIr 26l1li1\l. ~ DGG lllnlah ntIrIf %0 DliII1. ~ CPfSl (inIIdt .... :aD 1I1inJ."Type CiPFSZ (fiNIII nlinl20 iNn). ,Tn_ C;P'" (tinWI .._ Z61l\in). JAMIS HAItDIE C;\'I'SUM lNC -lYP- fj~ X (iIIIIh 1'1III1& 161Rin). Type twlu"C" . Tn- DOl'll (fInIsI\ nlill& 2D rl\in), Type I)I)l)Q (finiItIl1Il:iI1f; ZO milt). 1Wi IIC<. 62172.2001 Page 1 of 2 A nalo1or.plol~ olgallilallOn dtditiltd 10 fJIAllic sa'II1y and C!f,mined 10 1I"1I.1)' ..",jce Jan 31 02 03:58p 01/31/2002 15:20 FAX 9529350815 PACKAGING INC. JAN-31-2aa2 00:48 PRODUCT SERVICES p.4 III 003 B478ElEl95'31 F' . 05 Underwriters Laboratories IhC.@ t.AI'UGE C~ DIY Of l.Af.u.G1 COU-1'YP- LaIC (finish..... 2D 1IIln). Type LGFtJ (&IIiII\ ra~ 2D mill). "'- LC:FC' (1iniIh ,.",,& 26 minI. ~ LGJIC-C (&liIIi ~ 20 mill). .,~ NmONAL GYISUM co-,. Jl&IC (1niIh"1ine ZO 1nIn).1U-G (linish ralin&:ZO 1I\ift), ~ I'fiW lllnilh IR'C 30 1I\in). T,p.' PSW4 [1niIh IaIinI MIIIin)._ ~ p,w.:J (Inilh mini 3D mllV II l)pI PSWoG {IRiIII ra*'C >> minI. NAnoHAI. GlP5UM CO -'MIt ~ or wx. HOllelN AIS - NOUDlE J( '(1iNdl.... 76 1IIift). rAJa) CWI'IUM. IH\' Of rAcme COAST lUl\DeIC RODUCl'S It<< -~ C. PG.a~ ... >>1IIiIt). PC-3 (6nish 1aIin&_2D lllill). Tn- PG~W, l'Go5W f,IaIIh I!MI 3D ..w.. T.... JIIC-' CIftWI....... 3D IIlift), PG4 (fiUIh n.... a aUft). 1ftIII fC.3W5. ~s [IIIiJIl .... 2D _). 1WII J'IG.5. fG)I t... __ 26 _) or ~ UftJIUC cYPSUM CO-T", a:;J ........ 2IO..w. IG4 (&NIb IIlIiIlc 2I1IIin). TypcltG3 (1iniIh ...... 2D INn), Type aG4 (IiftlIIl1UIn<< 2f 1IlInJ. ~ .,. (IInrIi ...-sl>> . ~ JKrC. STANDMD CnsUM [ L C -Tn- SCiQIiI\iIh n*,& JIf~, T".lQC.3(lWIh nIiII& 20 1ftiA.) 1yPc 9G-C Dr SCC~iIIiI!l r.tina 20 .....l u TEMPf.I.IIiII.A)ID JIOU51' nODVt!II COD -1ftIB T (iaUh .... 210 nUn). WIo1\lM T (inith ..... ZO n.ia). WI.'Jnw T (Clnllh,..q>> -*U. Type T SHl(; (1NdI1IMC Z'IIliD). RM. VI'ITC'" RWIlX.f. ~ or na.. bllirlor CflIIUI" SaaS! IOlll'd. UNInl) srATIS CYJIJUN CO -T)'pI' AR (inish ra= ~, T1P sex (.... ..... >>8lin). '!We C (1*, IIIlIt& 26mlnl 11 WU (1InDh ~ >> adR . wac: (1nIsh 36 MIft). ~ 1P-xI (1NIh 26 Ddn).-1j rev (JnIII\ rIIln t 26 ~, 1",. ~-,g (InUli IlIna ~ ~. T,.,. 5KlC ( ..w. Millin), 1)pr flU( (~ 21) ~T".I'Il)t.G ~f ''''''I Dillin) . WESTKOC !IlK: -T~ WarnIc ,...rd. . YDO 'ANAIliIDIC\NO . A P5 C y - 'In!e A1J. (1NIh I\IlSaI16 min), ~ C (linIIIh ..linK 26 ~, Type WlIC (1niIh llIIinc Z6111in). Type wxc: (IIlIII\ '1!inI>>IIlin), ~ INtJ C~ ~ 2i 1I\iII), l)pIl'CV (1niM nIbIr U miftl.1),. U'0)2\1NiDI ..... MINI\). Type IHX (INM IIIiq 26 mlft).1CX (IMh r..... ~ 1Ilin). ).... W~ G1Jft8a....; IAI.... .J~ .., Ifem 3) - ~ 1/. a Ibici;. iNtaIIed a ~ in ka113, CANADIAN Gl'lSUM COMPANY -'type All. UJ'IIlTID nATES GftlUM CD -1ftIIi AJL G= \'IlIiO PANAMUUCANO' A DI C:'9 -1Jpe AA 3B. ........ G",II.- - (As UI aIWN.. . .... ') 1I\Cl3A) - 5/1 u.. llIIck. . It --.. ....w ...... applitcl vuticaUy. WallbOllrd MiW . In. OC with 1-,/tln. 10M RaIYIIIJM ..... Nils. 'DiRt CllrftriN (k1ll1 Z) NIl ....... CANADIAN GD'IWM COIbANY -Type ~...J:::'d ,.. Zf IMI). UNITED STATU GYPSUM CO-~W6X ( '-!I ~ zr 1IIift)- \'ISO PANAMIU:AHO 5 A DE C"V -1)pe WSX UIIIIIl*I ~ ZZ 1IIIn). . 3C. W........ C,.._- - (AI U11h1m1el! Ilo ~ 3f SA 1Ild.11). 51' ... thkk. Z It wide. Illl\Pe IPd IJ'lIOve .tSI. II'PliId --. IaUy to ont sidi of tile ....11"- s.a..t . d~ in 111m J. )elnt aMI'iIlC (hIaI. ZJ NIt ~ UNniD STATIS C~ CO- Type sex 4. 5IHI c-.- F........ - ~...u - FW _ ., ..I _. eNNW! sIuI,.I, 2 in. Ioar; by 1 in. hi&h an _ bad!. :idc widI twe 1/8 In. ..;de elM. pmlrwli!ts tnIo .. 1/. ilL wide dwulel fabriaWl "- 2A puse ga1v .... FUlUlBS ippIiad anIy la IN IIld or cut .... (nor .kIni ~ icipI) oIlhe -a........ no 1"'.1.... ,hu\ 1 It\. 1Nm __ ol-uboatd. .... ~_ 16 In. OC. NaiIMi 10 adja- ftI\t ~ IhtMiSh -1IIiN 1M No. W ..... c... Nil per ...,,_. c.nwn of waD board IhaIJ be naiIIiI tv tvp 11I4 NlIDIlI plilt USinC roIo. lid UIIIIIII all.. ...... 5. IItIa __ ......... - COPdcIaIl. Noc s.-n) pa tIber 01' II'IiMaI wool Irslllalilm. . ~IN1UDCO~ . . ,OHNS MANYlu.Ii INTDNA'nONAL INC ICHAVF Illd G1.ASS GMIH OWDIS COIMNC 111' INC. DrY OF OWINS coKNINC~ ..beiliu C~. lOCK WOOL WANUfACTU....a to-Pilla JaIId. &OWL INC 11IE1lMA.lln L L C -1ftle SAFB. to Will anAl PaIIiti.. ...cinp..d ACCCM..... -tOplia...... Net..... -,.,.... All a1lc1rUf1e &0 III ...... ..Kltlletl 1111... JI- Wallboeld fullNId Willi Z in. _ .6 pap "'-11'-."". 3 In. DC .~ "ftticaI j....1l1n11 6 in. OC in thr field. WhaI stlple .~ u.ml ~4 joint. &:IIIWml wiI:l\ p.-r !Ape IIlli juiftt IlDIIIJlt1OIIId. I'..1Fla CDVe'Illd with jtIi.." _paund. Finish r JtinR ill" mil\. PASLODE IUlNOIS TOOL WObS CO "Burin& IN U\. Claui8caliWn M.rkllll o~,~~ ~PA-Cr,.A.- 5~,J OF- ~~~ ~~~ 621722001 Page 2 of 2 J1XUV /U30S ~~er 8, 1999 19361 Tamarack Street N.W. Csdar. Mn. 55011 Phone:76~1~227 Fax: 763-413-8236 Stock Building SupplV- Minnesota Truss Fax Cover Sheet: C,lA, 4,c ?,e..~ti L.,..k~ To: ~(! 13clll!H/E ~Aid r FIUC '1s:z Sl9'7- ~2!jIs- p_((Q/Z) ;;~- B7~..1 Re: F"1ft: ~ 13~/b.I.hiffJ t:J Pages: -:s Date= , h" ~2- , , cc: lSdu......t I9\For RevI-.ut OPl eo-" 0 ~_ Pi: ...... ea.e (pDftn... Please Reply Dpl.-se Recycle e Conwnents: 8fLI2Hl/i . .,L"~ i ~ lVL.., ~r ../6~ '.r &9,LH'r S'.E~ / V $ r;,e """ ~~A ~$h:-~Jt!. ~Jt. c?I'Y d~ 6YjJ ~~-€+/4-:1'. /Az ;r ..,/ro ~'f ft 7/,,( .,4z&AJr/i."r n.,-/ ~;&.N.d, I~ ~ .# 7""'_ L~'1 Monday. January 14,2002 ~12l/l0 . d SVCV~VVCS66 01 9~c8 ~lv ~9~ 8NI~n1J~~nN~W ~J01S ~~ ~S:60 c00c l~ N~r @ UndelWriters Llllantories Inc.~ III 002 84?80e9591 ~.B4 Melvilhl,Ne.~oP."I~'S) 2"..e2aO S'lInla I~lara. C8ilomia-I-I)IlI "l).~411Q Roe:l,d1 Triangle Par\, NoI\IIC:amlina-,g19) S4~'400 cama~. 'NasMlglon" (3ICI) '17-&500 ~1/31/2002 10:46 FAX 9529350815 PACKAGING INC. !AN-31-2ee2 ee:4B PRODUCT SERUICES PASLODE JLUNOJS TOOL WOlUCS CO M:R H 5C:HNJEDEINE1ER 888 J:'01tEST EDGE DR VDNON HILlS n.. 60061 BE: Projec:.t NUlllbt!l'(s) - 99NK1S805f)l19OMi Yout most fecmt listing is shown 'belm-r. Please revieW this iNormatian and report any inacc:uracies to the UL :Engir\eeriftC stalllll!lftber who handled your project. . rOt' Wom1Ation on plaa:inl aft emSer for UL Listing Cards.in a 3 x S i1v:h fannat, pleu.e l'Rfer to the enclosed orderiJlg infonna1ion. lIXUV fire JlesiablnCl! IlaIinp . ANSJIUL 263 ~ 8,1999 Desip. No. 1.J305 . .... 1IiWI..... -1" ..... tc:- leI! Ii... 1M" '@ 1. Nai....... - .r..a-t,. CIMIIl'Il witJ, jaiN~. . 2. )GiJI.- ~ fit ...... wilh ...... an4'jair!t ~ I'&'Ip' wMlv :r..:: far~ Idle ("""'~ .'" lip.IId, Iuunroi..sootdp~"l!. ~tI.-.-d..... JclIrlt .-.pcnaid ag:r~ InCI ~ ~ As ~ arhPalll. NlIfI 3/:12 ill. thielc m.... ...-r p...... 1IlllJ: be .... . 1M ........ of . u-.f ~ Jaiftlll'll'.in*nN. 3. WliI"'.....~. _ ;/1 in.'dlick ~ ...... or viJIyl...... .. -.~' .... ~ .sam. appHlrI ather !Iorio 'iGl\llDy ~ viriiGlU,. Wl6acd JIiIW' in. ex WIllI.............. M1h 1-7/1 in. Dm15 tri-.... 4IiiIft - 1,'4 /in. diaIrI, 1\,. "W1lI!II ...-I in ww. of"'" hn......... waIIIaud'15 .. \to .....lW tlDrilmllDy. ill ~ II1tlhod oIIU:~ of ~ ~ JWft blWlfs..... 11I1_', WaD_ p~ hl:ias.... ~.. AMEJQCA1\I CYI'S'UM CO _ Tn-s 1\GJ:-1. ACX-2,IAQ-3 (liNItI nq 23 ~" ".. ~?, AClC-l1 (fimsh filii "Ii Z6 1llil\1 or T7P&' "c;.c.- j ~",s:IIAN CYrSUM COMlAlft' -~.All (fiailh ~ . ." Type C ~ ra.tJnc 2!i1llin), T~ Fe\" (finish ratlq Z6 Inll'\l. TYPI )poX! (SIIIIh n_ a& ~.~ "4 C&niill= a Iftin), T~ sex (&ftiIh ~~ 2611\i11). Type ~RX (&niih ,... '-'C 26 iIiIn). 1We W12C (fiNsl\ .... 26 IIWI). T1Pi WIX . J31in&>> Ibift). "!We PJX (Iiftieh ntinJ 2D mu'I). CILCn'EX COU~:r:rpe J___ ryp. SF3l&nid1 ratiIIl"2D 1IIin). --.A ~ I'lIdnl1f iIIin). Type B (finish I'lIUIs 20 INl\), '!)'pc C (1iIliIh . 21 _orHtP.- ... I '~r- CO~ C"I1SUM CXJMrAW\'-'lne c:c'i-l ~ ~:zD Jrljftl. 1We 0;2 IIlrl1ll\ raling~m/Il). Tnt cc.a (1Ir\IIII ~ 2D mln). twe CC;W (1inIIh ratiftl2l- mbI), T.JPe~ (IiNIlI ~ 2! -l. 1'lrDe cc;.s.S (hiiIb Qtmc 1.6" I.', triI! = raanc.lIi _). TJP'! cG-W. ~ (JirIiIII ra~20". 1}pe cc:.;ws CG-5'IIIS (Snish rftlnc 20 ...W. Tn>'" CG6 I8d111:ZJ DdIl).. ~ o:;w CINIb n+,->> ..,. arc. _'J)p~ CGT606 ~h rldI1& 23 min). T1P- Ccg..g (- ish = 2& aURl. T~ ~ (1tIiIl1l1lrl. 21_" ~ (RnII1l rItinr 2D mill). GoP UM COR-SWOf I CIl('~PAcmc (OIP-Tne 5 (JaiI1\ =-1 ~ 1l\ift).l)pe~1iniIl\ ralirtl23 min). T~' (&ah ~ 2611~. 'J'tpe C S~ ~ · ..w. 'J)Ipe tlGlG ~ DtinJ;r:' . Type (&nistt a.tiIIC ZO.m), ~ Qf'Sl (fiNSIl nlint 2ll" itdrl). c::nsc(IaWI..~.. - . IS H.uDIE GY1'5UM rJ'tiI:JWIe I'he X ....M mIn), 1ftw~.. . Typ DDN1 (JiNlh rtliD8 2D _I. Typr DtcC3 (liNI'IRlinI: 2D JIlin). 'Jftle 1IGo(:. I ,. naHClf.plO'" organization 621122001 Page 1 of 2 cecllc.al.d 10 pulllic s~<<t OI"d e~lled 10 qulllity ~rvicc ...... ____ ..... 9529350815 ~~GE.02 ~0/c0'd SVcv~vvcS66 01 9~c8 ~lv ~9~ ~NI~n1J~~nN~W ~J01S ~~ ~S:60 c00c 1~ N~r -.<* m. 38tJd ltJ101 ** 01/31/2002 10:46 FAX 9529350815 P~CKAGING INC- r~N-31-2B22 ee:4S PRODUCT SERUlOES @OOJ S4'?f3BE9S'1 P. es .' Underwriters laboratories Inc. ~ LAl=ARC_ C'lrSUN, MY Of LANJlA CDR-1'Jpe LQO (inish ~:JD~. 1)p LC:1lO (~ mille>> adft). TyPe 1..CPl:' (t\NIII ...:801; 26 min,. 1YP-1,tiIlCC CIIlW\ ~ 111 ...,. MmoNAL G1I'SUM CO-TlJ'Il f5k.......1InS zg DlID'). ~ (,l'IbtI ~~ 210 ..-ift,. ~ FSW r&nish ..mil 3I1lliN. TJPlt J5W4 [~ ..11M_ ~:qpI! JSW-J (1NIlI ndrll1lJ adn) ell'TJPC PSW-C (UWIl rdns:ll) "'). MoGJoNAl C'tI'S'UM CD n. .,WI. NORCDS NS-JI1OIfIIM:X ( .-.16111in). P6ICD CMSVM. DIV OF rACmc COASf MnLDDIG noouc:I'lI DIC-~ Co PGoa~"_ Zl? N). tc-3 (IWIJIISMI_ZP IN,), ~.I'CWw. J'Ci.5W ~ ~ a ftnl. 'IftIiI! 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DC jn du! &eId. When-pIe '" ,.... ....m-nI jaWs --r with fllPlI!I' .... .- 'aIM CMIIfIIo'NIIId. 11II,1ii: wtdIl~ ~ Finlsh latmc illS ~ rASLODI JlLDlIQIS TOOL WOaJtS CO .1ftrIng die UL CasIl~ Jwlarltu.l 621722001 Page 2 01 2 iJ~ /U305 Deceli:&'er 8, 1999 T.....I ~, "'Ill"'" i:'ICI:AA 9529:3SEl815 PAGE.a3 ~0/~0'd Sv~v~vv~S66 01 9~~8 ~lv ~9~ 8NI~n1J~~nNtJW ~J01S ~~ ~S:60 ~00~ l~ N~r SA-so..51fc~ ~. trafIio sip, police supplies. -ws handling I Produd Detail GEJ 9/19102 3:47 PM l54358 . ome I Cu.tomer Center I Order Stetu. IRe-Order Producb I My Account I Create New ACClOunt I Live Chat I Contact u~ Brow.. By Catego~ ~ · Animal Control · Building . Grounds · Closeouts · Custom Signs · Industrial Safety . Industrial Vehicle Equipment · Pavement Marking · Police Duty Equipment · Police Vehicle Equipment · Property Signs · Safety Signs · Sign Posts · Traffic Signs · Work Zone Recently Viewed Item.~ ~ Item #I 54355 Lockouts - Valve Locko4t Covers - 2 ~ x..... #I 34.54 Lockout bt_.~ - 1 1/2 ... .~I.- bttp: IIsa-so.oom/SearcbSery let ~ Product Detail Lockouts - Valve Lockout Covers - 10 inches to 13 inches Item II: 54358 Our Price: $67.50 IIIIiir Minimum Order: 1 Increments of: 1 Product o.crlption: Keep valve handles in a safe position. Constructed from tough polystyrene plastic, covers are reSistant to abrasion and most chemicals. (Lock ont Included.) Standard Weight: 2.7 Ibs. Home I Priwcy PolIcy I Catalog ......_t I EmaiI ... I 800-527-2450 o 2002 Executive Greetings Incorpol'llted. All Rl;hts Reserved. APP-Ol Ptp I ofl STONEWOOD 07/18/02 THU 09:01 FAX 9524710639 JUL-ll-2002(PBI) 11:01 CUSTOM EXPRESSIONS ~ I - . I I ,.-.. I I I I -........... (FAI)'S2 8~5 5101 . . . UniI8d .... ~ eomP8llYltno.. ~ .....~. --........... . .....,. . .... ..~ . " ftI!JII\",. OF'1'I!8T ~lII.t ....0 D41a .... -- taUI CU8NT: ,.,. ~.... 71'11 .... ~1Xm. .AT1N: ~~. III -lIS" '. ... '-~ U_ ...........ar.....fB' - .1................ .....AI....... ..... ...... ......... Ia ........~ = ............ II II ~..... _.. QIIIM ~ "PWQ......... ~ ............. ...AND N!IUL'IB't ' ~ Pi' ~. Am . . II..... 7Oi......... TIIII.... Mw...... ca.~ : ....... ......... .. -.-.- a.o . ,.. u a.a t.... Q.O 0.0 1.7' ct.D . a.o . .1.1 CUI ~ 1..7" --., IIIIIll ....... . 7~a::.o'F~... 'bWi MIll -', ~A.......... ....... ....Ill...... , . .,.,...,~ ~ =~ .....~---=-~ .." . . ~..... I . .......... -.1.0..... (IIa) fIlIrlllf""'''~''' 'V . o4W.. CI.-......-.........u=....~ .4.8..... . .....,........T ,11-. ~ ........ ...........01...... . " CoItaIaIGnr n. ......11I .(.... _......._ __lilt ,......--........... " ....... . o. . 2 IaJ 002 ',OOl/D02 More than 12 in. to 15 in. More than 15 in. to 18 in. More than 18 in. to 24 in. More than 24 in. to 30 in. More than 30 in. 8 in. 91/2 in. 121/2 in. 151f2 in. 18 in. horizontal. I 4-4.1.6* Cle 18 in. (457 n top of storag Exception No. mums, they sh. I Exception No. be permitted fi For 51 Units: I in. = 25.4 mm. 4-4.1.7 Spe( 4-4.1.7.1 B; sprinklers al ating sprin ~ delaying or located mid' teet the adU tible or limit before and ( apprOXImate The tops of t the deflectOl shall extend tors of pendc Exception No dard for RacJ Exception No protecting flu +- Horizontal distance . Room divider (privacy curtain) Figure 4-4.1.3.3 Sprinklers installed near privacy curtains, free-standing partitions, or room dividers. Jer Less than 6" below only 5 I.....O~ ~I'L J"tS,.f For 51 Units: I in. = 25.4 mm. Figure 4-4.1.3.4 Arrangement of sprinklers under two sets of open joists - no sheathing on lower joists. No ceiling or flooring 4-4.1.7.2 Sf 4-4.1. 7 .2.1 branch line~ down the s along the sl, 4-4.1. 7 .2.2* deflectors I. down frOlr 4-4.1.7.2.2(1 Exception N highest elf7.lal sured down t Exception Nt from the peal maintain a h other structu; &.Jt( ler ow Exception No.2: Where sprinklers are installed in each bay of obstructed construction, deflectors shall be a minimum of 1 in. (25.4 mm) and a maximum of 12 in. (152 mm) below the ceiling. Exception No.3: Sprinklers shall only be permitted below com- posite wood joists where joist channels are firestopped to the full depth of the joists with material equivalent to the web construction so that individual channel areas do not exceed 300 sq ft (27.9 m2). 4-4.1. 7.3 ~ ,....... UJ ao,/ ....., C,t,'S: r{l.,""c.r~",,'A.I j;;;c~'T!<;iiiAJs. S'T..,() 5 C;r.!. J:; /" ,S ;$ ~/l. Q/l.--.......~. tt-( S6~ _F! ~~tLE d 2- H~~<-:'___ ---- .-- O(L _______~'__F- L..e.J.;fL OIL ~~Uf?. ~--==u 'L -= <: c.:," Cel'-'~~ J ._._._,,_.__..._~-' lij ]Fr.." . JOI..}_L FLG.1..;,JI'- OiLc.c:'''--...I......<,., c.f!5. Ie '''-Ie:, J J:t.4 { r=- ~Qv.L. 0/"1- ~~r-' ..-.;;x"'-' ~ . --;...,.,;.~....~--" _ --:--~ - - - -- - I ..\0 '5' (?~<;:. -r; ~rO-p;;eo--} R' _ ,~! .-- ----- .~-~-,'-- ~I 4~<=>Y d:ts /-~.." /~ 1 r- 1/ .0-- I i ; FI,L\.... S {"J /": <-6- ....~I NONC.O,y'\ I j'J S....l ~A "'I~ Q.,E: ll..,..l"'; (, F<-ou i,-- QLE~f-.-.--- I.~-- --- 1:>(t;\;-, S:=(";;>'::->i\~) .r Jo():-:- NON Co'V' rN~UL.ATIO,..J -_.~.-'-- , .,.. r- I~OC...f=. f -t . ~I ~ ~ --...: ~ CoN""f:rlJ 'S pAc;..6 . :=1- [}-- P-OIJM S.c; g.f. ~ LGSS !cb~e S".HAD 0'."2.'5 0('- L6<;~ C$T~l!(") / 47 / CITY OF P,tIC)R'LAKE INSPECTION NOTICE DATE TIllE 4/10(02 /: 30 SCHEDULED ADDRESS ~. q;;C;: U CONTR. PERMIT NO. 0 ( - C, 7 L( OWNER PHONE NO. o FOOTING 0 PLUMBING RI o FOUNDATION 0 MECH RI )d FRAMING 0 WATER HOOKUP o INSULATION 0 SEWER HOOKUP o FINAL 0 PLUMBING ANAL o SITE INSPECTION 0 MECH FINAL COMMENTS: ~ l.tf.--'t.fi-~ L-J-~h- .:to..Y.) o EXIGRADIFILLlNG o COMPLAINT o FIREPLACE RI o FIREPLACE FINAL o GASLlNE AIR TST o _~~-~ C-1:; 1- jL. (] ...-/'__6<p G<':)L6L-;), -----j / .~.-."A. -,_,.j (2-.7 / .~/ p,.~ iY !~/~L-<.- , A/ ,~ -,-.-- ~ U o WORK SATISFACTORY, PROCEED .)lfJ CORRECT ACTION AND PROCEED o CORRECT ~~CALL FOR REINSPECTION BEFORE COVERING Inspector: '{0 I Owner/Contr: .I CALL 447-9850 FOR THE NEXT INSPECTION 24 HOURS IN ADVANCE. CODE REQUIREMENTS ARE FOR YOUR PERSONAL HEALTH & SAFETYl _n 1 i , I i I I j I 1 I I 1 1 I t en ~ ~ C en 1J"5.Q - - (I) 0) a; Ol '" '"' C 1J 0 ..cC - c~+- Ol Q. a. Ol+-= 0 a Ol u c 0 ~ .po 0 0 ..c U a u C +- cc~ E a Ol ::15 0 0lQ. U o ~ 'C.:[ c_ oOl'Qi "'Ol .r:. :0 r:. 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U.Q u.!; w ui: Ol-", ii +-ll,,,, Ol .- ~ Ol 0'00 E :J-- o '" o~ ~c c '" o =10 > E:;:- 'O'~ c -:J -0 0 ,~.Q 0 > 01--"0 .o"O+- .. c '" 0 '" Ol 0- U.Q 2::J 2.0 Q _""- In +- - - c E Ol U _0 "EC:c~ z Q)'~c",Ol x '" 0 >_: ~ Ol~ "'" ~ Ol 0 o.!; Or:. +- OlOl~ oq2", '" :J u+- .~ .~ en -c 5jEEoG ~ 0 '" .!!! cr 5 c- Ol~Eu; 0'05 -0 "O..c 0- :J oZ r:. Ol.- 0 - Z u'Ooa.!!L LL. 0. ~ f=~u t- c.u+- ~.f;u .f;~ 0 0 -tc ~ -tc -tc 'at. 0 ;:: .. c -c .a -c ~ 00 ~ D: 0 '50 ~ 11II E 0 III .0-- en -' \ 0 ID -' o~ X -c Z .,. ~ -- w D: ii ;:; > "c 3 ~ ~ <D ~ .2~ -c ;:; ~ w en Q. . Q. 11II ::; '" ~ ~.-~_.~L____+__~ 8-2-5 14-7-12 ----t~-~:U~~-___t_ 6-5-7 6-5-7 31-5r8 34-0-0 I 0-5-8 2 -6-8 LUMBER . TOP CHORD 2 X 6 SPF 1650F 1.5E BOT CHORD 2 X 6 SPF 1650F 1.5E WEBS 2 X 4 SPF Std *Except* 8-102 X 4 SPF No.2, 8-11 2 X 4 SPF No.2, 7-12 2 X 4 SPF No.2 OTHERS 2 X 6 SPF 1650F 1.5E REACTIONS (Ib/size) 17= 1836/0-5-8, 16=2524/0-5-8 Max Horz 16=499(load case 4) Max Uplift 17=-145(load case 4), 16=-222(load case 3) FORCES(lb) - First Load Case Only TOP CHORD 1-2=1596,2-3=-717, 3-4=-614, 4-5=-1898, 5-6=-1208, 6-7=-1112, 7-8=-603, 8-9=-80, 10-17=33, 8-17=-1804 BOT CHORD 1-16=-1432,15-16=201,14-15=1816,13-14=1816, 12-13=1533, 11-12=555, 10-11=-48 WEBS 7-11=-1294,8-11=1486,7-12=1113,5-12=_984, 5-13=352, 4-13=-116, 4-15=-1468, 2-15=872, 2-16=-2735 ~ '00[" 4x6 ~ 5x6 = 16 4x6 ij 15 4x4 = 14 4x6 = 6-8-14 9-1-6 16-5-13 7-4-7 ate sets 6-8-14 2-4-8 ,)7):[1:0-7-7,0-0-2], 18:0-3-0,0-4-0J SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC/ANS/95 CSI TC 0.58 BC 0.28 WB 0.70 (Matrix) LOADING (psf) TCLL 45.0 TCDL 10.0 8CLL 0.0 BCDL 10.0 27-6-9 6-5-6 31-0-0 3-5-7 4x6 ~ II 4x6 = /ij il [I- i; 4x6 = / 17 ---~----~ 13 4x4 = 12 4x4 = 11 5x6 = 10 4x6 II t 23-10-5 27-6-9 31-0-0 31-5r8 7-4-8 3-8-4 3-5-7 0-5-8 DEFL in (Ioc) I/defl PLATES GRIP Vert(LL) -0.08 12-13 >999 MII20 197/144 Vert(TL) -0.13 12-13 >999 Horz(TL) 0.01 17 n/a 1 st LC LL Min I/defl = 360 Weight: 1941b BRACING TOP CHORD BOT CHORD WEBS Sheathed or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 8-10,7-11,4-15 with 2 X 6 1650F 1.5E SPF with 3 - 10d Gun(.131"x3") nails and cross brace spacing of 10-0,0 oc. NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.15, and the plate grip increase is 1.15 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC-94. 3) Bearing atjoint(s) 17 considers parallel to grain value using ANSI/TP11-1995 angle to grain formula. Building designer shoulc verify capacity of bearing surface. . 4) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 17 and 16. 5) This truss has been designed with ANSI/TP11-1995 criteria. LOAD CASEIS) Standard ~...,....... .... ....... << .... .. r..:: _ or UIdIr ... ... .. ...._ ...., UcI... PfI.... f"~ 11II . " .... ill ~ .111M DAlE UCEJl8E ~1~ March 6,2002 A WARNING - VerVJt ...... pcIrunwtcra ancI MAD NCYI'aS ON 1'llJB AND RI!:\'BRSa sma BU'ORI!: USB. O~lgn valid for use only with MlTek connectOls. This design Is based only upon parameters shown, and Is 101 an individual building component to be Installed and loaded vertically. Applcablllly 01 design parameters and Ploper Incorporallon 01 component Is r~ponslblllty 01 building d~lgner _ not!russ d~lgner. Bracing shown Is 101 Ialeral support 01 individual web members only. Addltlonallempotary bracing 10 Insure stablltty during construcllon Is Ihe r~ponslblllly ollheereclor,.Addltlonal permanent bracing ollhe overa" s!ructure Is Ihe r~ponslblllty 01 the building designer. For general guidance ntgardlng labllcallon, quallly.eontrol. storage. delivery. erection and bracing. consult QST.ea Quoltty Standard, OSB.1I9 Bracing Speellleallon. and HIB.91 Handling IMalllng and Bracing Recommendation available Irom Truss Plale Institute. 583 O'Onolrlo Drive. Madison. WI63719. ~. fil _..1' ~ ;! 11 ~_,f ::Dj._. .11 'eWe 1;, -.."'.z~ II". MiTek@ .... 121435981 Page 1 I I Scale; 16331 I I I I i '" .t cr, !~ j I l CI) (I) .... o z > .... (I) 'I- o U) o ... Q) c:: Q) ~ ~ t Q) Q. e A.. Q) en 6~ O:::J ,,'2" -- SO Os ~l!! OQ) = A.. 0-- .....0 OQ) -0) !o :::JE .- 0 ~c E Q) .... CI) > en 0) c:: .- ... Q) .a E ::l Z ~ Qj 0. J::. o 0 Ole.. 0 J::. 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I I I 4. 1---- 5-2-3 5-2-3 10-2-10 5-0-7 --+- 15-3-1 5-0-7 18-5-4 3-2-3 20-5-4 2-0-0 25-0-4 4-7-0 31-4-8 6-4-4 Scale; 1 :53.6 7x8 = 10x10 = 7x8 :::c 1 2 300~ 11' 6 r><1 3x6 = 10x10 = M lOx 10 = ,,:. lOx10 = '" on 10 0 12 11 10 9 4x12 Ii 4x6 = 4x10 = 4xlO MII18H = 3x8 = 5x16 II I-- 10-2-10 20-5-4 28-7-10 31-4-8 10-2-10 10-2-10 8-2-6 2-8-14 SPACING 2-0-0 CSI DEFL in (Ioc) I/defl PLATES GRIP Plates Increase 1.15 TC 0.87 Vert(LL) -0.46 9-11 >806 MII20 197/144 Lumber Increase 1.15 BC 0.78 Vert(TL) -0.71 9-11 >527 MII18H 141/138 Rep Stress Incr YES WB 0.85 Horz(TL) 0.14 8 n/a Code UBC/ANSI95 (Matrix) 1st LC LL Min I/defl = 360 Weight: 170 Ib LOADING (pst) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 LUMBER TOP CHORD 2 X 4 SPF No.2 *Except* 6-82 X 6 SPF 1650F 1.5E BOT CHORD 2 X 6 SPF 1650F 1.5E WEBS 2 X 4 SPF Std *Except* 6-142 X 4 SPF 1650F 1.5E, 11-162 X 4 SPF No.2 12-162 X 4 SPF No.2, 11-17 2 X 4 SPF No.2 9-17 2 X 4 SPF No.2, 13-142 X 4 SPF 1650F 1.5E WEDGE Right: 2 X 8 SYP 1950F 1.7E REACTIONS (Ib/size) 12= 1860/0-3-8, 8=1860/0-5-8 Max Horz 12=-27(load case 4) FORCES(lb) - First Load Case Only TOP CHORD 12-13=-209,5-6=-60,6-7=-4982,7-8=-5791, 1-2=0,2-3=0,3-4=0,4-5=1 BOT CHORD 11-12=2983, 10-11=5472, 9-10=5472, 8-9=5521 WEBS 13-16=-39,14-16=-4691,14-15=-4690,15-17=-4691, 17-18=-4747,6-18=-4765,6-9=836, 11-15=-294, 11-16=1927, 12-16=-3325, 11-17=-884,9-17=-822, 7-9=-758, 1-13=-201, 2-16=-572, 3-15=-481,4-17=-510,5-18=61 BRACING TOP CHORD Sheathed or 3-4-6 oc purlins, except end verticals, and 2-0-0 oc purl ins (6-0-0 max.): 1-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 6-13, 12-16 NOTES 1) This truss has been checked tor unbalanced loading conditions. 2) This truss has been designed tor the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 pst top chord dead load and 10.0 pst bottom chord dead load, 100 mi trom hurricane ocean line, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.15, and the plate grip increase is 1.15 3) Provide adequate drainage to prevent water ponding. 4) All plates are MII20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC-94. 6) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 12 and 8. 7) This truss has been designed with ANSIITPI1-1995 criteria. 8) Design assumes 4x2 (flat orientation) pur1ins at oc spacing indicated, fastened to truss TC w/2-10d nails. LOAD CASE(S) Standard '"'* ............- ...... IF ..... .. ..... IIr -...... ..,~u:~ .. .. . - . ....... :::: ~r II ...... .JUM URCIA DA!J UCSI8E ,..~ March 6,2002 A WARIVlNO - v.rfIiI.... JNITCI8Nt.... and READ NorES ON TBJS AND MVERSB smJ: BUORJ: UU. Deolgn vaNd lor use only w"h MlTek COnnectOlS. This design Is based only upon parameters shown. and Is lor an individual buNdlng component to be Installed and loaded vertically. ApplICability 01 design porameters and proper InCOlporallon 01 component Is reoponslblllly 01 building deolgner - not truss designer. Bracing shown Is lor lateral ,upporl 01 individual web members only. Add"lonallemporary bfaClng to Insure stabll"y during construction Is the reoponslblllty ot the erectOl. Add"lonal permanent bracing 01 the overal structure Is the reoponslbll"y 01 the buNdlng deolgner. For general guidance regordlng labrlcatlon. qual"y control, ,torage, delivery. erection and bfaclng, consu" QST-88 Qual"y standard. DSB-89 Bracing Speclllcatlan, and HIB-91 Handling lnolalllng ancl Bracing Recommendation avallablelrom Truss P1atelnstllute. 683 D'Onolrlo Drive. Madison, WI53719. III" MiTek@ '"- \1 U) (I) ~ o z > ~ (I) .... c CI) c ~ (I) c: (I) ~ ~ t el) a. o ... A. el) en 6~ O::J :2.2' ::::J- 00 Os ~~ Oel) = A. 0... 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Z +- uO - -in Ol "'- o () +- +- Ol - ~ 00. 0 COlCen 5 -:; ~ Ol 0 -0 .!!!.Q C 0.0 -0 +- -- Ol o C . .. - cenOl c- c:J j:: -- 8 -~ "0 +=00 u.Q Qj _A- 00- o Q o~ ~ c._ Ol-iij .E E_~ ..- -- +- Ol +=Ol +=rn .- +- +- "'~.L: O"O~.c _ -gu.Q "0 o+- Z OlCO+-+- 5j0-= co+- U.Q Oc w +- .- .8 0 .- @ 0. OL Ol- '" u__ ~ o '" '" Ol -- .::: Q) 0'00 E :J.- 0", o~ _cc en o "<Xl > E;::- -- u C -:J -0 0 ~.~.~E~ ('.1_"0 .o"O+- .. c "0 :0 .Q "'0 '" Ol C - c E Ol u .2'0 ~CcJ1 2:J 2.0 Z Olcc",Ol x en 0 >-!:: ~ Ol~ ;;=~OlO o.~ O.L: cOlOlOl:s '<:t2en '" :J C u+- .~.~ U) 0( OlEEQu ~ 0 en c- Ol~~u; 0 .- C .!!! 0- 0 -0 "00 "O.c 0- :J oZ .cOl.-a - Z U:Ooa.9l LL 0.':: .;=@u I- 0."0 +- ~ .f:u .f:~ 0 0 iC iC iC Q.t. 0 j:: .. c 0( .a 0( ~ 00 0 "50 w ~ ICll: N .. \ 0 ~ E 0 III .o- w ... ... o~ X 0( Z <> ~ -- w ICll: ~ 0 > "I: .... ~ ~ <IS ~ .2~ ~ 0( 0 ~ w U) A- .. ~ A- .. '" f2 C'i ~ 't , (/) o a: o l"lJ: '() 0.. o f- N , Ol::lOH::> dOl ......: '" , ,.... , .... ...z ~- -0 ~., u~ 0'" .....~ UO e=: ...:z: ....... ..... ::Ie ::leD Zz ~~ ee ~t;t: e Oil: tit.., GII: o~..... ... :Z:~... · U .... i!: ::I Q~O ~ z........ ... eQ~ ~ ~z... e ....::I:z: ~ !:o~ . Q~~ ; ~ , cO 0:. fn ... 0( > o ICll: A- A- 0( w C o o w .... 0( ... A- ClI: o .... o w Z Z o o Z I o co 8 truss Truss Type Ply Stonegate Apartments IQty 2 I ~u20405 A22GT DBL. MOD. QUEEN I ::;tocK tlUlIOlng : upply-MlnnesotaTruss,l;edar, Mn. 55011 I LOAD CASEIS) Standard 1) Regular: Lumber Increase= 1 15. Plate Increase= 1.15 Uniform Loads (plf) Vert: 1-8=-100.0,8-15=-100.0.15-28=-20.0 Concentrated Loads (Ib) Vert: 29=-778.0 I lootionall 4.201 SR1 s an "L"LV JZ Mil eJ:TrlOuSfnes.mc.l\Ifonl\lfara4 ,,,: A WARlVJNG - VerCIi# cr.-.,a pcIranwt.,.. and READ Noras ON TIllS AND MVERSI: sma BJUPOM VU. Des\c;ln valid lor use only wnh MlTek connectors. This design Is based only upon parametelS shown, and Is fOI an individual building component to be Insfalled and loaded vertically. AppllcablUfyof design parametelS and proper InCOlpo/atlon of component Is responslbllny of building des\c;lner - not truss des\c;lnel. Bracing shown Is for lateral support of individual web members only. Addnlonal temporary bfaclng to Insure stabllny during construction Is the responsibility of the erector. Addnlonal permanent bracing of the overa' structure Is the responslblNly of the building des\c;lner. For general guidance regarding fabrication, quallly controL storage, delivery, erection and bfaclng, consun QST-88 Qualny standard. DSI-89 lraclng Specification. and HII-91 Handling lnatalllng and lraclng Recommendation available from Truss Plafe Inslttute. 583 D'Onofrio Drive. Madison, WI53719. j '1 .~ . . 1''' ''_It' 'III _..hi A li> .~ ..It... ",. 12143606 Page 2 I. .. MiTek@ ~ ........... CI) ~ ~ c ui "OO.Q +- - Q) Q) ID Ol en ,..... 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Q.:: ~~u ..... o."O+- ~.f;u .f;~ 0 0 iC ~ iC iC Q.Q 0 ;::: --c .c .a .c ~ ,!Zo ill ~ IllI: 0 ~0 N iIID \ 0 ~ E 0 III .0- ;; .... .... o~ x .c z ()o -" ill IllI: iii 0 ~ --I:: >- .2:1 S ~ ~ .c a; ~ ~ ill 0 U) oil IL iIID ::; IL '" 0 ... ,020405 i Stock BUilding ! -5-7-4 12-7-1 t-___.__9:.Q.-_~__ 15-5-15 21-11-5 28-4-12 34-10-3 41-3-9 47-9-0 54-2-7 ___62-4.:12__._-1 I I I 5-7-4 2-7-1 6-5-7 6-5-7 6-5-7 6-5-7 6-5-7 6-5-7 6-5-7 6-5-7 8-2-5 i Scale = 1:113 8 I 7x8 = I 8 i I I I I ~ 15 I '" rJ; 5x6 = 6 28 2729 26 25 24 23 22 21 20 19 18 17 16 4x12 Ii 4x5 = 7x8 = 4x5 = 5x6 = 4x5 = 4x5 = 5x6 = 5x6 = 4x12 II THD26 -5-7-4 5-7-4 a e sets 1 3-6-2 _~_ 10-10-9 3-6-2 7 -4-7 25-7-8 7-4-7 18-3-1 7-4-7 LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr NO Code UBC/ANSI95 CSI TC 0.57 BC 0.56 WB 0.98 (Matrix) LUMBER TOP CHORD 2 X 6 SPF 1650F 1.5E BOT CHORD 2 X 6 SPF 1650F 1.5E 'Except' 20-23 2 X 6 SYP 2400F 2.0E WEBS 2 X 4 SPF Std 'Except' 7-242 X 4 SPF No.2, 7-22 2 X 4 SPF No.2, 8-22 2 X 4 SPF No.2 8-21 2 X 4 SPF No.2, 9-21 2 X 4 SPF No.2, 9-192 X 4 SPF No.2 31-2-0 38-6-7 45-10-15 53-3-6 59-7-14 162-4-121 5-6-8 7-4-7 7-4-7 7-4-7 6-4-8 2-8-14 DEFL in (Ioc) Ildefl PLATES GRIP Vert(LL) -0.20 16 >999 MII20 197/144 Vert(TL) -0.30 15-16 >999 Horz(TL) 0.02 22 nla 1 st LC LL Min Ildefl = 360 Weight: 350 Ib BRACING TOP CHORD Sheathed or 4-5-8 DC purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 5-24,7-22,8-22,8-21,9-21, 11-19 WEDGE Right: 2 X 6 SPF 1650F 1.5E REACTIONS (Ib/size) 15= 1156/0-5-8, 28= 1435/0-3-8, 22=2228/0-3-8, 21 =3402/0-3-8 Max Horz 28=50(load case 3) Max Uplift 15=-13(load case 4), 28=-25(load case 3), 22=-52(load case 3), 21=-43(load case 4) Max Grav 15=1229(load case 7), 28=1739(load case 6), 22=2609(load case 6), 21=3604(1oad case 7) FORCES(lb) - First Load Case Only TOP CHORD 1-2=-94,2-3=-2002,3-4=-1917,4-5=-927,5-6=748, 6-7=889, 7-8=2588, 8-9=2949, 9-10=1158, 10-11=1017,11-12=-799,12-13=-2546, 13-14=-2631, 14-15=-2986, 1-28=-99 BOT CHORD 27-28=1632,27-29=1245,26-29=1245, 25-26=1245, 24-25=-109, 23-24=-1547, 22-23=-1547, 21-22=-2295, 20-21=-1858, 19-20=-1858, 18-19=-326, 17-18=1215, 16-17=1215, 15-16=2800 WEBS 2-27=534,4-27=756,4-25=-949,5-25=1418, 5-24=-1463, 7-24=1619, 7-22=-1893, 8-22=-454, 8-21=-1588,9-21=-1976,9-19=1725,11-19=-1560, 11-18=1563, 12-18=-1154, 12-16=1512, 14-16=-723, 2-28=-2078 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.15, and the plate grip increase is 1.15 3) WARNING: The unusually long span and/or configuration of this truss requires that extreme care be used in its application. Use proper transportation, unloading and erection methods. Assure that all required web lateral bracing is communicated to the building contractor. Ensure that over-all building bracing is designed by a qualified engineer, architect. or building designer. 4) All plates are 4x6 MII20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC-94. 6) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 15, 28, 22, and 21. 7) This truss has been designed with ANSlfTP11-1995 criteria. 8) Use USP THD26 (With 16d nails into Girder & NA9D nails into Truss) or equivalent at 9-10-0 from the left end to connect truss(es) A25GT (1 ply 2 X 6 SPF) to front face of bottom chord. 9) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard .....,..., _..II..... ...... << .... .. =..: . . ..... III ..... __I...UcliIM".. II _T-;:- .wM WCIA I. I I 1m UCBIE ,.148 March 6,2002 A WARlVlNO - VerClit ...... pc&nI8Wt.... cuuI READ NO'I'SS ON TlDS AND RBl'BRSC SIDE BBJI'ORB VSB. Oesl\ln vaNd lor use only wnh MlTek connectors. This design Is based only upon paramete.. shown. and Is for an individual building componenf to be Insfalled and loaded vertically. Appllcablllfy of design paramete.. and properlncorpo/atlon ot component Is responslbllny of building desl\lner - not truss desl\lner. Bracing shown Is tor lateral support of individual web members only. Addnlonaltemporary bracing to Insure stabnny during construction Is the responslbnlty of the erector. Addnlonal permanent bracing of the overaU structure Is the responslbUlly of the building designer. For general guidance regarding fabrication. qualify controL storage. delivery. erection and bracing, consun QST-88 Quolny standard. 051-89 Iraclng Specification, and HII-91 Handling Installing and Iraclng 'ecammenclatlon available from Truss PIote Institute. 583 D'Onofrio Drive, Madison, W163719. .. MiTek@ b .. I. .~(f,_,;..,,l. 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IlL. ell: o .... o w Z Z o o z 6 CO 8 -2-7-8 2-7-8 t-- 9-11-13 9-11-13 16-5-4 6-5-7 22-10-11 6-5-7 28-6-14 5-8-3 ----1 Scale = 1 :54.0 ~ 8x8 CO: 2 Ii dh. If\Jj 12 . ~ 11 10 ~1U/~=~ ~ ~ 7-2-12 I 14-7-3 I 21-11-10 7-2-12 7-4-7 7-4-7 3x10 CO: 9 4x4 = 7x8 = -q<1-8 0-3-8 28-6-14 6-7-4 ate sets LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC/ANSI95 CSI TC 0.62 BC 0.62 WB 0.71 (Matrix) DEFL in (Ioc) Vert(LL) -0.21 9-11 Vert(TL) -0.32 9-11 Horz(TL) 0.05 8 1 st LC LL Min I/detl = 360 I/detl >999 >999 n/a PLATES MII20 GRIP 197/144 Weight: 1671b LUMBER TOP CHORD 2 X 6 SPF 1650F 1.5E BOT CHORD 2 X 6 SPF 1650F 1.5E WEBS 2 X 4 SPF Std *Except* 2-132 X4 SPF No.2, 2-122 X 4 SPF No.2 OTHERS 2 X 4 SPF No.2 SLIDER Right 2 X 4 SPF Std 2-6-0 REACTIONS (Ib/size) 8= 1692/Mechanical, 14= 1999/0-3-8 Max Horz 14=-56(load case 4) Max Uplift 14=-124(load case 4) FORCES(lb) - First Load Case Only TOP CHORD 13-14=84,2-14=-1914, 1-2=-64,2-3=-1578,3-4=-2915,4-5=-3056,5-6=-3652, 6-7=-3779, 7-8=-3877 BOT CHORD 12-13=33,11-12=2128, 10-11=3247,9-10=3247,8-9=3565 WEBS 6-9=-149,5-9=302,5-11=-780,3-11=1175,3-12=-1545,2-12=2035 BRACING TOP CHORD Sheathed or 3-10-11 oc purlins, except end verticals. BOT CHORD Ri9id ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-13,3-12 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building. of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ANSI95 If end verticals or cantilevers exist. they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.15, and the plate grip increase is 1.15 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B , UBC-94. 3) Refer to girder(s) for truss to truss connections. 4) Bearing at joint(s) 14 considers parallel to grain value using ANSIITPI1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 5) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 14. 6) This truss has been designed with ANSIITPI1-1995 criteria. LOAD CASE(S) Standard ,...,....,... .11_... ........ or ..... .. ~ IIr - ...r ...It-'u:~ .. 11III,,. ....,... 11II.. II _'ft~ .JUM IMCIA DATE ~~~ March 6,2002 A WARNING - Vu(IY ck.tp pArunwt.,.. and RL4D NCYlZS ONTBJS AND RBVERSE sm. BUORB UU. Oetlgn valid for use only wnh MlTek connectOls. This design Is based only upon parameters shown, and Is lor an individual building component to be Installed and loaded vertically. Appllcabl1lly 01 design porameters and propel Incorporallon 01 component Is retponslbllny 01 building detlgner - not truss designer. Bracing shown Is lor Ialeral supporl 01 individual web members only. Addnlonal tempolary bracing 10 Insure stabUlfy during construction Is Ihe retponslbllny 01 lhe erectOl. Addnlonal permanent bracing 01 the overan struclure Is the 'esponslbllny 01 the building designer. For general guidance regarding labrlcatlon, qualny control. slorage, delivery, erection and bracing. consun QST.88 Quolny standard, DSI.89 BraCing Speclflcallon. and HIB.91 Handling Installing and Bracing Recommendation available Irom Truss Plate Instnute. 583 D'Onofrio Drive. Madison. WI 53719. Mil" MiTek@ ~ 'il ~~ , 11" " 11 _lIIu'~!D'I... ...il. 2:. : !iC, ,. -.''If. r CI) t ~ c en 1J o.Q c - Q) G) 0; Ol '" ...... 1J 0 .cC - C~+- Ol Q. 0. Ol.,: 0 o Ol 0 C 0 ~ .... e 0 .c 00 .~ .~ +- Cc..Q1 E C Ol +-ti 0 Olo. 0 o ~ -0 c_ oOlID '" Ol ..c :c :E Ol 0 0..- +- ~ '" o Ol 00 A. .c ..,i Ol"O "'+- ~o 00 :;:::<D1J C.= Ol+- C . .in .~ Ol +-C 1JC C+- o ::J .!::! C ._ C Ol= C -C dl Z G) +-oOl +- 00 ~ Ol cOl '" C Q"':1J .en rr "'0 ~Ol c.2 010 '" 0.0 .~ 0",:;::: '" oE Oloo C Ol ::J.- .- '" en ~.~ 0 C "'''' 00 U+= .- 0 "O+- Ol ~ 1J.c o.m Oc co. 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X ....,. 1J Ol .= d> ::Jc rr -- OlO ~o 0..0 c- 02 :;:::Ol c+- og 0", -::J "'0 2::J C_!; o+- .- c 01J0 ~~o U c( ell: .. ..... c( ell: t!! ~ 5 o +-0 00 '" ...... +-'" c+- :Q. 8. 00. c ~ 0...... :;:::0, o c 0._ o ~ -0 '" Ol 2.0 O.e 00 'CE ~~ \I~ .,. o <<; o :::; '" f2 f-- 8-2-5 --t- 8-2-5 14-7-12 6-5-7 21-1-3 6-5-7 27-6-9 6-5-7 34-0-0 6-5-7 40-5-7 6-5-7 -+ 46-10-13 6-5-7 53-4-4 6-5-7 59-9-11 6-5-7 65-5-14 168-0-0 I 5-8-3 2-6-2 Scale = 1:111.1 6x6 = 8 "' 1 :a '" Ii 8x12 II 28 27 26 25 24 23 22 21 20 19 18 17 8x8 '" 12-8-141 9-1-6 16-5-13 23-10-5 31-2-12 36-9-4 44-1-11 51-6-3 58-10-10 65-5-14 168-0-01 2-8-14 6-4-8 7-4-7 7-4-7 7-4-7 5-6-8 7-4-7 7-4-7 7-4-7 6-7-4 2-6-2 ate sets LOADING (psf) SPACING 2-0-0 CSI DEFL in (Ioc) I/defl PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.59 Vert(LL) -0.21 28 >999 MII20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.51 Vert(TL) -0.29 28 >999 BCLL 0.0 Rep Stress Incr YES WB 0.92 Horz(TL) 0.03 23 n/a BCDL 10.0 Code UBC/ANSI95 1 st LC LL Min I/defl = 360 Weight: 360 Ib LUMBER TOP CHORD 2 X 6 SPF 1650F 1.5E BOT CHORD 2 X 6 SPF 1650F 1.5E "Except" 21-242 X 6 SYP 2400F 2.0E WEBS 2 X 4 SPF Std "Except" 7-252 X 4 SPF No.2, 7-232 X 4 SPF No.2, 8-232 X 4 SPF No.2 8-22 2 X 4 SPF No.2, 9-22 2 X 4 SPF No.2, 9-20 2 X 4 SPF No.2 BRACING TOP CHORD BOT CHORD WEBS Sheathed or 4-6-6 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 1-28. 1 Row at midpt 5-25 7-23 8-22 9-22 11-20 2 Rows at 1/3 pts 8-23"" WEDGE Left: 2 X 6 SPF 1650F 1.5E SLIDER Right 2 X 4 SPF Std 2-6-0 REACTIONS (Ib/size) 1 =1145/0-5-8, 16= 1 006/Mechanical, 23=3192/0-3-8, 22=2488/0-3-8 Max Horz 1=53(load case 3) Max Uplift 1=-14(load case 3), 16=-29(load case 4), 23=-78(load case 3), 22=-31 (load case 4) Max Grav 1=1279(load case 6), 16=1221(load case 7), 23=3596(load case 6), 22=3012(load case 7) FORCES(lb) - First Load Case Only TOP CHORD 1-2=-2627, 2-3=-2299, 3-4=-2299, 4-5=-579, 5-6=1196, 6-7=1196, 7-8=2983, 8-9=2776, 9-10=1096, 10-11=1096,11-12=-476,12-13=-1670, 13-14=-1670, 14-15=-1933, 15-16=-1933 BOT CHORD 1-28=2542,27-28=1065,26-27=1065,25-26=-446, 24-25=-1972, 23-24=-1972, 22-23=-2462, 21-22=-1816,20-21=-1816, 19-20=-406, 18-19=886,17-18=886, 16-17=1798 WEBS 2-28=-689,4-28=1401,4-26=-1130,5-26=1535, 5-25=-1548, 7-25=1724, 7-23=-1962, 8-23=-1399, 8-22=-748,9-22=-1867,9-20=1598, 11-20=-1423, 11-19=1323,12-19=-951, 12-17=883, 14-17=-393 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.15, and the plate grip increase is 1.15 3) WARNING: The unusually long span and/or configuration of this truss requires that extreme care be used in its application. Use proper transportation, unloading and erection methods. Assure that all required web lateral bracing is communicated to the building contractor. Ensure that over-all building bracing is designed by a qualified engineer, architect, or building designer. 4) All plates are 5x6 MII20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC-94. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 291b uplift at joint 16. 8) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 1, 23, and 22. 9) This truss has been designed with ANSlfTP11-1995 criteria. ...,.,.,.... all _.,1eI- ...... or.,... ~ _ _ "....r '" .... ~ ... 11III'_ . .. UCIiIM ". r.-~ II ...iII .JUM WCIA LOAD CASEIS) Standard DAlI UC8IIE~~ March 6,2002 A WARIVlNO - ver1fit a"I" JNU'ClDWt.... cuul READ NorES ON TBJS AND REVERSB smJ: BJ:I'ORE UU. DlKic;ln valid lor use only w"h MlTek connectors. This design Is based only upon parometers shown, and Is lor an individual building component to be Installed and loaded vertically. Appllcablllly 01 design parameters and proper Incorporallon 01 component Is rlKponslbll"y 01 building designer - not Iruss designer. Bracing shown II lor lateral supporl 01 individual web members only. Adclnlonallemporary bracing 10 Insure slabU"y during conslructlon IIlhe rlKponslblllty 01 Ihe erecto!. Add"lonal permanenl bracing 01 the oVelan struclure II the 'lKponslbll"y 01 the building designer. For general guidance .egordlng labrlcatlon, qual"y control. slorage, delivery, election and bracing, consu" QST.BI Quol"y Slandard, DSB-B9 Bracing Specll\callon, and HIB-91 Handling Installing and Bracing Recommendation available Irom Truss P1atelnst"ute, S83 D'Ono1r1o Drive, Madison, WI 53719. III" MiTek@ II -.;;t;'. 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III '" 0 ... 7-4-11 7-4-11 13-11-4 6-6-9 20-8-9 6-9-5 27 -4-3 6-7-9 33-11-12 -+----_ 40-7-8 6-7-9 6-7-12 47-3-4 6-7-12 54-0-12 6-9-8 60-7-5 6-6-9 68-0-0 7-4-11 Scale = 1:116.2 3.00112 7x8 = 5x10 M1118H= 5x8 = 5xlO M1I18H= 5x8 = 7x8 = 4 5 6 8 9 10 11 I~~~~>f~~~~o<~~, ,~[! o ~= 0 5x8 = 24 23 22 2120 19 HH 16 15 14 8x12 Ii 8x12 \\ 7x8 = 5x8 = 5x10 = 5x8 = 7x8 = 12-8-141 13-11-4 20-8-9 27-4-3 33-11-12 40-7-8 47-3-4 54-0-12 65-3-2 168-0-0 I 2-8-14 11-2-6 6-9-5 6-7-9 6-7-9 6-7-12 6-7-12 6-9-8 11-2-6 2-8-14 ate sets LOADING (psf) SPACING 2-0-0 CSI DEFL in (Ioe) I/defl PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.82 Vert(LL) -0.29 15 >999 MII20 197/144 I- TCDL 10.0 Lumber Increase 1.15 8C 0.79 Vert(TL) -0.44 14-15 >928 MII18H 141/138 BCLL 0.0 Rep Stress Incr YES WB 0.89 Horz(TL) 0.16 13 n/a BCDL 10.0 Code UBC/ANSI95 1 st LC LL Min I/defl = 360 Weight: 348 Ib LUMBER TOP CHORD 2 X 6 SPF 1650F 1.5E BOT CHORD 2 X 6 SPF 1650F 1.5E <Except< 18-20 2 X 6 SYP 2400F 2.0E WEBS 2 X 4 SPF Std <Except< 3-222 X 4 SPF 2100F 1.8E, 4-21 2 X 4 SPF 2100F 1.8E 5-192 X 4 SPF 2100F 1.8E, 9-192 X 4 SPF 2100F 1.8E 10-17 2 X 4 SPF 2100F 1.8E, 11-162 X 4 SPF 2100F 1.8E BRACING TOP CHORD Sheathed or 3-9-15 oc purlins, except 2-0-0 oc purl ins (5-7-10 max.): 3-11. BOT CHORD Rigid ceiling directly applied or 10-0-0 oe bracing, Except: 6-0-0 oe bracing: 19-21,17-19. WEBS 1 Row at midpt 4-21,10-17,2-23,12-15 2 Rows at 1/3 pts 5-19, 9-19 WEDGE Left: 2 X 6 SPF 1650F 1.5E, Right: 2 X 6 SPF 1650F 1.5E REACTIONS (Ib/size) 1 = 1512/0-5-8, 13=1515/0-5-8, 19=5077/0-5-8 Max Horz 1=-22(load case 4) Max Grav 1=1576(load case 6), 13=1579(load case 7), 19=5077(load case 1) FORCES(lb) - First Load Case Only TOP CHORD 1-2=-4269,2-3=-2808,3-4=-1710,4-5=918, 5-6=5102, 6-7=5102, 7-8=5102, 8-9=5102, 9-10=908, 10-11=-1725,11-12=-2821,12-13=-4282 BOT CHORD 1-24=4130,23-24=4130,22-23=2739,21-22=1710, 20-21=-918, 19-20=-918, 18-19=-908, 17-18=-908, 16-17=1725, 15-16=2752, 14-15=4142, 13-14=4142 WEBS 3-23=531,11-15=531,7-19=-664,4-22=658, 5-21=1477, 9-17=1476,10-16=656,3-22=-1156, 4-21=-2952,5-19=-4699,9-19=-4709, 10-17=-2955, 11-16=-1153,2-23=-1455,12-15=-1455, 2-24=138,12-14=138 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.15, and the plate grip increase is 1.15 3) WARNING: The unusually long span and/or configuration of this truss requires that extreme care be used in its application. Use proper transportation, unloading and erection methods. Assure that all required web lateral bracing is communicated to the building contractor. Ensure that over-all building bracing is designed by a qualified engineer, architect, or building designer. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MII20 plates unless otherwise indicated. 6) All plates are 5x6 MII20 unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC-94. 8) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift atjt(s) 1,13, and 19. 9) This truss has been designed with ANSIITPI1-1995 criteria. 10) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/2-10d nails. ..,........=wt ...... ., ... .. IfJ' . or .,... ..... ~ .. ... I _ . .. Lk:IIiIIlI Pt.. r.-~ .. ....... .JUM URCIA I- DAlE UC8I8EH~ LOAD CASE(S) Standard March 6,2002 A WARNJNO - VnUilu8fgft ~ ancl READ NarsB ON TBJ8 AND RBVERSB &rD. BBPORB lISB. Oeslon valid lor use only with MlTek connectors. This design Is based only upon parameters shown. and Is lor an individual building component to be Installed and loaded vertically. Applbabnny 01 design paramelers and proper Incorporallon 01 componenlls responsibility 01 building desloner - not Iruss desloner. Bracing shown Is lor Ialeral support 01 individual web members only. Additional tempolary bracing to Insure stabUlly during construction Is the responsibility 01 the ereclor. Additional permanent bracing 01 the overall s!ruclure Is the responsibility 01 the building deslonel. For general guidance regarding labrlcatlon. quallly contro~ storage, deNYery. erection and bracing, consult QST-88 Quality standard. D5I.89 Bracing S~ltIcallon, and HIB-91 Handllnlllnotalllng and Bracing Recommendation available Irom Truss Plate institute. 583 D'Onofrio Drive. Madison, W153719. .. 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Cll: e o w Z Z o o ~ ~ z 6 <X) 8 0. 8x8 = I 300112- 7x8 = lOx14 Mil 18H:C:C 4 5 6 7 8 10x14 M1118H.::::c '~~;F'~.c...}""~~~..?i'o~~~~' o ~= 5x8 = ., 22 21 20 19 18 17 16 15 14 13 12 8x12 II 8x12 I- 12x12 = 12x12 = f~---- 4.201 SR1 s f---I:-4-11 7-4-11 11-11-4 4-6-9 19-4-9 191111-4 26-8-3 7 -5-5 0-6-11 6-8-15 33-11-12 7-3-9 41-3-8 7-3-12 48-0-12 4'11-4 56-0-12 6-9-4 0-6-8 7 -5-8 60-7-5 4-6-9 8x8 = 5xlO = 12x12 = 12x12 = 5xl0 II 11-11-4 9-2-6 19-4-9 7-5-5 26-8-3 7-3-9 33-11-12 7-3-9 41-3-8 7-3-12 48-7-4 7-3-12 56-0-12 7-5-8 LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 LUMBER TOP CHORD 2 X 6 SPF 1650F 1.5E BOT CHORD 2 X 6 SPF 1650F 1.5E *Except* 16-182 X 6 SYP 2400F 2.0E WEBS 2 X 4 SPF Std *Except* 3-232 X 6 SPF 1650F 1.5E, 3-202 X 4 SPF 2100F 1.8E 19-252 X 4 SPF 2100F 1.8E, 17-262 X 4 SPF 2100F 1.8E 17-272 X 4 SPF 2100F 1.8E, 15-282 X 4 SPF 2100F 1.8E 9-142 X 4 SPF 2100F 1.8E, 9-292 X 6 SPF 1650F 1.5E 23-292 X 6 SPF 1650F 1.5E CSI TC 0.90 BC 0.70 WB 0.86 (Matrix) DEFL in (Ioc) Vert(LL) -0.36 12-14 Vert(TL) -0.53 11-12 Horz(TL) 0.17 11 1 st LC LL Min I/defl = 360 I/defl >999 >766 n/a PLATES MII20 MII18H Weight: 429 Ib 12143618 age f- 68-0-0 7-4-11 Scale = 1: 116.2 '" ~ <0 <0 IJ; 6 65-3-2 9-2-6 168-0-0 I 2-8-14 GRIP 197/144 141/138 BRACING TOP CHORD Sheathed or 3-9-1 oc purlins, except 2-0-0 oc purl ins (10-0-0 max.): 4-8. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 17-19,15-17. WEBS 1 Row at midpt 3-9, 19-25, 15-28 2 Rows at 1/3 pts 17-26, 17-27 ..., --.... -...- ...... ar.... _ ~ _ _ .....r... .... ~ __ I _ . dllrl.lclliiM ". r..-;:: .. ...... .wM WCIA WEDGE Left: 2 X 6 SPF 1650F 1.5E, Right: 2 X 6 SPF 1650F 1.5E REACTIONS (Ib/size) 1=1478/0-5-8,11=1481/0-5-8,17=5145/0-5-8 Max Horz 1=31(load case 3) Max Uplift 1=-6(load case 3), 11=-9(load case 4) Max Grav 1=1605(load case 6), 11=1608(load case 7), 17=5145(load case 1) FORCES(lb) - First Load Case Only TOP CHORD 1-2=-4218,2-3=-3275,3-4=816,8-9=801, 9-10=-3287,10-11=-4231,4-5=481,5-6=478,6-7=469, 7-8=472 BOT CHORD 1-22=4017,21-22=3033,20-21=3033, 19-20=2666, 18-19=-560, 17-18=-560, 16-17=-554, 15-16=-554, 14-15=2676, 13-14=3045, 12-13=3045, 11-12=4028 WEBS 3-25=-3380,25-26=82,23-26=5075,23-24=5075, 24-29=5084, 27-29=5084. 27-28=84, 9-28=-3376, 3-22=568,9-12=568, 17-24=-921,20-25=287, 19-26=1366, 15-27=1365, 14-28=288,3-20=-405, 19-25=-3469, 17-26=-5371, 17-27=-5376, 15-28=-3474,9-14=-406,2-22=-951, 10-12=-951, 4-25=-897, 5-26=-654, 6-24=-832, 7-27=-653, 8-28=-895 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.15, and the plate grip increase is 1.15 3) WARNING: The unusually long span and/or configuration of this truss requires that extreme care be used in its application. Use proper transportation, unloading and erection methods. Assure that all required web lateral bracing is communicated to the building contractor. Ensure that over-all building bracing is designed by a qualified engineer, architect, or building designer. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MII20 plates unless otherwise indicated. 6) All plates are 5x6 MII20 unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC-94. 8) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 1, 11, and 17. 9) This truss has been designed with ANSIITPI1-1995 criteria. DAlE A WARIVlNO . v-tfJl....p parcanwt.,.. CIIId RL4D NorBS ON TBJS AND Ml'ERSB sma BU'ORB Vl!IB. O,"lgn valid lor use only wnh MlTek connectors. This design Is based only upon parameters shown. and Is for on individual building component to be Installed and loaded vertically. Appllcabllllyof design parameters and proper IncoIporatlon of component Is r,"ponslblllty of building d,"lgner - not truss d,"lgner. Bracing shown Is fOI Ioteral support of individual web members only. Addnlonal temporary bracing to Insure stabllny during construction Is the r,"ponslblllty of the erector. Addnlonal permanent bracing of the overal structure Is the r,"ponslblllly of the building d,"lgner. For general guidance regordlng fabrication. qualny control. storage. delivery, erection and bracing. consun QST-ea Qualny $Iandard. OSI.89 lraclng Speclflcaflon, and HII-91 Handling Installing and lraclng Recommendation available from Truss PIotelnstnute. 583 D'Onofrio Drive. Madison, WI53719. 11 !" . ..--r' .~:;mmI:"Iil'.' ~,._- " "'.. Dr'l!!~ ~ ' . ~~ :illIl!! 1r 11" '" ... ::'I'Tll", '. !PIIE~~ March 6,2002 .. MiTekOi) ~'f3 "J" 'Y If' I CI) Q) +- o Z > +- Q) 'I- C en C ... Q) c: Q) ~ ~ CD Q. o ... A. CD en 6~ 0:::::1 '0'2" '3= 00 og ~I!! OCD = A. 0... u..o OCD -0) !O .2E .- 0 fo E Q) +- CI) > en Cl c: .- ... CD ..a E :J Z ~ (D 0. .r::. o u (])o..o .r::. 'en (]) +-o(]) +- Ocn~ C ~-~ (; -0 .gl ~ 0. Ol Qi::J"O 0 "O"'.!!1 > ~clD ~ ::J.Q ~ Ol - U Q) += -:;;(])1; E(jj(jj ....... ..: J:: ~~o .!!! -gle g.Qi"O u"Oc (]) Ol 0 "O.~ (D ->:g c 2-5 ~ ll....oo ~ -. l/l o a: o l"l::t -'u Q. o ~ N -. o (]) .0 o +- !!! (]) .0 E (]) E ...: +-(]) ::J.r::. Uo (]) .r::.c uO o ~ (])"O +-C 00 ~~ ::J 0 .:=c -~ 0"0 ~.o 0> -<( .r::.> u= 0.2 (]) "0 en c(])c 0.0 .Q "'E+- .!!1(])8 12"00 Q.c:;: (]) o.~ g c.Q. ~ :Q.o c...; m:lOH:) dOL I:) Q):? ....... u c 0 'O.:Q. '" +- "2~ au -D-Q. (])"O +-0 o E g 2 -- -d";o .!!1tJ g:E (])Ol '" c .~ ..!!! 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IX o .... o IU Z Z o o ~ ~ Z I o CO 8 0- 7-4-11 7-4-11 ___p.:l1:~8-3 2-6-11 4-8-15 33-11-12 7-3-9 11-11-4.+__ 19-4-9 4-6-9 7 -5-5 6x6 = 11-11-4 9-2-6 26-8-3 7-3-9 33-11-12 7-3-9 19-4-9 7-5-5 LOADING (pst) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC/ANSI95 CSI TC 0.89 BC 0.69 WB 0.83 (Matrix) LUMBER TOP CHORD 2 X 6 SPF 1650F 1.5E BOT CHORD 2 X 6 SPF 1650F 1.5E 'Except' 18-202 X 6 SYP 2400F 2.0E WEBS 2 X 4 SPF Std 'Except' 3-252 X 6 SPF 1650F 1.5E, 3-222 X 4 SPF 2100F 1.8E 21-272 X 4 SPF 2100F 1.8E, 19-282 X 4 SPF 2100F 1.8E 19-292 X 4 SPF 2100F 1.8E, 17-302 X 4 SPF 2100F 1.8E 11-162 X 4 SPF 2100F 1.8E, 11-31 2 X 6 SPF 1650F 1.5E 25-31 2 X 6 SPF 1650F 1.5E 4.201 SR1 s 41-3-8 7.3-12 _ I 46-0-12 148-7-41 4-9-4 2-6-8 7x8 =co ~~;~~;~t~~~~~~, 6 3x611 5x8= 5x8 = 24 23 22 21 20 19 18 17 16 15 14 8x12 II 8x12 II 5x10= 3x6 II 7x12 II 12x12 = 6x6 = 5xl0 II 12x12 = 41-3-8 7-3-12 48-7-4 7-3-12 DEFL in (Ioc) Vert(LL) -0.37 14-16 Vert(TL) -0.53 13-14 Horz(TL) 0.16 13 1 st LC LL Min Vdefl = 360 I/defl >999 >767 n/a 56-0-12 7-5-8 60-7 -5 +--- 68-0-0 4-6-9 7-4-11 Scale; 1:1162 '" 6 .;, "' r';" "' 6 7x12 II 56-0-12 7-5-8 65-3-2 9-2-6 168-0-0 I 2-8-14 PLATES MII20 MII18H GRIP 197/144 141/138 Weight: 436 Ib BRACING TOP CHORD Sheathed or 3-9-2 oc purlins, except 2-0-0 oc purlins (10-0-0 max.): 5-9. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 19-21,17-19. WEBS 1 Rowatmidpt 3-11,21-27,17-30 2 Rows at 1/3 pts 19-28, 19-29 WEDGE Left: 2 X 6 SPF 1650F 1.5E, Right: 2 X 6 SPF 1650F 1.5E REACTIONS (Ib/size) 1 = 1450/0-5-8, 13= 1453/0-5-8, 19=520210-5-8 Max Horz 1=34(load case 3) Max Uplift 1=-10(load case 3), 13=-13(load case 4) Max Grav 1=1602(1oad case 6), 13=1605(load case 7), 19=5202(load case 1) FORCES(lb) - First Load Case Only TOP CHORD 1-2=-4119,2-3=-3145,3-4=763,4-5=657,9-10=650, 10-11=756, 11-12=-3158, 12-13=-4131, 5-6=671,6-7=670.7-8=664,8-9=665 BOT CHORD 1-24=3921,23-24=2901,22-23=2901,21-22=2567, 20-21=-540,19-20=-540,18-19=-534, 17-18=-534,16-17=2581,15-16=2913,14-15=2913,13-14=3933 WEBS 3-27=-3230,27-32=-120,28-32=-131,25-28=4978, 25-26=4978, 26-31=4985, 29-31=4985, 29-33=-130,30-33=-119,11-30=-3237, 3-24=580,11-14=579,19-26=-882,22-27=274,21-28=1314, 17-29=1316, 16-30=274,3-22=-368,21-27=-3341,19-28=-5495, 19-29=-5500, 17-30=-3349, 11-16=-367 2-24=-988 12-14=-987 5-32=-184 6-28=-670 7-26=-827 8-29=-668 9-33=-184 4-27=-701, 10-30=-702' , , , , , , .....,...,.. ell..... ....... . fIIIIfI" ~ ltr . ..r III ..... ....... .. ..... . _ . ... lJaIiIMI ... IlIIt_ _.r .... ... II ......~ DAlE UIRIEH1_ NOTES 1) This truss has been checked tor unbalanced loading conditions. 2) This truss has been designed tor the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 pst top chord dead load and 10.0 pst bottom chord dead load, 100 mi trom hurricane oceanline, on an occupancy category I, condition I enclosed building, ot dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ANSI95 It end verticals or cantilevers exist. they are exposed to wind. It porches exist, they are not exposed to wind. The lumber DOL increase is 1.15, and the plate grip increase is 1.15 3) WARNING: The unusually long span and/or configuration ot this truss requires that extreme care be used in its application. Use proper transportation, unloading and erection methods. Assure that all required web lateral bracing is communicated to the building contractor. Ensure that over-all building bracing is designed by a qualified engineer, architect, or building designer. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MII20 plates unless otherwise indicated. 6) All plates are 5x6 MII20 unless otherwise indicated. 7) This truss has been designed tor a 10.0 pst bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC-94. 8) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 1, 13, and 19. March 6,2002 Ji WARlVJNO - VerCJil de8fp pcaranwt.... and READ NOJ'BS ON TBJS AND JU:VBRSB SlDB BBI'OJU: va. / Oeolgn valid lor use only wnh MlTek connectOfS. This design Is based only upon parameters shown, and Is IOf an individual building component to be Installed and loaded vertically. Appllcabnlly 01 design parameters and propellncorpo/allon 01 componenlls responslbllny 01 building designer - not Iruss designer. 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Z Z o o ~ ~ z o CO 8 0- f----.1.cl!::1.L----+--- 15-11-8 7-11-12 7-11-12 23-11-4 7-11-12 -+- 31-2-12 7-3-8 7x8 = 4.2U' 1 34-0-0 I 36-9-4 I 2-9-4 2-9-4 44-0-12 7-3-8 52-0-8 7-11-12 -~~--t 7-11-12 68-0-0 ---I 7-11-12 Scale; 1:113. 0 7x8 = 7x8 = ~ 300r~5 /6. 8 9 10 , 2 _._./:::-.:~ 11 12 '7 , - - y I ~~=-;.~~_" . . __~ 13I~ ~ o 0 8x12 II 25 24 23 22 21 7-11-12 5-2-14 15-11-8 7-11-12 23-11-4 7-11-12 31-2-12 7-3-8 +- LOADING (pst) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1. 15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC/ANSI95 CSI TC 0.62 BC 0.59 WB 0.98 LUMBER TOP CHORD 2 X 6 SPF 1650F 1.5E BOT CHORD 2 X 6 SPF 1650F 1.5E *Except* 18-21 2 X 6 SYP 2400F 2.0E WEBS 2 X 4 SPF Std *Except* 5-202 X 4 SPF No.2, 9-19 2 X 4 SPF No.2, 4-222 X 4 SPF NO.2 2-232 X 4 SPF No.2, 10-172 X 4 SPF No.2 12-162 X 4 SPF No.2 20 17 8x12 II 16 15 19 18 14 5x8 = 5x8 = 36-9-4 44-0-12 52-0-8 60-0-4 65-3-2 168-0-0 I 5-6-8 7-3-8 7-11-12 7-11-12 5-2-14 2-8-14 DEFL in (Ioc) I/detl PLATES GRIP Vert(LL) -0.24 14 >999 MII20 197/144 Vert(TL) -0.35 23-25 >999 Horz(TL) 0.09 13 n/a 1 st LC LL Min I/defl = 360 Weight: 368 Ib BRACING TOP CHORD Sheathed or 4-1-0 oc pUrlins, except 2-0-0 oc purlins (10-0-0 max.): 5-9. BOT CHORD Rigid ceiling directly applied or 5-8-12 oc bracing. WEBS 1 Row at midpt 2-23,12-16 2 Rows at 1/3 pts 5-20,9-19,4-22, 10-17 WEDGE Left: 2 X 6 SPF 1650F 1.5E, Right: 2 X 6 SPF 1650F 1.5E REACTIONS (Ib/size) 1 = 1232/0-5-8. 13= 1232/0-5-8, 20=2820/0-3-8, 19=2820/0-3-8 Max Horz 1=-37(load case 4) Max Uplift 1=-11(load case 3), 13=-15(load case 4), 20=-22(load case 3), 19=-18(load case 4) Max Grav 1=1347(load case 6), 13=1347(load case 7), 20=3539(load case 6), 19=3539(load case 7) FORCES(lb) - First Load Case Only TOP CHORD 1-2=-3036, 2-3=-1164, 3-4=-1164, 4,5=806, 5-6=3303, 6-7=3303, 7-8=3303, 8-9=3303. 9-10=806, 10-11=-1164, 11-12=-1164, 12-13=-3036 _ BOT CHORD 1-25=2937,24-25=2937,23-24=2937, 22-23=1129, 21-22=-756, 20-21=-756, 19-20=-3238, 18-19=-756, 17-18=-756, 16-17=1129, 15-16=2937, 14-15=2937, 13-14=2937 WEBS 5-22=1099,9-17=1099,6-20=-476,8-19=-476, 5-20=-3288, 9-19=-3288, 7-20=-153, 7-19=-153, 4-23=620,2-25=157,4-22=-2133,2-23=-1866, 10-16=620, 12-14=157, 10-17=-2133, 12-16=-1866 I '. NOTES 1) This truss has been checked tor unbalanced loading conditions. 2) This truss has been designed tor the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 pst top chord dead load and 10.0 pst bottom chord dead load, 100 mi trom hurricane oceanline, on an occupancy category I, condition I enclosed building, ot dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ANSI95 It end verticals or cantilevers exist, they are exposed to wind. It porches exist, they are not exposed to wind. The lumber DOL increase is 1.15, and the plate grip increase is 1.15 3) WARNING: The unusually long span and/or configuration ot this truss requires that extreme care be used in its application. Use proper transportation, unloading and erection methods. Assure that all required web lateral bracing is communicated to the building contractor. Ensure that over-all building bracing is designed by a qualified engineer, architect, or building designer. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 5x6 MII20 unless otherwise indicated. 6) This truss has been designed tor a 10.0 pst bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC-94. 7) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift atjt(s) 1,13,20, and 19. 8) This truss has been designed with ANSIITPI1-1995 criteria. 9) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, tastened to truss TC w/2-10d nails. LOAD CASE(S) Standard ........,... .11...,_ ..............=:: . .. uIdIr III IIInct __....UI:I.."'" E.=..... ... " .... ill ~ JUM IMCIA DAD UC8I8E "1~ March 6.2002 A WARlVJNO - VerCJil cr.. ~ and READ NOTSS ONTlDS AND RBVBRSS sm. BD'ORB lISB. Oeslon valid lor use only wtth MlTek connectors. This design Is based only upon parameters shown, and Is tOl on individual building component to be Installed and loaded vertically. AppllcabHtty ot design palameters and Pfoper IncorPf)/atlOn of component II lesponslblUly of building deslonel . not truss desloner. Bracing shown II for Iotelal suppo,t of individual web members only. Addttlonal temporary bracing to Insure stablltty during construction Is the responsibility of the erector. AddttlOnal permanent b1aclng of the overal structure II the responslbltlly of the building desloner. For general guidance regarding fabrication, quality controL storage, delivery, erection and b1aclng, consutt Q5T-II Qualtty standard. 05B.19 Bracing 5peclllcatlon. and HIB.91 Handltng lnalalllng and Bracing RecommendatIOn available from Truss PIote Inslttule. M3 D'Onofrio Drive, Madison, WI53719. .. MiTek@ ,} . :;~~-li'Mlli~,~l.l"~lu i .iI ,1__'iWl, ..tlll_I.. I' l I~~tj ..."IiIT CI) ~ ~ C en 1) o.Q +- - (J) Q) Qj Ol en ,..... 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Ol U 00 +-OUO -1).0 +-en .r::.en+- ~ 0 .~ 0. Z .'en Ol en _ o () +- +- 0> - ~ co. COlCen Ol 0 .!!l.Q C 0.0 0 .0 +-.- Ol ~"S~ o c . -0 cenOl c- C :J .. - ;:: .~ 8 .!; 1) +=00 u.Q Q) eA. 00- oe o~ ~ c._ Ol'en .E E.Q .. .- +- Ol +=Ol +=0, 0- +-...... en~.c 01)~.r::. . -gu..Q ":2 o+- z OlCO+-+- ffiot co+- ug Oc w - .- .8 0 .- ~ 0. OA. Ol-en u._ -- .::: Q) E :J.- o en o~ Qi oenen Ol o =co > 0'00 e;:: -0 _cc en .- U C -:J 0 o..Q.Q 0 >- ('1.1-1) .o1)+- .. c 1) '0 .Q eno en Ol Q _cnCl)+-- - C E Ol u .2'0 ~c:~~ 2:J 2.0 OlCCenOl X en 0 >-.: ~ o C O.r::. " Z 1:OlOlOl:S '<t2en en:J CIl~ <<=~OlO u+= .!J .!J 41( OlEEou ~ 0 en .!!l rr ~ c- Ol~r:u; .- C CI) -0 (!)1)0 1).r::. 0- :J '6z .r::. Ol.- 0 - Z () '0 l5 0.. 9/_ u.. 0..:: t=~u ...... 0.1)_ ~~u ~~ 0 0 iC ~ iC iC Q.Q 0 ;:: ..c 41( .a 41( ~ 00 U '3(!) w ~ CII: N III \ (!) ~ E 0 III JlI- ;; .... .... o~ X 41( z C> -. t!! "I:: w CII: Qi 0 > t- ~ t!! a; =5 .2~ =5 41( 0 ~ w en A. III ~ A. ... '" 2 7x12 II 4 5 6 8 9 10 !~, ,/~:=~~T~~~1Si~'.=:l~-" " "'~~ 4~ ~~ 6 3x611 '"' 5x8= 5x8 = 24 23 22 12x12 = 21 20 19 18 17 16 15 14 ,,------ 7-4-11 ~-11-4 7-4-11 4-6-9 17-11-4 1f-4-p 6-0-0 1-5-5 .41-3-8 7-3-12 48-7-4 __..~~-O-F 56-0-12 7-3-12 1-5-8 6-0-0 60-7-5 4-6-9 26-8-3____-t- 33-11-12 7 -3-9 7 -3-9 3.00 liT 6x6 = 7x8 = 6x6 = 10x14 MI118HO:C 10x14 MII18HO::: 8x12 II 7x12 II 5x10 = 3x6 II 12x12 = 5x10 II 19-4-9 26-8-3 33-11-12 41-3-8 48-7-4 56-0-12 65-3-2 7-5-5 7-3-9 7-3-9 7-5-8 lOADING (pst) TCll 40.0 TCDL 10.0 BCll 0.0 BCDL 10.0 lUMBER TOP CHORD 2 X 6 SPF 1650F 1.5E BOT CHORD 2 X 6 SPF 1650F 1.5E *Except* 18-202 X 6 SYP 2400F 2.0E WEBS 2 X 4 SPF Std *Except* 3-252 X 6 SPF 1650F 1.5E, 3-222 X 4 SPF 2100F 1.8E 21-272 X 4 SPF 2100F 1.8E, 19-282 X 4 SPF 2100F 1.8E 19-292 X 4 SPF 2100F 1.8E, 17-302 X 4 SPF 2100F 1.8E 11-162 X 4 SPF 2100F 1.8E, 11-31 2 X 6 SPF 1650F 1.5E 25-312 X 6 SPF 1650F 1.5E I/defl >999 >774 nla PLATES MII20 MII18H Weight: 428 Ib 0.88 0.69 DEFl in (Ioc) Vert(LL) -0.35 14-16 Vert(TL) -0.52 13-14 Horz(TL) 0.17 13 1 st LC LL Min I/defl = 360 BRACING TOP CHORD BOT CHORD WEBS Sheathed or 3-9-5 oc purlins, except 2-0-0 oc purlins (10-0-0 max.): 4-10. Rigid ceiling directly applied or 10-0-0 oc bracing, 6-0-0 oc bracing: 19-21,17-19. 1 Row at midpt 3-11, 21-27, 17-30 2 Rows at 1/3 pts 19-28, 19-29 WEDGE Left: 2 X 6 SPF 1650F 1.5E. Right: 2 X 6 SPF 1650F 1.5E REACTIONS (Ib/size) 1 = 1490/0-5-8, 13= 1493/0-5-8, 19=5123/0-5-8 Max Horz 1=28(load case 3) Max Uplift 1=-2(load case 3), 13=-4(load case 4) Max Grav 1=1593(load case 6), 13=1596(load case 7), 19=5123(load case 1) FORCES(lb) - First Load Case Only TOP CHORD 1-2=-4270,2-3=-3301,3-4=489, 10-11=477, 11-12=-3314, 12-13=-4282,4-5=444,5-6=453, 6-7=453, 7-8=441, 8-9=441, 9-10=432 BOT CHORD 1-24=4067,23-24=3053,22-23=3053, 21-22=2626, 20-21=-555, 19-20=-555, 18-19=-548, 17-18=-548, 16-17=2638, 15-16=3065, 14-15=3065, 13-14=4079 WEBS 3-32=-3070,27-32=-3079,27-28=102, 25-28=5064, 25-26=5064, 26-31=5076, 29-31=5076, 29-30=107,30-33=-3079,11-33=-3071,3-24=577, 11-14=577, 19-26=-923,22-27=317,21-28=1347 ,17-29=1348,16-30=317,3-22=-471,21-27=-3421, 19-28=-5338, 19-29=-5343, 17-30=-3427, 11-16=-471,2-24=-982,12-14=-981,4-32=-107, 5-27=-703, 6-28=-691, 7-26=-819, 8-29=-689, 9-30=-706, 10-33=-104 68-0-0 7-4-11 Scale = 1116.2 '" 6 "' .. 1'7 "' 6 8x12 Ii 168-0-0 I 2-8-14 I l j I GRIP 197/144 141/138 Except: I--"'-"'~ ...... If ... .. .. -.....,..... ~ ... .. . _ . 'uIf .... ... ___ 1.1f 11II .. II ....iII'~ NAIl URCIA - A WARNING - V-rCJiI cr.-."a pcII'CIIINt.,.. and READ NOTa. ON TBJS AND RBVBRSB ~ BBI'ORB USII:. Design valid lor use only w"h MlTek connectors. This design Is bated only upon parameters shown. and Is 101 an IndMdual building component to be Installed and loaded ve,tlcaHy. Applklablllly 01 design porameters and proper Incorporation 01 component Is responslblNly 01 building designer - not Iruss designer. Bracing shown Is lor lateral support 01 individual web members only. Add"ional temporary bracing to Insure stabUlly during construction Is lhe responslbllny 01 the erectOl. Addnlonal permanent bracing 01 the overall structure Is the lesponslbllny 01 the building designer. For general guidance regarding labrlcation. qualny contro~ stOlage. deNYe/Y. erection and bracing. consu" QST-aa Qual"y standard. DSI-B9 Iraclng Speclllcalton, and HII-91 Handling Installing and lraclng Recomm_atlon available Irom Truss Plate Instnute. 583 D'Onolrio Drive. Madison. WI 53719. "'ill -., ~r..~.& ~ :; II ___1lIl~ ~:D_.:lI.- - '~T UCEU'H1. March 6,2002 Mil" MiTek@ -~ .."J[ .,~' en ~ ~ C en "O"O.Q +- - Q) Q) 03 Ol '" ,..... c "0 0 .L:c Ol+= - c~+- Ol 0 a. 0. .L: U 0 U C 0 o Ol U E c ~ ~ .... 0 0 +- cc~ o Ol +-15 0 Ole. U o ~ =.0 c_ oOl'Qj '" Ol -.L: :0 :f Q) ... 0 0..- +- ~ '" OOl CO A. ..r:::: - u5 Ol-o '" +- ~O 00 +=(!)"O c.!::: Ol+- C . .in .~ Z Ol +-C "OC c+- o :J .!::! C ._ c 0>= c -c dl +-oOl +- C Ol 2":"0 .- 0- "'0 -=0> cE 0.0 Q) Oen+= '" 00 ~Ol o E '" c ~ Ol :J.- g>8. 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Z '.in Ol "'- o U +- +- 0> - ~ co. 0 .!; 1!! c '" a:; ~ Ol 0 -0 .~.Q c 0.0 o .- Ol o c . iA: c"'Ol c- c ::J ~ .- 8 .!; "0 +=00 u.Q Q) 00- 02 o~ ~ c._ Ol.in ~ E.~ e. .- +- Ol +=Ol +=0, 'Ouo "'~.L: Z o"O~.L: . "0 co+- a+- Oc OlCO+-+- Olot: .!; ~ a. ug IoU +- .- .8 0 liA: Ol - '" u._ -- .::: Q) E :J._ 0", o~ iiii o '" '" Ol o =<Xl > 0=00 E:;::- -0 _cc '" ._ u C -::J 0 o..Q .Q 0 > N--"O .o"O+- .. c "0 =0 .Q "'0 '" Ol ~U)U)+-- - C E Ol u 0- ~ c ~~ $::J $.0 0 Olcc",Ol x", 0 >.!::: ~ _0 a.!; O.L: z cOlOlOl:; ~$", Ol~ "" ~ Ol 0 u+- .~ .!.1 c( OlEEou ~ 0 '" '" ::J C c- Ol~~u; 0 .- c en .~ 0- 0 -0 "00 "O.L: 0- ::J liz .L: Ol.- 0 - z u'Ooa.lll, LL Q...:: ~~u ..... o."O+- Z .!;u .!;~ 0 0 iC ~ iC iC 'Q.t. <:) ~ .. c c( .a c( ~ 00 IoU CIC u '50 N ~ III ID E 0 III J:l-- fii ~ \ 0 ~ o~ X c( z ()o -. IoU CIC iiii 0 > l!! "I:: ... ~ l!! <0 S .2~ S < S IoU CI) A- to A- lii r- Job J020405 Truss, A 13STGE Truss Type DBL MOD. QUEEN Stock Building ~ upply-Minnesota Truss, L;eaar, Mn. OOU11 NOTES 9) This truss has been designed with ANSIITPI1-1995 criteria. uty 1 4.<'U1 ::;K1 s an t-'Iy 1 ::;tonegate Apartments I (optional) II e~ Inaustnes, Inc. Mon Mar 0412:45:252002 Page 2 12143591 LOAD CASEIS) Standard 1) Regular: Lumber Increase= 1 15, Pia Ie Increase= 1. 15 Trapezoidal Loads (plf) Vert: 1=-103.0-10-8=-114.0, 8=-114.0-to-15=-103.0, 1=-23.0-to-158=-34.0, 158=-34.0-to-15=-23.1 " A WARlVlNO - V_rf/iI_.1I" pcII'CIIIWt... ancI READ NorES ON TBJS AND RIl:VBRSB SIDB BBJI'ORIl: VSB. Deolgn valid lor use only wnh MlTek connectors. This design Is based only upon parameters shown, and Is tor an individual building component to be Installed and loaded vertically. Appllcablllfy ot design parameters and proper incorporation ot component Is responslbluty ot building designer - not truss deslgne,. Bracing shown Is tor lateral suppo,t ot individual web members only. Addnlonal temporary bracing to Insure stablllly during construction Is the responsibility ot the erector. Additional permanent bracing ot the overall structure Is the responsibility ot the building designer. For general guidance rega,dlng tabrlcatlon, quouty controL storage, delivery, erecllon and bracing, consun QST-aa Qualny standard. 051.89 Bracing Speclllcatton. and HIB-91 Handltng lnotalllng and Bracing Recomm.....atlon available trom Truss Plale institute, 583 D'Onotrlo Drive, Madison, W163719. ~ ..i . lib. ~::, .;fJ i 1+' ~". ~ .iif."" ... .jlf.til~. " MIl" MiTek@ i. "l ' c ... (I) c: (I) ~ CI) (I) .... o z > +- (I) .... c (I) ~ Q) Q. 2 A. Q) en 6~ O:s '0.2' "3= 00 Os ~1!! 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Co 00 o-:n ct) ~ ~ .... ~ II~ partments 12143591 f--~-+- 14-7-12 21-1-3 8-2-5 6-5-7 6-5-7 Mon Mar 27-6-9 -I 34-0-0 40-5-7 46-10-13 53-4-4 59-9-11 68-0-0 -j 6-5-7 6-5-7 6-5-7 6-5-7 6-5-7 6-5-7 8-2-5 4x5 II 3x4 II 3x4 II 6x6 = 3x4 II 3x4 II 3x4 II 8 3x4 II 5x6 ::::: 5x6::::: 3x4 II 5x12 ::::: 1011 7x8 ::::: 5x6 II 14 t '" 3.00 Ii2 3x4 II 3x4 II 158 21 20 3x4 II 18 17 16 5x6 = 3x4 II 5x6 = 3x4 II 7x8 = 3x4 II 3x4 II 3x4 II 3x4 II 3x4 II 3x4 II 3x4 II 3x4 II 3x4 II 3x4 II 3x4 II 3x4 II 28 27 26 25 3x4 II 24 5x6 = 7x8 == 3x4 II 5x6 = 5x6// 3x4 II 5x6 = 3x4 II 3x4 II 3x4 II 3x4 II 3x4 II 3x4 II 3x4 II 3x4 II 3x4 II 3x4 II 3x4 II 23 22 5x6 = 5x6 = 5x6 == 3x4 II 5x10 II 3x4 II 5x12 II 3x4 II 3x4 II 19 5x6 == 5x6 = 5x6 == 3x4 II 3x4 II 3x4 II 3x4 II 3x4 II 3x4 II 3x4 II 3x4 II 3x4 II 3x4 II 3x4 II 3x4 II 3x4 II 3x4 II 31-2-12 I 36-9-4 I 44-1-11 7-4-7 5-6-8 7-4-7 51-6-3 7-4-7 58-10-10 7-4-7 3x4 II 3x4 II 6-8-14 6-8-14 23-10-5 7-4-7 p-1-61 2-4-8 16-5-13 7-4-7 LOADING (psf) TCll 40.0 TCDl 10.0 BCll 0.0 BCDl 10.0 CSI TC BC WB DEFL in (Ioc) Vert(ll) -0.22 16 Vert(Tl) -0.32 16 Horz(Tl) -0.03 21 1 st lC II Min I/defl = 360 Weight: 520 Ib 0.68 0.61 0.97 I/defl >999 >999 n/a SPACING 2-0-0 Plates Increase 1.15 lumber Increase 1.15 Rep Stress Incr NO Code UBC/ANSI95 LUMBER TOP CHORD 2 X 6 SPF 1650F 1.5E BOT CHORD 2 X 6 SPF 1650F 1.5E "Except" 20-23 2 X 6 SYP 2400F 2.0E WEBS 2 X 4 SPF Std "Except" 5-252 X 4 SPF No.2, 7-242 X 4 SPF No.2, 7-22 2 X 4 SPF No.2 8-22 2 X 4 SPF No.2, 8-21 2 X 4 SPF No.2, 9-21 2 X 4 SPF NO.2 9-192 X 4 SPF No.2, 11-182 X 4 SPF No.2 OTHERS 2 X 3 SPF Std "Except" 8-29 2 X 3 SPF No.2 BRACING TOP CHORD BOT CHORD WEBS Sheathed or 4-2-0 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 16-18,15-16. 1 Row at midpt 4-27, 7-22, 8-22, 9-21, 11-19 2 Rows at 1/3 pts 8-21 .., ...,........... ...... ., ..... .. ,...... IIJ _ ....r... ..... ~ .. .... I _ . .l.k..... pq. E~ _r .... .... It ....iII~ NAIl UlCIA WEDGE left: 2 X 6 SPF 1650F 1.5E, Right: 2 X 6 SPF 1650F 1.5E REACTIONS (Ib/size) 15= 1334/0-5-8, 22=2056/0-3-8, 21 =4020/0-3-8, 28= 1876/0-5-8 Max Horz 28=-53(load case 4) Max Uplift 15=-14(load case 4), 22=-7(load case 3), 21=-47(load case 4), 28=-260(load case 3) Max Grav 15=1393(load case 7), 22=2348(load case 6), 21 =4131 (load case 7), 28=2190(load case 6) FORCES(lb) - First load Case Only TOP CHORD 1-2=2022,2-3=362,3-4=362,4-5=-142,5-6=933, 6-7=933, 7-8=2500, 8-9=3029, 9-10=975, 10-11=975, 11-12=-1017, 12-13=-2900, 13-14=-2900, 14-15=-3244 BOT CHORD 1-28=-1960,27-28=-646,26-27=324,25-26=324, 24-25=-368, 23-24=-1575, 22-23=-1575, 22-158=-2346,21-158=-2346,20-21=-1884, 19-20=-1884, 18-19=-149, 17-18=1535, 16-17=1535, 15-16=3139 WEBS 2-27=652,4-27=-811,4-25=-417,5-25=771, 5-24=-1161, 7-24=1424, 7-22=-1810, 8-22=-259, 8-21=-1920,9-21=-2245, 9-19=1993, 11-19=-1727, 11-18=1731, 12-18=-1227, 12-16=1537, 14-16=-722,2-28=-2199 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 10.0 psf bottom chord dead load. 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.15, and the plate grip increase is 1.15 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 4) WARNING: The unusually long span and/or configuration of this truss requires that extreme care be used in its application. Use proper transportation, unloading and erection methods. Assure that all required web lateral bracing is communicated to the building contractor. Ensure that over-all building bracing is designed by a qualified engineer, architect, or building designer. 5) All plates are 3x6 MII20 unless otherwise indicated. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC-94. 8) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift atjt(s) 15, 22, 21, and 28. DAlE ... . .... .. .... . WARNING - V..-eJiI...... pcIl'CU1WUrw cuuI READ NCYI'ZS ON TBJS AND RJ:VBRSB sm. BUORJ: UU. OeslQn valid lor use only wWh MlTek connectors. This design Is based only upon parametell shown, and Is lor on individual building component to be Installed and loaded vertically. ApplcabHWy 01 design porameters and Pfoper Incorporation 01 component Is responslbllWy 01 building deslQner - notlruss deslQner. Bracing shown 10 lor Iolelal support 01 individual web members only. AcIcIWlonoltemporary bracing to Insure stabHWy during construction 10 the responslblllly 01 the erector. AddWlonal permanent bracing 01 the overaH structule 10 the responslbllWy 01 the building deslQner. FoI general guidance regarding labrlcatlon. qualWy control. storage, delivery. erection and b1aclng, consuW QST-sa Quality standard. OSI-89 lraclng Specll\catlon, and HII-91 Handling Installing and Iraclng Recommendation available Irom Truss PIote InslWute. 583 O'Onolrlo Drive, Madison. 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'5 A: Ol - '" u._ .- .::: Ol E :l.- 0", o~ ii 0"'''' Ol O'CD > 0'00 E:;:- 'O.Q e -:l -0 _cc '" 0 ~.~ .~ .2 ~ N--o .o-o+- ~ c "'0 '" Ol .20 -O.Q 2:l 2.0 0 - c E Ol U 1;;CCui Z Olce",Ol x", 0 >.!::: ~ Ol~ ~ ~~:Q o.~ O.c. eOlOl~:S '<;f~", '" :l u+- .Q .Q ~ .~ e- 5 c- .- c en OlEEou ~ 0 '" -0 Ol ~ '" 0-00 -O..r::. 0- :l '5z ..r::. Ol.- 0 - Z U '0 Ci c. SL LL U":: ;:=~u ..... 0. -0 +- !;.f;u .f;~ 0 0 iC ~ iC iC Q.t. 0 ~ ~ c ~ .c ~ ~ 00 "50 w ~ ICll: 0 N 11II E 0 III .o- w ... \ 0 ~ ... o~ X ~ Z 0- t!! -e w ICll: ii 0 ~1:: > .2~ S ~ t!! ~ <Ii S S 11.I 0 en . L 11II ::;: L C< ~ E Q) .... e/) > en 0) c:: .- ... Q) .a E :] z ('oj ~ '<t ..., (/) o a: o M::I: ""'u a.. o f- N ...., Ol::lOH::> dOl ,...: co ...., ,.. ...., .... ...z !!ij ~... ul; 0'" .....~ UO 0..... ...... llIl:l: ....... ..... :::E<( ;:)0 Zz :~ <(<( ~ = t: fi:l llIltlt... llIl o tit..... ... :I:~'" . u....~ :::E 0~0 ~ z........ <( 0 I; ::: tltZ'" <( ....;:):1: ~oli< :: ~~~ ; ~ ..., ex) 0. en ... ~ > o ICll: L L ~ 11.I o o o 11.I .... ~ ... L ICll: o .... o 11.I Z Z o o Z I o co 8 8-2-5 8-2-5 +-- 14-7-1L_+___ 21-1-3 6-5-7 6-5-7 27-6-9 6-5-7 ",1 :J 6 5x10 II 5x12 II 23 28 27 26 25 24 6-8-14 19-1-6 I 16-5-13 23-10-5 31-2-12 6-8-14 2-4-8 7-4-7 7-4-7 7-4-7 ate sets LOADING (psf) SPACING 2-0-0 CSI TCLL 40.0 Plates Increase 1.15 TC 0.56 TCDL 10.0 Lumber Increase 1.15 BC 0.51 BCLL 0.0 Rep Stress Incr YES WB 0.95 BCDL 10.0 Code UBC/ANSI95 LUMBER TOP CHORD 2 X 6 SPF 1650F 1.5E BOT CHORD 2 X 6 SPF 1650F 1.5E *Except* 20-232 X 6 SYP 2400F 2.0E WEBS 2 X 4 SPF Std *Except* 7-242 X 4 SPF No.2, 7-222 X 4 SPF No.2, 8-222 X 4 SPF No.2 8-21 2 X 4 SPF No.2, 9-21 2 X 4 SPF No.2, 9-19 2 X 4 SPF No.2 34-0-0 +- 40-5-7 6-5-7 6-5-7 46-10-13 6-5-7 53-4-4 6-5-7 59-9-11 6-5-7 68-0-0 8-2-5 Scale = 1:111.2 6x6 == 15", ]J; 6 22 12x12 II 21 20 19 18 17 16 I 36-9-4 44-1-11 51-6-3 58-10-10 65-3-2 168-0-0 1 I. 5-6-8 7-4-7 7-4-7 7-4-7 6-4-8 2-8-14 ! DEFL in (Ioc) IIdetl PLATES GRIP Vert(LL) -0.20 16 >999 MII20 197/144 Vert(TL) -0.29 16 >999 Horz(TL) -0.03 21 n/a 1st LC LL Min IIdetl = 360 Weight: 372 Ib BRACING TOP CHORD BOT CHORD WEBS Sheathed or 4-6-5 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 16-18,15-16. 1 Row at midpt 4-27,7-22,8-22,9-21,11-19 2 Rows at 1/3 pts 8-21 WEDGE Left: 2 X 6 SPF 1650F 1.5E, Right: 2 X 6 SPF 1650F 1.5E REACTIONS (Ib/size) 15=1220/0-5-8,22=1710/0-3-8,21=3487/0-3-8,28=1715/0-5-8 Max Horz 28=-53(1oad case 4) Max Uplift 15=-13(load case 4), 22=-5(load case 3), 21=-43(load case 4), 28=-259(load case 3) Max Grav 15=1280(load case 7), 22=2003(1oad case 6), 21=3597(load case 7), 28=2029(load case 6) FORCES(lb) - First Load Case Only TOP CHORD 1-2=1909,2-3=390.3-4=390,4-5=-76,5-6=857, 6-7=857, 7-8=2198, 8-9=2675, 9-10=890, 10-11=890, 11-12=-883, 12-13=-2599. 13-14=-2599, 14-15=-2926 BOT CHORD 1-28=-1850,27-28=-640,26-27=246,25-26=246, 24-25=-356, 23-24=-1398, 22-23=-1398, 21-22=-2067,20-21=-1674, 19-20=-1674, 18-19=-149, 17-18=1360, 16-17=1360, 15-16=2831 WEBS 2-27=579,4-27=-751,4-25=-388.5-25=655, 5-24=-1029, 7-24=1202, 7-22=-1564, 8-22=-211, 8-21=-1710,9-21=-1962,9-19=1722,11-19=-1547, 11-18=1533, 12-18=-1128, 12-16=1396, 14-16=-686,2-28=-2025 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 10.0 psf bottom chord dead load, 100 mi from hurricane ocean line, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.15, and the plate grip increase is 1.15 3) WARNING: The unusually long span and/or configuration of this truss requires that extreme care be used in its application. Use proper transportation, unloading and erection methods. Assure that all required web lateral bracing is communicated to the building contractor. Ensure that over-all building bracing is designed by a qualified engineer, architect, or building designer. 4) All plates are 5x6 MII20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC-94. 6) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 15, 22, 21, and 28. 7) This truss has been designed with ANSIITPI1-1995 criteria. LOAD CASE(S) Standard ....,...,... all-,,,, ....... If ..... _ ~ _ _ . ..... ",... ~ .. _.__. Uti.. Pt.. r..--r " ....iII .IVAI URCIA DAlE UCEJI8E ,.~ March 6,2002 A WARlVJNO - vailit ........ ...........,... and READ Narsa ON TBJS AND Ml'BRSB sm. BBFOM VSB. Design valid lor Ute only w"h MlTek connectors. Thll design II based only upon pa,amete.. shown. and 11101 an IndMclual building componenl to be Installed and loaded verllcally. Appllcabllly 01 design paramete.. and proper Incofpolatlon 01 component lI,esponslbllly 01 building designer - not truss designer. Bracing shown 11101 Iatelal support 01 individual web members only. Adcl"lonal tempolOly bfaclng to Insure stabUIty during construction II the responsibility 01 the erectOl. Adcl"lonal permanent bfaclng 01 Ihe overa' structure II the respon.lbllly 01 the building deslgne,. For general gulclance regordlng labrlcatlon, C1uanty conlro~ storage, delivery. election and bfaclng. consu" QST-II Qually standard. DSI-19 Bracing Speclllcatlon. and HIB-91 Handling Installing and Bracing Recommendation available Irom TrUll Plate Inst"ute. 683 D'Onofrio Drive. Madison, WI 53719. Ii< iff !ii.:r:l\~".. tl . - -'!' j!'.~f... !' II ..WI: .. MiTek8 ii'II. U) ~ ~ C en "015 .Q - - (I) CD ID (IJ en ,-... C "0 0 J::C (IJ..,; - C~- (IJ 0 a. a. 0 o (IJ 0 C ~ 01- 0 J:: 00 oc Cc..Q1 E O(IJ ~ 0 - -ti 0 (lJo. 0 o~ =.0 c_ o(IJQj en (IJ .J:: :0 J:: (IJ .... 0 (IJ"O a.._ 20 - ~ c.~ (IJ- en O(IJ - 1515 A. J:: . ui (IJ en_ 00 +=(!)"O o :J .!:::! 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'" ~ 6-5-0 + 10-7-12 15-11-10 21-3-8 t--- 26-6-8 31-11-4 36-0-12 41-5-8 46-8-8 52 -0-6 57-4-4 61-7-0 68-0-0 -1 6-5-0 4-2-12 5-3-14 5-3-14 5-3-0 5-4-12 4-1-8 5-4-12 5-3-0 5-3-14 5-3-14 4-2-12 6-5-0 Scale = 1:113.1 6x8 = 7x8 = 9 3 00 liT '" .;. do "' 1 16 "' :ii I:;;; 6 6 5x12 II 26 25 24 23 22 21 20 19 18 17 5x12 II 5x16 II 5x8 = 5x10 = 5x8 = 5xlO = 5x8 = 5x16 Ii 10-7-12 --+- 7-10-14 21-3-8 10-7-12 36-9-4 5-6-8 46-8-8 9-11-4 31-2-12 9-11-4 LOADING (psf) TCLL 45.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1. 15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC/ANSI95 CSI TC 0.59 BC 0.57 WB 0.97 DEFL in (Ioc) I/detl Vert(LL) -0.24 17 >999 Vert(TL) -0.34 17-19 >999 Horz(TL) 0.03 22 n/a 1 st LC LL Min I/detl = 360 BRACING TOP CHORD LUMBER TOP CHORD 2 X 6 SPF 1650F 1.5E BOT CHORD 2 X 6 SPF 1650F 1.5E *Except* 20-23 2 X 6 SYP 2400F 2.0E 2 X 4 SPF No.2 *Except* 3-26 2 X 4 SPF Std, 6-24 2 X 4 SPF Std, 2-26 2 X 4 SPF Std 11-192 X 4 SPF Std, 14-17 2 X 4 SPF Std, 15-172 X 4 SPF Std WEDGE Left: 2 X 8 SYP 1950F 1.7E, Right: 2 X 8 SYP 1950F 1.7E REACTIONS (Ib/size) 1=1128/0-5-8, 16=1182/0-5-8,22=3562/0-3-9 (input: 0-3-8),21=2909/0-3-8 Max Horz 1 =-50(load case 4) Max Uplift 16=-9(load case 4), 22=-107(load case 3), 21=-58(1oad case 4) Max Grav 1=1341 (load case 6), 16=1389(load case 7), 22=4276(load case 6), 21=3810(load case 7) FORCES(lb) - First Load Case Only TOP CHORD 1-2=-2743,2-3=-1799,3-4=-1799.4-5=978,5-6=978, 6-7=978, 7-8=3651, 8-9=3432,9-10=3417, 10-11=759,11-12=759,12-13=759,13-14=-2015, 14-15=-2015, 15-16=-2954 BOT CHORD 1-26=2651,25-26=340,24-25=340,23-24=-2336, 22-23=-2336, 21-22=-3213, 20-21=-2122, 19-20=-2122, 18-19=552, 17-18=552, 16-17=2855 WEBS 3-26=-544,6-24=-582,4-24=-1615,4-26=1761, 7-24=2242, 2-26=-956, 11-19=-582, 14-17=-544, 10-19=2240, 13-19=-1614, 13-17=1758, 15-17=-951,8-22=-1311,9-21=-1055,7-22=-2119, 10-21=-2080,9-22=-425 57-4-4 10-7-12 65-3-2 7-10-14 168-0-0 1 2-8-14 PLATES MII20 GRIP 197/144 Weight: 387 Ib WEBS BOT CHORD WEBS Sheathed or 4-5-0 oc purl ins, except 2-0-0 oc purlins (10-0-0 max.): 8-9. Rigid ceiling directly applied or 5-6-0 oc bracing. 1 Row at midpt 4-24,13-19,8-22,9-21,7-22,10-21, 9-22 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist. they are not exposed to wind. The lumber DOL increase is 1.15, and the plate grip increase is 1.15 3) WARNING: The unusually long span and/or configuration of this truss requires that extreme care be used in its application. Use proper transportation, unloading and erection methods. Assure that all required web lateral bracing is communicated to the building contractor. Ensure that over-all building bracing is designed by a qualified engineer, architect, or building designer. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 5x6 MII20 unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC-94. 7) WARNING: Required bearing size at joint(s) 22 greater than input bearing size. 8) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift atjt(s) 1,16,22, and 21. 9) This truss has been designed with ANSlfTP11-1995 criteria. 10) Design assumes 4x2 (tlat orientation) purlins at oc spacing indicated, fastened to truss TC w/2-10d nails. LOAD CASE(S) Standard __ .......11 ,!J.~ ...... If ... .. "'.....~ ., - or uUr..... ~ .. ...,_ . _1..IcIiIM ... -.~ II ...... .wAIl IMCIA DATE UCEII8E "1~ March 6,2002 A WARlVJNO - VaiIir ullfgll pananwt.,.. and READ NC1I'BS ON TIIJB AND RBVBRSB IIlDB JIBII'ORB tIIIB. Design valid for use only wnh MlTek connectors. This design Is based only upon parameters shown. and Is 101 an individual bullcllng companent to be Installed and loaded vertlcaHy. Appllcablllly 01 design porameters and proper Incorporallon 01 component Is responslbllly 01 bullcllng designer - not truss designer. Bracing shown Is 101 Ialeral support 01 individual web members only. Addnlonal temporary bracing 10 Insure stablllly during construction Is lhe responslbllny 01 the erector. Addnlonal permanent bracing 01 the overan slruclure Is the responslblllly 01 the building designer. For general guidance regarding labrlcatlon, quality controL storage, delivery. erecllon and bracing. consun QST-II Quallly standard. 051.89 Bracing Speclllcallan, and HIB.91 Handling lnolalllng and Bracing Recommenclallan avallablelrom Truss Plale Inslnule. 683 O'Onolrlo Drive. Madison. W163719. "I" MiTeke II .. -.II ,. 'ill: )I _:'llft_ . . ,Ii ~ I. .Ci'li:41 :..11'::1:. 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'" 0 Ii. 12143587 OOT Page 1 6-5-0 6-5-0 10-7-12 4-2-12 15-11-10 5-3-14 __21-3-8 5-3-14 29-11-4 8-7-12 34-0-0 4-0-12 38-0-12 4-0-12 46-8-8 8-7-12 52-0-6 5-3-14 57-4-4 5-3-14 61-3-2 +-- 3-10-14 68-0-0 --1 6-8-14 Scale = 1:113. 0 3 00 [12- 6x10 = 6x8 = 7 9 1 ~ .' l~ 6 '"' 6 ,:. 8x12 II 15", IJ; 6 26 5x8 = 25 24 6x10 = 23 22 21 20 19 18 17 16 6x8 = 5xlO = 12-8-141 2-8-14 ate sets 10-7-12 7-10-14 21-3-8 10-7-12 31-2-12 9-11-4 36-9-4 46-8-8 57-4-4 I 61-3-2 68-0-0 5-6-8 9-11-4 10-7-12 3-10-14 6-8-14 DEFL in (Ioc) I/defl PLATES GRIP Vert(LL) -0.24 26 >999 MII20 197/144 V ert(TL) -0.38 24-26 >991 Horz(TL) 0.03 22 n/a 1 st LC LL Min I/defl = 360 Weight: 371 Ib LOADING (psf) TCLL 45.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC/ANSI95 CSI TC 0.64 BC 0.57 WB 0.88 LUMBER TOP CHORD 2 X 6 SPF 1650F 1.5E 80T CHORD 2 X 6 SPF 1650F 1.5E "Except" 20-23 2 X 6 SYP 2400F 2.0E WEBS 2 X 4 SPF No.2 "Except" 14-162 X 4 SPF Std, 3-262 X 4 SPF Std, 6-24 2 X 4 SPF Std 10-192 X 4 SPF Std, 13-172 X 4 SPF Std, 2-26 2 X 4 SPF Std BRACING TOP CHORD Sheathed or 4-5-2 oc purlins, except 2-0-0 oc purlins (10-0-0 max.): 7-9. BOT CHORD Rigid ceiling directly applied or 5-4-14 oc bracing. WEBS 1 Row at midpt 9-21, 8-22, 5-24 2 Rows at 1/3 pts 7-22 WEDGE Left: 2 X 6 SPF 1650F 1.5E REACTIONS (Ib/size) 1=1331/0-5-8,22=3997/0-3-9 (input: 0-3-8),16=1930/0-5-8,21=1553/0-3-8 Max Horz 1 =46(load case 3) Max Uplift 22=-61 (load case 3), 16=-267(1oad case 4) Max Grav 1=1383(1oad case 6), 22=4282(load case 6), 16=2254(1oad case 7), 21 =2221 (load case 7) FORCES(lb) - First Load Case Only TOP CHORD 1-2='3535,2-3=-2608,3-4=-2608,4-5=-2608, 5-6=156, 6-7=155, 7-8=2899, 8-9=2211, 9-10=266, 10-11=267,11-12=-66, 12-13=-66, 13-14=-66, 14-15=1777 BOT CHORD 1-26=3417,25-26=1134,24-25=1134.23-24=-2409, 22-23=-2409, 21-22=-2487, 20-21=-1826, 19-20=-1826, 18-19=237, 17-18=237, 16-17=-1722, 15-16=-1722 WEBS 7-22=-2769,14-16=-1823,9-21=-2180, 8-22=-1190, 8-21=797, 3-26=-544, 6-24=-769,10-19=-770, 13-17=-508,5-24=-1610.5-26=1751,11-19=-621, 11-17=-217,7-24=2981,9-19=2069,2-26=-936, 14-17=1950 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I. condition I enclosed building. of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porChes exist, they are not exposed to wind. The lumber DOL increase is 1.15, and the plate grip increase is 1.15 3) WARNING: The unusually long span and/or configuration of this truss requires that extreme care be used in its application. Use proper transportation, unloading and erection methods. Assure that all required web lateral bracing is communicated to the building contractor. Ensure that over-all building bracing is designed by a qualified engineer, architect, or building designer. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 5x6 MII20 unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC-94. 7) WARNING: Required bearing size atjoint(s) 22 greater than input bearing size. 8) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 1,22, 16, and 21. 9) This truss has been designed with ANSlfTP11-1995 criteria. 10) Design assumes 4x2 (flat orientation) purl ins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. ....,..,... .1I_.,1eI- ...... If.... _ ~ _ .._r......~ .. _1_."" UI:III.. ,. E~ .If till .. It ....iII~ DAlE UCEJIIE IN~ LOAD CASE(S) Standard March 6,2002 A WARlVJNO - Vuflilcr.8Ip~.,.. and RBAD Norsa ONTIfJB AIm RBVBRSB sma BBPORB tIBB. Oe<ic;ln valla lor .... only wnh MlTek connectOls. Thll design II based only upon poromete.. shown. and 11101 an IndMdual bullalng companent to be Installed and loaded vertically. ApplIcabRlly 01 design paramete.. and proper IncOIPOIatlon 01 component IIresponslblllly 01 building designer - not truss desic;lner. Bracing shown II lor lateral support of individual web membe" only. Addnlonal temporary blaclng to In.ure Ilabllny during construction II the re<ponslblllty of the erector. Addnlonal permanent bracing of the overal .tructure II the responslblllly of the bullalng desic;lner. For general guidance regarding fabrication. quality controL storage. delivery. erecllon and blaclng. con.un QSr-.. Qualny standard. OSI-89 lraclng Speclflcallon. and HII-91 Handling Installing and lraclng Recommendation available from Truss PIaleln.tnute. 583 O'Onofrlo Drive. Madison. WI63719. MliO MiTekGD Ii iI "'iIit..; . i ,il 11 .~..!: .. ..1 ,..l.iiilUla. JI. ..t it. ,'},iI .~'...!r, ';:. 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'" !2 N .., , (/) o II: o M:r 'u 11. o f- N ..., Ol:lOH::> dOL ,...; <0 ..., I'- ..., .... ...z ~O ~~ 0'" .....~ CJO 0..... ...... :~ Ill.... ~~ ~" Zz ...j: ClIO ClIO ~~ ~t;t: S GII: tit &1.1 GII: o fit..... ... :z: ~... III CJ.... ~ ~ o~O ~ z........ ... ~ot; ~ fltZ'" ~ .... ~:z: fit ~o~ III Q~~ ; ~ ..., cO 0: en .... ool( > o al: IlL. IlL. ool( Yo! Q o o Yo! S IlL. al: o .... o Yo! Z Z o o ~ ~ '" Ol '" ;3.,; ':=0 o.ai 80 o E _c 00 0:;::: ~ U "O:J o~ .Qc ~ 0 ~ u ~'O 0'" c~ 00 at; C') Z I o co 8 :stOCK tlUllolng upply-Mlnnesota I russ, l;eOar, Mn. 55U11 I (ootional) 4.201 SR1 s an 2 2C)2 MiTe~: Industries, Inc. Mon Mar 04 12:4b:1 (ZUUZ t'age Z 2 Ply 2 -slonegateApartments 12143623 !Jot> J020405 I russ AGT Truss Type ROOF TRUSS !Qty NOTES 9) 2-ply truss to be connected together with 10d Common(.148"x3") Nails as follows: Top chords connected as follows: 2 X 6 - 2 rows at 0-9-0 OC, 2 X 8 - 2 rows at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-7-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. . 10) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC wi 2-10d nails. 111) Use USP HJC26 (With 16d nails into Girder & 10d nails into Truss) or equivalent spaced at 48-0-12 oc max. starting at 9-11-10 from the left end to 58-0-6 to I connect truss(es) J5 (1 ply 2 X 8 SYP), J6GT (1 ply 2 X 6 SPF), J5 (1 ply 2 X 8 SYP), J6GT (1 ply 2 X 6 SPF) to front face of bottom chord. I 12) Use USP JUS26 (With 10d nails into Girder & 10d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 12-0-0 from the left end to 56-0-0 to connect truss(es) J5 (1 ply 2 X 8 SYP) to front face of bottom chord. 13) Fill all nail holes where hanger is in contact with lumber. LOAD eASElS) Standard 1) Regular: Lumber Increase= 1.15, Plate Increase= 1. 15 Uniform Loads (plf) Vert: 1-2=-100.0,2-16=-100.0, 16-17=-100.0, 1-17=-20.0 Concentrated Loads (lb) Vert: 27=-339.328=-1162.623=-339.318=-1162.6 26=-339.3 25=-339.3 21=-339.3 20=-339.319=-339.324=-339.322=-339.3 29=-339.330=-339.331=-339.332=-339.3 33=-339.3 34=-339.3 35=-339.3 36=-339.3 37=-339.3 38=-339.3 39=-339.340=-339.3 41=-339.342=-339.3 A WARlVlNO - V.rCJir _.p pcucmwt.... and READ Narss ON TBJS AND RBVERSB SlIm BJUI'ORB tISB. De<ign vaNd for use only w"h MlTek connectors. Thll design II based only upon parameteR shown, and II fOl on individual building component fo be Installed and loaded vertically. Appllcablllfyof design parameteR and proper IncOIpo/atlon of component II responslblllfy of building designer - not truss designer. Bracing shown II for Iot..al supporf of individual web members only. AcId"lonal femporary bracing to Insure stabn"y during construction II the responsibility of fhe erectOl. Add"lonal permanent bracing of fhe overat structure II the responslblllfy of the building designer. For general guidance regarding fabrication, qual"y control. sforage, delivery, erecflon and blaclng, consu" QST.88 Qual"y Standard. DSI-1I9 lraclng Speclflcaflon. and HII-9T Hanclllng Installing and lraclng Recomm_atlon avaltoble from Truss PIotelnstOute, 583 D'Onofrio Drive, Madison, W163719. .. MiTek@ Ii ..'.. a,..i!>. J. ;J~ .. _l,__IH~ ~i:Ikm_. )I.. .. '. 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Q)en .L: _.L: +-J!!rn .!!l .Q e: e:"'Q) 00- .- - Q) "'~.L: e:o_ Q)-", E :J.- '0 .~ e: - -g.~ . !!!Qle:~ ;;:::0.Q)0 Q)~Eu; .L: Q).- 0 ..... 0."'0 _ w N en w 3 A. ~ x ~ "'0 Q) .!:: dl :J e: (1".- Q)O ~o - ~ 0.0 e:- 02 +=Q) 0- og 0", -:J '" 0 ~:J o.~ 0- .- e: 0"'00 ~.f:o o ~ Ill: IIIlII .... ~ Ill: I!! ~ :i o -0 00 "'....... cJ!! .00 ;;:'0. 00. e: :l o~ +=cn 00l o.~ .Q5 !l~ O.L: 00 'O:C .f:~ \!5J1r C> o cD o ::< "" i2 I- 9-11-4 9-11-4 14-0-13 18-0-11~.:!!~_-5 30-0-3 4-1-9 3-11-13 3-11-13 3-11-13 3-11-13 3.00 Ii2 5x8 = 5x6 II 7xl0 MII18H == 8x8 = 5x6 = 5x6 II 5x6 = 37-.11-13 7-11-11 141-11-11 I 45-11-8 49-11-5 53-11-3 58-0-12 3-11-13 3-11-13 3-11-13 3-11-13 4-1-9 68-0-0 9-11-4 --1 7xl0 MII18H == 5x6 == Scale; 1115.3 8x8 = 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 ~~ ~l~) o 6x8:::: 6x8'::::- 0 6xl0 28 29 27 30 26 31 32 33 25 24 34 35 23 36 37 22 21 38 39 40 20 41 19 42 18 6xl0 I; II HJC26 5x10 M1I18H== 7x8 = JUS26 5x16 = JUS26 5xlO == JUS26 5x16 = JUS26 7x8 == JUS26 h8 == 7x8 == JUS26 JUS26 JUS26 JUS26 JUS26 JUS26 5x6 = JUS26 JUS26 9-11-4 7-2-6 18-0-11 8-1-7 26-0-5 7-11-11 LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr NO Code UBC/ANSI95 CSI TC 0.70 BC 0.78 WB 0.70 (Matrix) LUMBER TOP CHORD 2 X 8 SYP 1950F 1.7E "Except" 2-62 X 6 SPF 1650F 1.5E, 12-162 X 6 SPF 1650F 1.5E 6-92 X 6 SYP 2400F 2.0E, 9-12 2 X 6 SYP 2400F 2.0E BOT CHORD 2 X 6 SPF 1650F 1.5E "Except" 22-242 X 6 SYP 2400F 2.0E WEBS 2 X 4 SPF 1650F 1.5E "Except" 2-282 X 4 SPF Std, 9-23 2 X 4 SPF Std, 16-182 X 4 SPF Std 4-262 X 4 SPF Std, 7-252 X 4 SPF Std, 11-21 2 X 4 SPF Std 14-202 X 4 SPF Std hl0 M1I18H== 5x6 II 5x6 == 5x8 = 5x6 II JUS26 JUS26 JUS26 5x6 = JUS26 JUS26 JUS26 JUS26 5xlO M1I18H== JUS26 JUS26 JUS26 HJC26 33-11-12 7-11-7 41-11-11 49-11-5 58-0-12 65-3-2 168-0-0 I 7-11-15 7-11-11 8-1-7 7-2-6 2-8-14 DEFL in (Ioe) IIdetl PLATES GRIP Vert(LL) -0.36 18-20 >999 MII20 197/144 Vert(TL) -0.53 18-20 >744 MII18H 141/138 Horz(TL) 0.12 17 nla 1 st LC LL Min Ildetl = 360 Weight: 735 Ib BRACING TOP CHORD BOT CHORD Sheathed or 6-0-0 oe purlins, except 2-0-0 oc purl ins (6-0-0 max.): 2-16. Rigid ceiling directly applied or 10-0-0 oc bracing, 6-0-0 oc bracing: 23-25,21-23. WEDGE Left: 2 X 4 SPF Std, Right: 2 X 4 SPF Std REACTJONS(lblsize) 1=2924/0-5-8, 17=2924/0-5-8,23=12097/0-5-8 Max Horz 1=-15(load case 4) Max Grav 1=2948(load case 6), 17=2948(load case 7), 23=12097(load case 1) FORCES(lb) - First Load Case Only TOP CHORD 1-2=-8911,2-3=-8540,3-4=-7738,4-5=-7738,5-6=455, 6-7=455, 7-8=455, 8-9=15243, 9-10=15243, 10-11=455,11-12=455. 12-13=455, 13-14=-7738, 14-15=-7738, 15-16=-8540, 16-17=-8911 BOT CHORD 1-28=8435,28-29=8407,27-29=8407,27-30=8407, 26-30=8407, 26-31=4004, 31-32=4004, 32-33=4004,25-33=4004,24-25=-7694,24-34=-7694, 34-35=-7694, 23-35=-7694, 23-36=-7694, 36-37=-7694,22-37=-7694,21-22=-7694. 21-38=4004, 38-39=4004, 39-40=4004, 20-40=4004, 20-41=8407, 19-41=8407, 19-42=8407, 18-42=8407, 17-18=8435 WEBS 2-28=1763,9-23=-836, 16-18=1763,4-26=-328.7-25=-369, 11-21=-369, 14-20=-328, 3-28=155, 3-26=-792, 5-26=4418, 5-25=-5276, 8-25=8565, 8-23=-8932, 10-23=-8932, 10-21 =8565, 13-21=-5276, 13-20=4418, 15-20=-792, 15-18=155 Except: tIIIMJ...,...II.-. ... ...... << .... .. ,..... IIr - · .... III It-'u::.7~ .. ..... I _ . ....,. ....n.. r..--i: II ....iII .JUM IARCIA NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 10.0 psf bottom chord dead load, 100 mi from hurricane oeeanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.15, and the plate grip increase is 1.15 3) WARNING: The unusually long span and/or configuration of this truss requires that extreme care be used in its application. Use proper transportation, unloading and erection methods. Assure that all required web lateral bracing is communicated to the building contractor. Ensure that over-all building bracing is designed by a qualified engineer, architect, or building designer. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MII20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC-94. 7) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 1, 17, and 23. 8) This truss has been designed with ANSIITPI1-1995 criteria. IM'E it. WARIVlNO - vuUiI-. panunet.... GftCl READ NCYtZ. ONTIDB AND RBVERSB sm.8U'OM lIU. O...lQn valid lor use only with MlTek connectOls. This design Is based only upon parameters shown, and Is 101 an individual building component to be Installed and loaded verllcaHy. Applicability 01 design parameters and ploper IncoIpo/atlon 01 component Is r...ponslblllty 01 building d...lgner - not truss d...lgner. Bracing shown Is lor lateral support 01 individual web members only. Addltlonallemporary blaclng to Insure stability during construction Is the responsibility ollhe erector. Additional permanent bracing ollhe overa. structure Is Ihe responslbHlty ollhe building designer. For general guidance regarding labrlcatlon, quollly conlro~ storage, delivery, erecllon and blaclng, consult QST-8I Quality standard. D$I.89 Bracing Specll\callon. and HIB.9T Handltng lnalalllng and Bracing Recomm_ollon available Irom Truss Plate Inslltule, 683 O'Onolllo Drive, Madison. WI 53719. ~ ":1 r . -,f". _._...,jj!R~'.. If. .'" ~. 11II1I" ~~.. '. March 6,2002 MIlO MiTek@ ..'.. ". :l c ... Q) c: Q) ~ en Q) .... o z > .... Q) 'I- C CJ) ~ CD a. 2 A. CD en 6~ O:s '0"2' "5= 00 06 ~~ OCD = A. 0... 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I-'age 2 IQty 2 I Ply Stonegate Apartments 12143622 ::stOCK tluildlng l upply-Mlnnesotairuss, Cedar, Mn. 55UfT NOTES 10) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/2-10d nails. LOAD eASElS) Standard A WARNING. V.r(fjr cr..p JlCll'CU'Wt... cuul MAD NOrBS ON TBJS AND RBV&RSB sm. BBI'ORB USE. Design valid lor use only wnh MlTek connectors. This design Is based only upon paramele.. shown, and Is lor an individual building component to be Installed and loaded vertically. Appllcabnny 01 design poramete.. and ploper incorporation 01 component Is responslbllny 01 building designer - not truss deslgne'. Sraclng shown Is 101 lateral support 01 individual web members only. Addnlonal tempo/ary b1aclng to Insure stabUlly during construction Is the responslbllny 01 the erector. Addnlonal permanent bracing 01 the overall structure Is the responslbllny 01 the building designer. 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IllIl ::; A. 0: 0 ... ~ 7-11-12 7-11-12 --+ 23-11-4 7-11-12 27-1~-2-12134-0-0 136-9-4140-0-121 44-~._. 52-0-L_-t-- 60-0-4 4-0-0 3-3-8 2-9-4 2-9-4 3-3-8 4-0-0 7-11-12 7-11-12 15-11-8 7-11-12 6x6 == 10x14 M1I18H:::: 6 3x6 II 7 6x6 == 10x14 M1I18H'" 68-0-0 7-11-12 Scale = 1:113. 0 J ~' 1~ 6 0") .. ,.:. 5 8x12 II 25 24 23 22 21 12-8-141 2-8-14 ate sets 7-11-12 5-2-14 15-11-8 7-11-12 23-11-4 7-11-12 31-2-12 7-3-8 LOADING (pst) TCll 40.0 TCDl 10.0 BCll 0.0 BCDl 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1 .15 Rep Stress Incr YES Code UBC/ANSI95 CSI TC 0.98 BC 0.54 WB 0.96 (Matrix) LUMBER TOP CHORD 2 X 6 SPF 1650F 1.5E 'Except' 5-6 2 X 4 SPF 1650F 1.5E, 8-9 2 X 4 SPF 1650F 1.5E 6-8 2 X 4 SPF No.2 BOT CHORD 2 X 6 SPF 1650F 1.5E 'Except' 18-21 2 X 6 SYP 2400F 2.0E 2 X 4 SPF Std 'Except' 5-262 X 6 SPF 1650F 1.5E, 5-202 X 4 SPF No.2 9-192 X 4 SPF No.2, 4-22 2 X 4 SPF No.2, 2-232 X 4 SPF No.2 10-17 2 X 4 SPF No.2, 12-162 X 4 SPF NO.2 9-262X6SPF 1650F 1.5E WEBS WEDGE left: 2 X 6 SPF 1650F 1.5E, Right: 2 X 6 SPF 1650F 1.5E 8 9 20 19 18 17 16 15 5x8 = 5x8 = 36-9-4 5-6-8 44-0-12 7-3-8 52-0-8 7-11-12 60-0-4 7-11-12 DEFL in (Ioc) Vert(ll) -0.25 14-16 Vert(TL) -0.36 23-25 Horz(TL) 0.07 13 1 st LC LL Min I/defl = 360 BRACING TOP CHORD I/detl >999 >999 n/a PLATES MII20 MII18H Weight: 393 Ib BOT CHORD WEBS Sheathed or 4-4-10 oc purlins, except 2-0-0 oc purlins (10-0-0 max.): 6-8. Rigid ceiling directly applied or 5-4-14 oc bracing. 1 Row at midpt 2-23, 12-16 2 Rows at 1/3 pts 5-20,9-19,4-22, 10-17 13 U) j';" U) 6 14 8x12 II 65-3-2 5-2-14 16S-O-O I 2-8-14 GRIP 197/144 141/138 .....,...... ,...,. ....... << ...... ~ .. _.I_.......~ ..... . - .... ..... Pt. ftIIt~.... ... " .... II ~ .IUM WCIA REACTIONS (Ib/size) 1 = 1128/0-5-8, 13= 1128/0-5-8, 20=2924/0-3-8, 19=2924/0-3-8 Max Horz 1=44(load case 3) Max Uplift 1=-18(load case 3), 13=-23(load case 4), 20=-53(load case 3), 19=-48(load case 4) Max Grav 1=1281(load case 6), 13=1281(load case 7), 20=3782(load case 6), 19=3782(load case 7) FORCES(lb) - First Load Case Only TOP CHORD 1-2=-2938,2-3=-1023,3-4=-849,4-5=1266,5-6=937, 8-9=937, 9-10=1266, 10-11=-849, 11-12=-1023,12-13=-2938,6-7=958,7-8=958 BOT CHORD 1-25=2755 24-25=2755 23-24=2755 22-23=905 21-22=-1172 20-21=-1172 19-20=-3609 18-19=-11'72.17-18=-11'72, 16-17=90'5, 15-16=2755, 14-15=2755, 13-14=2755 ' WEBS 5-29=2716, 27-29=2629, 26-27=2648, 26-28=2648, 28-30=2629, 9-30=2716, 5-22=1147, 9-17=1147,20-27=-730, 19-28=-730, 5-20=-3204, 9-19=-3204, 20-26=59, 19-26=59,4-23=647, 2-25=174,4-22=-2280,2-23=-1908, 10-16=647, 12-14=174, 10-17=-2280, 12-16=-1908,6-29=-605, 7-26=-705, 8-30=-605 DAlE NOTES 1) This truss has been checked tor unbalanced loading conditions. 2) This truss has been designed tor the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 pst top chord dead load and 10.0 pst bottom chord dead load, 100 mi trom hurricane oceanline, on an occupancy category I, condition I enclosed building, ot dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ANSI95 It end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1. 15, and the plate grip increase is 1.15 3) WARNING: The unusually long span and/or configuration ot this truss requires that extreme care be used in its application. Use proper transportation, unloading and erection methods. Assure that all required web lateral bracing is communicated to the building contractor. Ensure that over-all building bracing is designed by a qualified engineer, architect, or building designer. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MII20 plates unless otherwise indicated. 6) All plates are 5x6 MII20 unless otherwise indicated. 7) This truss has been designed tor a 10.0 pst bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC-94. 8) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift atjt(s) 1,13,20, and 19. 9) This truss has been designed with ANSI/TP11-1995 criteria. A WARNlNO - v-rIIit cr...... JM&rcIIIWUrs and DAD NOTJ:S ON TllJS AND Rl!:VBRSII: sms BU'ORI!: VSS. Oeslon valid for use only wRh MlTek connectors. This design Is based only upon parameters shown. and Is for on individual building component to be Installed and loaded vertically. AppllcabHRyof design parameters and ploper incorporation of component Is responslbllRy of building desloner - not truss desloner. Bracing shown Is for Ioteral support of individual web members only. AddRlonol temporary bracing to Insur. stabMRy during construction Is the responsibility of th. .rector. AddRlonal permanent bracing of the overall structur. Is the responslbllRy of the building designer. For general guidance r&gardlng fabrication. quallly controL storage. delivery. erection and b1aclng, consuR QST-II QualRy standard. 0$1.89 Bracing Spec:lf\collon, and HIB.91 Handltng Installing and Bracing Recommenclatlon available from Truss Plate Institute. 583 D'Onofrio Drive, Madison. 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A. < "'" Q o o "'" S A. l:ll: o t- o "'" z z o o ~ ~ Z o co 8 0- Job J020405 Truss A8 I russ I ype ROOF TRUSS uty t"'ly 2 1 4.201 SR1 s an [ 34-0-0 1 42-0-12 I 8-0-12 8-0-12 stonegate Apartments 12143621 stock BUilding ~ upply-Mlnnesota I russ, Gedar, Mn. 55011 (o()tional) II e~ Industries, Inc. Mon Mar 04 12:46: 13 2002 Page 1 -- I 8-7-12 [ 17-3-8 1 25-11-4 8-7-12 8-7-12 8-7-12 I 50-8-8 8-7-12 ---+-_ 59-4-4_ 8-7-12 68-0-0 8-7-12 Scale; 1:113 0 3.00112 7x8 = 7x8 = 5 6 ~ ~;.qV=:~~f~ ~~-;<~,,~ : o 0 8x12 II 23 22 21 20 19 18 17 16 15 14 13 12 8x12 II 12-8-141 8-7-12 I 17-3-8 1 25-11-4 I 31-2-12 1 36-9-4 1 42-0-12 1 50-8-8 1 59-4-4 I 65-3-2 168-0-0 1 2-8-14 5-10-14 8-7-12 8-7-12 5-3-8 5-6-8 5-3-8 8-7-12 8-7-12 5-10-14 2-8-14 t"'late un sets IX, Y : :2-!:l-U,U-J-121, :U-'-7, -U-21, 15:L-2-0,0-J-121, 17:0-2-0, -3-121, 11. :0- -7,0-0-21, 11' :2-8-0,0-3-12] LOADING (pst) SPACING 2-0-0 CSI DEFL in (Ioc) IIdefl PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.83 Vert(LL) -0.24 12 >999 MU20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.53 Vert(TL) -0.34 23 >999 BCLL 0.0 Rep Stress Incr YES WB 0.78 Horz(TL) 0.07 11 n/a BCDL 10.0 Code UBC/ANSI95 1 st LC LL Min I/detl = 360 Weight: 360 Ib LUMBER TOP CHORD 2 X 6 SPF 1650F 1.5E BOT CHORD 2 X 6 SPF 1650F 1.5E "Except" 16-192 X 6 SYP 2400F 2.0E WEBS 2 X 4 SPF Std "Except" 5-182 X 4 SPF No.2, 7-17 2 X 4 SPF No.2, 4-20 2 X 4 SPF No.2 2-21 2 X 4 SPF No.2, 8-15 2 X 4 SPF NO.2 10-142 X 4 SPF NO.2 BRACING TOP CHORD Sheathed or 4-0-8 oc purlins, except 2-0-0 oc pUrlins (10-0-0 max.): 5-7. BOT CHORD Rigid ceiling directly applied or 5-9-10 oc bracing. WEBS 1 Row at midpt 6-18,6-17 2 Rows at 1/3 pts 5-18,7-17,4-20,2-21,8-15,10-14 WEDGE Left: 2 X 6 SPF 1650F 1.5E, Right: 2 X 6 SPF 1650F 1.5E REACTIONS (Ib/size) 1 =1180/0-5-8, 11 =1180/0-5-8, 18=2873/0-3-8, 17=2873/0-3-8 Max Horz 1=-40(load case 4) Max Uplift 1=-14(load case 3), 11=-18(load case 4), 18=-35(load case 3), 17=-30(load case 4) Max Grav 1=1312(load case 6), 11=1312(load case 7), 18=3627(load case 6), 17=3627(load case 7) FORCES(lb) - First Load Case Only TOP CHORD 1-2=-2678,2-3=-629,3-4=-629,4-5=1514,5-6=3363, 6-7=3363, 7-8=1514,8-9=-629,9-10=-629, 10-11 =-2678 BOT CHORD 1-23=2591,22-23=2591,21-22=2591,20-21=611, 19-20=-1445, 18-19=-1445, 17-18=-3193, 16-17=.1445,15-16=-1445,14-15=611,13-14=2591, 12-13=2591, 11-12=2591 WEBS 5-20=1169,7-15=1169,5-18=-3062,6-18=-414, 6-17=-414, 7-17=-3062, 2-23=171, 4-21=676, 8-14=676,10-12=171,4-20=-2323,2-21=-2043, 8-15=-2323,10-14=-2043 NOTES 1) This truss has been checked tor unbalanced loading conditions. 2) This truss has been designed tor the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 pst top chord dead load and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.15, and the plate grip increase is 1.15 3) WARNING: The unusually long span and/or configuration ot this truss requires that extreme care be used in its application. Use proper transportation, unloading and erection methods. Assure that all required web lateral bracing is communicated to the building contractor. Ensure that over-all building bracing is designed by a qualified engineer, architect, or building designer. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 5x6 MU20 unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC-94. 7) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift atjt(s) 1,11,18, and 17. 8) This truss has been designed with ANSlfTP11-1995 criteria. 9) Design assumes 4x2 (flat orientation) pUrlins at oc spacing indicated, fastened to truss TC w/2-10d nails. .'**..., ...... #:;:,'t. ...... ., '-' .. ., :.~.,..~ ,r-=; r..-~ ... 111 .... . A^'" I v .wAIl IMCIA LOAD CASE(S) Standard VAlE UCEI8E~1- March 6,2002 it. WARNING - VerViI........ pcarcmwterw cuuI READ Naras ON TBJS AND Rl!:VBRSII: sma BD'ORI!: IJU. DeslQn valid 10. use only wKh MlTek connectors. This design Is based only upon paramete.. shown, and Is tOI an Individual building component to be Installed and loaded vertically. AppllcabllKy ot design poramete.. and proper Incorpolatlon ot component Is lesponslblllly ot building deslQner - not truss deslQner. Bracing shown Is tOl lateral support ot individual web members only. AddKlonal temporary b1aclng to Insure slabllKy during construction Is the responsibility ot the erector. AddKlonal permanent b1aclng ot the overaU structure Is the responslblllly of the building deslQner. For general guidance regarding fabrication, quality controL storage, delivery, erection and b1aclng, consuK Q$T-lII QualKy standard. D$B-89 Bracing $peclflcatlon. and HIB-91 Handltng lnolalllng and Bracing Recommendation available from Tluss Plate institute, 683 D'Onofrio Drive, Madison, WI53719. Mil" MiTek@ "I a. -'.,.',tlf :'.. ',Will -'_...IJ~_"i.A lIi. .Ii '~./i -.......It en ~ ~ C en -oo.Q +- - Q) 0) Qj Ol '" ,...... 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Mon Mar 0412:40:10 2002 Page 2 12143619 Stonegate Apartments SloCKBUTIOing"1: uppry:rwnnesota rruss, Cedar, Mn. OOUll NOTES 9) This truss has been designed with ANSI/TPI1-1995 criteria. 10) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/2-10d nails. LOAD CASE(S) Standard A WARlVlNO - VerVJt de8fp pcII'CInWt.,.. ancl READ NCTJ'ZS ON TBJS AND RBVERSB sm. BU'ORB UU. Oe>ic;ln vaNd lor use only wnh MlTek connectors. This design Is based only upon paramete" shown, and Is lor an individual buNdlng component to be Installed and loaded vertically. AppllcabNlly 01 design parameters and P10per IncoIpoIatlon 01 component Is re>ponslblllly 01 building de>ic;lner - nothuss de>ic;lner. Bracing shown Is lor Iate,alsupport 01 individual web members only. Addnlonallemporary b1aclng 10 Insure stabllny during construcllon Is Ihe responslbllny 01 the ereclor. Addnlonal permanent bracing ollhe overall structure Is Ihe responslbNlly 01 the building desic;lner. For general guidance regarding labrlcatlon, qualify controL stOlage, deNYery, erection and b1aclng, consun QST-aa Qualny Standard. 051-89 Iraclng Speclllcallon, and HII-91 Handling Inslalllng and lraclng Recommendallon available Irom Truss P1atelnstnute, 583 D'Onofrio Olive, Madison, WI 63719. Iii _.i 1 if . ~_IiII,1 ..!"IJi._.. . III ... Ji. . ,::..il I 1 I- Mil" MiTek@ -.~ ..It .. CI) t ~ c ui "'0 0 .Q - - Q) Q) Qj Ql '" ...-- C "'0 0 ~C - C~- a. 0. Ql....: 0 o Ql U Ql C 0 ~ +- 0 0 ~ uO U C - CC~ E C 1Il ~ 0 1Ile. U C ~ ='0 c_ 01ll'Qj III 1Il .J: -15 :c E 1Il ... C c..~ - ~ '" OQl cO A- ~ . ui Ql"'O '" - $0 00 +=<.!>-o C.!:: Ql- C . 'in Z Ql -C -oC C_ O :J .!:::! C __ C Ol= C -~ -C C; -OQl - CQl 2...:"'0 .- cr "'0 -=Ol c.2 0.0 Q) 0",+= '" 00 ~ Ql o E '" C ~Ql 5. .~ 010 '" .~ C o U -- 0 Ql 0 0 -O~ .- '" co. 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Mon Maru412:46:08 lUUl I-'age l -- Qty !ply stonegate Apartments JOO J020405 I russ ::>IOCK tlUllomg ~ upp'y-Minnesota Truss, Cedar, Mn. 55011 NOTES 10) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/2-10d nails. LOAD eASElS) Standard A WARNING - V_r(Iir ck.tgn pcII'CIDWt.... ancI RBAD NarBS ON TBJS AND RBVERSB SID. SUORB UU. DeolQn valid lor use only wllh MlTek connecto/s. This design Is based only upon parameters shown, and Is lor an individual building component to be Installed and loaded vertically. Appllcabl1lly 01 design porameters and proper Incorporallon 01 componenlls reoponslblllly 01 building deslQner - not truss deslQner. Bracing shown Is 10/ Ialeral support 01 individual web members only. Addlllonal temPO/ary bracing to Insure stabUlly during construction Is the reoponslbllllyof the ereclO/. Addlllonal permanent bracing 01 the overall slructure Is the responslblllly 01 the building deolQner. For general guidance regordlng fabrication, quallly controL stO/age, deNYery, erection and bracing, cansull QST-aa Quality standard. D5I-89 B,aclng Speclllcallon, and HIB-91 Handling lnolalllng and Bracing R...omm.....ollon available Irom Truss Plate Inslllule. 583 D'Onolrlo Drive, Madison, WI63719. .0 MiTek@ II --..t;~ . III _: r'IZi'_ . II iii Jl! J ' ~t!fi.;a ....{I . "i" .. en Q) +- o Z > .... (I) ~ o CI) c ... Q) c Q) ~ t Q) a. o ... A. Q) en 6~ 0:1 'O'CO '3= 00 06 ~l!! OQ) = A. 0... u..o OQ) -0) !o .2E .- 0 ~c E (I) .... en > CI) Ol c ..:: (I) .a E ::J Z ~ m 0. 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A. . :::E '" 2 I Job J020405 Truss A4 Truss Type ROOF TRUSS luty 2 I-'Iy 1 :stonegate Apartments 12143617 :stOCK IjUlldlng ~ upply-Mlnnesota I russ, Cedar, Mn. 55U11 (optional) 4.2U1 SR1 s an 2201)2 IVIII e~ Inoustnes, inC. Mon Mar 0412:46:062002 Page 2 -- />lOTES 1) This truss has been checked for unbalanced loading conditions. b) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ANSI95If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind, The lumber DOL increase is 1.15, and the plate grip increase is 1.15 ~) WARNING: The unusually long span and/or configuration of this truss requires that extreme care be used in its application. Use proper transportation, unloading and erection methods. Assure that all required web lateral bracing is communicated to the building contractor. Ensure that over-all building bracing is designed by a qualified engineer, architect, or building designer. ~) Provide adequate drainage to prevent water ponding. ~1 All plates are MII20 plates unless otherwise indicated. p) All plates are 5x6 MII20 unless otherwise indicated. 17) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC-94. ~) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 1, 13, and 19. 9) This truss has been designed with ANSIITPI1-1995 criteria. 10) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/2-10d nails. I \. 1 I LOAD CASE(S) Standard A WARlVJNO - Ver(fir u.tp pcII'CInWt.,.. and READ NOI'BS ON TBJS AND MVERSB SlDJr SUOM USE. Oeolgn valid lor use only wnh MlTek connectors. This design Is based only upon parameters shown, and Is lor an individual building component to be Installed and loaded vertically. Appllcablllly 01 design parameters and proper incorporatIOn 01 component Is reoponslbllny 01 building deolgner - not truss designer. Bracing shown Is lor lateral support 01 individual web members only. AddnlOnallemporary blaclng 10 Insure stabUny during constructIOn Is Ihe reoponslblllty 01 the erector. AddnlOnal permanent bracing 01 the overal structure Is lhe responslbHny 01 the building designer. For general guidance regarding labrlcatlOn, qualny contro~ storage, delivery, erection and blaclng, consun QST-ea Qualny standard. OSI-89 lraclng Speclllcallon. and HII-91 Handling lnatalllng and Iraclng Recommendation available Irom Truss Plale Instnute, 583 O'Onoll1O Drive, MocJIson, WI63719. ; .. MiTek@ ::1.1 -r;.""~ I: .lI!,l_ ;:, ".1,.11I... jI .. 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ROOF TRUSS IQty 2 IPly Stonegate Apartments I russ I ype ootionall 4.201 SR1 s an 220)2 MiTel ndustnes, Inc. Mon Mar 04 ll:4t5:UllUUl I-'age l 12143614 :stocK ~ulldlng : upply-Mlrlnesotali'uss; Cedar, Mn. 55011 NOTES 10) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC wi 2-10d nails. LOAD eASElS) Standard A WARlVlNO - v.,.yy ckalp pc&remWt.,.. and READ NOTaS ONTlDB AND RSVERSB ~ BU'ORS VSB. Design vaNd lor use only wKh MlTek connectors. This design II based only upon parameters shown, and Is lor an individual buNdlng component to be Installed and loaded vertically. Appllcablllly 01 design parameters and proper InCOlporallon 01 component IIresponslblllly 01 building designer - not Iruss designer. 8raclng shown Is lor lateral supporl 01 individual web members only. AddKlonallemporary bracing 10 Insure slabllKy during conslructlon Is lhe responsibility 01 Ihe erector. 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" , ~~-=~~~~~~ o _ 3x6 II 7x12 II 3x6 II 5x8 = 5x8 - \ 24 23 22 21 20 19 18 17 16 15 14 8x12 Ii 8x12 \. 5x10 = 12x12 = 3.00 Ii2 5x10 M1I18H= 11-11-4 9-2-6 19-4-9 7-5-5 26-8-3 7-3-9 33-11-12 7-3-9 -t- LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1 .15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC/ANSI95 CSI TC 0.89 BC 0.69 WB 0.84 (Matrix) LUMBER TOP CHORD 2 X 6 SPF 1650F 1.5E BOT CHORD 2 X 6 SPF 1650F 1.5E 'Except' 18-20 2 X 6 SYP 2400F 2.0E WEBS 2 X 4 SPF Std 'Except' 3-252 X 6 SPF 1650F 1.5E, 3-22 2 X 4 SPF 2100F 1.8E 21-272 X 4 SPF 2100F 1.8E, 19-282 X 4 SPF 2100F 1.8E 19-292 X 4 SPF 2100F 1.8E, 17-302 X 4 SPF 2100F 1_8E 11-162 X 4 SPF 2100F 1.8E, 11-31 2 X 6 SPF 1650F 1.5E 25-31 2 X 6 SPF 1650F 1.5E + 5x10 M1I18H= 41-3-8 7-3-12 48-7-4 7-3-12 DEFL in (Ioc) Vert(LL) -0.35 14-16 Vert(TL) -0.53 13-14 Horz(TL) 0.17 13 1 st LC LL Min I/defl = 360 IIdefl >999 >770 nla 56-0-12 7-5-8 PLATES MII20 MII18H Weight: 424 Ib <'"} .;. on .;. I'";" on 6 65-3-2 9-2-6 168-0-0 I 2-8-14 GRIP 197/144 141/138 BRACING TOP CHORD Sheathed or 3-9-3 oc purtins, except 2-0-0 oc purlins (10-0-0 max.): 4-10. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 19-21,17-19. WEBS 1 Rowatmidpt 3-11,21-27,17-30 2 Rows at 1/3 pts 19-28,19-29 WEDGE Left: 2 X 6 SPF 1650F 1.5E, Right: 2 X 6 SPF 1650F 1.5E REACTIONS (Ib/size) 1=1517/0-5-8,13=152010-5-8, 19=5068/0-5-8 Max Horz 1=25(load case 3) Max Grav 1=1599(load case 6), 13=1602(load case 7), 19=5068(load case 1) FORCES(lb) - First Load Case Only TOP CHORD 1-2=-4372,2-3=-3416,3-4=151, 10-11=134, 11-12=-3428, 12-13=-4384,4-5=150,5-6=150, 6-7=150,7-8=133,8-9=133,9-10=133 BOT CHORD 1-24=4165,23-24=3166,22-23=3166,21-22=2635, 20-21=-486, 19-20=-486, 18-19=-480, 17-18=-480, 16-17=2646, 15-16=3178, 14-15=3178, 13-14=4177 WEBS 3-32=-2790,27-32=-2785,27-28=336, 25-28=5227, 25-26=5227, 26-31=5244, 29-31=5244, 29-30=347,30-33=-2780,11-33=-2784,3-24=571, 11-14=571, 19-26=-925,22-27=366,21-28=1325 , 17-29=1325, 16-30=366, 3-22=-586, 21-27=-3358, 19-28=-5261, 19-29=-5266, 17-30=-3362, 11-16=-587,2-24=-966,12-14=-966,4-32=20, 5-27=-736, 6-28=-686, 7-26=-821, 8-29=-685, 9-30=-738, 10-33=21 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition 1 enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.15, and the plate grip increase is 1.15 3) WARNING: The unusually long span andlor configuration of this truss requires that extreme care be used in its application. Use proper transportation, unloading and erection methods. Assure that all required web lateral bracing is communicated to the building contractor. Ensure that over-all building bracing is designed by a qualified engineer, architect, or building designer. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MII20 plates unless othelWise indicated. 6) All plates are 5x6 MII20 unless othelWise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC-94. 8) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 1, 13, and 19. 9) This truss has been designed with ANSIITPI1-1995 criteria. u.r.-1IIIIr .....11......,. ..... ., .... .. ~ IIJ :. ':..tnt:., ='~:r-......1IiI E~ ..., till II .....iII~ DATE A WARNING - VerilY _.gn pcananwt.... and READ NorBS ONTIDS AND RBVBRSB SIDE BJI:PORB VSB. Design valid lor use only wnh MlTek connectOls. Thll design II based only upon parameters shown, and II lor an individual building component to be Installed and loaded vertically. Applk>abllny 01 design paramelers and propel Incorporallon 01 component II responslbllny 01 building designer - not Iruss designer. Bracing shown 11101 Ialeral support 01 individual web members only. Addnlonal temporary bracing to Insure stabUny during construction II the responsibility 01 the ereclor. Addnlonal permanent bracing 01 Ihe overaH structure II Ihe responslblllly 01 the building designer. For general guidance regarding labrlcatlon. qualny contro~ storage, delivery. erecllon and bracing, consun Q5T-II Qualny standard. 058.89 8raclng 5peclftcallon, and H18.91 Handling Installing and 8raclng Recommendation available Irom Truss PIalelnstnute, 583 O'Onolrlo Drive, Madison. WI63719. iii' -..u;''Li'.! . :i . .... 1 Ji... " . :;li~di.l. I Ii .li,,';'.IIl UCRIEI.tue March 6.2002 MIlO MiTek@ -:A .& ;. en CD +- o Z > +- (I) ..... o CI) o .... (I) c (I) ~ ~ G) Q. o ... A. CD en 6~ o~ "C"2' '3= 00 05 ~l!! OCD = A. 0... ~o OCD -0) !o .2E "- 0 .20 E (I) +- en >- CI) C) c .- .... 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Z Z o o ~ ~ '" Ol '" ~cn ~o o.~ .go o E _c 00 0'-= ~ U U::J O~ .Q~ ~ 0 ~ u ~'o o '" ct 00 01;:; C") Z I o co 8 7-4-11 7-4-11 11-11-4 4-6-9 19-4-9 7-5-5 t-__~8..:L....._--t_---..l3-11- ~ 41-3-8 7-3-9 7 -3-9 7 -3-12 48-7-4 7-3-12 56-0-12 7-5-8 +-60-7-5 4-6-9 3 00 [12 7x8 = 6x10 = 5x10 M1I18H= 5x10 M1I18H= 6x10 = 7x8 = 68-0-0 7-4-11 Scale = 1:116.2 4 5 6 7 9 10 11 ~~~1 St~ 3 I~l~ o 5x8= 0 5x8 = . 24 23 22 21 20 19 18 17 16 15 14 8 12 ,( 8x12 \, x I 5xlO = 12-8-141 2-8-14 ate sets 11-11-4 9-2-6 19-4-9 7-5-5 26-8-3 7-3-9 33-11-12 7-3-9 LOADING (pst) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1. 15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC/ANSI95 CSI TC BC WB 0.90 0.65 0.79 LUMBER TOP CHORD 2 X 6 SPF 1650F 1.5E BOT CHORD 2 X 6 SPF 1650F 1.5E *Except* 18-202 X 6 SYP 2400F 2.0E WEBS 2 X 4 SPF Std *Except* 3-222X4SPF 2100F 1.8E, 4-212X4SPF 2100F 1.8E 5-192 X 4 SPF 2100F 1.8E, 9-19 2 X 4 SPF 2100F 1.8E 10-172 X 4 SPF 2100F 1.8E, 11-162 X 4 SPF 2100F 1.8E 41-3-8 7-3-12 48-7-4 7-3-12 56-0-12 7-5-8 DEFL in (Ioc) Vert(LL) -0.34 14 Vert(TL) -0.50 14-16 Horz(TL) 0.18 13 1st LC LL Min IIdetl = 360 IIdetl >999 >811 n/a PLATES MII20 MII18H Weight: 340 Ib 65-3-2 9-2-6 168-0-01 2-8-14 GRIP 197/144 141/138 BRACING TOP CHORD Sheathed or 3-11-10 oc purlins. except 2-0-0 oc purlins (4-5-15 max.): 3-11. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 19-21,17-19. WEBS 1 Rowatmidpt 4-21,10-17 2 Rows at 1/3 pts 5-19,9-19 WEDGE Left: 2 X 6 SPF 1650F 1.5E, Right: 2 X 6 SPF 1650F 1.5E REACTIONS (Ib/size) 1 = 1567/0-5-8, 13=1570/0-5-8, 19=4968/0-5-8 Max Horz 1=-18(load case 4) Max Grav 1 = 1609(load case 6), 13=1612(load case 7), 19=4968(load case 1) FORCES(lb) - First Load Case Only TOP CHORD 1-2=-4356,2-3=-3503,3-4=-2767,4-5=184,5-6=5345, 6-7=5345, 7-8=5345, 8-9=5345, 9-10=171, 10-11=-2784, 11-12=-3515. 12-13=-4368 BOT CHORD 1-24=4213,23-24=3431,22-23=3431,21-22=2767, 20-21=-184,19-20=-184,18-19=-171, 17-18=-171,16-17=2784,15-16=3444,14-15=3444,13-14=4225 WEBS 3-24=480,11-14=480,7-19=-731,4-22=409, 5-21=1315, 9-17=1315,10-16=407,3-22=-715, 4-21=-3174,5-19=-5552,9-19=-5564, 10-17=-3178, 11-16=-709,2-24=-855, 12-14=-855 NOTES 1) This truss has been checked tor unbalanced loading conditions. 2) This truss has been designed tor the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 pst top chord dead load and 10.0 pst bottom chord dead load, 100 mi from hurricane ocean line, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.15, and the plate grip increase is 1.15 3) WARNING: The unusually long span and/or configuration ot this truss requires that extreme care be used in its application. Use proper transportation, unloading and erection methods. Assure that all required web lateral bracing is communicated to the building contractor. Ensure that over-all building bracing is designed by a qualified engineer, architect, or building designer. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MII20 plates unless otherwise indicated. 6) All plates are 5x6 MII20 unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC-94. 8) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 1, 13, and 19. 9) This truss has been designed with ANSlfTP11-1995 criteria. 10) Design assumes 4x2 (tlat orientation) purlins at DC spacing indicated, fastened to truss TC w/2-10d nails. LOAD CASE(S) Standard .....,.. 1IIt.1I .. :/4't. ....... or ... .. "... q - . u..r III It-'u:tllil ................, ~ f~ ....r till _ If "iII~ .JUM IMCIA DAlE A WARNING - v~ ck.tp pcII'IIftWt.... ancl READ NurBS ONTIDlI AND RBVBRSB sum BU'ORB lIU. OMlgn valid lor use only with MlTek connectors. This design Is based only upon parameters shown. and 10 for an individual building component to be Installed and loaded Vertically. AppllcabHny of design porameters and propel incorporation of component IorMponslblllty of building dMlgner - not truss dMlgner. Bracing shown 10 fa. lateral support of individual web members only. Additional tempolary bracing to Insure stablllly during construction Is the rMponslblUlyof the erector. Additional permanent bracing of the overal structure 10 the rMponslbUlty of the building designer. Fo. general guidance regarding fabrication. quamy controL storage, delivery. erection and bracing, consult QST-II QualltV stanc:fard. 0$1.89 Bracing S~lIIcatlon, anc:l HIB-91 Handling Installing anc:l Bracing Recomm.....atlon available from Truss Plate institute. 683 O'Onoftlo Drive. Madison, W163719. I.. . '1r"A"'..: '!tit ~!lI1I1_1.." Ili .. .j,t)!-, UCEl8E H1~ March 6,2002 III- MiTek@ ........,. U) (I) +- o Z > +- (I) .... c U) c ~ (I) c (I) ~ t Q) Q. 2 A.. 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A. c( w a o o w ~ .... lI. ell: o ... o w Z Z o o '" (I) '" :l en ':::0 o.ai .go oE _c 00 Q~ "Q:J O~ gc ~ 0 ~ u ~c a~ Cu 00 a 1;; rrj z ~ 8 ,.,.------ f-- 3-11-4 3-11-4 7-10-8 3-11-4 3 00 Ii2 2x4 II 3 Scale = 1 :35.3 4x4 :::: 3x4 :::: 1 --~ 6 2x6 II JUS24 5 8 4 4x4 = JUS24 4x4 = JUS24 7-10-8 3-11-4 3-11-4 3-11-4 LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr NO Code UBC/ANSI95 CSI TC 0.83 8C 0.19 WB 0.44 (Matrix) DEFL in (Ioe) Vert(LL) -0.01 5-6 Vert(TL) -0.02 5-6 Horz(TL) -0.00 4 1 st LC LL Min I/defl = 360 I/defl >999 >999 n/a PLATES MII20 GRIP 197/144 Weight: 48 Ib LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 6 SPF 1650F 1.5E WEBS 2 X 4 SPF Std BRACING TOP CHORD Sheathed or 6-0-0 oc pUrlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 4=778/Mechanical,6=777/Mechanical Max Horz 6=317(load case 4) Max Uplift 4=-170(load case 4), 6=-82(1oad case 3) FORCES(lb) - First Load Case Only TOP CHORD 1-2=-496,2-3=26,3-4=-144, 1-6=-662 BOT CHORD 6-7=0,5-7=0,5-8=456,4-8=456 WEBS 2-5=162,2-4=-690, 1-5=609 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ANSI95 It end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.15, and the plate grip increase is 1.15 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC-94. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 170 Ib uplift at joint 4 and 82 Ib uplift at joint 6. 5) This truss has been designed with ANSlfTP11-1995 criteria. 6) Use USP JUS24 (With 10d nails into Girder & 10d nails into Truss) or equivalent spaced at 2-0-0 oe max. starting at 1-11-4 from the left end to 5-11-4 to connect truss(es) A24 (1 ply 2 X 6 SPF) to front face of bottom chord. 7) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1) Regular: Lumberlncrease=1.15, Plate Increase=1.15 Uniform Loads (pit) Vert: 1-3=-100.0, 4-6=-20.0 Concentrated Loads (Ib) Vert: 5=-215.0 7=-215.0 8=-215.0 .....,.., .......... ...... IF .... .. ,... _ :.vr~ ,ru:-.nfIIC: II _Ift~ NM URCIA DATE UCBI8E H1eI March 6,2002 A WARNlNO - VerilY u.cp pcuanwt.,.. GIld READ NOrBS ON TBJS AND RBYBRSB sm. BJUI'OU va. Design valid lor use only wnh MlTek connectOlS. This design Is based only upon parameters shown, and Is lor on individual building component to be Installed and loaded vertically. Applieabftlly 01 design parameters and proper incorporation 01 component Is responslbllny 01 building designer. notlruss deslgnel. Bracing shown Is lor Ioleral support 01 individual web members only. Addnlonol tempo/ary bracing to Insure stabUlty during construction Is the respons/bUlly 01 the ereclOl. Addnlonal permanenl bracing 01 the overaM struclure Is the responslbllny 01 the building deslgnel. For general guidance regarding labrlcatlon, quauty controL stOlage, delivery, erection and bracing. consun QST-II Quolny standard. 0$1.89 Iraclng Speclllcatton. and HII.91 Handling lnotalllng and lraclng Recommendation avalloble Irom Truss PIotelnstllute. 583 D'Onofrio Drive, Madison, W153719. Mil" MiTek@ ! II .J! .JI,~;~,:,,7 = I" MRiiIiIUIl::.'r"UDIII. 'Ii r: ~ .{ ~~lt~ y.'''!! .... z o ;::: ~ z UoI iiii o Q Z CI) 4( z o ~ .cu E ~ >~ CI).. .~TI O)o.e: .!!l 0. 0 l:l ~ <: l:l .!!1 0) -:J e:.c:Ql~ :J-.c:_ _ouo .!; 0) e: en o - .- 0) .- 8 .!; TI e:._ O).in on~.c: . O)e:o-- -.- .80 oenen 0) _e:e: en ~.~.~E? O)e:e:enO) cO)O) 0):; O)EEcu u'5i5a.9/ it ~ ~ a 0) 0)0l -TI 00) gO). _TI.o .- 0) c ~ '> 0:J:> ~oo ~ E.g 0)0-::: .- ~ Q) o =00 > ...., _TI " ~ e: xeno oq-2en ~ 0 en 0- :J u.. 0. ~ it e: O)~ .c:.Q - en en _ 0) 0 15 e: . o en u._ 0) 'Ouc .!; ~ a. 0'00 .oTI- EO)U >-.!::: O)e: en :J .!!l c:r 5 !=~u it III t o ,s; u 1: . . ,s;E -. o u -0 ;i: ... ..t; t;i: E::;:- .. 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'" 12 12143608 age 4-2-0 4-2-0 3 00 Ii2 -II 2x6 4x4 :::0 ___________ ----- Scale; 1:15.6 ~ ~ ~ 3 2x6 II I 4-2-0 4-2-0 4x4 = LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC/ANSI95 CSI TC BC W8 0.16 0.05 0.06 DEFL in (Ioc) Vert(LL) -0.00 3-4 Vert(TL) -0.01 3-4 Horz(TL) -0.00 3 1st LC LL Min I/defl = 360 I/defl >999 >999 n/a PLATES MII20 GRIP 197/144 Weight: 23 Ib LUMBER TOP CHORD 2 X 6 SPF 1650F 1.5E BOT CHORD 2 X 6 SPF 1650F 1.5E WEBS 2 X 4 SPF Std "Except" 1-42 X 3 SPF Std REACTIONS (Ib/size) 4=235/0-3-8, 3=235/Mechanical Max Horz 4=147(1oad case 4) Max Uplift 4=-1 (load case 3), 3=-34(load case 4) FORCES(lb) - First Load Case Only TOP CHORD 1-2=0 2-3=-196 1-4=-196 BOT CHORD 3-4=0' , WEBS 1-3=-0 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.15, and the plate grip increase is 1.15 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC-94. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 34 Ib uplift at joint 3. 5) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 4. 6) This truss has been designed with ANSIITPI1-1995 criteria. BRACING TOP CHORD Sheathed or 4-2-0 oc purl ins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. LOAD CASE(S) Standard t-*..,....II..~ ...... or .... ......... ., :.c;...-t'~ ':'=-~~...- r.-*i: II ...." . NM IAlCIA DAlE ~,.~ I . March 6,2002 A WARlVJNO - VerUit a."" JMU'II8Wt.... and DAD NOT'SS ON TBJS AND RBVBRSB smB BBJI'ORB VSB. OeslQn valid lor use only wWh MlTek conneclors. Thlo design 10 based only upon pa/amelers shown, and 10 lor an individual building componenl 10 be Installed and loaded verllcally. Appllcablllly 01 design paramelers and proper InCOlpo/allOn of componenllo responslblllty 01 building deslQner _ nollruss deslQner. Bracing shown 10 lor IaleralsuPpo/I 01 individual web members only. AdclWlOnallemporary b1aclng 10 Insure stabnWy during construcllOn 10 Ihe responslbnWy ollhe ereclor. AddWlOnal permanent bracing ollhe overall structure 10 Ihe responslbnWy 01 the building designer. For general guidance reQordlng labrlcatlOn. qualWy control. slorage, delivery. electIOn and bracing. consuW QST -81 QualWy standard, OSB-89 Bracing Speclllcatlon. and HIB-91 Handling Installing and Bracing Recommendation available from Truss PIalelnsmute. 5B3 O'OnolrlO Drive. Madison. WI63719. III. MiTek@ 1 ,.. l'+t;', i,! ,11 ~. ____,~"lII'H'I"H.... . . .~ :;1 '* --".......... CI) Q) .... o z > of- Q) .... 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Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 16-18,15-16. 1 Row at midpt 7-22, 8-22, 9-21, 11-19 2 Rows at 1/3 pts 8-21 WEDGE Right: 2 X 6 SPF 1650F 1.5E REACTIONS (Ib/size) 15= 120710-5-8, 28=862/0-3-8, 22= 1939/0-3-8, 21 =3434/0-3-8 Max Horz 28=50(load case 3) Max Uplift 15=-12(load case 4), 28=-20(load case 3), 22=-45(load case 3), 21=-41(load case 4) Max Grav 15=1278(load case 7), 28=1159(load case 6), 22=2263(load case 6), 21=3590(load case 7) FORCES(lb) - First Load Case Only TOP CHORD 1-2=-0,2-3=-864,3-4=-864,4-5=-475,5-6=787, 6-7=787, 7-8=2301, 8-9=2730, 9-10=945, 10-11=945,11-12=-829,12-13=-2545, 13-14=-2545, 14-15=-2872, 1-28=-116 BOT CHORD 27-28=809,26-27=764,25-26=764,24-25=-194, 23-24=-1425, 22-23=-1425, 21-22=-2138, 20-21=-1727, 19-20=-1727, 18-19=-202, 17-18=1307, 16-17=1307, 15-16=2779 WEBS 2-27=65,4-27=89,4-25=-678,5-25=999,5-24=-1232, 7-24=1406, 7-22=-1720, 8-22=-307, 8-21=-1654,9-21=-1962,9-19=1723,11-19=-1547, 11-18=1534, 12-18=-1128, 12-16=1396, 14-16=-687,2-28=-1078 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.15, and the plate grip increase is 1.15 3) WARNING: The unusually long span and/or configuration of this truss requires that extreme care be used in its application. Use proper transportation, unloading and erection methods. Assure that all required web lateral bracing is communicated to the building contractor. Ensure that over-all building bracing is designed by a qualified engineer, architect, or building designer. 4) All plates are 4x6 MII20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC-94. 6) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 15, 28, 22, and 21. 7) This truss has been designed with ANSIITPI1-1995 criteria. LOAD CASE(S) Standard ..., ...,....11.... ...... ., .... - ~ . ~L"'':' ,ru:=~ 1"-' _r ... _ .. ....iII~ ..tUM WCIA DAlE A WARlVlNO - V-rUil."p pcu'ClnWt.,.. CIIId READ NC7I'ES ON TBJS AND MVERSIl: smJ: BU'OM IISJ:. DMlQn valid lor use only w"h MlTek connecto/s. This design Is based only upon palamelers shown, and Is lor on individual building component to be Instal1ed and loaded vertically. ApplcablUlv 01 design parameters and proper IncoIPOIatlon 01 component Is rMponslbllllv 01 building dMlgner - not Iruss dMlgner. Bracing shown Is 10/ Iotelal support 01 individual web members only. Add"lonal temporary b1aclng 10 Insure stabll"V during construcllon Is Ihe rMponslbll"V 01 the ereclor. Addnlonal permanent bracing ollhe overan structure Is Ihe rMponslblltlv ollhe building designer. For general guidance regarding fabrication, quautv controL 'to/age, denverv, erecflon and bracing, consun QST-88 QualnV standard. 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Z IU ii o Q Z en Ill( _ Z o g .a~ E ~ >~ Cl)1L ~ IU N en IU S IL ~ X ~ \I~ III 0- o .,; o ~ '" ~ 11 ~ I I I j ate sets LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 russ ype ROOF TRUSS edar, Mn. 55011 --~ -2-7-8 2-7-8 3-9-14 3-9-14 ------+--- 10-3-5 6-5-7 16-8-12 6-5-7 23-2-3 6-5-7 4x6 II 2 5x6 "" 4x6 "" 4 13 12 5x6 = 4x10 "" 7x8 "" 3.00LR 11 4x6 = 10 7x8 = 9 4x6 = 4x4 = 7-6-4 7-6-4 14-10-11 7-4-7 CSI TC 0.83 BC 0.79 WB 0.90 22-3-2 7-4-7 28-7-10 6-4-8 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr NO Code UBC/ANSI95 DEFL in (Ioc) I/detl Vert(LL) -0.33 9 >999 Vert(TL) -0.50 9 >745 Horz(TL) 0.08 8 n/a 1 st LC LL Min IIdetl = 360 BRACING TOP CHORD BOT CHORD WEBS PLATES MII20 Weight: 256 Ib LUMBER TOP CHORD 2 X 6 SPF 1650F 1.5E BOT CHORD 2 X 6 SYP 2400F 2.0E WEBS 2 X 4 SPF No.2 *Except* 4-122 X 4 SPF Std, 6-11 2 X 4 SPF Std, 6-92 X 4 SPF Std 7-92X4SPFStd OTHERS 2 X 3 SPF Std WEDGE Right: 2 X 8 SYP 1950F 1.7E REACTIONS (Ib/size) 13=2485/0-3-8, 8=2062/0-5-8 Max Horz 13=-59(load case 4) Max Uplift 13=-134(load case 4), 8=-2(load case 4) FORCES(lb) - First Load Case Only TOP CHORD 2-13=-522, 1-2=-38,2-3=0,3-4=-1976,4-5=-3954,5-6=-3954, 6-7=-5788, 7-8=-6126 BOT CHORD 12-13=979, 11-12=2709, 10-11=4376,9-10=4376,8-9=5928 WEBS 3-13=-2085,3-12=1990,4-12=-1718,4-11=1717, 6-11=-1211, 6-9=1490, 7-9=-691 31-4-8 8-2-5 Scale = 1 :59.5 U) rJ; o 4x12 II 5x16 II 31-4-8 2-8-14 GRIP 197/144 Sheathed or 2-11-6 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 2-13,3-13,4-12 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 10.0 psf bottom chord dead load. 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.15, and the plate grip increase is 1.15 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 3) All plates are 2x4 MII20 unless otherwise indicated. 4) Gable studs spaced at 1-4-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC-94. 6) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 13 and 8. 7) This truss has been designed with ANSIITPI1-1995 criteria. i. ..., ...,1IIt..1I.... ..... <<..... .. ~ IIr - ...... III ..... ~ .. 11III'_ ... LkI_ Pt. ...~ .. .... ill .IUM IMCIA LOAD CASE(S) Standard 1) Regular: Lumber Increase= 1. 15, Plate Increase= 1. 15 Trapezoidal Loads (pit) Vert: 1=-114.0-t0-2=-113.1, 2=-113.1-to-8=-103.0, 13=-33.9-t0-8=-23.0 MlE A WARlVJNO - V.rUiI"'.gn pcaranwt.,.. cuuI READ NCTl'BS ONTBJS AND MVERU SW8 BBPOM UU. Design valid lor use only wnh MlTek connectors. This design Is based only upon parameters shown, and Is lor an individual building component to be Installed and loaded vertically. AppllcabHny 01 design porameters and proper IncoIpoIatlon 01 component Is responslblllly 01 building designer - not truss designer. Bracing shown Is lor lateral support 01 individual web members only. Addnlonal temporary bfaclng to Insure stabllny during construction Is the responslbllny 01 the erector. Addnlonal permanent bracing 01 the overan structur. Is the responslblllly 01 the building designer. For general guidance regarding fabrication. qualny contro~ storage, deNYery. erection and bracing. consun QST-II Qualny standard. DSI-89 Bracing Specll\callon. and HIB-91 Handling Installing and Bracing Recommendation available Irom Truss Plate In.mute. 583 O'Onolllo Drive. Madison, W163719. , I .... ,\ :; '::: .. _..., '.LIf'... I . r . 'lIiIi_ UCEJI8E 14~ March 6,2002 !. .. MiTek@ -..- " en CD +- o Z > +- (I) ... C en C ... CD c: Q) ~ ~ ~ eD Co o ... 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'00. c :J oe. +=0 rn c u._ g5 '" CD 2.0 O.r: Uu '5:C .f;~ \151 @ @ III 0- o as o ::; '" ~ .2.7-8 2-7-8 3-9.14 3-9-14 10-3-5 6.5-7 16.8.12 6-5-7 23-2-3 6-5-7 -+- .----+--- 4x6 II 2 5x6 "" 3 5x6 "" 4 4x8 "" 4x6 "" 3.00 LR 13 4x4 = 12 5x6 = 11 5x6 = 10 4x6 = 9 4x5 = 7.6-4 7.6-4 14.10-11 7-4-7 22-3-2 7-4.7 28-7.10 6-4.8 sets LOADING (pst) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC/ANSI95 CSI TC BC WB DEFL in (Ioc) Vert(LL) -0.33 9 Vert(TL) -0.49 9 Horz(TL) 0.10 8 1 st LC LL Min I/detl = 360 I/detl >999 >762 n/a PLATES MII20 0.94 1.00 0.91 Weight: 175 Ib LUMBER TOP CHORD 2 X 6 SPF 1650F 1.5E BOT CHORD 2 X 6 SPF 1650F 1.5E WEBS 2 X 4 SPF Std "Except" 2-132 X 4 SPF No.2, 3-132 X 4 SPF No.2, 3-122 X 4 SPF No.2 31-4-8 8.2.5 -1 Scale = 1:59.5 "' [J; 6 4x12 II 4x12 II 31-4.8 2-8.14 GRIP 197/144 BRACING TOP CHORD Sheathed or 3-3-13 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-13,3-13,4-12 WEDGE Right: 2 X 6 SPF 1650F 1.5E REACTIONS (Ib/size) 13=2137/0-3-8, 8= 186010-5-8 Max Horz 13=-59(load case 4) Max Uplift 13=-131(load case 4), 8=-1 (load case 4) FORCES(lb) - First Load Case Only TOP CHORD 2-13=-461, 1-2=-34,2-3=-0,3-4=-1710,4-5=-3466,5-6=-3466, 6-7=-5137, 7-8=-5459 BOT CHORD 12-13=852, 11-12=2368, 10-11=3859,9-10=3859,8-9=5282 WEBS 3-13=-1815,3-12=1713.4-12=-1536,4-11=1516, 6-11=-1113, 6-9=1352, 7-9=-659 NOTES 1) This truss has been designed tor the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 pst top chord dead load and 10.0 pst bottom chord dead load, 100 mi trom hurricane oceanline, on an occupancy category I, condition I enclosed building, ot dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.15, and the plate grip increase is 1.15 2) This truss has been designed tor a 10.0 pst bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC-94. 3) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift atjt(s) 13 and 8. 4) This truss has been designed with ANSIITPI1-1995 criteria. ===~~ :'L"'=L~ II ...... ,UI WCIA LOAD CASE(S) Standard DAlE A WARlVlNO - Verflilde. pcu'CmWt.... and READ NOTSS ONTBJS AND RBVERSI: sm. BD'ORB USE. Design valld lor use only wnh MlTek connectors. This design Is based only upon paramete,. shown, and Is tor on individual building component to be Installed and loaded vertically. Applicability ot design poramete,. and p'opellncorporatlon ot component Is responsibility ot building designer. not truss designer. Bracing shown Is 101 Ioteral support of individual web members only. Addnlonal temporary bracing to Insure stabUny during construction Is the responslbllny ot the erectOl. Addnlonal permanent bracing of the ovelaR structure Is the ,esponslbUny of the building deslgnel. For general guidance regordlng tabrlcatlon, qualny control, storage, delivery. election and bracing, consun Q5T-" Qualny Standard. 05B-19 Bracing 5peclftcatlon, and HIB-91 Handling Installing and Bracing Recomm_allon avalioble Irom Truss PIotelnstnute, 583 O'Onotrlo Drive, Madison, WI63719. 1tj~ . \~ ; UCBI8E ~\48 March 6,2002 MIlO MiTek@ CI) (l) .... o z > .... Q) .... c U) c ... Q) c: Q) ~ ~ Q) C- o ... D. G) en 6~ O::::J "C"c 50 os ~12 OG) = D. 0... LL.O OG) -0) !c .2E "- c .20 E Q) .... CI) > U) C) c: .- ... Q) .a E ~ z ~ W 0. .c. o U Gl a . 0 .c. '''; Gl -+- 0 Q) 0+- Oen+= ~ ~.~ 0 .0 Ol m 0. 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Z cGlGlGl:; '<:t2", '" ::J Ol::::! ~ ~~:Q u+: .!:1.!:1 0( .!!! cr 5 c- .- c CI) GlEEou ~ 0 '" -0 Gl~ '" 01J0 -o.c. 0- ::J OZ .c. Gl._ 0 Z U'5i5Ci91 u.... a..::: ~~u I- 0.-0_ 3!:.f:u .f:~ 0 0 il il il Q.o 0 ~ .. c 0( .a ~ ,go &&I ICll: 0 ::J0 N ~ .. E 0 III .0- en ..... \ 0 ~ ..... o~ X 0( Z .,. -- &&I ICll: ii (; > ~ -t: .... ~ ~ .; ~ .2~ ~ 0( (; ~ &&I U) .. A. .. :; A. '" ~ ..q """) en o a: o M:I: """)0 11. o .... N """) Ol::lOH::> dOL ~ """) ~ 0( > o ICll: A. A. 0( &&I o o o &&I .... 0( ..... A. ICll: o .... o &&I Z Z o o 11 -2-7-8 2-7-8 3-9-14 3-9-14 ---+---~1Q~---------t 6-5-7 16-8-12 6-5-7 23-2-3 6-5-7 -t--- 4x6 II 2 4x6 :::: 3 28-10-6 5-8-3 Scale = 1 :579 -~~~ 14 4x4 = 13 12 11 10 4x6 = 4x4 = 4x6 = 4x4 = 7-6-4 7-6-4 14-10-11 7-4-7 22-3-2 7-4-7 ate sets e, LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC/ANSI95 CSI TC BC WB DEFL in (Ioc) Vert(LL) -0.20 10 Vert(TL) -0.32 10-12 Horz(TL) 0.07 9 1st LC LL Min I/detl = 360 IIdefl >999 >999 n/a PLATES MII20 0.65 0.47 0.94 Weight: 1681b LUMBER TOP CHORD 2 X 6 SPF 1650F 1.5E BOT CHORD 2 X 6 SPF 1650F 1.5E WEBS 2 X 4 SPF Std 'Except' 2-142 X 4 SPF No.2, 3-142 X 4 SPF No.2, 3-132 X 4 SPF No.2 SLIDER Right 2 X 6 SPF 1650F 1.5E 2-6-0 REACTIONS (Ib/size) 14=2000/0-3-8, 9= 1723/Mechanical Max Horz 14=-59(load case 4) Max Uplift 14=-131(load case 4) FORCES(lb) - First Load Case Only TOP CHORD 2-14=-461, 1-2=-34,2-3=-0,3-4=-1537,4-5=-2965,5-6=-2965, 6-7=-3785,7-8=-3993,8-9=-3993 BOT CHORD 13-14=779, 12-13=2106, 11-12=3244, 10-11=3244,9-10=3746 WEBS 3-14=-1660,3-13=1510,4-13=-1335,4-12=1173, 6-12=-824, 6-10=515, 7-10=-164 Ii 4x10 ::::: 8x8 ::::: 28-10-6 6-7-4 GRIP 197/144 BRACING TOP CHORD Sheathed or 4-2-3 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-14, 3-14 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.15, and the plate grip increase is 1.15 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC-94. 3) Refer to girder(s) for truss to truss connections. 4) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 14. 5) This truss has been designed with ANSIITPI1-1995 criteria. ....,...,....... "lei- ...... << .... - ~ .., :. o:."t'.:. , =-U::=~...'. --~ II 11III.. .wM 8MIC1A LOAD CASE(S) Standard DAlE A WARlVlNO - VerUit cleefp ~t.,.. and READ NorBa ON TIDB AND RBVERSB sm. BBPORB US.B. Desl\ln veNd lor use only wnh MlTek connectors. This design Is based only upon parametell shown, and Is lor an individual building component to be Installed and loaded vertically. Applicability 01 design parameters and proper incorporation 01 component Is responslbllny 01 building desl\lner - not truss desl\lner. Bracing shown Is lor lateral support 01 individual web members only. Addnlonal tempo/ary bracing to Insure stabllnv during construction Is lhe responslbllny 01 the erector. Addnlonal permanent bracing 01 Ihe overal structure Is Ihe responslbUny 01 the building desl\lnel. Far general guidance ,egordlng labrk::atlon. quaUly control. storage. delivery, erection and bracing. consun Q5T.1II Quolny Sfandard, D5B.B9 Bracing 5peclllcallon, and HIB.91 Handling Installing and Bracing Recommendaflon available Irom Truss Plate Instnute. 583 D'Onolrlo Drive. Madison. WI 53719. /11. .. 1l'i::r' .. It 1>~ ~~.. ----~: ',j,iA....y Wf:,1' ~~ ... UCEI8E ,..~ March 6,2002 .. MiTek@ "W." . .J en CD .... o z > .... CD ..... C (I) C - CD c: CD ~ ~ Q) Q. o ... A. Q) en 6~ O::J ,,'c -- 50 Os ~~ OQ) = A. 0... u.o OQ) -0) !c .2E .- c .20 E CD +- en > (I) Ol c: ".:: CD .a E j z ~ iD 0. .c o U Olo..o .c "en Ol -oOl - Oen+= ~ ~.~ 0 '0 Ol Ol a. 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'0"00 "0 0- 00> Z OlC:O-- Olot: .~ ~ 1i co_ U.Q u.~ 00: Ol- w -'- .80 .- ~ Ol E :J.~ 0", 0- Ei: 0"'''' Ol o =co > 0'00 E::- ._ u C -:J -0 _cc III 0 ~.~ .~ .2 ~ N--"O .0"0- .. c "0150 "'0 '" Ol 0 ~ C E Ol u .2"0 +- c:"C:;; . 2:J 2.0 OlCc",Ol x '" a >_!:: ~ o.::! ~~c:J!! o C O.c Z cOlOlO>=:; '<12", "':J ;0= 0>0 u+= .~ U en ~ OlEEou - 0 '" .~ 0" 5 c- Ol-Eu; .- C "O:.c -0 (!)"Oo 0- :J OZ .cOl.-o - Z u'Oo1illL u.. a. ~ ~~u I- 0."0_ ~.f;u .f;~ 0 0 iC ~ iC iC A. 0. 0 ~ ..c oC .a oC ~ ,go W al: 0 ~(!) N ~ III E 0 III J:lI-- en -' \ (!) ~ -' o':'/' >< oC Z ()o -- W al: Ei: 0 >t!! "I:: to- ~ .f~ =5 t!! oC <Ii U)~ =5 w 0 oil IL III ::; '" 2 I Job J020405 Truss , A19STGE Truss Type ROOF TRUSS IQly Ply :;tonegate Apartments 12143600 Slock BiJl1ffing S upply=Mlrinesola Truss, t.;edar, Mn. OOU11 4.201 oplional) __ SR1 s an 220)2 Mil e~ nduslnes, Inc. Mon Mar u.. ,,,,:..,,: 'I 2002 Pag~ LOAD CASEIS) Slandard Trapezoidal Loads (pit) Vert: 1=-113.0-10-6=-121.0, 6=-121.0-10-7=-122.0, 13=-23.0-10-8=-32.0 ~ A WARNJlVO - VerI!it ck8fgft JlGl'lUlWt.... ancl READ N~S ONTBIS AND DVERSB sma saroD lIlU. Design valld lor use only w"h MlTek connectors. 1hls design Is based only upon parameters shown, and Is lor an individual building component to be Installed and lOaded vertically. ApplcabH"y 01 design parameters and proper InCOlpolatlon 01 component Is responslblllly 01 building designer - not truss designer, Bracing shown Is IOf Ioleral support 01 individual web membell only. Add"lonal temporary bracing to Insure stabll"y during construction Is the responslbll"y 01 the erector. Add"lonal permanent bracing 01 the overall structure Is Ihe responslbll"y 01 the building designer. For general guidance regarding labrlcatlon, qual"y controL slorage, delivery, erection and bracing, consu" QST-8I Qual"y Standard. 058-89 Bracing Speclllcallon, and HIB-91 Handling lnolalllng and .raclng Recommendation avaHable Irom 1russ P1atelnst"ute. 583 D'Onohlo Drive. Madison, WI 53719. all- MiTek@ .. ,c.:_ ~~.~,,', ,lliIiIiiilili_,,, ..."-ii & ..' i.. ~i; ... ~...~ I I . . ..... ...- .. CI) ~ ~ c .,; "O"5.Q - - G) Q) 0> Ol '" ,..... C "0 0 .r.C Ol+= - C...- Ol 0 .... a. 0. .L: uO UC 0 oOlU E C ~ ~ 0 0 - cc..!!1 OOl -u 0 Olo.. U o~ ='0 C_ oOlo> '" Ol ..L: :a .r. Ol ~ 0 0.-- - ... '" o Ol 1515 A- .L: . ui Ol1J "'- ~o 00 +=~1J C.=: Ol- C . 'in - Ol -C 1JC C_ O :J .~ C ._ C Ol= C -~ -C d> Z -OOl - cOl 0"':1J -in rr '" 0 -=Ol c.2 0.0 CD 0",+= '" 00 ... Ol oE '" C Iii 0 0 C Ol :J.- -- '" g>8. '" .~ en ~-~ 0 C UlUl au .- 0 1J.L: o.lG U C Ol o.~ '0"; ::::J -0 '" - .L:o U+= C1J 1J- Ol ... c- o.- "i:: en Ul > :J 0 u.- Ol- Ol... ._ 0 0 EOl o Iii "'1J ... Ol Ul ...Ol C Ol 0 ~ OlOlo. 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Z cOlOl~5 ~~'" ;;:: ~ Ol 0 u- .g -g 01( Ul:JC c- Ol"'Eu; .- C CI) OlEEou ... 0 '" .!!! rr 0 -0 0 1J0 1J.L: 0- :J OZ .L: Ol -- 0 z ()'OoCiSL u... 0..:= ~~u I- 0.1J_ ~ .!;u .!;~ 0 0 iC ~ iC iC 0.0. 0 j: .. c 01( .a 01( ~ 00 0 30 1&1 ~ IX N . \ 0 51 E 0 III Ja- ;;; .... ... o.:lt X 01( Z c> -- ~ "I:: 1&1 IX ii 0 > .2~ 5 ~ ~ 01( ,,; ~ ~ 1&1 0 en .. 0.. . ~ 0.. '" ~ f--~-- _---=6-6-2 6-6-2 8-1-10 8-1-10 3.00112 j~ 13 2.25x8 II 5x7 = 2x3 II 2x3 II -6-6-2 6-6-2 9-11-11 9-11-11 sets LOADING (psf) TCLL 45.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr NO Code UBC/ANSI95 CSI TC 0.89 BC 0.49 WB 0.86 (Matrix) <r.m 14-7-1 6-5.7 ---t-- 21-0-7 6-5-6 7x6 -:::: 12 11 2x3 II 10 7x6 = 4x5 = 2x3 II 2x3 II 17-4-3 7-4-8 3x4 = DEFL in (Ioc) Vert(LL) -0.13 10-12 Vert(TL) -0.19 10-12 Horz(TL) 0.02 14 1 st LC LL Min I/detl = 360 I/detl >999 >999 n/a LUMBER TOP CHORD 2 X 6 SPF 1650F 1.5E BOT CHORD 2 X 6 SPF 1650F 1.5E WEBS 2 X 4 SPF NO.2 'Except' 5-92 X 4 SPF Std, 4-10 2 X 4 SPF Std, 4-12 2 X 4 SPF Std 2-122X4SPFStd,1-132X4SPF2100F 1.8E OTHERS 2 X 3 SPF Std 'Except' 6-142X6SPF 1650F 1.5E REACTIONS (Ib/size) 14=2192/0-5-8, 13= 1689/0-5-8 Max Horz 13=453(load case 4) Max Uplift 14=-164(load case 4) FORCES(lb) - First Load Case Only TOP CHORD 1-2=-637,2-3=-2561,3-4=-2396,4-5=-1496,5-6=-740, 6-7=-88, 8-14=53, 6-14=-2140,1-13=-593 BOT CHORD 12-13=2569, 11-12=1916, 10-11=1916,9-10=686,8-9=-53 WEBS 5-9=-1571,6-9=1822,5-10=1419,4-10=-1220, 4-12=729, 2-12=-386, 2-13=-2269 BRACING TOP CHORD BOT CHORD 27-5-14 24-5-14 24[11-6 -I 3-5-7 0-5-8 2-6-8 2x3 II 2x3 II 2x3 II 9 2x3118 5x5 = 2.25x8 II Scale = 163.3 7x10 -:::: 6 2x3 II 2x3 II 4x6 = "' .;. ro 21.0.7 3-8-4 24-5-14 3-5.7 PLATES MII20 Weight: 221 Ib 4x6 = 14 I~ NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.15, and the plate grip increase is 1.15 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 3) All plates are 1x4 MII20 unless otherwise indicated. 4) Gable studs spaced at 1-4-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC-94. 6) Bearing at joint(s) 14 considers parallel to grain value using ANSIITPI1-1995 angle to grain formula. Building designer shoulc verify capacity of bearing surface. 7) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift atjt(s) 14 and 13. 8) This truss has been designed with ANSIITPI1-1995 criteria. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 6-14=-20.0 24[11-6 0-5-8 GRIP 197/144 Sheathed or 5-4-14 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 8-9. 1 Row at midpt 6-8, 5-9 2 Rows at 1/3 pts 2-13 WEBS ~ __...,IIIt... -..- ...... <<..... .. ~ IIr ~L"t:.'=-u:7~ f~ ...., .... - " .......~ ..IUM 8MCIA DAlE A WARIVlNO - v~ ...... parculWters cuuI READ NCTI'SS ON T.BJS AND RBVERSB smB BBJI'ORB lISB. OeslQn valid tor use only wtth MlTek connectors. This design Is based only upon paramete.. shown. and Is to. an individual building component to be Installed and loaded vertically. AppllaabDtty ot deslQn paramete.. and !)Ioper incorporation 01 component Is .esponslblllly 01 building deslQner - not truss deslQner. .raclng shawn Is 101 lateral support 01 individual web members only. Addttlonaltemporary bracing to Insure stablllly during construction Is the r..ponslblltty 01 the erectOl. Addttlonal permanent bracing 01 the overaD structure Is the responslblltty 01 the building deslQner. For general guidance regarding fabrication. quallly controL storage. deNYery. erection and bracing. consutt QST-8I Qualtty standard, D5I.89 Bracing Speclllcatlon, and HIB.91 Handling Installing and Bracing R...omm.....a11on available Irom Truss Plate Instttute. 583 O'Onolrlo Drive. Madison, W153719. 71. ....~ . 11 mJnt;.I~i:I~~.1_." I 11 . '~Ji-- UC8I8E Ht48 March 6,2002 allO MiTek@ ..'If" en ~ ~ C en "'0 0 .Q +- - Q) Q) Qi (I) '" ,... C "'0 0 .c.C - C~+- Q. 0. (1)+= 0 0(1) U (I) C 0 ~ ~ 0 0 .c. UO U C +- CCJ!! E OQ) ~ 0 Q)a. u a~ ='0 C_ 0Q)(j) '" Q) ..c. +-'0 :c .c. (I) ... 0 0..- +- ~ '" 0(1) 00 A.. Ol"'O '" +- ~O 00 +=<D"'O C.=: (I)+- 'in +- ~ .. ui Ol O:J C . 0>= .~ c5l +-C "'OC c+- .!::! 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'" 2 1---- .6-6-2 6.6.2 8-1-10 8.1.10 j I~ 13 4x7 = .6-6.2 6.6-2 9-11-11 9-11-11 a e sets LOADING (psf) TCLL 45.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC/ANSI95 CSI TC 0.88 BC 0.44 WB 0.80 (Matrix) 14.7.1 6-5-7 21.0-7 6-5-6 24-5-14 24[11.6 3-5.7 0.5-8 2.6-8 7x10 -:::: 6 27-5-14 Scale = 1 :63.3 4x6 = "' ~ <Xl 4x6 = 14 l~ 11 10 9 8 4x6 = 3.5x5 = 5x5 = 2.25x8 II 17-4-3 21-0-7 24-5.14 24[11-6 7-4-8 3-8-4 3-5.7 0-5-8 12 3x4 = DEFL in (Ioc) Vert(LL) -0.11 10-12 Vert(TL) -0.17 10-12 Horz(TL) 0.02 14 1 st LC LL Min IIdetl = 360 BRACING TOP CHORD BOT CHORD IIdefl >999 >999 n/a PLATES MII20 Weight: 169 Ib LUMBER TOP CHORD 2 X 6 SPF 1650F 1.5E BOT CHORD 2 X 6 SPF 1650F 1.5E WEBS 2 X 4 SPF NO.2 'Except' 5-92 X 4 SPF SId, 4-10 2 X 4 SPF Std, 4-12 2 X 4 SPF Std 2-122 X 4 SPF SId, 1-132 X 4 SPF 1650F 1.5E OTHERS 2 X 6 SPF 1650F 1.5E REACTIONS (Ib/size) 14= 1944/0-5-8, 13= 1550/0-5-8 Max Horz 13=506(load case 4) Max Uplift 14=-168(load case 4) FORCES(lb) - First Load Case Only TOP CHORD 1-2=-568,2-3=-2314,3-4=-2159,4-5=-1333,5-6=-658, 6-7=-80, 8-14=34, 6-14=-1910, 1-13=-555 BOT CHORD 12-13=2337,11-12=1721,10-11=1721,9-10=608,8-9=-49 WEBS 5-9=-1418,6-9=1618,5-10=1263,4-10=-1125, 4-12=667, 2-12=-395, 2-13=-2082 GRIP 197/144 WEBS Sheathed or 5-8-10 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 8-9. 1 Row at midpt 6-8, 5-9 2 Rows at 1/3 pts 2-13 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.15, and the plate grip increase is 1.15 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC-94. 3) Bearing at joint(s) 14 considers parallel to grain value using ANSIITPI1-1995 angle to grain formula. Building designer shoulc verify capacity of bearing surface. 4) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift atjt(s) 14 and 13. 5) This truss has been designed with ANSIITPI1-1995 criteria. LOAD CASE(S) Standard .....,..., lilt....... ...... << ..... .. ~ IIr ~L"'~ '=-u:7~ r.-.~ " ....... ..IUM 8MC1A DAlE A WARIVlNO - v~...... ~ cuuI READ NCYI'BS ONT.BJS AND RBVERSB smB BBJI'ORB lISB. OeslQn valid tor use only wtth MlTek connectors. This design Is based only upon parameters shown, and Is tor an individual buDding component to be Installed and loaded vertically. AppllcabttWy 01 deslQn parameters and !)lope! incorporation 01 component Is .esponslblltty 01 building deslQner . notlruss deslQner. Bracing shawn II lor lateral support 01 individual web membelS only. AddttlonaltemPOlary bracing to Insure stabUlly during construction Is the responsibility 01 the erectOl. Addttlonal permanent bracing 01 the overan structure Is the responslblltty 01 the building deslQner. For general guidance regarding labrlcatlon, qualtty control, storage, delivery, election and bracing, consutt Q5T.aa Qualtty standard, D5B.89 Bracing 5peclllcalton, and HIB.91 Handling Installing and Bracing R...omm.....a11on available Irom Truss Plate Instttute, 583 O'Onohlo Drive, Madison, WI 53719. ;, i. --..~~:'" ,P .: . q:fll,._'. .. # !I . r:.. UCEl8E ,.1_ March 6,2002 MI. MiTek@ ___.:It '," c - Q) c (I) ~ ~ .- - (I) .a E ::] z en (I) ~ o z > ~ Q) .... c CI) ~ Q) c. o ... A.. CD en 6~ O:J 'C'c "5= 00 Os ~~ OCD = Q. 0... U.O OQ) -0) !o .2E .- 0 ~c ~ Qi 0. .c. o u ma. a .c. -en (I) +-0(1) +- 0(1)+= ~ ~.~ 0 '0 0> Ol a. 0> .~ g."'O 0 "'O"'~ >- l:lC:~ :E :J.Q ~ Ol -u~ += -:;; (I).~ a ~QiQi (I) - .::.c. .0 ~ ~o E .Q1 .Ql'O g.m"'O u"'O c: (I) Ol 0 "'O.~ Qi '5:Q c: Q '5 ~ 0..00 ~ Q) .0 E (I) E ~ +-(1) :J.c. 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U - o g a:J :r: 0- Z ~ d, N NO-a ~ r--: g O:No- N -0 Z (V) <Xl 6 0- ~ 8 Ll) ~ ~ <Xl <Xl Q:: :r: ....J o o U U a:J U (/) ~ ffi ~ '" Ol '" ~ en ':::0 o'iij .g'5 o E _C: 00 0+= ~ U "'O:J o~ ..Qc ~ 0 ~ u ~o o '" c:t 00 Cl1ii C") z 6 <Xl 8 --..,...... ..... .............=.= _ II' UIIlII, ... ... .. ... , . ...,lJaIalll .. r.-~ II ..... .. ..IUM URCIA 4.201 1------ 8-2-5_____ ----_+_ 8.2-5 14-7.12 6-5-7 21.1.3 6-5-7 27.6-9 6-5.6 31.4.8 3.9-15 5x6 -:::: 7 "' JI 6 3.00112 4x12 \I 4x12 II 16 4x5 = 15 4x6 = 14 5x6 = 13 12 5x6 = 4x6 = 2-8-14 2-8.14 ate sets 9.1.6 6-4-8 16-5.13 7-4-7 23-10.5 7-4-8 31.4-8 7.6-3 LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC/ANSI95 CSI TC 0.93 BC 0.98 WB 0.93 (Matrix) DEFL in (Ioc) Vert(LL) -0.33 14-16 Vert(TL) -0.50 14-16 Horz(TL) 0.10 11 1 st LC LL Min IIdetl = 360 BRACING TOP CHORD BOT CHORD WEBS I/deft >999 >746 n/a PLATES MII20 Weight: 1851b LUMBER TOP CHORD 2 X 6 SPF 1650F 1.5E BOT CHORD 2 X 6 SPF 1650F 1.5E WEBS 2 X 4 SPF Std 'Except' 8-11 2 X 4 SPF No.2, 7-12 2 X 4 SPF No.2, 7-11 2 X 4 SPF NO.2 Sheathed or 3-4-1 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 8-11,5-12,7-11 WEDGE Left: 2 X 6 SPF 1650F 1.5E REACTIONS (Ib/size) 1=1839/0-5-8,11=2258/0-3-9 (input: 0-3-8),10=5/Mechanical Max Horz 1=499(load case 4) Max Uplift 11 =-89(load case 3) Max Grav 1=1839(load case 1), 11=2258(load case 1), 10=58(load case 3) FORCES(lb) - First Load Case Only TOP CHORD 1-2=-5610, 2-3=-5266, 3-4=-5181, 4-5=-3556, 5-6=-1767, 6-7=-1684, 7-8=63, 8-9=-67, 8-11 =-498 BOT CHORD 1-16=5336, 15-16=3874, 14-15=3874, 13-14=2364, 12-13=2364, 11-12=822, 10-11=0 WEBS 2-16=-672,4-16=1392,4-14=-1118, 5-14=1542, 5-12=-1582, 7-12=1725, 7-11=-1769 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 10.0 psf bottom chord dead load, 100 mi from hurricane ocean line, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.15, and the plate grip increase is 1.15 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC-94. 3) WARNING: Required bearing size at joint(s) 11 greater than input bearing size. 4) Refer to girder(s) for truss to truss connections. 5) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 1 and 11. 6) This truss has been designed with ANSIITPI1-1995 criteria. LOAD CASE(S) Standard MlE A WARIVlNO - v.r(IiI...... pcarca.-t.... cuuI READ NOTBS ON T.BJS AND RBVERSB smB BBJI'ORB lISB. OeslQn valid tor use only wtth MlTek connectors. This design Is based only upon parameters shown, and Is lor an individual building component to be Installed and loaded vertically. Appllaablltty 01 deslQn parameters and plope! incorporation 01 component Is responslblltty 01 building deslQner . not truss deslQner. Bracing shown Is lor lateral support 01 individual web members only. Addttlonaltemporary bracing to Insure stablltty during construction Is the responslblltty 01 the erectOl. Addttlonal permanent bracing 01 the overall structure Is the ,esponslbDtty 01 the building deslQner. For general guidance regarding fabrication, quallly controL storage, delivery, erection and bracing, consutt Q5T-aa Quoltty standard, D5I.89 Bracing 5peclllcatlon, and HIB.91 Handling Installing and Bracing R...omm.....a11on available from Truss Platelnstttute, 583 D'Onolrlo Drive, Madison, WI 53719. . 'l:tE. ~,;.:;, ''1''. _"....._ .r.m.tp "'.'1,1 :f. '!i1S.... 34-0-0 2-7-8 4x6 II 8 9 Scale; 1:60.9 ~ A 10 o 11 6x6 = 10 -t 36-7-8 5-3.0 GRIP 197/144 UCEII8E~~ March 6,2002 all. MiTek@ ~PE~ 9'__'" ,'41. en ~ ~ c u; Q) Q) Qi (I) '" ,... "'0 0 .Q c '0 '0 .c.C: - c:~+- Q. 0. Q)+= 0 o Q) U Q) c: 0 ~ ~ 2 0 .c. 00 U c: +- c:c:J!! E OQ) +-'0 0 (1)5. 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IU ..q 0: N lID \ C) ~ E 0 'I' .o- w .... .... o~ X ~ Z 0- j!! -- IU 0: ii 0 >- "I:: I- ..q j!! <D ~ .2:1 ~ ~ 0 ~ IU en tI A. lID ::E A. c: f2 I Job J020405 Truss A14STGE I russ I ype DBL. MOD. QUEEN IQty 1 t-'Iy 1 ::stonegate Apartments (optional) 4.201 SR1 s an llU Jl Mil e~ noustnes, Inc. Mon Mar U4 ll:4o:Jl lUUl I-'age l 12143594 Stock BUilding ~ upply-Mlnnesota I russ, Cedar, Mn. 55011 LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Trapezoidal Loads (pit) Vert: 1=-103.1-to-8=-114.0. 8=-114.0-to-15=-103.0, 1=-23.1-to-159=-34.0, 159=-34.0-to-15=-23.1 A WARIVlNO . v~ .alp pcarcanwt.,.. cuuI READ NCTI'SS ON TBJS AND RBVERSB smB BBJI'ORB lISB. Oeslgn valid lor use only wtth MlTek connectors. This design Is based only upon parameters shown, and II 101 an individual buDding component to be Installed and loaded vertically. Appllcablltty 01 deslQn parameters and ploper IneorPOlatlon 01 component Is responslblllly 01 building deslQner - not truss deslQner. Bracing shown Is 101 lateral support 01 individual web members only. Addttlonaltemporary bracing to Insure stablltty during construction Is the responslblltty 01 the erector. Addttlonal permanent bracing 01 the overaU structure Is the responslbUtty 01 the buDding deslQner. For general guidance regarding labrlcatlon, qualtty controL stOlage, deUvery, erection and bracing, consutt QST-aa Qualtty standard, D5I.89 Bracing 5peclllcallon, and HIB.91 Handling In.talllng and Bracing R...omm.....a11on avaUable Irom Truss Plate Inslttute, 583 O'Onofrlo Orlve, Madison, W153719. ,i;~ 1 ~'-'i.;t. . ,; ;I JIIIi,iTIi*- ".iil;~:; II Eo> ,[ ,;:,~I~ai I. all" MiTek@ m: "..,'~ ~ ,. en Q) ~ o z > ~ Q) ... c CJ) c ... Q) c Q) (J) ~ ~ Q) Q. o ... A- Q) en 6~ O:J '0"2' -- 50 05 ~~ OQ) = A- 0... LL.O OQ) -0) !c .2E .- c ~o E Q) ~ en > CJ) 0) c "i:: Q) .a E ~ z ~ Qi 0. .c. o u (I) a . 0 .c. 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(1)-", U.Q u.~ w +- .- .8 0 ._~ (I) 'OD- E ::1.- o '" o ~ ii .Q~~ (I) 5 =<Xl > 0=05 E:;::- =0 .!.1 c: -::I -0 0 o..Q .Q 0 ~ N-"'O .o"'O+- .. e "'O.Q '" 0 '" (I) Q _U)cn+-- ~ c: E (I) U .2'0 't;C:~u; 2::1 2.0 Z Q)C:C:",Q) x '" 0 >.=: ~ 1Dl::! ~ ~~:Q o.~ O.I: c(I)(I)2:S -.:r2", "'::I u+- .!.1.!.1 en ool( (l)EEou ~ 0 '" .!!! 0' a e- (I) ~ '" .- c: -0 (9"'00 "'O.c. 0- ::I 'OZ .c.(I).-o Z U=Ooa.31 LL 0..:: f=@u I- 0."'0 +- ~J;u J;~ 0 0 iC iC iC -au. 0 ~ .. e ~ .a ~ ~ o 0 w a: 0 '50 N ~ . E 0 'I' .o- w ... \ 0 ~ o~ >< ... -. ~ Z '" t!! ..t: w a: ii 0 > I- ~ t!! <Ii ~ .f::e ~ ~ 0 ~ w CJ) .. D- . ::. D- O< 2 DBL. MOD. QUEEN russ ype Innesota Truss, Cedar, Mn. 55011 - f- 8-2-5 8-2-5 27.6-9 6-5-7 14.7-12 6.5-7 21-1-3 6-5.7 3x4 II 34-0-0 40-5.7 46.10.13 53-4-4 6-5.7 6.5-7 6-5-7 6.5.7 4x5 II 6x8 = 5x6 "" 5x6 "" 59-9.11 6.5-7 t '" 3x4 II 26 25 3x4 II 7x8:= 3x4 II 3x4 II 5x6 =3x4 II 3x4 II 3x4 II 3x4 II 3x4 II 3x4 II 3x4 II 3x4 II 3x4 II 5x6'" 3x4 II 8x12 II 24 3x4 II 23 3x4 II 27 5x6 = 3x4 II 3x4 II 5x6 = 5x6 = 5x6 = 3x4 II 3x4 II 3x4 II 3x4 II 3x4 II 3x4 II 3x4 3x4 II 3x4 II f-8.141 9-1-6 2-8-14 6-4-8 16-5-13 7-4-7 23-10-5 7-4.7 31.2-12 7-4-7 3x4 II 3x4 II 3x4 II 3x4 II 18 17 3x4 1116 3x4 115x6 = 3x4 II 5x6 = 3x4 II 7x8 = 3x4 II 3x4 II 3x4 II 3x4 II 3x4 II 3x4 II 22 3x4 II 159 21 3x4 II 20 19 58-10-10 7.4-7 68-0.0 8-2-5 Scale = 1:135.1 15 "' I';' "' '" 5x6 = 5x6 = 3x4 II 5x6 = 3x4 II 5x6 = 3x4 II 3x4 II 3x4 II 3x411 3x4 II 3x4 II 3x4 II 3x4 II 3x4 II 3x4 II 3x4 II I 3x4 II 3x4 I 8x12 /; 3x4 65-3-2 F8-O'OI 6-4-8 2.8.14 LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr NO Code UBC/ANSI95 CSI TC BC WB 0.75 0.62 0.97 LUMBER TOP CHORD 2 X 6 SPF 1650F 1.5E BOT CHORD 2 X 6 SPF 1650F 1.5E 'Except' 20-232 X 6 SYP 2400F 2.0E WEBS 2 X 4 SPF Std 'Except' 5-252 X 4 SPF No.2, 7-242 X 4 SPF No.2, 7-222 X 4 SPF NO.2 8-22 2 X 4 SPF No.2, 8-21 2 X 4 SPF No.2, 9-21 2 X 4 SPF NO.2 9-192 X 4 SPF No.2, 11-182 X 4 SPF NO.2 OTHERS 2 X 3 SPF Std 'Except' 8-28 2 X 3 SPF No.2 36.9-4 5.6-8 44-1-11 7.4.7 51-6.3 7-4-7 DEFL in (Ioc) Vert(LL) -0.23 16 Vert(TL) -0.31 16 Horz(TL) 0.03 22 1st LC LL Min IIdetl = 360 BRACING TOP CHORD BOT CHORD WEBS IIdetl >999 >999 n/a PLATES MII20 Weight: 5181b GRIP 197/144 Sheathed or 4-2-12 oc purlins. Rigid ceiling directly applied or 5-5-4 oc bracing. 1 Row at midpt 5-24, 7-22, 9-21, 11-19 2 Rows at 1/3 pts 8-22,8-21 WEDGE Left: 2 X 6 SPF 1650F 1.5E, Right: 2 X 6 SPF 1650F 1.5E REACTIONS (Ib/size) 1=1186/0-5-8, 15=1187/0-5-8,22=3441/0-3-8,21=3444/0-3-8 Max Horz 1=53(load case 3) Max Uplift 1=-14(load case 3), 15=-20(load case 4), 22=-79(load case 3), 21=-72(load case 4) Max Grav 1=1370(load case 6), 15=1370(load case 7), 22=4037(load case 6), 21=4040(load case 7) FORCES(lb) - First Load Case Only TOP CHORD 1-2=-2658,2-3=-2312,3-4=-2312,4-5=-419,5-6=1578, 6-7=1578, 7-8=3634, 8-9=3634, 9-10=1577, 10-11=1577, 11-12=-421, 12-13=-2314, 13-14=-2314, 14-15=-2660 BOT CHORD 1-27=2572,26-27=956,25-26=956,24-25=-732, 23-24=-2470, 22-23=-2470, 22-159=-3120, 21-159=-3120,20-21=-2470, 19-20=-2470, 18-19=-731, 17-18=957, 16-17=957, 15-16=2574 WEBS 2-27=-728,4-27=1548,4-25=-1231,5-25=1736, 5-24=-1729, 7-24=1995, 7-22=-2247, 8-22=-1310, 8-21=-1312 9-21=-2248 9-19=1997 11-19=-1730 11-18=1737 12-18=-1231 12-16=1548 14-16=-728' , , , , , , NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.15, and the plate grip increase is 1.15 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek .Standard Gable End Detail" 4 ) WARNING: The unusually long span and/or configuration of this truss requires that extreme care be used in its application. Use proper transportation, unloading and erection methods. Assure that all required web lateral bracing is communicated to the building contractor. Ensure that over-all building bracing is designed by a qualified engineer, architect, or building designer. 5) All plates are 3x6 MII20 unless otherwise indicated. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC-94. 8) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift atjt(s) 1,15,22, and 21. 9) This truss has been designed with ANSIITPI1-1995 criteria. .. ~ .. .... .... .. .... ...,...,...... .... ...... <<...... ~ .. - ...... III .... ~ IlIA ... . _ .. Unt." ... f....-=. .... ... " ....... ~ ..IUM URCIA DAlE A WARIVlNO. v~...... pc_ens cuuI READ NCTI'SS ONT.BJS AND RBVERSB smB BBJI'ORB lISB. OeslQn valid tor use only wtth MlTek connectors. This design Is based only upon parameters shown, and Is lor an individual building component to be Installed and loaded vertically. 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IL 11II ::E IL '" 0 '" r ----- ~ 8-2-5 8-2-5 14-7.12 6-5.7 27-6-9 --+_34-0-0 6-5-7 6-5-7 -+- 21-1.3 6-5-7 ~~~'~d~> o 8x12 II 24 23 27 26 25 12-8-141 9-1-6 16-5-13 23-10-5 31-2-12 2-8-14 6-4-8 7-4.7 7-4.7 7-4.7 ate sets : LOADING (psf) SPACING 2-0-0 CSI TCLL 40.0 Plates Increase 1.15 TC 0.62 TCDL 10.0 Lumber Increase 1.15 BC 0.50 BCLL 0.0 Rep Stress Incr YES WB 1.00 BCDL 10.0 Code UBC/ANSI95 LUMBER TOP CHORD 2 X 6 SPF 1650F 1.5E BOT CHORD 2 X 6 SPF 1650F 1.5E 'Except' 20-23 2 X 6 SYP 2400F 2.0E WEBS 2 X 4 SPF Std 'Except' 7-242 X 4 SPF No.2, 7-222 X 4 SPF No.2, 8-22 2 X 4 SPF NO.2 8-21 2 X 4 SPF No.2, 9-21 2 X 4 SPF No.2, 9-192 X 4 SPF NO.2 partments 12143592 Mon Mar 04 12:45:26 2002 Page 1 40-5-7 6-5-7 46-10.13 6-5-7 68-0-0 ----I 8-2-5 Scale = 11111 53-4-4 6-5-7 59.9-11 6.5.7 6x6 = 8 15 "' IJ; 6 22 20 8x12 II 19 18 17 16 21 36-9-4 44.1.11 51-6-3 58-10-10 65-3-2 168-0-0 I 5-6-8 7-4-7 7-4-7 7-4-7 6-4-8 2-8-14 DEFL in (Ioc) IIdefl PLATES GRIP Vert(LL) -0.21 27 >999 MII20 197/144 Vert(TL) -0.29 27 >999 Horz(TL) 0.03 22 n/a 1 st LC LL Min I/detl = 360 Weight: 370 Ib BRACING TOP CHORD Sheathed or 4-6-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-11-4 oc bracing. WEBS 1 Row at midpt 5-24,7-22, 8-22, 8-21, 9-21, 11-19 WEDGE Left: 2 X 6 SPF 1650F 1.5E, Right: 2 X 6 SPF 1650F 1.5E REACTIONS (Ib/size) 1 =1 087/0-5-8, 15= 1 087/0-5-8, 22=2966/0-3-8, 21 =2966/0-3-8 Max Horz 1 =-53(load case 4) Max Uplift 1=-13(load case 3), 15=-19(load case 4), 22=-75(1oad case 3), 21=-69(load case 4) Max Grav 1=1270(load case 6), 15=1270(load case 7), 22=3562(load case 6), 21=3562(load case 7) FORCES(lb) - First Load Case Only TOP CHORD 1-2=-2397,2-3=-2069,3-4=-2069,4-5=-344,5-6=1432, 6-7=1432, 7-8=3220, 8-9=3220, 9-10=1432, 10-11=1432, 11-12=-344, 12-13=-2069, 13-14=-2069, 14-15=-2397 BOT CHORD 1-27=2320,26-27=839,25-26=839,24-25=-674, 23-24=-2201, 22-23=-2201, 21-22=-2765, 20-21=-2201,19-20=-2201,18-19=-674,17-18=839, 16-17=839, 15-16=2320 WEBS 2-27=-692,4-27=1405,4-25=-1131,5-25=1537, 5-24=-1549, 7-24=1725, 7-22=-1963, 8-22=-1160, 8-21=-1160,9-21=-1963,9-19=1725, 11-19=-1549, 11-18=1537, 12-18=-1131, 12-16=1405, 14-16=-692 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 pst top chord dead load and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.15, and the plate grip increase is 1.15 3) WARNING: The unusually long span and/or configuration of this truss requires that extreme care be used in its application. Use proper transportation, unloading and erection methods. Assure that all required web lateral bracing is communicated to the building contractor. Ensure that over-all building bracing is designed by a qualified engineer, architect, or building designer. 4) All plates are 5x6 MII20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC-94. 6) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 1, 15, 22, and 21. 7) This truss has been designed with ANSIITPI1-1995 criteria. LOAD CASE(S) Standard ........ ...... .~'t!: ....... If .... .. "'...~ Q _ .. .r... .... ~ .. _1_. ..,lJcIIiIM ... f......:=;,.... ... " ..... II ~ .IUM URCIA DAlE UCEI8E Ht48 March 6,2002 A WARIVlNO - v.rfJlI...... pcaranwt.... cuuI READ NCTI'SS ON TBJS AND RBVERSB smB BBJI'ORB lISB. OeslQn vaDd tor use only wtth MlTek connectOls. This design Is based only upon parameters shown, and Is lor an individual buDding component to be Installed and loaded vertically. AppllCabtttty 01 deslQn parameters and proper incorporation 01 component Is responslblltty 01 building deslQner . not truss deslQner. Bracing shawn II lor lateral support 01 individual web members only. AddttlonaltempOlary bracing to Insure stablllly during construction Is the responslblltty 01 the erectOl. Addttlonal permanent bracing 01 the overall structure Is the responslblltty 01 the building deslQner. 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ClI: o t- O w Z Z o o '" Ol '" :l en ~o o'iji .go o E _C: 00 0+= ~ U "'O:J O~ .Qc ~ 0 ~ U 0'0 '0'" c:t 00 Clt; C") Z I o co 8 ~ ~ .... ~ 'i~ -~.201 SR1 s 8-2-5 8-2-5 t- ~. __~_4~7: 'l__ 6-5.7 21.1-3 6.5-7 27-6-9 6-5.7 33-11-4 34.~-12 40-5-7 6-4.11 0.1.8 6.4-11 46-10-13 6-5-7 53-4-4 6-5-7 59-9-11 6.5.7 68-0-0 8-2.5 Scale; 1:111.2 6x6 = 3.00112 5 6 4..------::::::~ 2_/~ ~~~=-_n__n~ o 5x10 \\ ~12 II ~ V ~ ~ ~ 23 6-8-14 6-8-14 ate sets 19-1-6 I _ 16-5-13 2.4-8 7-4-7 23-10-5 7-4-7 31-2-12 7-4.7 CSI TC 0.56 BC 0.51 WB 0.95 LOADING (pst) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC/ANSI95 LUMBER TOP CHORD 2 X 6 SPF 1650F 1.5E BOT CHORD 2 X 6 SPF 1650F 1.5E 'Except' 20-23 2 X 6 SYP 2400F 2.0E WEBS 2 X 4 SPF Std 'Except' 7-242 X 4 SPF No.2, 7-222 X 4 SPF No.2, 8-22 2 X 4 SPF NO.2 8-21 2 X 4 SPF No.2, 9-21 2 X 4 SPF No.2, 9-192 X 4 SPF NO.2 15 "' IJ; 6 22 12x12 il 21 20 19 18 17 16 36-9-4 44-1-11 51-6-3 58-10.10 65-3-2 168-0.0 I 5-6-8 7-4-7 7-4-7 7-4-7 6-4-8 2-8.14 DEFL in (Ioc) I/deft PLATES GRIP Vert(LL) -0.20 16 >999 MII20 197/144 Vert(TL) -0.29 16 >999 Horz(TL) -0.03 21 n/a 1 st LC LL Min IIdetl = 360 Weight: 372 Ib BRACING TOP CHORD BOT CHORD WEBS Sheathed or 4-6-5 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing, Except 10-0-0 oc bracing: 16-18,15-16. 1 Row at midpt 4-27,7-22,8-22,9-21, 11-19 2 Rows at 1/3 pts 8-21 WEDGE Left: 2 X 6 SPF 1650F 1.5E, Right: 2 X 6 SPF 1650F 1.5E REACTIONS (Ib/size) 15= 1220/0-5-8, 22= 171 0/0-3-8, 21 =3487/0-3-8, 28= 1715/0-5-8 Max Horz 28=-53(toad case 4) Max Uplift 15=-13(1oad case 4), 22=-5(load case 3), 21=-43(1oad case 4), 28=-259(load case 3) Max Grav 15=1280(load case 7), 22=2003(load case 6), 21=3597(load case 7), 28=2029(load case 6) FORCES(lb) - First Load Case Only TOP CHORD 1-2=1909,2-3=390,3-4=390,4-5=-76,5-6=857, 6-7=857, 7-8=2198, 8-9=2675, 9-10=890, 10-11=890, 11-12=-883, 12-13=-2599, 13-14=-2599, 14-15=-2926 BOT CHORD 1-28=-1850,27-28=-640,26-27=246,25-26=246, 24-25=-356, 23-24=-1398, 22-23=-1398, 21-22=-2067,20-21=-1674,19-20=-1674, 18-19=-149, 17-18=1360, 16-17=1360, 15-16=2831 WEBS 2-27=579,4-27=-751,4-25=-388, 5-25=655, 5-24=-1029, 7-24=1202, 7-22=-1564, 8-22=-211, 8-21=-1710,9-21=-1962,9-19=1722,11-19=-1547, 11-18=1533, 12-18=-1128,12-16=1396, 14-16=-686, 2-28=-2025 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 10.0 psf bottom chord dead load, 100 mi from hurricane ocean line, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.15, and the plate grip increase is 1.15 3) WARNING: The unusually long span and/or configuration of this truss requires that extreme care be used in its application. Use proper transportation, unloading and erection methods. Assure that all required web lateral bracing is communicated to the building contractor. Ensure that over-all building bracing is designed by a qualified engineer, architect, or building designer. 4) All plates are 5x6 MII20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC-94. 6) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift atjt(s) 15, 22, 21, and 28. 7) This truss has been designed with ANSIITPI1-1995 criteria. LOAD CASE(S) Standard ....,..,...... -... ..... << .... .. "... IIr _ or........ ... ~ ... _1_ ..., Lt,I.M "'"' f~~'" " .....11 . ..IUM IMCIA alE UCBIEIlvNB March 6,2002 A WARIVlNO - v~ ...... pcarcsnwtcra cuuI READ NCTI'SS ON T.BJS AND RBVERSB SlDB BBJI'ORB lISB. OeslQn valid tor use only wtth MlTek connectOls. This design Is based only upon parameters shown, and 10 101 an individual building component to be Installed and loaded vertically. Applcablllly 01 deslQn parameters and ploper IncOIPOIatlon 01 component Is responslbl1lly 01 building designer. not truss deslQner. Bracing shown Is lor lateral support 01 individual web members only. Addttlonaltemporary bracing to Insure stablltty during construction Is the responslblltty 01 the erectOl. Addttlonal permanent bracing 01 the overal Itructure Is the responslbllly 01 the building deslQner. For general guidance regarding labrlcatlon, quallly controL Itorage, delivery, erection and bracing, consutt QST-II Qualtty standard, OSB.89 Bracing 5peclllcatlon, and HIB-91 Handling Installing and Bracing R...omm.....a11on available Irom Truss Plate Inltttute, 583 D'Onofrio Drive, Madison, WI53719. Ji. "lD<i. :.II ___d . ~I._. -. Ii ."" !1 ~. ... .... f~ all. MiTek@ , Mil. MiTek@ '8{lr(q~ Re:j020405 Stonegate Apartments MiTek Industries, Inc. 14515 North Outer Forty Drive Suite 300 Chesterfield, MO 63017-5746 Telephone 314/434-1200 Fax 314/434-5343 The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc, under my direct supervision based on the parameters provided by Stock Building Supply-Cedar,MN Pages or sheets covered by this seal: 12143586 thruI2143660 My license renewal date for the state of Minnesota is June 30, 2002. I~er~by certify lhat this plan spaci- flr.~~!~n, q~ ,":l;tOf: ,,:,,,,,, prepared by f. :.~>.;: :ii ~'(t';:r;' ~: ~;~li'~~};}!~:~:~'~~iFa~~ nt ..Ie Sta 01 :i.'.h..'......,. l ".t..i:lU.. . --- JUAN GARCIA - DATE March 6,2002 The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSIITPI-1995 Sec. 2. I... -, dill Ii .. . ~ I' ,I , . -. - ....-..- ... ...~ - .':,~~ t.r en Q) +- o Z > ~ (I) ... o en o ~ (I) c:: (I) ~ ~ Q) Q. o ... A- Q) en 6~ 0::::1 "C'2" -- :J- oc 05 ~:!! OQ) = A- 0... 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"4.2U1----sRTS: an 12143660 15 f----- 5-1-4 5-1-4 10-2-8 5-1-4 Scale: 3/4'=1' 4x4 = 3 00 112 2x4 --:::-- 2x4 II 2x4 ~ 10-2-8 10-2-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (Ioc) IIdetl PLATES GRIP TCLL 45.0 Plates Increase 1.15 TC 0.22 Vert(LL) n/a n/a MII20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.09 Vert(TL) n/a n/a BCLL 0.0 Rep Stress Incr NO WB 0.09 Horz(TL) 0.00 3 n/a BCDL 10.0 Code UBC/ANSI95 1 st LC LL Min IIdetl = 360 Weight: 21 Ib LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 OTHERS 2 X 3 SPF Std REACTIONS (Ib/size) 1=260/10-2-8,3=260/10-2-8,4=499/10-2-8 Max Horz 1 =6(load case 3) Max Uplift 1=-4(load case 3), 3=-5(load case 4) FORCES(lb) - First Load Case Only TOP CHORD 1-2=-21,2-3=-21 BOT CHORD 1-4=21,3-4=21 WEBS 2-4=-421 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 10.0 psf bottom chord dead load, 100 mi from hurricane ocean line, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.15, and the plate grip increase is 1.15 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC-94. 7) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 1, 3, and 4. 8) This truss has been designed with ANSIITPI1-1995 criteria. BRACING TOP CHORD Sheathed or 6-0-0 oc purl ins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ......,........ -..- ....... << .... .. ~ IIr _ . "'r III ..... ....n:III.. .. 11II,_ ... LIcIIiIM ,.. ~~ " ....... ..IUM WCIA LOAD CASE(S) Standard DAlE UCEI8E'tvt48 March 6,2002 A WARIVlNO - v~ ...... pcanunet.... cuuI RBAD NCTI'SS ON T.BJS AND RBVERSB smB BBJI'ORB lISB. OeslQn valid tor use only wtth MlTek connectOls. This design Is based only upon parameters shown, and Is lor an individual building component to be Installed and loaded vertically, Appllcablllly 01 deslQn parameters and proper incorporation 01 component Is responslblltty 01 building designer - not truss deslQner. Bracing shown Is 101 lateral support 01 individual web members only. Addttlonallemporary blaclng to Insure stablltty during construction Is the responsibility 01 the erector. Addttlonal permanent bracing 01 the overal structure Is the responslblllly 01 the buDding deslQner. For general guidance regarding labrlcatlon, quallly control, storage, delivery, erection and bracing, consutt QST.8I Qualtty standard, 051.89 lraclng 5peclftcatlon, and HII.91 Handling Installing and lraclng R...omm.....a11on avaUable Irom Truss Plate Insmute, 583 O'Onolrlo Drive, Madison, WI53719. ." MiTek@ Lli~iw.. ..~ en ~ ~ c u; "'0 0 .Q +- - Q) Q) Qi (I) '" ,... c: "'0 0 .c.C: (1)+= - c:~+- (I) 0 Q. 0. 0 o Q) U c: ~ ~ 0 0 .c. U 0 U c: +- cc:J!! E a Q) +-'0 0 Q)o. U o ~ ='0 c:_ oQ)'Q) '" Q) ..c. :c E (I) ... 0 0.'- +- ~ '" 0(1) 00 A- .c. . ui (1)"'0 "'+- ~o 00 +=<D"'O c.= (I)+- c: - -in (I) +-C: "'OC: c:+- o :J .!::! c: __ c: 0>= c: .~ -c: dl Z CD ~~:m +- C:(I) o~"'O 'in 0- "'0 -=0> c:.2 0.0 '" 00 ~Ol oE '" c: QiOo c: (I) :J.- g>8. 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III ..... t- %;:... . ilL @ @ ..0 u"'~ ~ a.: o~o ::. 0 C!:: 11I1 E z ~ I z...... ... 0 <( ...J cot; ~ au I (5 ::s ...z... c z <( u. U -.. "'::.% ... Z -.. 0 u !oliii . 0 U 0 U Z N ..... o~c ... 0 :J o:l (/) ..., :J 0 ~ o:l 3: ..., __Clio o:l I (/) Ol:lOH::> dOl z o j: ~ Z au iX o Q z en < z o ~ ..00 E ~ >-~ Cl)ilL - ~"'O (I) 0. c: .!!2 0. 0 l:! ~ <( l:l J!!(I) -:J c:.c. lU .::: :J +- .c. _ +-OuO .~ +-Q) c: '" o .- (I) '- 8 .~ "'0 C._ (I)'in O"'O~.c. . ~,C:O+-+- ~.- .80 0"'''' (I) _c:c: '" ~.~ .~ .2 ~ (l)C:C:",Q) cQ)Q)Q)5 (l)EEou u'Ooa.Sl_ iC ~ ~ o Q) (1)0> +-"'0 0(1) g (I) - -"'0..0 .- (I) c.:!! ~ 0:J:> +=00 .2 E.g ~Ot: ._.::: (I) o =co > ^' -.. "'0 '''- c: x",o ~2", ~ 0 '" 0- :J u. 0..::: iC .~ (I).:!! .c...Q +- '" '" - Q) 0 OC:u; u.Q (I) 'Olio .~ ~ a. 0'00 ..o"'O+- E Q) u >-.= ~ "':J .!!2 0- 5 f;:.~u iC III t o .&:. o 1: .. " E =- o u -0 iA: ..- "0 oA: E;::- .. c: .2"0 o::! c:- -0 OZ Q.~ .. c: o 0 '5(1) .0- o~ -- "I: .f::E .. .c."'Olii +-c:= "'OO~ .~ ~ 8. (l)U).c. .c.u;+- +- +- (l) .~ ..Q c: c: '" Q) 00- .- +- Q) "'~.c. C:O+- (I) - '" E :J.- ._ u c: "'0 '0 .Q -:;;C:cu; ;i:: ~!!1:Q (I) ~ E '" .c.(I).-o ..... 0."'0 +- au N en au ~ ~ ilL ~ X ~ "'0 Q) -~ dl 5- -!; Q) u ~ 0 o..a 5Q +=(1) 8:9 o '" -:J '" 0 2:J o.~ u+- (1)'05 ~.,!;u o < a.: . ..... < a.: I!! ~ 5 u +-u 00 '" ...... +-", c:+- '00 '- 0. 00. c: ~ o~ +=0, Oc: u__ o ~ -0 "'Q) 2..0 O.c. Uu '01: .,!;~ \151 C> (; a; (; ::;; '" 2 4.201 SR1 5 ~ 7.1-4 7-1-4 -+---- 14-2-8 7-1-4 4x4 = 3.00112 4 Scale = 1:22.5 1'-""" lilt......... ....... ., ... .. ,... IIr _....r...... ~ ....... . _ .. &JE... ... r.-~ " .....11 . ..IUM 8ARC1A 3x4 -::: 2x4 II 2x4 II 2x4 II 2x4 II 2x4 II 14-2-8 14-2-8 LOADING (psf) TCLL 45.0 TCDL 10.0 BeLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr NO Code UBC/ANSI95 CSI TC 0.24 BC 0.13 WB 0.05 (Matrix) DEFL in (Ioc) Vert(LL) n/a Vert(TL) n/a Horz(TL) 0.00 7 1 st LC LL Min I/detl = 360 I/detl n/a n/a n/a PLATES MII20 Weight: 35 Ib LUMBER TOP CHORD 2 X 4 SPF NO.2 BOT CHORD 2 X 4 SPF NO.2 OTHERS 2 X 4 SPF Std REACTIONS (Ib/size) 1 = 173/14-2-8, 7= 173/14-2-8, 10=229/14-2-8, 11 =40/14-2-8, 12=442/14-2-8, 9=40/14-2-8, 8=442/14-2-8 Max Horz 1=-9(1oad case 4) Max Uplift 11=-2(load case 3), 12=-11(load case 3), 9=-2(load case 4), 8=-11(load case 4) Max Grav 1=173(load case 1), 7=173(load case 1), 10=229(load case 1), 11=51(load case 6), 12=442(load case 1), 9=51 (load case 7), 8=442(load case 1) BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES(lb) - First Load Case Only TOP CHORD 1-2=41,2-3=-41,3-4=16,4-5=-16,5-6=-41,6-7=-46 BOT CHORD 1-12=6,11-12=6,10-11=6,9-10=6,8-9=6,7-8=6 WEBS 4-10=-180, 3-11=-58, 2-12=-337, 5-9=-58. 6-8=-337 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ANSI95 If end verticals or cantilevers exist. they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.15, and the plate grip increase is 1.15 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B. UBC-94. 7) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 1, 7, 10, 11, 12,9, and 8. 8) This truss has been designed with ANSIITPI1-1995 criteria. LOAD eASElS) Standard DAlE A WARIVlNO - v~...... ~ cuuI READ NCTI'SS ONT.BJS AND RBVERSB smB BBJI'ORB lISB. OeslQn valid 10. use only wtth MlTek connectors. This design Is based only upon parameters shown, and Is lor an individual buDding component to be Installed and loaded vertically. Appllaablltty 01 deslQn parameters and ploper IncorPOlatlon 01 component Is responslblllly 01 building deslQner . not truss deslQner. Bracing shown Is 101 lateral support 01 individual web members only. Addttlonaltemporary bracing to Insure stablltty during construction Is the responslblltty 01 the erector. Addttlonal permanent bracing 01 the overaU structure Is the responslbllly 01 the buDding deslQner. For general guidance regarding labrlcatlon, quallly control, storage, delivery, erection and bracing, consutt QST-II Qualtty standard, 051.89 lraclng 5peclllcallon, and HII.91 Handling Installing and lraclng R...omm.....a11on available Irom Truss Plate Inslttute, 583 O'Onolrlo Drive, Madison, WI53719. .!Ji,. ~~ i' ~__;;.1I._. ,a..t d., .. 3x40::- GRIP 197/144 LallEH1_ March 6,2002 all" MiTek@ I I j' ...:.:~ U) Q) ~ o z > ~ Q) ... c CI) o - Q) c Q) ~ ~ Q) Q. 2 A.. Q) en 6~ O::J '0.2" -- SO 05 ~~ OQ) = A.. 0... iIoO OQ) -0) !o .2E .- 0 ~c E Q) ~ en >- CI) 0) c "i: Q) ..a E :J Z ~ Qi 0. .c. o U (I) a . 0 .c. 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Z "in (I) '" - o () - ~ cO. 0 C:Q)c:", 5 '5 ~ (I) 0 -0 .!!! .Q c: 0.0 '0 +-.- (I) o c: . .. - c: '" Q) c:- c: ill ;:: '- 8 .!: "'0 +=00 u.Q m .Do 00- 02 o~ ~ C:._ Q)'in ~ E.!.1 'Ouo ... 'in +- Q) +=Q) +=0, o"'O~.c. . "0 c:~.c. o+- o c: Z (l)C:O+-+- (l)o't: .~ ~ a. (l)0+- U,Q W +- .- .8 0 aD: E:; .!!! U._ ._~ (I) 0", o ~ ii ,Q~~ (I) o =<Xl > 0'00 E;:: ._ U c: -:J -0 0 o..Q.Q 0 ~ N-"'O .o"'O+- .. c "'0 '0 .Q "'0 '" Q) 0- l!?:J l!?.o 0 Qi~~:;ID - c: E (I) U _0 ~ C ~~ Z )("'0 >-.= ~ Ol~ ~~Q)o o.~ O.c. c(I)(I)Q):; 'l;tl!?", '" :J u+- .!.1.!.1 ~ EEou .!!! 0" a c- (I)~Eu; .- c: en ~ 0 '" -0 0 "'00 "'O.c. (1)._.__ (I) 0- :J oZ .c. (1)._ 0 - Z U"'OCl 0.",. LL 0..:= f=~u .... 0."'0 +- ~ .f;u .f;~ 0 0 -Ie ~ -Ie -Ie Q.Q 0 ;:: .. c ~ ..a ~ ~ 00 0 '30 w "'" Ill: N .. \ 0 ~ E 0 III .o- w ..... ..... o~ X ~ Z '" -. w Ill: ii 0 l!! "c >- .2:e S "'" l!! ~ <Xi ~ ~ w 0 CI) ... Do .. ::; Do '" 2 N c<) ." ..., (/) o a: o COlJ: ""u 0.. o ~ N ..., Ol::lOH::> dOl ,...: CD ..., ,.. ..., ~ ...z ~o ~-. oti 0'" ....~ 00 S~ ~:z: ...~ ..~ :i~ ~0 Zz ...j: ~~ ~~ ~tit: S GII: tit au GII: o tit.... ... :z: i:'" .. o~~ :i Q~O ~ z~~ ... ~Qti ~ f!!z", ~ z~~ tit _O~ .. ~~~ ; ~ ..., a:) 0:: en ..... ~ > o Ill: Do Do ~ w o o o w ... ~ ..... Do Ill: ~ o w Z Z o o '" Ol '" ~ en ';:0 ()ai .go oE _C: 00 Q~ "'O:J O~ .Q~ ~ 0 ~ u 20 o~ c: u 00 Clt; c<) Z I o ex:> 8 @ @ .... ~ 'i~ russ 12143658 upply-Mlnnesota Truss. 4.201 SR1 s f- ..____~~ 4-5-3 _._____ 4-5-3 8-10-6 4-5-3 ---I Scale = 1: 14.0 4x4 = 3.00112- 2 />,///==~-=~---=== CiS _ 3~ 2x4 -/ 2x4 II 2x4 .:.::::- 8-10-6 8-10-6 LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC/ANSI95 CSI TC 0.10 BC 0.04 WB 0.06 DEFL in (Ioc) Vert(LL) n/a Vert(TL) n/a Horz(TL) 0.00 3 1 st LC LL Min I/detl = 360 IIdefl n/a n/a n/a PLATES MII20 GRIP 197/144 Weight: 181b LUMBER TOP CHORD 2 X 4 SPF NO.2 BOT CHORD 2 X 4 SPF No.2 OTHERS 2 X 3 SPF Std REACTIONS (Ib/size) 1=199/8-10-6.3=199/8-10-6,4=382/8-10-6 Max Horz 1=-5(load case 4) Max Uplift 1=-3(load case 3), 3=-4(load case 4) FORCES(lb) - First Load Case Only TOP CHORD 1-2=-16,2-3=-16 BOT CHORD 1-4=15,3-4=15 WEBS 2-4=-317 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline. on an occupancy category I, condition I enclosed building. of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.15, and the plate grip increase is 1.15 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC-94. 5) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 1, 3, and 4. 6) This truss has been designed with ANSIITPI1-1995 criteria. BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. LOAD CASE(S) Standard ...,...,...... ~...!.-t ....... << ..... .. ........~ ., _ .....r.., .... ~ .. 11III'_ .. UI:IIiIM Pr. f......:=J..... ... " ..... II ~ ..IUM URCIA DAlE UC8I8E H\_ March 6,2002 A WARIVlNO - v~ ...... pcaranwt.... cuuI READ NCTI'SS ON T.BJS AND RBVERSB smB BBJI'ORB Vl!IB. OeslQn vaNd tor use only wtth MlTek connectors. This design 10 based only upon parameters shown, and Is 101 an individual building component to be InstaUed and loaded vertically. AppftcabHtty 01 deslQn parameters and ploper IncOIPOIatlon 01 component Is responslblHly 01 building deslQner - not truss deslQner. Bracing shown Is lor Iaterallupport 01 individual web members only. Addttlonaltemporary blaclng to Insure stablltty during construction Is the responsibility 01 the ereetOl. Addttlonal permanent bracing 01 the overal Itructure Is the ,esponslbUlly 01 the buNdlng deslQner. For general guidance regarding labrlcatlon, qualtty controL storage, delivery, erection and bracing, consutt Q5T.8I Qualtty Standard, 051.19 lraclng 5peclllcatlon, and HII.91 Handling Installing and Iraclng R...omm.....a11on available Irom Truss Plate Instttute, 583 D'Onohlo Drive, Madison, W153719. all" MiTek@ .., .li ill . --"'"F.,.,;;..;t-: ';Jj,iW. . .. .; .Iii · __ ..- .jl en Q) ~ o z >- .... Q) 'I- C CI) C .... 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(I)+- .~ c: '" 0 "'O.c. c:+- Ocii '" +- Q)+- 'u~ (I) ~ 0.0 "'0 Q)+- .c.- +-0 -:J Ocr Q)Q)"'O .0 en.Q1 -+-- o U'u .c.Q)Q) "'0.0. ~"'", ~~Q) Eo'8 :Jc:~ --'._ Ol ex:> S'l 0- ..0 r-- .;, ~ ex:> r-- C') 0- co ..0 u ex:> I- <( I <( u.. u 0- o ~ CO I '" c: . ._ c: 0::0l :J.- o.lD ~"'O o c: "'00 Q) c: E~ 00 (D.c. .c.", "'Ol (l)c: .0 .- +-U '" 0 :Jo. E'" "'0 '2"'0 o Q) .c.'O U.- o.~ O~ .....0. o o +-'0 0(1) Ol= c:E 'u ~ 0'- ~ '" .0 .- _Ol oc: j'ffi o U WO-o .!:: c: (I) :J~O cr-c: (I)~ ~ (I) (I) "'-'" '2 o'~ o . Qi -5 g> E .- 0 Eg", gfl-~ ~tS - o ~ :c 'in c: g>& ".:;:: en ~ Ol (I)~ 'ti(l) C:.c. O+- ':::(1) "'O~ 00 oQi - '" . ~"'C: o :J ~ ..........:= 0 "'OO.c. c: +- '" o '" lJl Q) c: Q) Ol.Q c Q'O :J OQ)", .c.c:~ U c: (I) c:oE <(UO N 0- Z 8? ~ C"l ~ 0- 8 "" r-: C') 0: C"l 0- ~ ~ ~z -0 ~ 0 0- C"l l[) r-- r-- ex:> ex:> ~ I ....J (5 o u U CO U (f) ~ ffi 3 E .~ '" (I) '" ~u; ':=15 o'iji .go o E _C: 00 2t "'O:J 0':= ..Q~ ~o !/;U ~c o '" c:~ 00 Cl1;; ('j Q) 00 -c: 0.0 o.~ ~ OJ Ol- .02 EO. (1)0 E- '" 0 '" - :J 0 ~ > +-0 Qia =0. 00 o ~ o '5 '8. ...: U +- (I) +-:JQ) go.!;; .c.0l o:!:: c: Cl~(I) o:i @ N ('j ,....;: lD ...., ,.... ...., .- ...z !!ij ~... u:i; 0'" ~=- uo o~ ...... QIl:Z:: ....- Illl'- ~.c =-0 Zz :~ .c.c :gttli e GII: tit.... AiIi: Otlt... ... :z::i:'" Illl u'-~ ~ o~O ~ z .-'- ... .c o:i; QIl =z... .c z=-:z:: tit _oli;i Illl ~~~ ; a:i 0:. dl .!;; '0 en c: (I) o l:l .c.:J c:.:= :0 '0 U (I) c: .5 '13:2 fit Qi~ 0) ~ E :g (I) ~ -0 .0 .- :Q -g ::r:: :J 0 ~ o c: ~ -fii.Q :E ~ '0 CO') o (I) 0- U Qi 2:: o.ri ::I ... Z I o ex:> 8 ...I III Za. !i3 .... u II) lXl W ~. u Ol::lOH:J dOL ... ...., C/) ... 0( > o Ol: Q. Q. 0( w Q o o w ~ ... Q. Ol: g o w Z Z o o @ @ fi- -~ A! ~ 1! @ @ 11I1 ,: :5 - ~"'O - 0 0 ~ .c."'OO> U (I) 0. c: Q) 0 +-c:= "'0 +-u .!!l 0. 0 Q)0l "'OoQ Q) 00 ~~<(~ +-"'0 .!;; C .~ M 0 -= dl '" '"' ..Q1(1)en:J 0(1) (I)~ . :Jc: +-", Q) (/) 0. cr.- J~ t:: c:.c.(I)':= g Q) - .c...Q · E Q)U .Q. 8. :J +- .c. _ +-", :e. .c. ..c. ~o +-ouo -"'0.0 +-~rn Z .- (I) '" - o () - ~ co. 0 .!;; (I) c: '" c~ ~ (1)0 -0 .!!l .Q c: 0.0 c: :J 0+-'- (I) o :J o c: . .i: C:"'Q) c:- i= '- 0 c: "'0 +=00 u.Q Qi 00- o ~ o~ ~ c.g'Qi .tj; E E.g 'e. .- +- Q) +=Q) +=0, O"'O~.c. . =0'00 "0 ~oE o+- z (l)C:O+-+- ~Ot: .!;; ~ 0.. oi: (I) - '" U,Q s.!;; W +- .- .8 0 -- .:= Q) E :J.- o '" o ~ ii 0"'''' Q) o =CX) > 0=00 E:;:- -0 _c:c: '" .- U c: -:J 0 o..Q.Q 0 > ('\j_"'O .o"'O+- .. c "'0 =0 .Q '" 0 '" Q) Q Qi~~-:;;o> ~ c: E (I) U .2'0 ~ c c~ ~:J ~.o Z x '" 0 >.= ~ OI~ ;;:::: ~ Q) 0 o.!;; O.c. cQ)Q)Q)5 ""~'" '" :J u+- .g .g 0( (l)EE'Eu ~ 0 '" .!!! cr 5 c- (I)~Eu; .- c: en -0 0"'00 "'O.c. 0- :J oZ .c. (1)._ 0 - Z U=Ooo..9?_ u.. c..::: ~~U ..... 0."'0 +- ~.f;u .f;~ 0 0 iC ~ iC iC Q.Q 0 i= .. c 0( .a 0( ~ 00 W Ol: 0 "50 N ~ .. E 0 'I' ..o- W ... \ 0 ~ ... o~ X 0( Z 0- j!! -. W Ol: ii 0 >- "I: ... ~ j!! OS; ~ .2~ ~ 0( 0 ~ W CI) << Q. .. ::; Q. '" 0 ... russ upptY-lIilInnesotaT russ, 6-5.3 6.5.3 4x4 = 3.00112 2 ~. 3x4 -:::: 2x4 II 12-10-6 12-10-6 LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 CSI TC 0.38 BC 0.17 WB 0.11 I/detl n/a n/a n/a SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC/ANSI95 DEFL in (Ioc) Vert(LL) n/a Vert(TL) n/a Horz(TL) 0.00 3 1 st LC LL Min IIdetl = 360 12-10.6 6-5-3 .-------~----1 Scale = 1 :20.4 3x4 c:::: PLATES MII20 GRIP 197/144 Weight: 28 Ib BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF NO.2 OTHERS 2 X 3 SPF Std REACTIONS (Ib/size) 1=321/12-10-6,3=321/12-10-6,4=617/12-10-6 Max Horz 1=-8(load case 4) Max Uplift 1=-5(1oad case 3), 3=-6(load case 4) FORCES(lb) - First Load Case Only TOP CHORD 1-2=-26,2-3=-26 BOT CHORD 1-4=25,3-4=25 WEBS 2-4=-512 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.15, and the plate grip increase is 1.15 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC-94. 5) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 1, 3, and 4. 6) This truss has been designed with ANSIITPI1-1995 criteria. LOAD CASE(S) Standard t'!E UCB8E Ht48 March 6,2002 A WARIVlNO - v~ ...... pcsrIUINt.... cuuI READ NCTI'SS ON T.BJS AND RBVERSB SlDB BBJI'ORB lISB. OeslQn vaDd lor use only wtth MlTek connectors. This design Is based only upon parameters shown, and Is lor an individual buDding component to be Installed and loaded vertically. Appllaabntty 01 deslQn parameters and plope! incorporation 01 component Is responslblllly 01 building deslQner . not truss deslQner. Bracing shown Is 101 lateral support 01 individual web members only. Addttlonaltemporary bracing to Insure stablltty during construction Is the responslblltty 01 the erector. Addttlonal permanent bracing 01 the overaU structure Is the responslbUlly 01 the buMdlng deslQner. For general guidance regarding labrlcatlon, quallly controL storage, delivery, erection and bracing, consutt Q5T-II Qualtty standard, 051.89 lraclng 5peclllcatlon, and HII.91 Handling Installing and .raclng Recomm.....a11on available Irom Truss Plate Instttute, 583 O'Onolrlo Drive, Madison, W153719. all" MiTek@ i; .Ii it ''''":i1,i;;:.. 'f,1 'i __..loiiil__. ;; " .]it ~,.~' . \ lft .,.., . en Q) ~ o z > ~ Q) ~ c U) c ~ Q) c Q) ~ ~ Q) Q. 2 Q. eD en 6~ o~ -c'c 'S- 00 06 ~l!! OeD = Q. 0... u.o OQ) -0) !o .aE .- 0 .fc E Q) ~ en > U) C>> c: .- ~ Q) .a E :J Z ~ Qi 0. .c o u (1)0..0 .c. 'en (I) -+; ~ ~ 1;; ~.~ c .~ 0) Ol C. 0) 'ill g."'O 0 "'0"'2 > ~CQ) E :J.Q ~ Ol - U Q) += -:;Q)~ ;EQiQi ...... ..:..c ~~o .Q1 .gl 0 g.IIl"'O u"'O c: Q)0l0 "'O.~ Qi '5:g c: 2'5 ~ 0....00 o (I) .0 o +- ~ (I) .0 E (I) E~ +-(1) :J.c. (Jo (I) .c.C: uO o~ Ol"'O +-C: 00 "'''' '" +- :J 0 .:=c: -~ 0"'0 ~'o 0> -<( .c.:>. u= 0.2 Q)"'Oen c: (I) c: 0.0 0 "'E+= 2(1)8 .Q"'OO o.c::;: (I) o.~ U+-O o C:.- a: :Q. 0 Q)::? '0 uc: o.:Q. "'+- '25j Ou -5.Q. (1)"'0 +-0 o E g 2 -- '0;'0 Q) + I o~ c:+- (I) OlC: '" .~ .91 QiQi .c.C: +-0 00. l:l '<t (1)-- c~+- ~o +- c:_ ~o C:(I) o E u+= Ol+- :s 0 :!!ill'! 00- E~ ."'0 "'0(1) Q)Q) a~ c: (I) (I)+- .!!l 0 ~~ (1)0 C .c..c.o ~ (1)"- o~o l:l (I) U Q) .0 .;:: -E.o 5.2E o:i .0 (/) c a: o :r: u ~ o ~CX) 0" CD 00 c:+- '" c: .- 0 ~'2 'in 0 Q)+- "'0 Q) . .!!! OJ ~ :E~E 'O~.2 ~ .~ "'0 0Q)2 C:"'O >:J(I) ~o~ Q) - (I) 0..91 .~ x.o+- (l)0~ l:l Jl Qi Q) 0. '" C 0. ~ ~oo. ..0 c: "'0 0 .Q c:~+- o Q) U c:c:J!! o(l)'Q) +=<D"'O Q~"'O (1).00 :Qoo "'u- c: .;:: "'0 0.0 0 U 0 (I) --"'0 Q l:l ~ :J:JO +- ~- U +- ~ :J - (I) ~O.o ~~E c: == 0 g,gu o~Q ",0", .- 0.'- ~"'Q) E ~.\.! E(I)o 0:E Q (J .!!l 0. ...: ::I: o ii e t: ... ..... ~ o ClIl ... en +- c: Q) E '" (I) c:.= o :J 'in 0' c: (I) (I) ~ EO) .- c: "'0+= C:.Q 00. BE U:J ..QE "'0 'c c:'- o E (I) (I) N+- .- 0 '" U ai'U o.c: >.- +-c: (I)~ +-0 .Q.c. 0...", "'0 c: a Q) ..c. (I)+- .!::! c: "'0 "'O.c. c:+- aiD "'~ .~E (I)~ 0.0 '" 0 Q)+- .c. - +-0 -:J 00' (1)(1)"'0 .0 . (I) "'.- -+"- o U'u .c.Q)(I) "'0.0. ~"'''' E~(I) Eo'8 :Jc:~ -l._ 0) co c;< 0- L(j ~ .c co co 0 ~ C") q- co <l U co ..... <( I <( LL U 0- o ::) co I '" c: . ._ c: 0::::0l :J.- c.Ql ~'O Oc: '00 Q)c: :E~ 00 (Il.c. .c.", "'0) (I) c: .0 .- +-U '" 0 :Jo. E '" +- "'0 '2"'0 OQ) .c."'O U.- 0.> 02 ~o. o o +-'0 0(1) Ol= c:.2 '0 ~ 0'- ~ '" .0 .- _Ol o c: ]!'ffi OU (j)o-a .~ c: (I) 5- ~ Oc: Q) ::l ~ (I) (I) "'-'" '2 o'~ o . Qi -5 ~:E .- 0 E u8. '" o '" ~",J!! o . c: mt:J - o ~ :c .in c: 010 c:o. -~ en ~ (I) Ol ~ 'lnQ) C:.c. O+- ':=(1) "'O~ 00 o III - '" - ~"'C: ~2~ "'O+-O c:o.c. 0+-'" Q)~l:l Ol.Q ~ Q 0 :J 0(1)", .c.c:~ U c: (I) c:o:E <(uo N ~ 0- Z ~ d, N ~ 0- 8 <:l' r-: C") 0- C\I 0- N <l Z C") CO 6 0- ~ 8 ll) ~ ~ CO CO 0::: I ...J (5 o u U CO U (/) ~ ffi ~ :E .~ '" (I) '" ~u) ":=0 O.~ .gO o E _C: 00 0+= ~ U "'O:J 0':= ..Q~ ~ 0 ~ U ~c Ox.! c: U 00 01;; c? (I) 00 0.5 o'~ iD~ .02 EO. (I) 0 E- '" 0 :30 .:=~ Qio. =0. ~O ~.Q :J 0. ~ U+-Q) +-:JQ) g o.~ .c.0l o:!:: c: O~(I) o:i d> .~ 'Ben c:(I) o::l .c.:J c:.:= :0 '0 0 Q) c: c: .~~ lit QiJi! C) ~.2 ~ (I) ~ -0 .0 .- :g -g :t: :J 0 i o c: :t: 1il.Q ~ Q)+- ~ U C"') o (I) 0- (J Qi 2: .0 @ ... III ZA. ~a @ @ fi- l~.A~ ~ ~~ @ @ III t :s . ~"'O - ICI 0 s:; .c."'OQi U (I) 0. c: (I) 0 +-c:= "'0 +- U .!!l 0. 0 (l)0l "'OoQ (I) 0 0 ::l ~ <( ::l +-"'0 .~ 1: .~ ~ 8. .= dl "'....... .91 Q) .:J o Q) Q)~ . " :J c: +-", c:.c. III .:= g Q) . Q)CI) 0'.- .~ t: .c...Q s:;E Q) U .Q. 8. :J +- .c. _ +- '" -" .c. ..c. ~ 0 +-ouo -"'0.0 +-"'+- Z '- (I) "'- o U +-Ol '0.0 cO. .~ ~ c: III c~ ~ Q) 0 .!!l ..Q c: 0 o :J +- -ICI C:"'Q) c: :J o .- o 5 en iA: c:- ~ .~ 0 c: "'0 +=00 00- oQ o~ ~ c:.\.!'Qj'in ~ E.\.! U._ (I) ..- .- +- (I) +=(1) +=0, '000 "'~.c. o"'O~.c. . ":2 C:O+- o+- Oc: Z (l)C:O+-+- (l)0't: .~ ~ 0. (I) - '" U.Q w .- .8 0 'OIL U._ ._~ (I) E :J.- ..Q:s o ~ iii :Q~~ m 0=00 > 0'00 E:: ._ U c: -0 0 ~.~.~Q? N--"'O .o"'O+- .. C "'0 '0 .Q '" 0 '" Q) 0- 2:J 2.0 0 ~ c: E (I) U _0 ~c:~.:? (l)C:C:",~ x'" 0 >.= ~ 1CIl~ 'l:~(I)O o.~ O.c. Z c(l)(I)(I):J -.:2", '" :J u+- .\.! .\.! en ..: (l)EEou ~ 0 '" .!!l 0' 5 c- Q) ~Ecn .- c: "'O.c. -ICI 0"'00 Z '-'--Q) 0- :J ~~u 'OZ .c. Q).- 0 Z.f;u .f;~ - (J "'0 0 0. "'_ u.... 0...:= ~ 0. "'0 +- 0 0 iC ~ iC iC 0.0. 0 ~ ..c ..: .a ..: ~ .!ZICI w ~ GI: 0 ::10 N lID \ 0 ~ E 0 III .0-- ;;; ..... ..... ICI~ X ..: Z <> -- w GI: iii 0 > I!! "I: ~ ~ I!! eO ~ .2~ ~ ..: 5 ~ w en . IL lID ~ IL '" f2 N c? '<t ..., (/) c a: o M:r: ""U ll. o ~ N ..., a~OH::>dOl '" ~ ..., ..... ..., ~ ...z !!O ~~ 0'" .....~ UO 0..... :% ...~ ID~ ~C :::>>0 Zz ...~ ClIlClll CC ~=t: fa Ae" &AI All: 0........ ... ::I:ii:'" ID u ~ j!: ~ 0~2 ~ z~~ co= ::: ~~~ c ~OlW ::: ~~~ ; ~ ..., cO 0:. en ..... ..: > o GI: IL IL ..: w o o o w :c ..... IL GI: o ~ o w Z Z o o z 6 CO 8 -------_.__.__.~----- 8-5-3 16.10-6 8-5-3 Scale; 1 :26.7 4x4 = 3.00112 3x4 -:::: 2x4 II 3x4 ~ 16.10.6 16-10.6 LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC/ANSI95 CSI TC 0.84 BC 0.38 WB 0.16 DEFL in (Ioc) Vert(LL) n/a Vert(TL) n/a Horz(TL) 0.00 3 1 st LC LL Min IIdetl = 360 IIdetl n/a n/a n/a PLATES MII20 GRIP 197/144 Weight: 38 Ib LUMBER TOP CHORD 2 X 4 SPF NO.2 BOT CHORD 2 X 4 SPF NO.2 OTHERS 2 X 3 SPF Std REACTIONS (Ib/size) 1 =443/16-1 0-6, 3=443/16-10-6, 4=852/16-10-6 Max Horz 1=11(load case 3) Max Uplift 1=-7(1oad case 3), 3=-9(load case 4) FORCES(lb) - First Load Case Only TOP CHORD 1-2=-36,2-3=-36 BOT CHORD 1-4=34,3-4=34 WEBS 2-4=-708 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.15, and the plate grip increase is 1.15 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC-94. 5) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 1, 3, and 4. 6) This truss has been designed with ANSIITPI1-1995 criteria. BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. LOAD CASE(S) Standard .....,...,........ -- tIaIIiI << ..... - ....... IIr _ . ...r '" .....11IIIII1..... _11III1 _ .. LJcIIiIM ... r.-~ " .....11 ..IUM WCIA DAlE UCEII8E H~ i. March 6,2002 A WARIVlNO . v~ ...... parunwt.,.. cuuI READ NCTI'SS ON T.BJS AND RBVERSB smB BBJI'ORB lISB. OeslQn valid tor use only wtth MlTek connectors. This design Is based only upon parameters shawn, and II lor an individual building component to be Installed and loaded vertlcaHy. AppllaabUtty 01 deslQn parameters and ploper IncorPOlatlon 01 component Is responslblllly 01 building deslQner . not truss deslQner. Bracing shawn Is 101 lateral support 01 individual web members only. Addttlonaltemporary bracing to Insure stabllWy during construction Is the responslblltty 01 the erector. Addttlonal permanent bracing 01 the overall structure Is the responslblllly 01 the buDding deslQner. For general guidance regarding labrlcatlon, quallly controL storage, deNYery, erection and bracing, consutt QST-II Qualtty standard, 051.89 lraclng 5peclllcatlon, and HII-91 Handling Installing and lraclng R...omm.....a11on avaUable Irom Truss Plate Inslttute, 583 O'Onolrlo Drive. Madison, W153719. all" MiTek@ : r ",. 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(1)._ 0 ~.f;u .f;~ o "'0 0 0. "'_ LL.. 0..:: ..... 0."'0 +- 0 0 iC ~ iC iC Q.Q 0 ~ ..c 0( ..Q 0( ~ 00 0 '30 UoI ~ ell: N .. \ 0 ~ E 0 III ,g-- ;;; ... ... o~ >< 0( z <> -. UoI ell: ii 0 >- l!! "I:: .... ~ I!! <Ii ~ .2~ ~ 0( 0 ~ UoI CI) .. A. .. ::!: A. 0: 0 ... 1------- 10-5-3 10-5-3 20-10.6 10-5.3 -j Scale = 1 :33.0 4x5 = 3.00112 3 2x4 II 2x4 II 3x6 = 2x4 II 20-10.6 20.10-6 ate sets LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC/ANSI95 CSI TC 0.55 BC 0.26 WB 0.11 (Matrix) DEFL in (Ioc) Vert(LL) n/a Vert(TL) n/a Horz(TL) 0.00 5 1 st LC LL Min IIdetl = 360 IIdefl n/a n/a n/a PLATES MII20 GRIP 197/144 Weight: 49 Ib LUMBER TOP CHORD 2 X 4 SPF NO.2 BOT CHORD 2 X 4 SPF NO.2 OTHERS 2 X 3 SPF Std REACTIONS (Ib/size) 1 =258/20-1 0-6, 5=253/20-10-6, 7=-180/20-10-6, 8=373/20-10-6, 9=671/20-10-6, 6=845/20-10-6 Max Horz 1 = 14(1oad case 3) Max Uplift 5=-1 (load case 4), 7=-191(load case 7), 9=-20(load case 3), 6=-9(load case 4) Max Grav 1 =258(load case 1), 5=253(load case 1), 8=373(load case 1), 9=684(load case 6), 6=864(load case 7) BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES(lb) - First Load Case Only TOP CHORD 1-2=54 2-3=-73 3-4=-73 4-5=-74 BOT CHORD 1-9=15: 8-9=15,'7-8=15, 6-7=15, 5-6=15 WEBS 3-8=-317, 2-9=-525, 4-6=-523 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ANSI95If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.15, and the plate grip increase is 1.15 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC-94. 5) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 1, 5, 7, 8, 9, and 6. 6) This truss has been designed with ANSIITPI1-1995 criteria. ...,...,...... ..... ...... << ..... .. ~ IIr . .. ...r... ....11IIII111I.. ... .. , _ ... UcIIiIM ... ---i:' " ....... ..IUM IMCIA LOAD CASE(S) Standard DAlE UC88E~ March 6,2002 A WARIVlNO - v~ ...... parcanwt.... cuuI READ NCTI'SS ON T.BJS AND RBVERSB smB BBJI'ORB lISB. OeslQn valid lor use only wtth MlTek connectOls. This design Is based only upon parameters shown, and Is lor an individual building component to be Installed and loaded vertically. Appllcabtttty 01 deslQn parameters and propel incorporation 01 component 10 responslblltty 01 building deslQner . not truss deslQner. Bracing shown 10 lor lateral support 01 individual web members only. AddttlonaltempOlary bracing to Insure stabUtty during construction Is the responslbllWy of the erectOl. Addttlonal permanent bracing 01 the overall structure Is the responslblltty 01 the building deslQner. For general guidance regarding fabrication, qualtty control, storage, deHvery, erection and bracing, consutt Q5T.8I Qualtty standard, 051.89 Iraclng 5peclllcatlan, and HII.91 Handling Installing and lraclng R...omm.....a11on available Irom Truss Plate Insmute, 583 O'Onolrlo Drive, Madison, W153719. ." MiTek@ I . ~;' '1 "11 ._._.....,~~l_...._... " '" .', Iii... .,...."1;' en ~ ~ C en "'0 0 .Q +- - Q) Q) Qi (I) '" ,... c: '0 0 .c.C: Q)+= - c:~+- Q) 0 Q. 0. 0 o Q) U c: ~ ~ 0 0 .c. U 0 U c: +- c:c:J!! E o Q) ::-0 0 (1)0. U o ~ o.:Q. c:_ o(l)'Q) '" (I) ..c. :0 .c. 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LL a..:= f=~u I- 0."'0 +- ~ .f;u .f;~ 0 0 iC iC iC 'Q.ta u j: ..c -c .a -c ~ 1010 w GI: 0 '50 N -.:::t .. E 0 III .0..... M ... \ 0 ~ ... IO~ X -c z C> ~ -- w GI: ii 0 >- "I: ~ -.:::t t!! '" ~ .2~ ~ -c 0 ~ w U) A. . ::;; A. << '" 2 russ upply-Mlnnesota Truss, 12-5-3 12-5.3 24-10-6 12-5-3 Scale = 1 :393 4x4 = 3.00112 2x4 2 2x4 II 4 ~ 5 3x8 -:::: 9 2x4 II 8 2x4 II 7 6 2x4 II 3x8 ~ 3x6 = 24-10.6 24-10.6 ate sets LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC/ANSI95 CSI TC 0.97 BC 0.49 WB 0.16 (Matrix) DEFL in (Ioc) Vert(LL) n/a Vert(TL) n/a Horz(TL) 0.00 5 1st LC LL Min IIdetl = 360 IIdetl n/a n/a n/a PLATES MII20 GRIP 197/144 Weight: 59 Ib LUMBER TOP CHORD 2 X 4 SPF NO.2 BOT CHORD 2 X 4 SPF No.2 OTHERS 2 X 3 SPF Std REACTIONS (Ib/size) 1=354/24-10-6,5=352/24-10-6, 7=-62/24-10-6,8=193/24-10-6,9=917/24-10-6,6=946/24-10-6 Max Horz 1=18(load case 3) Max Uplift 5=-2(load case 4), 7=-84(load case 7), 9=-26(load case 3), 6=-25(1oad case 4) Max Grav 1=354(load case 1), 5=352(load case 1), 8=193(load case 1), 9=917(load case 6), 6=948(load case 7) BRACING TOP CHORD Sheathed or 4-2-2 oc purtins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES(lb) - First Load Case Only TOP CHORD 1-2=89,2-3=-82,3-4=-82,4-5=-87 BOT CHORD 1-9=6,8-9=6,7-8=6,6-7=6,5-6=6 WEBS 3-8=-175,2-9=-705,4-6=-704 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.15, and the plate grip increase is 1.15 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC-94. 5) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 1, 5, 7, 8, 9, and 6. 6) This truss has been designed with ANSIITPI1-1995 criteria. ..., ...,........ ...... << ..... .. ,.... - _ . ..r ... ..... ...... _11III1. . .l.IcIiIM ... ~~ " ..... ill ..IUM URCIA LOAD CASE(S) Standard DAlE UCEIIE Ht48 March 6,2002 A WARIVlNO - v~ ."8" pcaranwt.,.. cuuI READ NCTI'SS ON T.BJS AND RBVERSB SIDB BBJI'ORB lISB. OeslQn valid lor use only wtth MlTek connectOls. This design Is based only upon parameters shown, and Is 101 an individual building component to be Installed and loaded vertlcaHy. 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II ~ .IUM WCIA russ ype I ROOF TRUSS Innesota Truss, Cedar, Mn. 55011 ___ _.1~:.5.:l_ 14-5-3 28-10-6 14-5-3 5x6 = 300112 4 ;X4~- 2x411 ~ :=J=- 2x4 11 6 2x4 II 5 3x6 -::::- 109 8 2x4 II 13 2x4 II 12 2x4 II 11 2x4 II 3x6 = 2x4 II 28-10-6 28-10-6 ate sets LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC/ANSI95 CSI TC 0.52 BC 0.26 WB 0.14 (Matrix) DEFL in (Ioc) Vert(LL) n/a Vert(TL) n/a Horz(TL) 0.00 7 1 st LC LL Min IIdetl = 360 IIdefl n/a n/a n/a PLATES MII20 Weight: 72 Ib LUMBER TOP CHORD 2 X 4 SPF NO.2 BOT CHORD 2 X 4 SPF NO.2 OTHERS 2 X 3 SPF Std REACTIONS (Ib/size) 1 =260/28-1 0-6, 7=260/28-10-6, 10=81/28-10-6, 11 =493/28-1 0-6, 12=418/28-10-6, 13=663/28-10-6, 9=337/28-10-6, 8=668/28-10-6 Max Horz 1=21(load case 3) Max Uplift 12=-13(load case 3), 13=-19(load case 3), 9=-43(load case 4), 8=-17(load case 4) Max Grav 1 =260(load case 1), 7=260(load case 1), 10=88(load case 2), 11 =493(load case 1), 12=440(load case 6), 13=663(load case 1), 9=356(load case 7), 8=668(load case 1) BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES(lb) - First Load Case Only TOP CHORD 1-2=48,2-3=-77,3-4=30,4-5=-67,5-6=-77,6-7=-79 BOT CHORD 1-13=20, 12-13=20, 11-12=20, 10-11=20,9-10=20,8-9=20,7-8=20 WEBS 4-11=-409,3-12=-360,2-13=-517,5-9=-360,6-8=-517 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.15, and the plate grip increase is 1.15 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC-94. 5) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 1, 7, 10, 11, 12, 13, 9, and 8. 6) This truss has been designed with ANSIITPI1-1995 criteria. LOAD CASE(S) Standard DAlE A WARIVlNO - v.r(Iit...... pcarcsnwt.,.. cuuI READ NCTI'SS ON T.BJS AND RBVERSB smB BBJI'ORB lISB. OeslQn vaNd tor use only wtth MlTek connectors. This design Is based only upon parameters shown, and Is 101 an individual building component to be Instaned and loaded vertically. Appftcablllly 01 deslQn parameters and proper IncOIpOIatlon 01 component Is responslblllly 01 building deslQner - notlruss deslQner. Bracing shown Is lor lateral support 01 individual web members only. Addttlonaltemporary bfaclng to Insure stablltty during construction Is the responsibility 01 the erectOl. Addttlonal permanent bracing 01 the overaU structure Is the responslblltty 01 the building deslQner. For general guidance regarding labrlcatlon, qualtty controL storage, delivery, erection and bracing, consutt Q5T-8I Qualtty standard, 051.89 Iraclng 5peclllcatlon, and HII.91 Handling Installing and Iraclng R...omm.....a11on available Irom Truss Plate Inslttute, 583 O'Ono1r1o Drive, Madison, W153719. . Iii. . ,Ii ~ -~:~.,Jl. . ....I .,t il ... m,,;;,./i -1 Scale = 1:45.7 7 3x6 :0: GRIP 197/144 UCEI8E H1et March 6,2002 all" MiTek@ -. ....i en (1) ~ o z > ~ Q) 'I- C CJ) C - (I) c: (I) ~ ~ Q) a. o ... A- Q) en 6~ O:J 'C'c '3= 00 Os ~t!! OQ) = A.. 0... .....0 OQ) -0) !o ..2E .- 0 ~c E (I) ~ en >- CJ) 0) c: .- - (I) ..a E :J Z ~ Qi 0. .c. o U Q)a.o .c. 'en (I) +-0(1) +- 0",+= C ~.~ 0 '0 Ol Ol 0. 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A. ell: o .... o 110I Z Z o o russ upply-Mlnnesota 16-5.3 16-5.3 32-10-6 16-5-3 -----I Scale = 1:53.7 5x6 :=: 300112 4 2x4 II 2x4 II 3 5 2x4 II 2x4 II ~ 6 ------- 0 -6 6 3x8 -:::: 13 12 11 10 9 8 3x8 ::::: 2x4 II 2x4 II 2x4 II 3x6 = 2x4 II 2x4 II 32-10.6 32-10.6 ate sets LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1 .15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC/ANSI95 CSI TC 0.94 BC 0.49 WB 0.20 (Matrix) DEFL in (Ioc) Vert(LL) n/a Vert(TL) n/a Horz(TL) 0.00 7 1 st LC LL Min I/detl = 360 IIdetl n/a n/a n/a PLATES MII20 GRIP 197/144 Weight: 83 Ib LUMBER TOP CHORD 2 X 4 SPF NO.2 BOT CHORD 2 X 4 SPF NO.2 OTHERS 2 X 3 SPF Std REACTIONS (Ib/size) 1 =360/32-1 0-6, 7=359/32-10-6, 10=43/32-10-6, 11 =526/32-1 0-6, 12=305/32-10-6, 13=890/32-10-6, 9=281/32-10-6, 8=895/32-10-6 Max Horz 1=-24(1oad case 4) Max Uplift 12=-7(1oad case 3), 13=-26(load case 3), 9=-22(load case 4), 8=-23(1oad case 4) Max Grav 1=360(load case 1), 7=359(1oad case 1), 10=59(load case 2), 11=526(load case 1), 12=331 (load case 6), 13=890(load case 1), 9=306(load case 7), 8=895(load case 1) FORCES(lb) - First Load Case Only TOP CHORD 1-2=73,2-3=-93,3-4=33,4-5=-64,5-6=-93,6-7=-103 BOT CHORD 1-13=22, 12-13=22, 11-12=22, 10-11=22,9-10=22,8-9=22,7-8=22 WEBS 4-11=-448,3-12=-280,2-13=-683,5-9=-280,6-8=-683 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBClANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.15, and the plate grip increase is 1.15 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBc-94. 5) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift atjt(s) 1, 7, 10, 11, 12, 13,9, and 8. 6) This truss has been designed with ANSIITPI1-1995 criteria. ......,......~ ........ << -- .. ., _..,...... ~ .. ... I _ . .. IJI:IIiIM Pt.. --~ " .....i11 ..IUM URCIA LOAD CASE(S) Standard m uasE~ March 6,2002 A WARIVlNO . v~ .alp pcII'CIRWt.... cuuI READ NCTI'SS ON T.BJS AND RBVERSB SlDB BBJI'ORB lISB. OeslQn valid tor use only wtth MlTek connectors. This design Is based only upon parameters shown, and Is 101 an individual building component to be Installed and loaded vertically. AppllaabMy 01 deslQn parameters and proper incorporation 01 component Is responslbllWy 01 building designer - not truss deslQne,. Bracing shown Is 101 lateral support 01 individual web membell only. AddttlonaltemPOlary bracing to Insure stabUlly during construction Is the responslbllWy 01 the erectOl. Addttlonal permanent bracing 01 the overaU structure Is the responslblltty 01 the building deslQner. For general guidance regarding labrlcatlon, quaHly control, storage, deHvery, erection and bracing, consutt QST-8I Qualtty standard, D5I.89 Iraclng 5peclllcatlon, and HII.91 Handling Installing and lraclng R...omm.....a11on available Irom Truss Plate Inslttute, 583 O'Onolrlo Drive, Madison, W153719. all" MiTek@ jl; ill -u"'~ ~~/'"i ~:!~ :. _'''',.'~.;_1I . ,. ~ :i ~~.,~j; I oj. !Nt .,... en ~ ~ C en "'0 0 .Q +- - Q) Q) Qi (I) '" ,... c: "'0 0 .c.C: Q)+= - c:~+- Q) 0 a. 0. 0 a Q) U c: ~ ~ 0 0 .I: ua u c: +- c:c:J!! 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(1)._ 0 .... 0."'0 +- w N en w 3 D. ~ X ~ "'0 Q) .= dl :Jc: 0'.- Q)U ~o 0.0 c:- 02 +=(1) o+- U.Q o '" -:J '" 0 $:J o c: u+= .- c: 0"'00 ~~u o 41( Ill: III .... 41( Ill: t!! ::5 :j u +-u 00 '" ,... +-", c:+- :Q. 8. 00. c: ~ o~ +=0, Oc: u._ o ~ -0 "'Q) $.0 O.c. u u DL: ~~ \ I~ f--- 3-9-12 ---t-----.-- 6-10-14 10-0-0 13-11-2 3-9.12 3.1-2 3-1-2 3-11-2 Scale = 1 :23.4 2x6 II 5 212112 ----------- 4x4 ::0 -------- 4 --------------- 4x8o:. 3 ------------ 2x4 II 2 _ ~-=-,-~: i~=~=a==:: .. .... - 4x4 = 9 10 11 12 6 4x4 = 4x4 = 4x4 = LOADING (psf) TCLL 40.0 TCDL 10.0 BCLl 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr NO Code UBC/ANSI95 CSI TC 0.63 BC 0.43 WB 0.41 (Matrix) 10-0.0 13-11-2 6-2-4 3.11-2 DEFL in (Ioc) IIdefl PLATES GRIP Vert(LL) -0.03 7-8 >999 MII20 197/144 Vert(TL) -0.05 7-8 >999 Horz(TL) 0.01 6 n/a 1st LC LL Min I/deft = 360 Weight: 57 Ib 3-9-12 3.9.12 LUMBER TOP CHORD 2 X 4 SPF NO.2 BOT CHORD 2 X 6 SPF 1650F 1.5E WEBS 2 X 4 SPF Std REACTIONS (Ib/size) 6=843/Mechanical, 8= 1756/0-7-12 Max Horz 8=148(load case 4) Max Uplift 8=-108(1oad case 3) FORCES(lb) - First Load Case Only TOP CHORD 1-2=584, 2-3=559, 3-4=-1153, 4-5=-111, 5-6=-176 BOT CHORD 1-9=-531,8-9=-531,8-10=910,10-11=910, 7-11=910, 7-12=1113. 6-12=1113 WEBS 2-8=-420,4-7=335,4-6=-1158,3-7=221,3-8=-1570 BRACING TOP CHORD Sheathed or 5-4-9 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ANSI95If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.15, and the plate grip increase is 1.15 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC-94. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 108 Ib uplift at joint 8. 5) This truss has been designed with ANSIITPI1-1995 criteria. 6) Special hanger(s) or connection(s) required to support concentrated load(s) 162.91b down at 2-8-7, 396.91b down and 44.0Ib up at 5-6-6, and 11.81b down and 54.1Ib up at 8-4-5, and 374.21b down at 11-2-4 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. ...,...,...... ~'t. ...... << ..... .. ., - ........., ... ~ .... ..... . _ . ..., l.IcIiIM ".. I....-=-.... ... " ..... II ~ ..IUM URC1A LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-100.0, 1-6=-20.0 Concentrated Loads (I b) Vert: 9=-162.9 10=-396.9 11=-11.8 12=-374.2 1m UC8I8I ,.t48 March 6,2002 A WARIVlNO - V.rfIiI."gn pcarcmwt.... cuuI READ NCTI'SS ON T.BJS AND RBVERSB smB BBJI'ORB lISB. OeslQn valid lor use only wtth MlTek connectOls. This design Is based only upon parameters shown, and Is lor an individual building component to be Installed and loaded vertically. AppllCabUtty 01 deslQn parameters and proper IncorPOlatlon 01 component Is responslblltty 01 building deslQner . not truss deslQnel. Bracing shawn Is 101 lateral support 01 individual web members only. Addttlonaltemporary bracing to Insure stablllly during construction Is the responslblltty 01 the erector. Addttlonal permanent bracing 01 the overall structure Is the responslbUtty 01 the building deslQner. For general guidance regarding labrlcatlon, quaMly controL storage, deHvery, erection and bracing, consutt Q5T-8I Qualtty standard, D5I.89 lraclng 5peclllcatlon, and HII.91 Handling Installing and lraclng R...omm.....a11on available Irom Truss Plate Inslttute, 583 D'Onofrio Drive, Madison, WI53719. all" MiTek@ 1I )I .'~,;,";",' . ::; ]I ~~,:WU.... _ .. r. ":'. ~ :.1, rill ]I'~ 1If' ~ en Q) ~ o z >- ~ Q) ~ c (/) C a- Q) C Q) ~ ~ Q) Q. o ... A- Q) en 6~ O::J ,,'2' "5= 00 Os ~e OQ) = A. 0... Ll.0 OQ) -0) !o .2E .- 0 .20 E Q) ~ en >- (/) C) c .- a- Q) .a E :::J Z ~ Qi 0. .c. o 0 Q) a. . 0 r:. 'en Ol ""'OQ) +- Oen+= ~ ~.~ 0 '0 0>(1) 0. 0> .~ g."'O 0 "'0"'2 > gjc:m :E ::l.Q ~ 0> - U Q) += :;Q)~ EmQi ~ ...:.c ~~o (I) 0>= 'o.'in 0 oQ)"'O u"'O c: (I) 0> 0 "'O.~ Qi '>:g c: Q'S ~ 0....00 o (I) .0 o +- ~ Q) .0 E (I) E ...: +-Q) ::l.c. 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Q) ~ g Q) " .c..Q e E Q) CI) 0. 0'.- .~ t: Q) U .Q. 8. ::l+-.c._ +- '" =e .c. ..c. ~o +-ouo -"'0.0 +-"'+- Z "in (I) '" - o U +-0> - ~ cO. .~ Q) c: '" (I) 0 .!!! .Q c: 0.0 0 0+-'- (I) 5 '5 ~ o c: . -0 c: '" Q) c:- c: ::l .. - ~ .~ 0 c: "'0 +=00 u.Q Ql elL 00- 02 o~ ~ c:.!:1'Qj'in ~ E.!:1 'ie .- +- Q) +=Q) +=0, .- +- +- "'~.c. Z o"'O~.c. . -gu.Q "'5 C:O+- o+- Oc: (l)C:o+-+- Q)ot u.Q "" +- .- .8 0 .- ~ 0. '5ii: (I) - '" u._ ._~ (I) E ::l.- o '" o ~ ii 0"'''' (I) o =co > 0=00 E:;:- =0 .!:1 c: -::l -0 _c:c: '" 0 o..Q.Q 0 > N--"'O .o"'O+- .. c '" 0 '" (I) .20 "'O.Q 2::l 2.0 Q _cnU)+-- - c: E (I) u ~C:cJ1 z (l)C:C",~ )("'0 >~(I) Ol:! 'i=~(I)O o c: O.c. c(I)(I)Q)::J "<tl!!", ",'S c: u+= .!:1.!:1 0( (I).~.~g ~ ~ 0 '" .!!! 0' 5 c- Q)~Ec;; .- c: en -0 C!)"'Oo "'O.c. Z 0- ::l f=~u '5z .c. (1)._ 0 ~.f;u .f;~ - ()"'O a 0. "'. u. o.~ ..... 0."'0 +- 0 0 iC ~ iC iC Q.Q 0 ~ .. c 0( .a 0( ~ 00 "" a: 0 '5C!) N oq- lID E 0 III .CI-- en ... \ C!) ~ ... o~ X 0( z '" -e "" Ill: ii 0 ~ "I: >- .2~ S oq- ~ 0( ",' ~ ~ "" 5 (/) ... IL lID ::;; IL '" 0 ... N '<t ...., lJ) o a: o ("):I: ""'u ll. o ~ N ...., OI:lOH:l dOL ~ <0 ...., ,.... ...., .... ...z !!!ij ~~ 0'" .....~ uo e;: ""':z: ....... .. .... :Ec ~CD Zz :::~ cc ~t;t: e "'" tit... "'" o tit..... ... :z: ~... .. u.... ~ :E o~o i z........ ... cot; "'" tit z... C .... ~:z: tit ! 0 1M .. 0"'" c ... .,c.... ~ ~ -, to 0:. en ... 0( > o Ill: IL IL 0( "" Q o o 1&1 S IL a: e o "" z z o o z o co 8 0- 2-8-14 2-8-14 9-11-4 7.2.6 -+------ - 3.00112 ~ --------- 2x4 II 4x4 = 2-8.14 2-8-14 9-11-4 7-2-6 LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 IIdetl >999 >571 n/a SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC/ANSI95 CSI TC BC WB 0.82 0.44 0.52 DEFL in (Ioc) Vert(LL) -0.07 4-5 Vert(TL) -0.15 4-5 Horz(TL) 0.00 4 1 st LC LL Min IIdetl = 360 4x4 c::o Scale = 1:19.8 3 4 2x4 PLATES MII20 GRIP 197/144 Weight: 35 Ib BRACING TOP CHORD Sheathed or 9-11-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF NO.2 WEBS 2 X 4 SPF Std 'Except' 3-5 2 X 4 SPF NO.2 REACTIONS (Ib/size) 4=359/Mechanical,5=816/0-5-8 Max Horz 5=153(load case 4) Max Uplift 5=-106(load case 3) FORCES(lb) - First Load Case Only TOP CHORD 1-2=536,2-3=525,3-4=-289 BOT CHORD 1-5=-510,4-5=0 WEBS 2-5=-527,3-5=-544 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.15, and the plate grip increase is 1.15 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC-94. 3) Refer to girder(s) for truss to truss connections. 4) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 5. 5) This truss has been designed with ANSIITPI1-1995 criteria. LOAD CASE(S) Standard ...,..,..... .... ...... << ..... .. ,... IIr - ...... "1t-'u:=~ __ . _ . ...., nr f~ .., III ... " .....II~ .JUM IMCIA DAlE UC8I8E H~ March 6,2002 A WARIVlNO - v~ ...... pcII'CmWt.... cuuI READ NCTI'SS ON T.BJS AND RBVERSB smB BBJI'ORB lISB. OeslQn valid tor use only wtth MlTek connectors. This design Is based only upon parameters shown, and Is lor an individual buDding component to be Installed and loaded vertically. Appllaablllly 01 deslQn parameters and ploper incorporation 01 component Is responslblllly 01 building deslQner . not truss deslQner. Bracing shown Is 101 lateral support 01 individual web members only. Addttlonaltemporary bracing to Insure stabUtty during construction Is the responslblltty 01 the erector. Addttlonal permanent bracing 01 the overaU structure Is the responslbUtty 01 the buDding deslQner. For general guidance rega.dlng labrlcatlon, quaHly controL storage, deHvery, erection and bracing, consutt Q5T-8I Quoltty standard, 051-89 lraclng 5peclllcatlon, and HII-91 Handling Installing and lraclng R...omm.....a11on avaUable Irom Truss Platelnstttute. 583 O'Onolrlo Drive. Madison, WI53719. all" MiTek@ t~ '1 i_a? · ~' '."'''''iIl' 4. ,illIiiilli,jj .,1; ii: .:. , ~J..__""~ .I:J....~ .-_1 ........,.,. en Q) ~ o z >- ~ Q) "I- o CI) o ... Q) c Q) ~ ~ ~ Q) Q. 2 A- Q) en 6~ O:J "C'c '3= 00 05 ~I!! 00) = A. 0... 1.1.0 ,2Q) Q)O) ...0 .2E .- c ~c E Q) ~ en >- CI) 0) c .- ... Q) .a E ::::J Z ~ Qi 0. .c. o U (l)e..o .c. 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J::...;+- ~o +-ouo -"'0.0 +- +- 0> Z "in Q) '" - o () - ~ co. 0 .~ ~ c: ill 5:; ~ (I) 0 -0 .!!! .Q c: 0.0 o .- o c: . .. - C:"'(I) c:- c: ::I ;::: .~ 8 .~ "'0 +=00 u.Q ill . IlL. 00- o Q o~ ~ C:._ (I)'in ~ E.1.1 !~ .- +- Q) +=(1) +=0, '6-Uo "'~.c. Z O"'O~.c. . C:O+- o+- Oc: (l)C:O+-+- Q)O-::: .~ ~ c. Q)-", U.Q 1&.1 .- .8 0 ui: u._ :Q~~ 9l .- ..::: Q) E ::1.- 0", o ~ ii o =co > 0'60 E:::- '6,1.1 c: -::I -0 0 ~.~ .~ .2 ~ N-"'O .o"'O+- .. c "'O.Q '" 0 2E Q - c: E(I)U .2"0 ~C:c.:1 ~::I z (l)C:C:",(I) x'" 0 >-.= ~ Ol:! ;;:::: ~ Q) 0 O.!:; O.c. cQ)Q)~5 '<:tj!1", '" ::I u+- .1.1.1.1 en ~ (I).~.~.Q lfi ~ 0 '" .!!! 0' 5 c- (I)~E'iii .- c: -0 (!)"'Oo "'O.c. Z 0- ::I f=~u :gz .c.(I).-o ~.su .s~ - ()"'Oa 0."'_ LL. 0..::: ..... 0."'0 +- 0 0 iC ~ iC iC 0.01 0 ;::: ..c ~ .a ~ ~ 00 ~ D: 0 '5(!) ~ . E 0 'I' .0- in ... \ (!) 51 ... o~ x ~ z .,. ~ -. 1&.1 D: ii 0 >- "c ~ ~ ~ .; .2~ ~ ~ ~ ~ 1&.1 5 CI) -II IlL. . ::;: IlL. 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D: e o 1&.1 z Z o o ex> S'J 0- ll) r-- .c ex> ex> q r-- ('f) 0- co .0 0 ex> 0- <( r <( u... o 0- o ::) co I ~ ~ 0- Z ~ c0 N NO-a ~ ,...: g 0: N 0- N -0 Z ('f) ex> ~' ..0 o 0- N ll) r-- r-- c:o ex> Q: r ....J 15 o u U COO(/) ~ ffi ~ '" (I) ~ en ':::'0 o.~ o~ ;;:::0 o E _C: 00 0+= ~ U "'0::1 0'::: .Q~ ~ 0 g! u ~'o o '" c:~ 00 at; c..; 8 8 I_~ liJ~ f-- 2-8.14 2-8-14 7.10.3 5-1-5 3.00112 2x4 II -----~ -~ -~- 1 ~ -~ 2x4 II 2x4 II 2-8-14 2.8-14 7-10.3 5.1-5 LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1 .15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC/ANSI95 CSI TC 0.70 BC 0.35 WB 0.08 (Matrix) DEFL in (Ioc) Vert(LL) -0.10 1 Vert(TL) -0.15 1 Horz(TL) 0.00 4 1 st LC LL Min IIdetl = 360 IIdetl >320 >214 n/a 2x4 II 3 Scale = 1:16.7 4 2x4 II PLATES MII20 GRIP 197/144 Weight: 21 Ib BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 4 SPF Std REACTIONS (Ib/size) 4=207/Mechanical, 5=71710-5-8 Max Horz 5= 123(load case 4) Max Uplift 5=-112(1oad case 3) FORCES(lb) - First Load Case Only TOP CHORD 1-2=67,2-3=-81,3-4=-197 BOT CHORD 1-5=8,4-5=8 WEBS 2-5=-544 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.15, and the plate grip increase is 1.15 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC-94. 3) Refer to girder(s) for truss to truss connections. 4) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 5. 5) This truss has been designed with ANSIITPI1-1995 criteria. LOAD CASE(S) Standard ....,..., ...... =:rt ...... << ... .. lOJ' _ or .. .., ..... ~ __I...LlllaN'" r.-~ II ..... II ..IUM UICIA DAg UC8I8E ,.\48 March 6,2002 A WARIVlNO - v~ ...... pcsrcund.... cuuI READ NCTI'SS ON T.BJS AND RBVERSB smB BBJI'ORB lISB. OeslQn valid to. use only wtth MlTek connectors. This design Is based only upon parameters shown, and Is 10. an individual buDding component to be Installed and loaded vertically. Appllaablltty 01 deslQn parameters and ploper IncorPOlatlon 01 component Is responslblllly 01 building deslQner - not truss deslQner. Bracing shown Is lor lateral support 01 individual web members only. AddttlonaltemPOlary bfaclng to Insure stablltty during construction Is the responslbllWy of the ereetOl. Addttlonal permanent bracing 01 the overan structure lithe responslblltty 01 the building deslQner. For general guidance regarding labrlcatlon, quallly controL storage, deHvery, erection and bracing, consutt QST-8I Qualtty standard, OSI.89 Iraclng 5peclllcatlon, and HII-91 Handling Installing and lraclng Recomm.....a11on available Irom Truss Platelnsmute, 583 O'Onolrlo Drive, Madison, WI53719. ." MiTek@ .. . ,.' _,r;,.':ltii. : Ii! 'liliII-.........,J:.i.lJim_....11 ." ,. " E -..... 1[ ... .. J" en Q) ~ o z > ~ Q) ~ o (J) o ... (I) c: (I) ~ ~ Q) Q. o ... Q.. Q) en 6~ O::::J 'C'c -- 50 Os ~e OQ) = Q.. 0... LL.O S!Q) Q)t>> ...0 .2E .- 0 ~c E Q) ~ en > (J) 0) c: .- ... Q) .a E ::J Z ~ Qi 0. .c. o u (1)0..0 .c. -en (I) +-0(1) +- OU)~ ~ ~.~ 0 '0 Ol(l) 0. 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(I) ..... o~ X .c z <> t!! -. 1&1 ell: Ii 0 > ..= ... ~ t!! .; =s .2~ =s .c 0 =s 1&1 (J) . IL all ~ IL '" 2 ('oj ., .., If) o a: o <">J: 'u ll. o .... N .., Ol::lOH:l dOL ,....: <0 .., ..... .., I- ...z !!!ij !->> vt; 0'" ....:t vo S;: ~% ...1- ..I- ~c ~0 Zz =:~ Cc at;t: s ~ ...... ~ O~.... ... % ~... .. V I- j!: ~ o~O ~ ZI-I- ... cot; ~ ...Z'" C I-~% ... !O~ .. ~~~ ; ... .., cO ~ ~ .c > o ell: IL IL .c 1&1 o o o 1&1 ... .c ..... IL ell: f2 o &&.I Z Z o o Z I o <Xl 8 f----- 2-8-14 2-8-14 5-10-3 3-1-5 2x4 II 3 Scale; 1:13.5 3.00112 ---------- -- ~~-------- 2x4 II ~ 2x4 II LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1 . 15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC/ANSI95 CSI TC 0.56 BC 0.34 WB 0.Q7 (Matrix) DEFL in (Ioc) Vert(LL) -0.08 1 Vert(TL) -0.12 1 Horz(TL) -0.00 4 1 st LC LL Min IIdetl = 360 BRACING TOP CHORD Sheathed or 5-10-3 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 2x6 II 5-10.3 ----1 3-1-5 IIdetl PLATES GRIP >428 MII20 197/144 >286 n/a Weight: 161b 2-8-14 2-8-14 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF NO.2 WEBS 2 X 4 SPF Std REACTIONS (Ib/size) 4=26/Mechanical, 5=659/0-5-8 Max Horz 5=94(load case 4) Max Uplift 5=-128(load case 3) Max Grav 4=38(load case 3), 5=659(1oad case 1) FORCES(lb) - First Load Case Only TOP CHORD 1-2=176, 2-3=117, 3-4=-81 BOT CHORD 1-5=-108,4-5=-108 WEBS 2-5=-453 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.15, and the plate grip increase is 1.15 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC-94. 3) Refer to girder(s) for truss to truss connections. 4) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 5. 5) This truss has been designed with ANSIITP11-1995 criteria. LOAD CASE(S) Standard n.IIf..., .......... ...... << ... .. ~ IIr _ . ...., ... ... ........ .. lilt 1- ... Lk... .... '---r It .....11 .IUM 8MC1A DAlE LHaIE"~ March 6,2002 A WARIVlNO - v~ ."p JICIrcuIWters cuuI READ NOTBS ONT.BJS AND RBVERSB SlDB BBJI'ORB lISB. OeslQn vaHd tor use only wtth MlTek connectors. This design Is based only upon parameters shown, and Is 101 an individual building component to be InstaDed and loaded vertically. AppllcabHtty 01 deslQn parameters and proper IncorPOlatlon 01 component Is responslblllly 01 building deslQner - not truss deslQner. Bracing shown Is lor lateral support 01 individual web members only. AddWlonaltemporary blaclng to Insure stablltty during construction Is the responsibility 01 the erectOl. Addttlonal permanent bracing 01 the overal structure Is the responslbHtty 01 the buHdlng deslQner. For general guidance regarding labrlcatlon, qualWy controL storage, delivery, election and blaclng, consutt Q5T.8I Qualtty standard, 051.89 lraclng 5peclllcatlon, and HII-91 Handling Installing and Iraclng R...omm.....a11on available Irom Truss Plate Instttute, 583 D'Onohlo Drive, Madison, WI 53719. all" MiTek@ II! -- ,t TI: Jiia'-'''''''''1 mal... Ii . .;: .ii. iJ);; ,.. - I)[I r en Q) ~ o z > ~ Q) .... o U) o ... Q) c: Q) (!) ~ ~ Q) a. 2 A. G) en 6~ O:J ,,'2" '3- 00 Os ~f2 OG) = A. 0... ....0 OG) -0> !o .2E .- 0 ~c E Q) ~ en >- U) 0) c: .- ... (I) ..a E ::::J Z ~ Qi 0. .c. o u (l)a..o .c. -en (I) +-0(1) +- aU)+:: C ~.~ (; '0 Ol Ol a. 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L QC e o 110I Z Z o o '" z ~ ~ N N '" 0 ~ ~ g O:N'" ~ ;2 ~ .0 '<:t '" ~ 8 l{) r--- r--- co co Cl:: I ...J o o 0 U coUcn ~ffi~ z 6 co 8 4.201. f-- 3.10-3 3.10-3 3.00112 Scale = 1:8.9 2x4 II -~ 2x4 II 3 3-10.3 3-10-3 2x4 II I LOADING (pst) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC/ANSI95 CSI TC BC WB 0.37 0.13 0.00 DEFL in (Ioc) Vert(LL) -0.01 1-3 Vert(TL) -0.01 1-3 Horz(TL) 0.00 3 1 st LC LL Min IIdefl = 360 IIdefl >999 >999 n/a PLATES MII20 GRIP 197/144 Weight: 10 Ib LUMBER TOP CHORD 2 X 4 SPF NO.2 BOT CHORD 2 X 4 SPF NO.2 WEBS 2 X 4 SPF Std REACTIONS (Ib/size) 1 =218/Mechanical, 3=218/Mechanical Max Horz 1=65(load case 4) Max Uplift 1=-1(load case 3), 3=-2(load case 3) FORCES(lb) - First Load Case Only TOP CHORD 1-2=-0,2-3=-182 BOT CHORD 1-3=0 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.15, and the plate grip increase is 1.15 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC-94. 3) Refer to girder(s) for truss to truss connections. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1 Ib uplift at joint 1 and 2 Ib uplift at joint 3. 6) This truss has been designed with ANSIITPI1-1995 criteria. BRACING TOP CHORD Sheathed or 3-10-3 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. LOAD CASE(S) Standard ......, .......... ....... <<...... ~ IIr .....r..,... ~ .. tIIIt . _ .. UcIIiMlI pg. --~ " ..... II ..IUM IMCIA DAlE UCEII8E ~t- March 6,2002 A WARIVlNO - V-roW ...... pcaranwtna cuuI READ NCTI'SS ON T.BJS AND RBVERSB smB BBJI'ORB lISB. OeslQn valid tor use only wtth MlTek connectOls. This design Is based only upon parameters shown, and Is lor an individual building component to be Installed and loaded vertically. Appllcabl1lly 01 deslQn parameters and proper incorporation 01 component Is 'esponslblltty 01 building deslQner - not truss deslQner. Bracing shawn Is lor lateral support 01 individual web members only. Addttlonaltemporary bracing to Insure stabUtty during construction Is the responslbllWy 01 the erector. Addttlonal permanent bracing 01 the overall structure Is the responslbUtty 01 the building deslQner. For general guidance regarding labrlcatlon, qualWy control, storage, delivery, erection and bracing, consutt Q5T-8I Qualtty standard, 051.89 lraclng 5peclllcatlon, and HII.91 Handling Installing and Iraclng R...omm.....a11on available Irom Truss Platelnstttute, 583 D'Onohlo Drive, Madison, W153719. all" MiTek@ I . --'~:~ .."; \; z. P'll..... II i i,: rlili. . .,'1 . ,~. 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'" 0 ... 1-10-3 1-10-3 3.00112 ~ 2 Scale = 1 :6.6 ~ ~ ~ ;] 2x4 II 3 LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1 . 15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC/ANSI95 CSI TC 0.19 BC 0.07 WB 0.00 (Matrix) 1-10-3 2x4 II 1.10-3 DEFL in (Ioc) IIdetl PLATES GRIP Vert(LL) -0.00 1 >999 MII20 197/144 Vert(TL) -0.00 1-3 >999 Horz(TL) 0.00 3 n/a 1 st LC LL Min IIdetl = 360 Weight: 5 Ib LUMBER TOP CHORD 2 X 4 SPF Std BOT CHORD 2 X 4 SPF Std WEBS 2 X 4 SPF Std REACTIONS (Ib/size) 1=101/Mechanical,3=101/Mechanical Max Horz 1=36(load case 4) Max Uplift 3=-2(load case 4) FORCES(lb) - First Load Case Only TOP CHORD 1-2=23 2-3=-85 BOT CHORD 1-3=0 ' NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.15, and the plate grip increase is 1.15 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC-94. 3) Refer to girder(s) for truss to truss connections. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2 Ib uplift at joint 3. 6) This truss has been designed with ANSIITPI1-1995 criteria. BRACING TOP CHORD Sheathed or 1-10-3 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. LOAD CASE(S) Standard ......, _"II""'" ....... ., '-' .. ,...... IIr ~L""':' 'A-'-== f"'_ .., .... ... " .....II~ ..IUM GARCIA m (,ICEII8E H~ March 6,2002 A WARIVlNO - v~ ...... pcnunet.,.. cuuI READ NCTI'SS ON T.BJS AND RBVERSB smB BBJI'ORB lISB. OeslQn valid tor use only wtth MlTek connectors. This design Is based only upon parameters shown, and Is lor an individual building component to be Installed and loaded vertically. AppllaabUWy 01 deslQn parameters and proper incorporation 01 component II responslblltty 01 building designer. not truss deslQne.. Bracing shawn Is 101 lateral support 01 individual web members only. AddttlonaltemPOlary bracing to Insure stabUlly during construction Is the responslbllWy 01 the erectOl. Addttlonal permanent bracing 01 the overaU structure Is the responslblltty 01 the building deslQner. For general guidance regarding labrlcatlon, quallly controL stOlage. deHvery, erection and bracing, consutt Q5T-8I Quoltty standard, D5I.89 Iraclng 5peclllcatton, and HII.91 Handling Installing and lraclng R...omm.....a11on available Irom Truss Plate Inslttute, 583 O'Onol.1o Drive, Madison, W153719. all" MiTek@ 1-. ..: -r._.. . 1'...-...-...M iliiiII,liilA ill J_..' ,,~....,... ... ~ ... .M{ CI) Q) ~ o z >- ~ (1) ...... c CI) c ... Q) c Q) ~ ~ ~ Q) a. o ... 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L ell: e o w Z Z o o z , o <Xl 8 CGT I russ Type ROOF TRUSS Qty I Ply 2 Stonegate Apartments 12143645 JOO J020405 I russ stock Building ~ upply-Minnesota Truss, Cedar, Mn. 55011 10Dtional\ 4.2OT ~K1 S an Z ZUJZ Mil e~ Industnes, Inc.1I..fonll,f;;II'U2f1L:'II:uI .:uu.: Page Z LOAD CASE(S) Standard 1) Regular: Lumber Increase= 1.15, Plate Increase= 1. 15 Uniform Loads (plf) Vert: 1-2=-100.0,2-9=-100.0,9-10=-100.0, 1-10=-20.0 Concentrated Loads (Ib) Vert: 15=-339.316=-1162.611=-1162.612=-339.3 17=-339.3 18=-339.3 19=-339.320=-339.321=-339.322=-339.323=-339.3 24=-339.3 A WARIVlNO - VerfIM ...... paranwt.,.. cuuI READ NCTI'SS ON T.BJS AND RBVERSB smB BBJI'ORB lISB. OeslQn valid lor use only wtth MlTek connectors. This design Is based only upon parameters shown, and Is lor an individual building component to be Installed and loaded vertically. AppllaabMy 01 deslQn parameters and proper incorporation 01 component Is responslblltty 01 building deslQner . not truss deslQne,. B,aclng shawn 11101 lateral support 01 individual web membell only. Addttlonaltemporary bracing to Insure stabllWy during construction Is the responslbllWy of the erector. Addttlonal permanent bracing 01 the overaU structure Is the responslbUtty 01 the buDding deslQner. For gene,al guidance rega.dlng labrlcatlon, quallly controL storage, delivery, erection and bracing, consutt Q5T-8I Qualtty standard, 051.89 lraclng 5peclllcatlon. and HII.91 Handling Installing and lraclng R...omm.....a11on available Irom Truss Platelnslttute, 583 D'Onohlo O,lve, Madison, W153719. ." MiTek@ '1'.' E: . -L..:~ i~JIl"IIt._ 1II.IM. . . .. .~ I "": _, ..'. i,t · en Q) ~ o z > ~ Q) .... c CI) c ... Q) c: Q) ~ ~ CD Q. o ... A- Q) en 6~ O:J 'C'c '3- 00 05 ~~ OQ) = A.. 0... .....0 OQ) -0) !o .2E .- 0 ~Q E Q) ~ en >- CI) C) c: .- ... Q) ..c E ::J Z ~ Qi 0. .c. o u (1)0..0 .c. -u; Ol +-0(1) +- Ow+:: ~ ~.~ a '0 .Ql ~ Q. 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CI: o .- o &&I Z Z o o z 6 <Xl 8 0- russ ype ROOF TRUSS I russ, Cedar, Mn. 55011 9-11-4 n_~__1 9.11.4 13-7-5 3-8-1 17.1.11 3-6.5 20~ 24-2-5 3.6.5 3-6-5 27-8-11 3-6-5 31-4-12 3-8-1 41-4.0 9-11-4 --I Scale = 1:69.6 3.00112 8x8 = 4x6 = 4x8 II 4 4x4 = 4x8 = 4x8 II 5 6 4x6 = 8x8 = 2 9 ~~~~~r::~~~~::~::r1~~~ 1~ 5x16 II 16 17 15 18 14 19 20 21 22 13 23 12 24 11 4x12 5x16 II 7x8 = 7xl0 MI118H WB = 5x8 = JUS26 5x8 = 7xl0 MII18H WB = h8 = HJC26 JUS26 JUS26 JUS26 JUS26 JUS26 JUS26 JUS26 JUS26 JUS26 HJC26 24-2-5 31-4-12 38-7-2 41-4-0 I 7-0-11 7-2-7 7-2-6 2-8-14 e DEFL in (Ioc) I/detl PLATES GRIP Vert(LL) -1.00 13-14 >459 MII20 197/144 V ert(TL) -1.45 13-14 >318 MII18H 195/188 Horz(TL) 0.26 10 n/a 1 st LC LL Min IIdetl = 360 Weight: 5181b 2-8-14 2-8-14 ate sets 9-11-4 7-2-6 17-1-11 7-2-7 LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr NO Code UBC/ANSI95 CSI TC 0.98 BC 0.87 WB 0.50 (Matrix) LUMBER TOP CHORD 2 X 8 SYP 1950F 1.7E 'Except' 2-62 X 6 SPF 1650F 1.5E, 6-92 X 6 SPF 1650F 1.5E BOT CHORD 2 X 6 SYP 2400F 2.0E WEBS 2 X 4 SPF NO.2 WEDGE Left: 2 X 10 SYP 2250F 1.9E, Right: 2 X 10 SYP 2250F 1.9E REACTIONS (Ib/size) 1 =5168/0-5-8, 10=5168/0-5-8 Max Horz 1 =-15(load case 4) FORCES(lb) - First Load Case Only TOP CHORD 1-2=-16725,2-3=-16164,3-4=-21886, 4-5=-21886, 5-6=-21886, 6-7=-21886, 7-8=-21886, 8-9=-16164,9-10=-16725 BOT CHORD 1-16=15931,16-17=19227, 15-17=19227, 15-18=19227, 14-18=19227, 14-19=22260, 19-20=22260, 20-21=22260,21-22=22260, 13-22=22260, 13-23=19227, 12-23=19227, 12-24=19227, 11-24=19227 ,10-11=15931 WEBS 2-16=3926,9-11=3926,4-14=-176,7-13=-176, 3-16=-3767, 3-14=3268, 5-14=-459, 5-13=-460, 8-13=3268,8-11=-3767 BRACING TOP CHORD Sheathed or 5-4-12 oc purlins, except 2-0-0 oc purlins (3-4-5 max.): 2-9. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 10.0 psf bottom chord dead load, 100 mi from hurricane ocean line, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.15, and the plate grip increase is 1.15 3) Provide adequate drainage to prevent water ponding. 4) All plates are MII20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC-94. 6) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 1 and 10. 7) This truss has been designed with ANSIITP11-1995 criteria. 8) 2-ply truss to be connected together with 10d Common(.148"x3") Nails as follows: Top chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc, 2 X 8 - 2 rows at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc. Webs connected as follows: 2 X 4 -1 row at 0-9-0 oc. 9) Design assumes 4x2 (tlat orientation) purlins at oc spacing indicated, fastened to truss TC w/2-10d nails. 10) Use USP HJC26 (With 16d nails into Girder & 10d nails into Truss) or equivalent spaced at 21-4-12 oc max. starting at 9-11-10 from the left end to 31-4-6 to connect truss(es) J5 (1 ply 2 X 4 SPF), J6GT (1 ply 2 X 6 SPF), J5 (1 ply 2 X 4 SPF), J6GT (1 ply 2 X 6 SPF) to back face of bottom chord. 11) Use USP JUS26 (With 10d nails into Girder & 10d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 12-0-0 from the left end to 29-4-0 to connect truss(es) J5 (1 ply 2 X 4 SPF) to back face of bottom chord. 12) Fill all nail holes where hanger is in contact with lumber. ....,..., ......:ft. ...... << ... .. ..... .. ~ur.:.,=,U:-~ r.-~ " ....... ..IUM WCIA DAlE I,ICBIIE ~~ LOAD CASE(S) Standard March 6,2002 A WARIVlNO - v.rifII...... pcU'CInWt.... cuuI READ NCTI'SS ON T.BJS AND RBVERSB smc BBJI'ORB lISB. 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MonrvfartJ4T2:46:58 lUUl Page l LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 12=-1201.014=-1201.08=-1703.1 10=-1201.011=-1672.115=-1201.016=-1201.0 17=-1201.0 18=-1201.0 19=-1201.0 20=-1672.1 21=-1672.1 22=-1201.023=-1703.1 24=-1703.1 25=-1703.1 26=-1703.1 A WARIVlNO - v.ri1iI...... pcarcsDNt.... cuuI READ NCTI'SS ON T.BJS AND RBVERSB SIDB BBJI'ORB lISB. OeslQn valid lor use only wtth MlTek connectors. This design Is based only upon parameters shown. and Is 101 an individual building component to be Installed and loaded vertically. Appllcabl1tly 01 deslQn parameters and proper IncorpOlatlon 01 component Is responslbllWy 01 building deslQner - not truss deslQner. Bracing shawn Is lor lateral support 01 individual web members only. Addttlonal tempOlary bracing to Insure stabUtty during construction Is the responslbllWy 01 the erector. Addttlonal permanent bracing 01 the overaU structure Is the responslblltty 01 the building deslQner. 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(1)._ 0 - z () '0 i5 C. 91. u... 0..:= f=~u ..... 0."'0 +- ~ ~u ~~ 0 0 iC ~ iC iC Q.c. 0 j:: ..c .: .c <I( ~ 00 0 '3(!) w ~ DI: N fa \ (!) ~ E 0 III .0- en .... .... o~ X <I( z t!! -- w DI: ii >- ..t: t- ~ t!! ~ .f~ ~ .: ~ w CI) D- .. D- fa 18-8-i 24.5-15 +- 30-3.9 36-3-12 -1 1-0-12 5-9-11 5-9-11 6-0-3 Scale: 3/16"=1' 8x8 II 4 5x6 :::: 5 6-0.3 .~-+-----~l.~-t- 17-7-8 6-0-3 5-9-11 5-9-11 3.00112- ~ 5x6 -:::: 3 7x8 -:::: __________-- 2 /~ ~~~:::~o 15 7x14 MII18H= THD28 14 17 6x10 II THD28 THD28 139 20 10 21) 11 21 18 12 16 THD28 THD28 7x8 = 8x10 MII18H= 12x12 = THD28 8x10 MII18H = 7x8 = THD28 THD28 THD28 THD28 THD28 THD28 THD28 6-0-3 6-0-3 11.9-13 5-9-11 24.5-15 12-8-1 ate sets LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1 .15 Rep Stress Incr NO Code UBC/ANSI95 CSI TC 0.46 BC 0.80 WB 0.81 (Matrix) DEFL in (Ioc) Vert(LL) -0.49 9-11 Vert(TL) -0.71 9-11 Horz(TL) 0.19 7 1 st LC LL Min IIdetl = 360 IIdell >874 >609 n/a 6 23 8 25 6x10 II THD28 THD28 Ii 26 7x14 M1I18H= THD28 36-3-12 6-0-3 GRIP 197/144 195/188 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. LUMBER TOP CHORD 2 X 10 SYP 2250F 1.9E BOT CHORD 2 X 10 SYP 2250F 1.9E WEBS 2 X 4 SPF Std 'Except' 3-13 2 X 4 SPF No.2, 5-9 2 X 4 SPF NO.2 4-112X4SPF 1650F 1.5E REACTIONS (Ib/size) 1 = 13480/0-5-8, 7= 15164/0-5-8 Max Horz 1=30(load case 3) Max Uplift 1=-291(load case 3), 7=-125(1oad case 4) FORCES(lb) - First Load Case Only TOP CHORD 1-2=-36277, 2-3=-35111, 3-4=-29521, 4-5=-29523, 5-6=-36841, 6-7=-39819 BOT CHORD 1-15=34379, 15-16=34379, 14-16=34379, 14-17=34379, 17-18=34379, 13-18=34379, 13-19=34060, 12-19=34060, 12-20=34060, 11-20=34060, 11-21=35753, 10-21=35753, 10-22=35753,9-22=35753, 9-23=37736,23-24=37736,8-24=37736,8-25=37736, 25-26=37736, 7-26=37736 WEBS 2-14=2590, 2-13=-335. 3-13=3952, 5-9=5128, 6-9=-2082, 6-8=3947, 4-11 =12402, 5-11 =-7925, 3-11=-8017 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.15, and the plate grip increase is 1.15 3) All plates are MII20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC-94. 5) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 1 and 7. 6) This truss has been designed with ANSIITPI1-1995 criteria. 7) 3-ply truss to be connected together with 10d Common(.148"x3") Nails as follows: Top chords connected as follows: 2 X 10 - 2 rows at 0-9-0 oc. Bottom chords connected as follows: 2 X 10 - 4 rows at 0-4-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 8) Use USP THD28 (With 16d nails into Girder & NA9D nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 2-1-14 from the left end to 34-1-14 to connect truss(es) A15 (1 ply 2 X 10 SYP) to front face of bottom chord. 9) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-100.0,4-7=-100.0, 1-7=-20.0 24 THD28 30-3-9 5-9-11 PLATES MII20 MII18H Weight: 995 Ib ...,...,......~ ....... ., ... - ., _ ...r.., ..... ~ .. ....,_ ... Un." Pt. r.-~ " ..... II NAIl URCIA VAlE A WARIVlNO - v~...... pcranwt.... cuuI READ NCTI'SS ONT.BJS AND RBVERSB smB BBJI'ORB lISB. OeslQn valid tor use only wtth MlTek connectors. This design Is based only upon parameters shown. and Is lor an individual building component to be Installed and loaded vertically. 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WEBS 1 Row at midpt 4-14, 7-14 2 Rows at 1/3 pts 4-7, 3-17, 8-11 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E 'Except' 4-52 X 4 SPF No.2, 6-7 2 X 4 SPF NO.2 BOT CHORD 2 X 6 SPF 1650F 1.5E WEBS 2 X 4 SPF Std 'Except' 4-72 X 6 SYP 2400F 2.0E, 4-14 2 X 4 SPF NO.2 7-142 X 4 SPF NO.2 REACTIONS (Ib/size) 17=2480/0-5-8, 11 =2480/0-5-8 Max Horz 17=-31 (load case 4) Max Uplift 17=-71 (load case 3), 11=-71(load case 4) FORCES(lb) - First Load Case Only TOP CHORD 1-2=-185,2-3=-244,3-4=-4883,4-5=-2438, 6-7=-2438, 7-8=-4883, 8-9=-244, 9-10=-185, 5-6=-2288 BOT CHORD 1-17=174,16-17=4127,15-16=4699,14-15=4699, 13-14=4699, 12-13=4699, 11-12=4127, 10-11=174 WEBS 4-19=-2704, 18-19=-2696, 18-20=-2696,7-20=-2704,4-16=-105,4-14=304, 14-18=7,7-14=304, 7-12=-105, 3-16=607, 8-12=607, 2-17=-491, 9-11=-491, 3-17=-4306, 8-11=-4306, 5-19=96, 6-20=96 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.15, and the plate grip increase is 1.15 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC-94. 5) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift atjt(s) 17 and 11. 6) This truss has been designed with ANSIITPI1-1995 criteria. 7) Design assumes 4x2 (tlat orientation) purlins at oc spacing indicated, fastened to truss TC w/2-10d nails. LOAD CASE(S) Standard DA!E A WARIVlNO - V.r(Iir .alp pcaranwt.,.. cuuI READ NCTI'SS ON T.BJS AND RBVERSB smB BBJI'ORB lISB. OeslQn valid tor use only wtth MlTek connectors. This design Is based only upon parameters shown, and Is lor an individual building component to be Installed and loaded vertically. Appllaablltty 01 deslQn parameters and ploper incorporation 01 component Is responslblltty 01 building deslQner . not truss deslQner. Bracing shown Is 101 lateral support 01 individual web members only. Addttlonaltemporary btaclng to Insure stablltty during conslructlon Is the responsibility 01 the erectOl. Addttlonal permanent bracing 01 the overal structure Is the responslblltty 01 the building deslQner. For general guidance regarding labrlcatlon, qualtty control, storage, delivery, election and bracing, cansutt QST.8I Qualtty standard, 051-89 lraclng 5peclllcatlan, and HII.91 Handling Installing and lraclng R...omm.....a11on avaUable Irom Truss Plate Inslttute, 583 D'Onofrio Drive, Madison. W153719. ',~ ill.. _..li~'" "1 . ...1 ,ill. _:.11, '1111'1_ it II .~ 11 .,flrli 38-7-2 4-7,13 41-4-0 I 2,8-14 Scale = 170.6 2x4 II 9 '" " '" 10 '" IJ; 6 4x5 = 11 5x8 = UCEl8E~~ March 6,2002 all" MiTek@ _,I "1' flI" "". 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Q: 2 T1------<r.2(j ~14 2-8-14 11-11-4 4-6-9 23-4-12 2,8,12 29-4-12 6-0-0 33-11-5 4,6,9 17-11-4 6-0-0 20,8-0 2-8-12 7-4-11 4-7-13 6x8 = 6x8 = 2x4 II 6 10x10 c:::: 10x10 -:::: 5 4x5 =-= ~ 18 5x8 = 14 5x8 = 13 4x4 = 17 4x4 = 16 5x8 = 15 4x8 = I 2-8-14 I 2-8-14 38-7-2 4-7-13 41-4-0 I 2-8,14 Scale = 1 :70.6 '" o .;. 11 4x5 = '" IJ; o 12 5x8 = LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 CSI TC 0.62 BC 0.67 WB 0.76 (Matrix) 29-4,12 38-7-2 41-4,0 8-8-12 9-2-6 2-8-14 DEFL in (Ioc) IIdefl PLATES GRIP Vert(LL) -0.38 13-15 >999 MII20 197/144 Vert(TL) -0.58 13-15 >747 Horz(TL) 0.15 12 n/a 1 st LC LL Min IIdetl = 360 Weight: 219 Ib ..., ..,........ ...,. ....... . .... .. ....... - _ . "'r ... ... ...."..'.n _...._._~... r.-~ " ....... . .IVAI WCIA 11-11-4 9-2-6 20-8-0 8-8-12 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC/ANSI95 BRACING TOP CHORD Sheathed or 2-10-1 oc purlins, except 2-0-0 oc purl ins (3-3-14 max.): 5-7. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-8 2 Rows at 1/3 pts 3-18,9-12 LUMBER TOP CHORD 2 X 4 SPF NO.2 'Except' 1-42 X 4 SPF 1650F 1.5E, 8-11 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 6 SPF 1650F 1.5E WEBS 2 X 4 SPF Std 'Except' 4-82 X 6 SYP 2400F 2.0E, 4-152 X 4 SPF NO.2 8-152 X 4 SPF NO.2 REACTIONS (Ib/size) 18=2480/0-5-8, 12=2480/0-5-8 Max Horz 18=-28(load case 4) Max Uplift 18=-65(load case 3), 12=-65(load case 4) FORCES(lb) - First Load Case Only TOP CHORD 1-2=-178 2-3=-224 3-4=-4846 4-5=-2579 7-8=-2579 8-9=-4846 9-10=-224 10-11=-178 5-6=-2456,6-7=-2456 ' , , , , , BOT CHORD 1-18=158,17-18=4151,16-17=4653,15-16=4653, 14-15=4653, 13-14=4653, 12-13=4151, 11-12=158 WEBS 4-20=-2740,19-20=-2725,19-21=-2725,8-21=-2740, 4-17=-75, 4-15=562,15-19=-181,8-15=562, 8-13=-75,3-17=533,9-13=533,2-18=-473, 10-12=-473,3-18=-4350,9-12=-4350,5-20=141, 6-19=-208,7-21=141 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.15, and the plate grip increase is 1.15 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC-94. 5) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 18 and 12. 6) This truss has been designed with ANSI/TP11-1995 criteria. 7) Design assumes 4x2 (tlat orientation) purl ins at oc spacing indicated, fastened to truss TC w/2-10d nails. LOAD CASE(S) Standard DAlE A WARIVlNO - v~...... ~ cuuI READ NCTI'SS ONT.BJS AND RBVERSB smB BBJI'ORB lISB. OeslQn valid tor use only wtth MlTek connectors. This design Is based only upon parameters shawn, and Is 101 an individual building component to be Installed and loaded vertically. AppllaabUtty 01 deslQn parameters and plope! incorporation 01 component Is responslblltty 01 buDding designer. not truss deslQner. Bracing shown Is 101 lateral support 01 individual web members only. Addttlonaltemporary bracing to Insure stabUlly during construction Is the responslbllWy 01 the erector. Addttlonal permanent bracing 01 the overall structure Is the responslblltty 01 the building deslQner. For general guidance regarding fabrication, quallly controL storage. deHvery, erection and bracing, consutt QST-8I Qualtty standard, D5I.89 lraclng 5peclllcallan, and HII-91 Handling Installing and Bracing R...omm.....a11on available Irom Truss Plate Instttute, 583 O'Ono111o Drive, Madison. W153719. !'\ I '-J!,,;:~ I '11. _t"'!Ii~llfl'_.. .: lI.oj ;: Ill'. UCSIIE Ht48 March 6,2002 ." MiTek@ .'..' CI) Q) ~ o z >- ~ Q) ~ c (I) c ... Q) c: Q) ~ ~ ~ Q) Q. o ... A- Q) en 6~ O::::J ,,'c -- SO Os ~I!! OQ) = A. 0... LL.O OQ) -0) !o ::::JE .- 0 .20 E Q) ~ en >- en C) c: .- ... 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' .;. .;. 11 '" Jl IJ; 6 6 4x5 = 4x5 = 18 17 16 15 14 13 12 5x8 = 4x4 = 5x8 = 4x8 = 5x8 = 4x4 = 5x8 = I 2-8-14 I 2-8,14 11,11-4 9-2-6 20,8-0 8-8-12 29-4-12 38-7-2 41-4-0 8-8-12 9-2-6 2,8-14 DEFL in (Ioc) IIdetl PLATES GRIP Vert(LL) -0.40 15 >999 MII20 197/144 Vert(TL) -0.61 15-17 >709 Horz(TL) 0.15 12 n/a 1 st LC LL Min IIdetl = 360 Weight: 2171b LOADING (psf) TCLL 40.0 TCDL 10.0 BCll 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC/ANSI95 CSI TC 0.60 BC 0.67 WB 0.76 (Matrix) LUMBER TOP CHORD 2 X 4 SPF NO.2 'Except' 1-42 X 4 SPF 1650F 1.5E, 8-11 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 6 SPF 1650F 1.5E WEBS 2 X 4 SPF Std 'Except' 4-82 X 6 SYP 2400F 2.0E, 4-15 2 X 4 SPF NO.2 8-152 X 4 SPF NO.2 REACTIONS (Ib/size) 18=2480/0-5-8, 12=2480/0-5-8 Max Horz 18=-25(1oad case 4) Max Uplift 18=-57(load case 3), 12=-57(load case 4) FORCES(lb) - First Load Case Only TOP CHORD 1-2=-165,2-3=-209,3-4=-4828,4-5=-2704, 7-8=-2704, 8-9=-4828, 9-10=-209, 10-11=-165, 5-6=-2624,6-7=-2624 BOT CHORD 1-18=145, 17-18=4167, 16-17=4628, 15-16=4628, 14-15=4628, 13-14=4628, 12-13=4167, 11-12=145 WEBS 4-20=-3011,19-20=-2972,19-21=-2972,8-21=-3011, 4-17=-53, 4-15=1031,15-19=-522,8-15=1031, 8-13=-53,3-17=491,9-13=491,2-18=-463, 10-12=-463,3-18=-4382,9-12=-4382,5-20=243, 6-19=-567,7-21=243 BRACING TOP CHORD BOT CHORD WEBS Sheathed or 2-9-3 oc purlins, except 2-0-0 oc purl ins (3-4-9 max.): 5-7. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 4-8 2 Rows at 1/3 pts 3-18,9-12 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 10.0 psf bottom chord dead load, 100 mi from hurricane ocean line, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.15, and the plate grip increase is 1.15 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC-94. 5) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 18 and 12. 6) This truss has been designed with ANSIITPI1-1995 criteria. 7) Design assumes 4x2 (tlat orientation) purlins at oc spacing indicated, fastened to truss TC w/2-10d nails. LOAD CASE(S) Standard ,.....,.... -:rt ...... << ..... .. ~ -so -. ndlr ..,1.t-'~ .... tIIIIl - . ..... ::::: ..,.~ " ..... II NAIl UICtA m UCEIIE ,.,. March 6,2002 A WARIVlNO - v.riIiI...... pcII'CSIIWt.... cuuI READ NCTI'SS ON T.BJS AND RBVERSB smB BBJI'ORB lISB. OeslQn valid tor use only wWh MlTek connectOls. This design Is based only upon parameters shown, and Is lor an individual building component to be Installed and loaded vertically. 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(1)._ 0 - Z () 'C i5 C. 9/. u.... n.::: f=~u ..... 0."'0 +- ~.f;u .f;~ 0 0 iC ~ iC iC Q.Q 0 ;::: - c ~ ..c ~ ~ 00 III ~ 0 '50 N ~ CD \ 0 ~ E 9 'I' .0-- w ..... o~ X ~ Z <> -- III ~ ii 0 > I!! -t: t- ~ .2::1 ~ I!! ~ cD CJ)~ ~ III 0 oil Do CD :!: "" 2 ,- 8-5,2 8-5-2 13,11,4 5,6,2 20-8-0 6-8-12 27-4-12 6-8-12 32-10-14 5-6,2 41-4-0 8,5-2 ---I Scale = 1 :70.2 3.00112 6x10 = 4x8 II 6xlO = 4 5 i~~'~~~~;~~;~ a L 4x12 = 4x12 = 4x12 \I 12 11 10 9 8 4x12 II 5x16 II 5xl0 M1I18H= 4xlO = 4x4 = 5x16 Ii '" ~ M '" I:b 6 4x4 = 5xl0 M1I18H= 2-8-14 13-11-4 20-8-0 27-4,12 38-7-2 41-4-0 11-2-6 6,8-12 6-8-12 11-2-6 2-8-14 SPACING 2-0-0 CSI DEFL in (Ioc) IIdetl PLATES GRIP Plates Increase 1.15 TC 0.88 Vert(LL) -0.66 10 >738 MII20 197/144 Lumber Increase 1.15 BC 0.94 Vert(TL) -0.98 10 >499 MII18H 141/138 Rep Stress Incr YES WB 0.85 Horz(TL) 0.22 7 n/a Code UBC/ANSI95 1 st LC LL Min IIdetl = 360 Weight: 254 Ib LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 LUMBER TOP CHORD 2 X 6 SYP 2400F 2.0E BOT CHORD 2 X 6 SYP 2400F 2.0E 'Except' 9-11 2 X 6 SPF 1650F 1.5E WEBS 2 X 4 SPF Std WEDGE Left: 2 X 10 SYP 1950F 1.7E, Right: 2 X 10 SYP 1950F 1.7E REACTIONS (Ib/size) 1 =2453/0-5-8, 7=2453/0-5-8 Max Horz 1=-22(load case 4) FORCES(lb) - First Load Case Only TOP CHORD 1-2=-7605,2-3=-6635,3-4=-7389,4-5=-7389,5-6=-6635,6-7=-7605 BOT CHORD 1-12=7358,11-12=6474, 10-11=6474,9-10=6474,8-9=6474,7-8=7358 WEBS 2-12=-958,3-12=515,3-10=1028,4-10=-807, 5-10=1028, 5-8=515, 6-8=-958 BRACING TOP CHORD Sheathed or 3-5-4 oc purlins, except 2-0-0 oc purlins (3-4-12 max.): 3-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.15, and the plate grip increase is 1.15 3) Provide adequate drainage to prevent water ponding. 4) All plates are MII20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC-94. 6) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 1 and 7. 7) This truss has been designed with ANSIITPI1-1995 criteria. 8) Design assumes 4x2 (tlat orientation) purlins at oc spacing indicated, fastened to truss TC w/2-10d nails. .....,...... ~tt. ...... << ... .. ., ~~~,='u:7~ r.-~ " ....... ..IUM URCIA LOAD CASE(S) Standard DAlE !oICBI8E H\411 March 6,2002 A WARIVlNO - v~ ..p JNU'CS8Wt.... cuuI READ NCTI'SS ON T.BJS AND RBVERSB smB BBJI'ORB lISB. OeslQn vaMd lor use only wtth MlTek connectOls. This design Is based only upon parameters shown, and Is 101 an individual buMdlng component to be Installed and loaded vertically. 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U -- o g co I z ~ d, N ~ 0- 8 <;t r-: C") 0- N 0- N ;S< z C") """ 6 -0 <;t 0: ~ 8 L!) ~ ~ GO GO C:: I ...J is o U U co u U) ~ ffi ~ '" Ol '" :30 ':=0 o"i:: o~ ;;=0 o E _C: 00 Q~ "'O:J 0':= .Qc ~o ~ u ~c o '" c:t 00 01;; c.; z 6 GO 8 0- 2,8-14 2-8-14 7-4-11.__+--__~__t____--~- 4,7,13 4-6,9 8-8-12 29-4-12 8-8,12 -+- 33-11-5 4-6-9 38-7-2 4-7,13 41-4-0 , , 2-8-14 Scale = 1:70.6 3.00112 8xlO = 4x8 II 8x10 = Jj;;:<>~iF~--1r=_:::~~<><~~ '.: " l~~)~~~s4-~~-:~>~~~;:~l~~">~ o 4x5 = 1:21 4x5 = 16 15 14 13 12 11 10 "" .;. eo '" 1:6 6 5x8 = 4x4 = 5x8 = 4xlO = 5x8 = 4x4 = 5x8 = 2-8-14 2-8-14 a e sets 11-11-4 9-2-6 20-8-0 8-8-12 29-4-12 38-7-2 41,4-0 8-8-12 9-2-6 2-8-14 DEFL in (Ioc) IIdefl PLATES GRIP Vert(LL) -0.53 13 >809 MII20 197/144 Vert(TL) -0.79 13 >543 Horz(TL) 0.15 10 n/a 1st LC LL Min IIdetl = 360 Weight: 1951b LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC/ANSI95 CSI TC 0.81 BC 0.64 WB 0.87 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E 'Except- 4-6 2 X 6 SYP 2400F 2.0E BOT CHORD 2 X 6 SPF 1650F 1.5E WEBS 2 X 4 SPF Std 'Except' 4-132 X 4 SPF No.2, 6-13 2 X 4 SPF NO.2 REACTIONS (Ib/size) 16=2480/0-5-8, 10=2480/0-5-8 Max Horz 16=-19(load case 4) Max Uplift 16=-41 (load case 3), 1 0=-41 (load case 4) FORCES(lb) - First Load Case Only TOP CHORD 1-2=586,2-3=580,3-4=-4892,4-5=-6512,5-6=-6512, 6-7=-4892, 7-8=580, 8-9=586 BOT CHORD 1-16=-563. 15-16=4019, 14-15=4764, 13-14=4764, 12-13=4764, 11-12=4764. 10-11=4019, 9-10=-563 WEBS 4-15=-110,4-13=1848,5-13=-1028,6-13=1848, 6-11=-110, 3-15=805. 7-11=805, 2-16=-381, 8-10=-381,3-16=-4990.7-10=-4990 BRACING TOP CHORD Sheathed or 2-5-1 oc purlins, except 2-0-0 oc purl ins (3-2-4 max.): 4-6. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 Rows at 1/3 pts 3-16,7-10 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 10.0 psf bottom chord dead load, 100 mi from hurricane ocean line, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.15, and the plate grip increase is 1.15 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC-94. 5) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 16 and 10. 6) This truss has been designed with ANSIITPI1-1995 criteria. 7) Design assumes 4x2 (tlat orientation) purlins at oc spacing indicated, fastened to truss TC w/2-10d nails. LOAD CASE(S) Standard '** ...,........... ...... or .... .. ..... - - 01' udlr ...1t-'u::..~ .... . - I..., ::.:: r..-~ " ..... II ..IUM IAlCIA 1m UCBI8E H1et March 6,2002 A WARIVlNO - v~ ...... pcsrc&nWt.... cuuI READ NarBS ON T.BJS AND RBVERSB SJDB BBJI'ORB lISB. OeslQn vaDd tor use only wtth MlTek connectors. This design Is based only upon parameters shown, and Is lor an individual buDding component to be Installed and loaded vertically. Appllcablllly 01 deslQn parameters and ploper IncOIpOIatlon 01 component Is responslblllly 01 building deslQner - not truss deslQner. Blaclng shown Is 101 lateral support 01 individual web members only. Addttlonaltempolary bracing to Insure stablltty during construction Is the responslbllWy 01 the erector. Addttlonal permanent bracing 01 the overall structure Is the responslblltty 01 the building deslQner. For general guidance regal ding labrlcatlon, quallly control, storage, deHvery, erection and bracing, consutt Q5T-8I Qualtty standard, 051.89 Iraclng 5peclllcatlon, and HII-91 Handling Installing and Iraclng R...omm.....a11on available Irom Truss Platelnslttute, 583 D'Onofrio Olive, Madison, WI53719. all" MiTek@ :~ ~~I ,_"CO dtmM"j ~!i1 :~ .;I '.,,~"':'. . ~~~~1IIIi)l ,I ,~J :: .~: - ,.~. -:z~= = ~ en Q) ~ o z > .... Q) .... c U) o ... Q) c Q) ~ ~ Q) Q. 2 A- Q) en 6~ O::::J ,,'c '3- 00 Os ~~ OQ) = Q. 0... ""'0 OQ) -0) !o .2E .- 0 ~c E Q) .... en >- CI) 0) C .- ... 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IL ~ o t- O 11.I Z Z o o ~ ~ z ~ 8 0- Z ~ c0 N NO-a ~ r..: g 0- N 0- N -0 Z C") co 6 <> "'" 0- ~ 8 l.C) r-. r-. co co Q:: I -l (5 o u U coU(/) ~ 55 ~ '" (I) '" ~u; ~o Oo~ .go o E _C: 00 0+= ~ U "'O:::J o~ .Q~ ~ 0 ~ U ~o o '" c:~ 00 01;; ctj 5-2-3 -p---+----- 10-2,10 12-5-4 15-3-1 20,5-4 25-0-4 31-4,8 5-2-3 5-0,7 2-2-10 2-9-13 5-2,3 4,7-0 6-4-4 Scale = 1:53.5 2x4 II 4x8 II 2x4 2x4 II 6x6 = 3 4 2x4 II 5 7x8 "'" 300~ 14 6 ~ 4x6 -:::: "i ,3 3x6 = 3x10 112x4 II .;, 4x8 II ~ '" p; 0 12 11 10 9 4x12 Ii 4x6 = 4xl0 = 4xl0 M1I18H= 3x8 = 5x16 Ii LOADING (psf) TCLL 40.0 TCDL 10.0 BCLl 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC/ANSI95 CSI TC 0.87 BC 0.78 WB 0.85 (Matrix) 20-5-4 28,7-10 31-4,8 10-2-10 8,2-6 2-8-14 DEFL in (Ioc) IIdetl PLATES GRIP V ert(LL) -0.46 9-11 >816 MII20 197/144 Vert(TL) -0.70 9-11 >533 MII18H 141/138 Horz(TL) 0.14 8 n/a 1 st LC LL Min IIdetl = 360 Weight: 179 Ib 10,2-10 10,2,10 ate sets LUMBER TOP CHORD 2 X 4 SPF No.2 'Except' 6-82 X 6 SPF 1650F 1.5E BOT CHORD 2 X 6 SPF 1650F 1.5E WEBS 2 X 4 SPF Std 'Except' 6-142 X 4 SPF 1650F 1.5E, 11-162 X 4 SPF NO.2 12-162 X 4 SPF No.2, 11-172 X 4 SPF NO.2 9-17 2 X 4 SPF No.2, 13-142 X 4 SPF 1650F 1.5E BRACING TOP CHORD Sheathed or 3-4-7 oc purl ins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 1-4. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 6-13, 12-16 WEDGE Right: 2 X 8 SYP 1950F 1.7E REACTIONS (Ib/size) 12= 1860/0-3-8, 8= 1860/0-5-8 Max Horz 12=-89(load case 4) FORCES(lb) - First Load Case Only TOP CHORD 12-13=-208,4-5=-53,5-6=-77,6-7=-4977,7-8=-5794, 1-2=0, 2-3=0, 3-4=-5 BOT CHORD 11-12=2987, 10-11=5424,9-10=5424,8-9=5525 WEBS 13-16=-39,14-16=-4678,14-15=-4677,15-18=-4677, 17-18=-4671,6-17=-4735,6-9=816, 11-15=-305,11-16=1909,12-16=-3328,11-17=-843, 9-17=-773, 7-9=-767,1-13=-199, 2-16=-586, 3-15=-400,5-17=-419,4-18=-127 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.15, and the plate grip increase is 1.15 3) Provide adequate drainage to prevent water ponding. 4) All plates are MII20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC-94. 6) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 12 and 8. 7) This truss has been designed with ANSIITPI1-1995 criteria. 8) Design assumes 4x2 (tlat orientation) purlins at oc spacing indicated, fastened to truss TC w/2-1Od nails. LOAD CASE(S) Standard ......,...,... all..... ..... II' ..... .. ,.... _ _ . _r III ..... IIIIIA..... .. 11III1_ . _l.II:IiIM "'" r.-~ " .....11 ..IUM URCIA DAlE UCSI8E H1et March 6,2002 A WARIVlNO - v~ ."p pcIrcun.t.,. cuuI READ NCTI'SS ON T.BJS AND RBVERSB SIDB BBJI'ORB lISB. OeslQn valid tor use only wtth MlTek connectors. This design Is based only upon parameters shawn. and Is 101 an individual building component to be InstaUed and loaded vertically. Appflcablllly 01 deslQn parameters and proper IncOIPOIatlon 01 component Is responslblllly 01 building deslQner - not truss deslQner. Bracing shown Is lor lateral support 01 individual web members only. AddWlonaltemporary bracing to Insure stablltty during construction Is the responsibility 01 the erectOl. Addttlonal permanent bracing 01 the overaU structure Is the responslblltty 01 the building deslQner. For general guidance regarding fabrication, qualtty controL storage, delivery, erection and bracing, consutt Q5T-8I Quoltty standard, D5I.89 Iraclng 5peclllcallon, and HII.91 Handling Installing and lraclng R...omm.....a11on available Irom Truss Plate Instttute, 583 O'Onolrlo Drive, Madison, W153719. all" MiTek@ 11 2 Ilf~,:,)r, : .~ ::1. "~d1:II!_I!. . 1:: .t ~.t,t'nl .'.. .1 en (I) ~ o z >- ~ Q) ..... a U) a ... 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L ell: ~ o w Z Z o o ~ ~ Z I o CO 8 russ 4.201 SR1 s uppTy-Mtnnesota Truss, ~__.li~__-+- 5-2-3 10,2,10 5-0-7 10r1-4 0,2,10 15,3-1 4-9-13 20-5-4 5-2,3 25-0-4 4-7-0 31-4,8 6-4-4 Scale = 1 :53.5 2x4 II 4x8 II 2x4 6x8 = 2 3 :2 2x4 II 4 7x8 ::::- 3.00 lR. 13 IX1 liPl 5 IX1 ________. 4x6 -:::: 6 '" ..:. oJ, 3x6 = 3x8 II 4x8 II I~ 6 11 4x6 = 10 4x10 = 9 4x10 M1I18H= 3x8 = 4x12 II 5x16 Ii LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC/ANSI95 CSI TC 0.87 BC 0.78 WB 0.85 (Matrix) 20-5-4 28-7-10 31,4-8 10-2-10 8-2-6 2-8-14 DEFL in (Ioc) I/detl PLATES GRIP Vert(LL) -0.46 8-10 >815 MII20 197/144 Vert(TL) -0.70 8-10 >532 MII18H 141/138 Horz(TL) 0.14 7 n/a 1 st LC LL Min IIdefl = 360 Weight: 178 Ib f--- 10-2-10 10-2,10 ate sets LUMBER TOP CHORD 2 X 4 SPF NO.2 'Except' 5-72 X 6 SPF 1650F 1.5E BOT CHORD 2 X 6 SPF 1650F 1.5E WEBS 2 X 4 SPF Std 'Except' 5-132 X 4 SPF 1650F 1.5E, 10-152 X 4 SPF NO.2 11-152 X 4 SPF No.2, 10-162 X 4 SPF NO.2 8-162 X 4 SPF No.2, 12-132 X 4 SPF 1650F 1.5E WEDGE Right: 2 X8 SYP 1950F 1.7E REACTIONS (Ib/size) 11 = 1860/0-3-8, 7= 1860/0-5-8 Max Horz 11 =-1 09(load case 4) FORCES(lb) - First Load Case Only TOP CHORD 11-12=-209, 3-4=-90,4-5=-102,5-6=-4974,6-7=-5796, 1-2=0,2-3=3 BOT CHORD 10-11=2984,9-10=5421,8-9=5421,7-8=5527 WEBS 12-15=-39, 13-15=-4682, 13-14=-4682, 14-16=-4652,5-16=-4705,5-8=818, 10-14=-314, 10-15=1917,11-15=-3326,10-16=-830,8-16=-774, 6-8=-773,1-12=-200,2-15=-582,4-16=-466, 3-14=-485 BRACING TOP CHORD Sheathed or 3-4-7 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 1-3. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Rowatmidpt 5-12,11-15 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.15, and the plate grip increase is 1.15 3) Provide adequate drainage to prevent water ponding. 4) All plates are MII20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC-94. 6) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 11 and 7. 7) This truss has been designed with ANSIITP11-1995 criteria. 8) Design assumes 4x2 (tlat orientation) purlins at oc spacing indicated, fastened to truss TC w/2-10d nails. LOAD CASE(S) Standard ...,..,....~ ...... << ..... .. .. _ ...r... ..... ~ .. ..,_ ... t.aIiIM Pt.. f....~... ... It ....... ~ ..IUM WCIA DAlE UCEI8E~~ March 6,2002 A WARIVlNO - v~ ...... parculWters cuuI READ NarBS ON T.BJS AND RBVERSB smB BBJI'ORB lISB. OeslQn valid tor use only wtth MlTek connectors. This design Is based only upon parameters shown, and Is 101 an individual building component to be Installed and loaded vertically. Applk:abUtty 01 deslQn parameters and plope! IncorPOlatlon 01 component Is responslblllly 01 building deslQner - not truss deslQner. Bracing shown Is lor lateral support 01 individual web members only. AddWlonaltemporary bfaclng to Insure stablltty during construction Is the responsibility 01 the erectOl. Addttlonal permanent bracing 01 the overan structure Is the responslbllWy 01 the building deslQnel. For general guidance regarding fabrication, qualtty controL storage, delivery, erection and bracing, consutt Q5T-8I Quoltty standard, 051.89 lraclng 5peclllcatlon, and HII.91 Handling Installing and lraclng R...omm.....a11on available Irom Truss Plate Instttute, 583 D'Onolllo Drive, Madison, W153719. all" MiTek@ Hj~ ~.""" J : I~. ~f_-"!.m:JI_~... .~ II ~~'. ""':'~ ,i, CI) Q) ~ o z >- ~ Q) ..... o en C ... Q) c: Q) ~ ~ ~ Q) Q. o ... 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Q//:I: ....... ..... ~~ ::lICD Zz ::a~ ~~ sttti lil Q//o:::~ Q// ::lI... :: U~i!: ~ o~o ~ z........ ... ~ot; Q// ...z... ~ .... ::lI:I: ... !oli;; . ~~~ ; ... .., ex) ~ 4( > o ClI: A- A- 4( 11.I Q o o 11.I ... 4( -II A- ClI: o t- O 11.I Z Z o o co ~ 0- u) " ~ ~ " (V) 0- a:l .Q u co I- <( I <( u. U - o g a:l I 0- Z ~ ~ N ~ 0- 8 '<:t r--: (V) C>NO- ~ 2 ~z .0 o 0- N Ll) " " co co Q:: I ....J i5 o U U a:l U CJ) ~ ffi 3: @ @ .... ~ 'iI~ 4.201 f-- 5-2-3 5-2-3 _-+_.8'5-4 3-3-1 10-2-10 1-9-6 15,3-1 5-0-7 20-5-4 5-2-3 -t-- 25-0-4 4-7-0 31-4-8 6,4-4 Scale = 1:53.5 2x4 II 4x8 II 2x4 6x6 = 2x4 II 4 6x8 = 3x8 II 7x8 C:: 3.00 l11.. 4 4x6 -:::: '? J, '3 8x8 II I~ 6 12 11 4xl0 = 10 4xlO M1118H= 9 4x12 1/ 5x16 Ii 4x6 = 3x8 '" ate sets 28-7,10 31-4-8 8-2-6 2-8-14 IIdetl PLATES GRIP >813 MII20 197/144 >531 MII18H 141/138 n/a Weight: 1831b 1------- 10-2-10 10-2-10 20-5-4 10-2-10 LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC/ANSI95 CSI TC 0.87 Be 0.78 WB 0,85 (Matrix) DEFL in (Ioc) Vert(LL) -0.46 9-11 Vert(TL) -0.70 9-11 Horz(TL) 0.14 8 1 st LC LL Min I/detl = 360 BRACING TOP CHORD Sheathed or 3-4-7 oc purlins, except end verticals, and 2-0-0 oc purl ins (6-0-0 max.): 1-3. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 6-13, 12-16 LUMBER TOP CHORD 2 X 4 SPF No.2 'Except' 6-82X6SPF 1650F 1.5E BOT CHORD 2 X 6 SPF 1650F 1.5E WEBS 2 X 4 SPF Std 'Except' 6-142 X 4 SPF 1650F 1.5E, 11-162 X 4 SPF NO.2 12-162 X 4 SPF No.2, 11-17 2 X 4 SPF No.2 9-17 2 X4 SPF No.2, 13-142 X4 SPF 1650F 1.5E WEDGE Right: 2 X 8 SYP 1950F 1.7E REACTIONS (Ib/size) 12= 1860/0-3-8, 8= 1860/0-5-8 Max Horz 12=-129(load case 4) FORCES(lb) - First Load Case Only TOP CHORD 12-13=-210,3-4=-36,4-5=-64,5-6=-64,6-7=-4970, 7-8=-5797, 1-2=0,2-3=-5 BOT CHORD 11-12=2982, 10-11 =5448, 9-10=5448, 8-9=5528 WEBS 13-16=-39,14-16=-4698,14-15=-4697,15-17=-4697, 6-17=-4734, 6-9=837,11-15=-315, 11-16=1937, 12-16=-3323, 11-17=-849,9-17=-811,7-9=-780, 1-13=-207,2-16=-533,5-17=-504, 3-14=-98, 4-15=-409 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.15, and the plate grip increase is 1.15 3) Provide adequate drainage to prevent water ponding. 4) All plates are MII20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC-94. 6) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 12 and 8. 7) This truss has been designed with ANSIITP11-1995 criteria. 8) Design assumes 4x2 (tlat orientation) purl ins at oc spacing indicated, fastened to truss TC w/2-10d nails. LOAD CASE(S) Standard .....,...,........ .. ...... IF ..... .. ...... IIr ~~.,..:. '='-=E II _ror~ .1UM WCIA DAlE UC8I8E~~ March 6,2002 A WARIVlNO . v~ ...... pc&I'CUIWt.... cuuI READ NCTI'SS ON T.BJS AND RBVERSB smB BBJI'ORB lISB. OeslQn valid tor use only wtth MlTek connectors. This design Is based only upon parameters shown, and Is lor an individual building component to be InstaUed and loaded vertically. Appllaablllly 01 deslQn parameters and plopeIlncorporatlon 01 component Is responslbllWy 01 building deslQner . not truss deslQner. Bracing shown Is lor lateral support ollndlvlduol web members only. Addttlonaltemporary bracing to Insure stabllWy during construction Is the responsibility 01 the erector. AddWlonal permanent bracing 01 the overal structure Is the responslbllly 01 the building deslQner. For general guidance regarding fabrication, qualtty controL storage, delivery, erection and bracing, consutt Q5T.8I Qualtty standard, 051.89 Bracing 5peclllcatlon, and HII.91 Handling Installing and lraclng R...omm.....a11on available Irom Truss PlatelnstWute, 583 D'Onofrio Drive, Madison, WI 53719. MI." MiTek@ -,. III III - !I!~/: .~ 'J "If . t~vt_. .. .iI' 'I.' _... t: ' en Q) ~ o z > ~ Q) .... c U) c ... Q) c Q) ~ ~ Q) a. 2 A.. 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(1)._ 0 - Z u:06a.!!l. u- o.~ f=!!?u ..... 0."'0 +- ~ J;u J;~ 0 0 iC ~ iC iC A.g. 0 ~ .. c ~ .a ~ ~ 00 U.I Ill: 0 '50 N ~ .. E 0 III .o- w -I \ 0 ~ -I o~ X ~ Z <> -tl t!! "I: U.I Ill: ii <:; >- .f~ 3 ~ t!! < <Ii ~ ~ au <:; U) L . A. .. ~ '" 2 russ 4.201 5,2,3 16'5'4 I 10-2-10 --+- 15-3-1 20-5-4 25-0-4 31-4-8 5-2-3 1-3-1 3,9,6 5,0-7 5,2,3 4-7-0 6-4-4 Scale = 1:56.0 2x4 II 4x8 II 2x4 II 6x6 = 3 2x4 II 4 2x4 11 5 7x8O::- 3 00 l11.. 14 6 '" ~ 4x6 -:::: J, 3x6 = 3x8 II 4x8 II 8x8 II 2x4 II '" 10 0 12 11 10 9 4x12 /1 4x6 = 4xlO = 4x10 M1I18H= 3x8 = 5x16 II 10-2-10 20-5-4 28,7,10 31-4-8 10-2-10 10-2-10 8-2-6 2-8-14 ate sets LOADING (psf) SPACING 2-0-0 CSI DEFL in (Ioc) IIdefl PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.87 Vert(LL) -0.46 9-11 >813 MII20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.78 Vert(TL) -0.70 9-11 >531 MII18H 141/138 BCLL 0.0 Rep Stress Incr YES WB 0.84 Horz(TL) 0.14 8 n/a BCDL 10.0 Code UBC/ANSI95 (Matrix) 1 st LC LL Min IIdetl = 360 Weight: 1851b LUMBER TOP CHORD 2 X 4 SPF NO.2 'Except' 6-82 X 6 SPF 1650F 1.5E BOT CHORD 2 X 6 SPF 1650F 1.5E WEBS 2 X 4 SPF Std 'Except' 6-142 X 4 SPF 1650F 1.5E, 11-162 X 4 SPF NO.2 12-162 X 4 SPF No.2, 11-17 2 X 4 SPF NO.2 9-17 2 X 4 SPF No.2, 13-142 X 4 SPF 1650F 1.5E BRACING TOP CHORD Sheathed or 3-4-7 oc purlins, except end verticals, and 2-0-0 oc purl ins (6-0-0 max.): 1-3. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, WEBS 1 Row at midpt 6-13,12-16 WEDGE Right: 2 X 8 SYP 1950F 1.7E REACTIONS (Ib/size) 12= 1860/0-3-8, 8= 1860/0-5-8 Max Horz 12=-15O(load case 4) FORCES(lb) - First Load Case Only TOP CHORD 12-13=-227,3-4=-52,4-5=-73,5-6=-72,6-7=-4970, 7-8=-5798, 1-2=0,2-3=-5 BOT CHORD 11-12=2949, 10-11=5446,9-10=5446,8-9=5528 WEBS 13-16=-39, 16-18=-4685, 14-18=-4672, 14-15=-4672, 15-17=-4673,6-17=-4726,6-9=836, 11-15=-316,11-16=1955, 12-16=-3286, 11-17=-864,9-17=-808,7-9=-780,1-13=-216,2-16=-397, 5-17=-505,3-18=-203,4-15=-429 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 10.0 psf bottom chord dead load, 100 mi from hurricane ocean line, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.15, and the plate grip increase is 1.15 3) Provide adequate drainage to prevent water ponding. 4) All plates are MII20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC-94. 6) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 12 and 8. 7) This truss has been designed with ANSIITPI1-1995 criteria. 8) Design assumes 4x2 (tlat orientation) purlins at oc spacing indicated, fastened to truss TC w/2-10d nails. LOAD CASE(S) Standard -- --.... ~"" ..... << ..... .. ., :'L""'~ ,='u:7: ---~ " ..... II ..IUM IMCIA DAIl UCEl8E"~ March 6,2002 A WARIVlNO - v.rIIiI........ JI'U'CUIWUrs cuuI READ NCTI'SS ON T.BJS AND RBVERSB SlDB BBJI'ORB lISB. OeslQn valid lor use only wtth MlTek connectors. 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'" ~ 4-5,4 -r~ 10-2,10 15-3-1 4-5-4 0-8-15 5-0-7 5-0-7 2x4 II 2x4 II 4x8 II 6x6 = 2 20-5-4 5-2-3 25-0-4 4-7-0 4x8 II 2x4 II 5 --------- 7x8 ::::: 6 14 3x6 = 3x8 II 8x8 II CD 2x4 II 12 11 10 4xlO M1I18H= 9 3x8 = 4x6 = 4xlO = 10-2-10 10-2-10 20-5-4 10-2-10 ate sets LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC/ANSI95 CSI TC 0.87 BC 0.78 WB 0.84 (Matrix) DEFL in (Ioc) Vert(LL) -0.46 9-11 Vert(TL) -0.70 9-11 Horz(TL) 0.14 8 1 st LC LL Min IIdetl = 360 IIdefl >812 >530 n/a 300 11:L 28-7-10 8-2-6 PLATES MII20 MII18H Weight: 1861b 31-4-8 ---1 6,4-4 Scale = 1 :57.6 '? ,.:. l~ 6 4x12 Ii 5x16 II 31,4-8 2-8-14 GRIP 197/144 141/138 LUMBER TOP CHORD 2 X 4 SPF No.2 'Except' 6-82 X 6 SPF 1650F 1.5E BOT CHORD 2 X 6 SPF 1650F 1.5E WEBS 2 X 4 SPF Std -Except' 6-142 X 4 SPF 1650F 1.5E, 11-162 X 4 SPF NO.2 12-162 X 4 SPF No.2, 11-17 2 X 4 SPF NO.2 9-172 X 4 SPF No.2, 13-142 X 4 SPF 1650F 1.5E BRACING TOP CHORD Sheathed or 3-4-7 oc purlins, except end verticals, and 2-0-0 oc purlins (10-0-0 max.): 1-2. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 6-13, 12-16 WEDGE Right: 2 X 8 SYP 1950F 1.7E REACTIONS (Ib/size) 12= 1860/0-3-8, 8= 1860/0-5-8 Max Horz 12=-170(load case 4) Max Uplift 12=-14(load case 4) FORCES(lb) - First Load Case Only TOP CHORD 12-13=-214,2-3=-31,3-4=-66,4-5=-67,5-6=-71, 6-7=-4972, 7-8=-5797,1-2=4 BOT CHORD 11-12=2975, 10-11=5444,9-10=5444,8-9=5527 WEBS 13-18=-40, 16-18=-47, 14-16=-4685, 14-15=-4684, 15-17=-4685,6-17=-4731,6-9=833, 11-15=-314, 11-16=1936,12-16=-3314,11-17=-852,9-17=-804, 7-9=-776,1-13=-188,3-16=-408,5-17=-485, 2-18=-162,4-15=-502 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 10.0 pst bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.15, and the plate grip increase is 1.15 3) Provide adequate drainage to prevent water ponding. 4) All plates are MII20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC-94. 6) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 12 and 8. 7) This truss has been designed with ANSIITP11-1995 criteria. 8) Design assumes 4x2 (tlat orientation) purl ins at oc spacing indicated, fastened to truss TC w/2-10d nails. LOAD CASE(S) Standard """'..II~ ....... << ..... .. .. :.-;...,.~ ,='u:~ f~~." ....- It .....11 . ..IUM URCIA PAlE A WARIVlNO - v.rUM ..p pcarc&nWt.... cuuI READ NCTI'SS ON T.BJS AND RBVERSB smB BBJI'ORB lISB. OeslQn valid tor use only wtth MlTek connectors. This design Is based only upon parameters shown, and Is lor an individual building component to be Installed and loaded vertically. AppllaabUWy 01 deslQn parameters and proper incorporation 01 component Is responslblllly 01 building deslQner . not truss deslQner. Bracing shown Is 101 lateral support 01 individual web members only. Addttlonaltemporary bracing to Insure stabllWy during construction Is the responslbllWy 01 the erector. Addttlonal permanent bracing 01 the overaU structure Is the responslbUtty 01 the building deslQner. For general guidance rega,dlng labrlcatlon, quallly control. storage, deUvery, erection and bracing, consutt QST-8I Quoltty standard, 051.89 lraclng 5peclllcatlon, and HII-91 Handling Installing and lraclng R...omm.....a11on available Irom Truss Plate Inslttute, 583 O'Onolrlo Drive, Madison, WI 53719. ~ II. li."".. . \~ :jI . t:;mll''''_.. 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'" ~ 4.201 2-5-4 2-5-4 2x4 II 4x8 II 5-2,3 -+-- 10-2-10 2,8-15 5-0-7 15-3-1 5-0-7 20-5-4 5-2-3 25-0-4 4,7-0 --+- 6x6 = 2x4 II 3 2x4 II ~ 4 2x4 II 5 7x8 :::0 14 31-4,8 6-4-4 300 LR 4x6 -:::: Scale = 1 :59.5 '" ..:. ..:. 3 3x8 II 3x6 = 4x8 II 12 4x6 = 11 4x10 = 10 4x10 M1118H= 9 3x8 = 10-2-10 10-2-10 20-5-4 10-2-10 ate sets LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC/ANSI95 CSI TC 0.87 BC 0.78 WB 0.84 (Matrix) DEFL in (Ioc) Vert(LL) -0.46 9-11 Vert(TL) -0.70 9-11 Horz(TL) 0.14 8 1 st LC LL Min IIdefl = 360 BRACING TOP CHORD IIdetl >812 >530 n/a LUMBER TOP CHORD 2 X 4 SPF NO.2 *Except' 6-82 X 6 SPF 1650F 1.5E BOT CHORD 2 X 6 SPF 1650F 1.5E WEBS 2 X 4 SPF Std 'Except* 6-142 X 4 SPF 1650F 1.5E, 11-162 X 4 SPF NO.2 12-162 X 4 SPF No.2, 11-172 X 4 SPF NO.2 9-17 2X4 SPF No.2, 13-142X4SPF 1650F 1.5E 4x12 1/ 5x16 /1 28-7-10 8-2,6 PLATES MII20 MII18H Weight: 1881b '" I:b 2> 31,4-8 2-8-14 GRIP 197/144 141/138 BOT CHORD WEBS Sheathed or 3-4-7 oc purlins, except end verticals, and 2-0-0 oc purl ins (6-0-0 max.): 1-2. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 6-13, 12-16 WEDGE Right: 2 X 8 SYP 1950F 1.7E REACTIONS (Ib/size) 12= 1860/0-3-8, 8= 1860/0-5-8 Max Horz 12=-191(load case 4) Max Uplift 12=-30(load case 4) FORCES(lb) - First Load Case Only TOP CHORD 12-13=-214,2-3=-56,3-4=-65,4-5=-64,5-6=-69, 6-7=-4972, 7-8=-5797, 1-2=2 BOT CHORD 11-12=2975, 10-11=5445,9-10=5445, 8-9=5527 WEBS 13-18=-40, 16-18=-38, 14-16=-4690, 14-15=-4689, 15-17=-4690,6-17=-4733,6-9=834,11-15=-316, 11-16=1940,12-16=-3314,11-17=-850,9-17=-805, 7-9=-776, 1-13=-148,3-16=-490,5-17=-485, 2-18=-119,4-15=-504 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ANSI95If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.15, and the plate grip increase is 1.15 3) Provide adequate drainage to prevent water ponding. 4) All plates are MII20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC-94. 6) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 12 and 8. 7) This truss has been designed with ANSIITP11-1995 criteria. 8) Design assumes 4x2 (tlat orientation) purl ins at oc spacing indicated, fastened to truss TC w/2-10d nails. LOAD CASE(S) Standard ....,..., lilt......... ....... If ..... .. "... . _ . "'r ... ... .....n..... .. _1_ ... UIIIiIIlI "'" --.r.~ " .....11 .IVAI WCIA DAlE A WARIVlNO . V.r(Ijf ...... pcarcanwt... cuuI READ NCTI'SS ON T.BJS AND RBVERSB smB BBJI'ORB lISB. OeslQn valid tor use only wtth MlTek connectOls. This design Is based only upon parameters shown, and Is lor an individual building component to be Installed and loaded vertically. AppllaabttWy 01 deslQn parameters and propel incorporation 01 component Is responslblltty 01 building deslQner . notlruss deslQner. Bracing shown Is 101 lateral support 01 individual web members only. Addttlonaltemporary bracing to Insure stabUtty during construction Is the responsibility of the erector. Addttlonal permanent bracing 01 the overal structure Is the ,esponslblllly 01 the building deslQner. For general guidance regarding labrlcatlon, qualtty control, storage, delivery, erection and bracing, consutt Q5T.8I Qualtty standard, 051.89 Bracing 5peclllcatlon, and HII.91 Handling Installing and lraclng R...omm.....a11on available 110m Truss Plate Inslttute, 583 D'Onolllo Drive, Madison, WI 53719. . rI. IJrriliJ ".;11. '''"..,._.. 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Q. all '" 12 4:2lJ1 o#-- 5-2,3 0-5-4 4-8-15 6x8 = 4x8 II 12 ~_ 10-2-10 _ 5-0-7 15-3,1 5-0-7 20,5,4 5,2,3 25-0-4 4-7-0 31-4,8 6-4-4 2x4 II 3 3x6 '" 2x4 II 5 2x4 II 6 3.00 lQ. 7x8 '" 15 4x6 -:::: 4 13 4x6 = 12 4x10 = 11 4x10 MII18H= 10 3x8 = 4x12 II 5x16 Ii 10,2-10 10-2-10 20-5-4 10-2-10 28,7-10 8-2-6 ate sets LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC/ANSI95 CSI TC 0.87 BC 0.78 WB 0.85 (Matrix) DEFL in (Ioc) Vert(LL) -0.46 10-12 Vert(TL) -0.70 10-12 Horz(TL) 0.14 9 1 st LC LL Min IIdetl = 360 IIdefl >812 >530 n/a PLATES MII20 MII18H Weight 1841b ----I Scale = 1 :61.8 "I ro '" ]J; 6 31-4-8 2-8-14 GRIP 197/144 141/138 LUMBER TOP CHORD 2 X 4 SPF NO.2 'Except' 7-92X6SPF 1650F 1.5E BOT CHORD 2 X 6 SPF 1650F 1.5E WEBS 2 X 4 SPF Std 'Except' 7-152 X 4 SPF 1650F 1.5E, 12-17 2 X 4 SPF NO.2 13-17 2 X 4 SPF No.2, 12-182 X 4 SPF NO.2 10-182 X 4 SPF No.2, 14-152 X 4 SPF 1650F 1.5E BRACING TOP CHORD Sheathed or 3-4-7 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 1-2. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 7-14, 13-17 ....,..., ...... ~ttt ...... ., ..... .. Q ~=,='u:;= r.--r " ..... II ..IUM URCIA WEDGE Right: 2 X 8 SYP 1950F 1.7E REACTIONS (Ib/size) 13= 1883/0-3-8, 9= 1860/0-5-8 Max Horz 13=-211(load case 4) Max Uplift 13=-49(1oad case 4) FORCES(lb) - First Load Case Only TOP CHORD 13-14=-233,2-3=-73,3-4=65,4-5=-57,5-6=-61,6-7=-65, 7-8=-4972, 8-9=-5797,1-2=-87 BOT CHORD 12-13=2983,11-12=5448, 10-11=5448,9-10=5528 WEBS 14-17=-39, 15-17=-4698, 15-16=-4697, 16-18=-4698,7-18=-4736,7-10=836, 12-16=-315, 12-17=1936, 13-17=-3324, 12-18=-849, 10-18=-809,8-10=-777,1-14=-224,3-17=-572,6-18=-490, 5-16=-485 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.15, and the plate grip increase is 1.15 3) Provide adequate drainage to prevent water ponding. 4) All plates are MII20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC-94. 6) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 13 and 9. 7) This truss has been designed with ANSIITPI1-1995 criteria. 8) Design assumes 4x2 (tlat orientation) purlins at oc spacing indicated, fastened to truss TC w/2-10d nails. LOAD CASE(S) Standard WE A WARIVlNO - v.riIiI...... pcucanwten cuuI READ NCTI'SS ON T.BJS AND RBVERSB SlDB BBJI'ORB lISB. OeslQn valid tor use only wtth MlTek connectors. This design II based only upon parameters shown, and Is 101 an individual building component to be Installed and loaded vertically. AppllaabMy 01 deslQn parameters and proper incorporation 01 component Is responslblllly 01 building designer. not truss deslQner. Bracing shawn Is 101 lateral support 01 individual web members only. AddttlonaltempOlary bracing to Insure stabUtty during construction Is the responslbllttyof the erector. Addttlonal permanent bracing 01 the overall structure Is the responslblltty 01 the building deslQner. For general guidance regarding fab.lcatlon, quaUly control, storage, deHvery, erection and bracing, consutt QST-8I Qualtty standard, D5I.89 Iraclng 5peclllcallon, and HII.91 Handling Installing and lraclng R...omm.....a11on available Irom Truss Plate Inslttute, 583 O'Onolrlo Drive, Madison, WI 53719. " - '1'.-;., ~:m." ~.- ;~ !': 1!l'." .Imi.:mr.:z; '~3IU II I !' ~.... . "!!!." UCEI8E Ht48 March 6,2002 ." MiTek@ ~"j;, 4If 4f ~ en ~ ~ C en "'0 0 .Q +- - Q) Q) Qi (I) '" ,... c: '0 0 .c.C: Q)+= - c:~+- Q) 0 Q. 0. 0 o Q) U c: ~ ~ e 0 .c. uO UC: +- c:c:J!! E aQ) +-'0 0 (l)e. 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ICl. .. 11 3,11,12 3-11-12 I __~:L-_+---___ 15-9-13 5,4-10 6-5-7 4x8 II 6x6 = 5x6 "'" 4x8 "'" 5x6 "'" 5 CD 16 15 14 13 5x6 = 4x5 = 4x8 = 5x6 = 5-8-4 13-0-12 20-5-3 5-8-4 7-4-8 7-4-7 ate sets LOADING (psf) SPACING 2-0-0 CSI TCLL 40.0 Plates Increase 1.15 TC 0.90 TCDL 10.0 Lumber Increase 1.15 BC 0.95 BCLL 0.0 Rep Stress Incr YES WB 0.91 BCDL 10.0 Code UBC/ANSI95 LUMBER TOP CHORD 2 X 6 SPF 1650F 1.5E BOT CHORD 2 X 6 SPF 1650F 1.5E 'Except' 14-162 X 6 SYP 2400F 2.0E WEBS 2 X 4 SPF NO.2 'Except' 5-132 X 4 SPF Std, 5-12 2 X 4 SPF Std, 6-12 2 X 4 SPF Std 6-102 X 4 SPF Std, 8-10 2 X 4 SPF Std 4.201 SR1 s 22-3-4 6-5-7 28,8-11 6-5-7 + 4x8 "'" 3.00l_11.. 12 11 10 4x5 = 5x6 = 4x8 = 27-9-10 7-4-7 34-2-2 6-4-6 DEFL in (Ioc) Vert(LL) -0.31 10 Vert(TL) -0.47 10 Horz(TL) 0.09 9 1 st LC LL Min IIdefl = 360 IIdetl >999 >792 n/a PLATES MII20 Weight: 2151b BRACING TOP CHORD BOT CHORD WEBS . 36-11,0 8-2-5 Scale: 3/16"=1' N ro ro '" I:b 6 4x12 II 4x12 II 36-11-0 2-8-14 GRIP 197/144 Sheathed or 3-4-13 oc purlins, except end verticals, and 2-0-0 oc purlins (10-0-0 max.): 1-2. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 15-16. 1 Row at midpt 1-16,2-15,3-15,5-13 WEDGE Right: 2 X 6 SPF 1650F 1.5E REACTIONS (Ib/size) 9= 1806/0-5-8, 15=2579/0-3-8 Max Horz 15=32(load case 3) Max Uplift 15=-179(load case 4) FORCES(lb) - First Load Case Only TOP CHORD 2-3=277,3-4=-1491,4-5=-1491,5-6=-3248,6-7=-4922, 7-8=-4922, 8-9=-5245,1-16=-190,1-2=0 BOT CHORD 15-16=-113,14-15=638, 13-14=638, 12-13=2155, 11-12=3648, 10-11=3648,9-10=5075 WEBS 2-15=-789,2-16=270,3-15=-1906,3-13=1715, 5-13=-1537, 5-12=1518, 6-12=-1114, 6-10=1356, 8-10=-662 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 10.0 psf bottom chord dead load, 100 mi from hurricane ocean line, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.15, and the plate grip increase is 1.15 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBc-94. 5) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 9 and 15. 6) This truss has been designed with ANSIITPI1-1995 criteria. 7) Design assumes 4x2 (tlat orientation) purlins at oc spacing indicated, fastened to truss TC w/2-10d nails. LOAD CASE(S) Standard ...,...,...... pIII..,- .............=: _ . tIIMIIr III ..... ... 11III1_ ... UcIIiIIlf ,.. f~~1 ......... " ....... . .JUM UlCIA pAlE A WARIVlNO . v~ ...... pcrculWters cuuI READ NCTI'SS ON TBJS AND RBVERSB SlDB BBJI'ORB lISB. OeslQn valid tor use only wtth MlTek connectors. This design Is based only upon parameters shown, and Is 101 an individual building component to be Installed and loaded vertically. Appllcablllly 01 deslQn parameters and proper IncOIPOIatlon 01 component Is responslblllly 01 building deslQner - not truss deslQner. Bracing shawn II lor lateral support 01 individual web members only. Addttlonaltemporary bracing to Insure stablltty during construction Is the responslblltty 01 the erector. Addttlonal permanent bracing 01 the overall structure Is the responslblltty 01 the building deslQner. For general guidance regarding labrlcatlon, quallly control, storage, deUvery, erection and bracing, consutt QST-8I Quality standard, 051.89 Iraclng 5peclllcallon, and HII.91 Handling Installing and Iraclng R...omm.....a11on available Irom Truss Plate Inslttute, 583 O'Onolrlo Drive, Madison, WI53719. 1W't'1 I . '! Wi, ; ':J." ",flMI'f 'lIllM... . iii.. "f; .; - UCBI8E ~t48 March 6,2002 ." MiTek@ .. '..';-.. ,,,. 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Z U'Ooa.m. 0- :J t=.~U oZ .c.(I).-o ~.f;u .f;~ l.L 0. ~ ..... 0."'0 +- 0 0 iC ~ iC iC Q.o. 0 ;:: .. C < .a < ~ .!i!o w ~ ell: 0 ~C!) N lID \ ~ E 0 III .o- w ..... C!) ..... o~ X < Z <> -- w ell: ii 0 > I!! "I: I- ~ I!! .; ~ .f~ ~ < 0 ~ W CI) .. Q. lID ::; Q. "" 2 I Jot> J020405 Truss B14GT Truss Type ROOF TRUSS .uty Il"ly 2 t>tonegate Apartments 12143630 t>toCk tlullOlng : upply-Mrnnesotalruss, Ceaar,l\,fn'-55DT1 I (optional) 4.201 t>R1 s an 2 LUUL Mil el. Industnes, Inc. Mon Mar 04 12:40:LO LUUL Page 2 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 10=-823.413=-339.315=-339.316=-339.317=-339.3 A WARIVlNO - v~...... ~ cuuI READ NCTI'SS ONT.BJS AND RBVERSB SlDB BBJI'ORB lISB. OeslQn valid tor use only wtth MlTek connectors. This design Is based only upon parameters shown, and Is 101 an individual building component to be Installed and loaded vertically. 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U -- o ~ co I ~ ~ z ~ ~ '" ~ 0- 8 ~ ,...: (V) 0:",0- ~ ;g z 6 0: ~ 8 L() r--. r--. <Xl <Xl 0:: I ...J is o u U co U Cf) ~ffi~ '" (I) '" ~ en ':=0 o.~ O~ ;;::0 o E _C: 00 0:;::: ~ U "'O::l 0':= .Q~ ~ 0 ~ U 00 a'" c:t 00 Clti c..; Z I o <Xl 8 0- 3-8-1 3-8,1 7-2-5--+- 3-6-5 10-8,10 3-6-5 14-2-15 3-6-5 17-9-3 3-6-5 21-5-4 3-8-1 -+ 31-4-8 9-11,4 1 Scale = 152.3 4x6 II 4x6 = 4x6 II 3 4x4 = 4 4x6 II 4x8 = 4x4 = 5 6 7 6x8 = 3.00~ 8 -- ~ . __ ~_n _ .-_ _.._. . i ~~-n ~" _ ~ "' _ =--====~-=l 4x8 = I~. o 5x8 = 3x8 = 21 J US26 22 JUS26 10 4x12 II 4x12 II 14 15 16 JUS26 17 J US26 13 18 JUS26 12 19 11 20 5x6 = 4x6 = 4x4 = JUS26 JUS26 JUS26 JUS26 JUS26 HJC26 LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr NO Code UBC/ANSI95 CSI TC 0.80 BC 0.99 WB 0.44 (Matrix) 21-5-4 28-7-10 31-4-8 -1 7-2-5 7-2-6 2-8,14 DEFL in (Ioe) IIdefl PLATES GRIP Vert(LL) -0.33 10-11 >999 MII20 197/144 Vert(TL) -0.48 10-11 >774 Horz(TL) 0.11 9 n/a 1st LC LL Min IIdetl = 360 Weight: 306 Ib 7,2-5 7,2-5 14-2-15 7-0-9 ate sets LUMBER TOP CHORD 2 X 6 SPF 1650F 1.5E BOT CHORD 2 X 6 SPF 1650F 1.5E WEBS 2 X 4 SPF No.2 -Except' 8-102 X 4 SPF Std, 3-132 X 4 SPF Std, 5-11 2 X 4 SPF Std BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals, and 2-0-0 oe purlins (6-0-0 max.): 1-8. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Right: 2 X 6 SPF 1650F 1.5E REACTIONS (Ib/size) 14=3296/0-3-8, 9=2605/0-5-8 Max Horz 14=10(load case 3) FORCES(lb) - First Load Case Only TOP CHORD 1-14=-251, 1-2=-311,2-3=-6625, 3-4=-6625, 4-5=-8292, 5-6=-8292, 6-7=-8292, 7-8=-8092, 8-9=-8405 BOT CHORD 14-15=3675,15-16=3675,16-17=3675, 13-17=3675, 13-18=7717, 12-18=7717, 12-19=7717, 11-19=7717,11-20=8279,20-21=8279, 21-22=8279,10-22=8279,9-10=8022 WEBS 8-10=1203,3-13=-318,5-11=-393,2-14=-4136, 2-13=3626, 4-13=-1343, 4-11=708, 7-11=16, 7-10=-231 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ANSI95If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.15, and the plate grip increase is 1.15 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC-94. 4) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 14 and 9. 5) This truss has been designed with ANSIITPI1-1995 criteria. 6) 2-ply truss to be connected together with 10d Common(.148"x3") Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oe, 2 X 6 - 2 rows at 0-9-0 oe. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oe. 7) Design assumes 4x2 (tlat orientation) purlins at oe spacing indicated, fastened to truss TC w/2-10d nails. 8) Use USP JUS26 (With 10d nails into Girder & 10d nails into Truss) or equivalent spaced at 2-0-0 oe max. starting at 1-4-8 from the left end to 19-4-8 to connect truss(es) J5 (1 ply 2 X 4 SPF) to back face of bottom chord. 9) Use USP HJC26 (With 16d nails into Girder & 10d nails into Truss) or equivalent at 21-4-14 from the left end to connect truss(es) J5 (1 ply 2 X 4 SPF), J6GT (1 ply 2 X 6 SPF) to back face of bottom chord. 10) Fill all nail holes where hanger is in contact with lumber. ....,.., ..........,.. ...... . ..... .. ,....... IIr ~~.:.,:,w=~ --:.~ " .....11 ..IUM IMCIA LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-8=-100.0,8-9=-100.0,9-14=-20.0 DAlE UC8I8E H" March 6,2002 A WARIVlNO - v.rCIY......~.... cuuI READ NarBS ONT.BJS AND RBVERSB smB BBJI'ORB lISB. O..lQn vaNd lor use only wtth MlTek connectors. This design Is based only upon parameters shown. and Is lor an individual buDding component to be Installed and loaded vertically. Appllcabl1lly 01 deslQn parameters and proper incorporation 01 component Is responslblltty 01 building deslQner . not truss d..lQner. Bracing shown Is 100late,alsupport 01 individual web members only. Addttlonaltemporary bracing to Insure s1ablltty during construction Is the responslblllly 01 the erector. Addttlonal permanent bracing 01 the overaU structure Is the ,esponslbl1lly 01 the buNdlng deslQner. 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() - o g co I @ @ III ~--- 12143629 4:201 Page 1 f-~~- 5-2,3 10-2-10 5,0-7 -1----- 15-3-1 5-0,7 20-5-4 5-2,3 -+~- 25-0-4 4,7,0 31-4,8 6-4-4 Scale = 1 :53. 5 2x4 II 4x10 = 3x6 = 2x4 II 4x4 = 5x6 = 3 00 l11.. 1 3 4 5 6 ~~ r -m-~ 4x6 -:::: 7 '7 M '" -- --- ~ ]0 0 12 11 10 9 4x12 Ii 4x5 = 4x10 = 5x6 = 3x8 = 5x16 Ii LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC/ANSI95 CSI TC 0.97 BC 0.77 WB 0.81 20-5-4 28-7-10 31-4-8 10,2-10 8-2-6 2-8-14 DEFL in (Ioc) IIdetl PLATES GRIP Vert(LL) -0.43 9 >868 MII20 197/144 Vert(TL) -0.68 9-11 >550 Horz(TL) 0.14 8 n/a 1 st LC LL Min I/detl = 360 Weight: 146 Ib 10-2-10 10-2-10 ate sets LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E 'Except' 6-82 X 6 SPF 1650F 1.5E BOT CHORD 2 X 6 SPF 1650F 1.5E WEBS 2 X 4 SPF Std 'Except' 2-11 2 X 4 SPF No.2, 2-122 X 4 SPF No.2, 5-11 2 X 4 SPF No.2 5-9 2 X 4 SPF NO.2 BRACING TOP CHORD Sheathed or 3-6-8 oc purlins, except end verticals, and 2-0-0 oc purlins (2-2-1 max.): 1-6. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-12 WEDGE Right: 2 X 8 SYP 1950F 1.7E REACTIONS (Ib/size) 12= 1860/0-3-8, 8= 1860/0-5-8 Max Horz 12= 11 (load case 3) FORCES(lb) - First Load Case Only TOP CHORD 1-12=-252, 1-2=0,2-3=-4643,3-4=-4643,4-5=-4643,5-6=-4769, 6-7=-4874, 7-8=-5711 BOT CHORD 11-12=2787,10-11=5195,9-10=5195,8-9=5520 WEBS 6-9=677,4-11=-504,2-11=2110,2-12=-3169, 5-11=-628, 5-9=-485, 7-9=-822 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.15, and the plate grip increase is 1.15 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC-94. 5) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 12 and 8. 6) This truss has been designed with ANSIITP11-1995 criteria. 7) Design assumes 4x2 (tlat orientation) purl ins at oe spacing indicated, fastened to truss TC w/2-10d nails. LOAD CASE(S) Standard .......,_...~ ...... . ..... .. IOJ' ~';...,...;. '='u:7~ f~_'UII- " .....II~ pAlE UCEISE f4t48 March 6,2002 A WARIVlNO - V-riIiI.-1Pl pcuanwtera cuuI READ NCTI'SS ON T.BJS AND RBVERSB smB BBJl'OJIB lISB. Design valid lor use only wtth MlTek connectors. This design Is based only upon parameters shown, and Is lor an individual building component to be Installed and loaded vertically. 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I~ 6 12 11 4x10 = 10 4xlO M1I18H= 9 4x12 II 5x16 II 4x6 = 3x8 = 10,2-10 10-2-10 LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC/ANSI95 CSI TC 0.87 BC 0.78 WB 0.85 (Matrix) 20-5-4 28-7-10 31-4-8 10,2-10 8-2-6 2-8-14 DEFL in (Ioc) IIdetl PLATES GRIP Vert(LL) -0.46 9-11 >813 MII20 197/144 Vert(TL) -0.70 9-11 >531 MII18H 141/138 Horz(TL) 0.14 8 n/a 1 st LC LL Min I/detl = 360 Weight: 1731b ate sets LUMBER TOP CHORD 2 X 4 SPF NO.2 'Except' 6-82 X 6 SPF 1650F 1.5E BOT CHORD 2 X 6 SPF 1650F 1.5E WEBS 2 X 4 SPF Std 'Except' 6-142 X 4 SPF 1650F 1.5E, 11-162 X 4 SPF NO.2 12-162 X 4 SPF No.2, 11-172 X 4 SPF No.2 9-172 X 4 SPF No.2, 13-142 X 4 SPF 1650F 1.5E BRACING TOP CHORD BOT CHORD WEBS Sheathed or 3-4-7 oc purlins, except end verticals, and 2-0-0 oe purlins (6-0-0 max.): 1-5. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 6-13, 12-16 WEDGE Right: 2 X 8 SYP 1950F 1.7E REACTIONS (Ib/size) 12=1860/0-3-8, 8= 1860/0-5-8 Max Horz 12=-48(load case 4) FORCES(lb) - First Load Case Only TOP CHORD 12-13=-211,5-6=-77,6-7=-4954,7-8=-5806,1-2=0,2-3=0, 3-4=0, 4-5=-5 BOT CHORD 11-12=2980,10-11=5419,9-10=5419,8-9=5537 WEBS 13-16=-39, 14-16=-4703,14-15=-4703, 15-17=-4703, 17-18=-4723,6-18=-4689,6-9=840, 11-15=-338,11-16=1945,12-16=-3321,11-17=-809, 9-17=-799, 7-9=-808,1-13=-202,2-16=-566, 3-15=-505,4-17=-331,5-18=-185 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 10.0 psf bottom chord dead load, 100 mi from hurricane ocean line, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.15, and the plate grip increase is 1.15 3) Provide adequate drainage to prevent water ponding. 4) All plates are MII20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC-94. 6) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 12 and 8. 7) This truss has been designed with ANSIITPI1-1995 criteria. 8) Design assumes 4x2 (tlat orientation) purl ins at oe spacing indicated, fastened to truss TC w/2-10d nails. LOAD CASE(S) Standard ~ ...,.......... ....... <<..... ~ - _ . ..r III ..... ..... .. 11III'_."" LIE." .. r.-~ " .....11 ..IUM IMCIA DAlE UC8I8E Ht48 March 6,2002 A WARIVlNO - V-rifir ..,,,,, JlClnulWUrw cuuI READ NCTI'SS ON T.BJS AND RBVERSB smB BBJI'ORB lISB. OeslQn valid tor use only wtth MlTek connectors. 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CT -- ::::J+-.c._ g (I) - .c..Q ~E .c. ..c. Q)U 00 +-ouo -"'0..0 +-", -- +-"'+- ~o -- 0. Z .- (I) '" - o U +-0) - ~ co. 0 ,!; l!! c: Ql c.:!! ~ (I) 0 -0 .!!l .Q c: 0..0 o ,- o ::::J o c: - .i: C:"'(I) c:- c:~ i= .- 0 c: "'0 :;:::00 u.Q ~ 00- o Q 0""" ;! c:.~'Qi 'Vi .Q E,~ ';- '- +- (I) :;:::(1) ~U) o"'O~.c. . 'Buo "0 "'~.c. o+- 00) Z (l)C:O+-+- 550-:: ,!; ~ a. c:o+- u.Q U.!; IoU +-'- .80 oi: (I) - '" ii 0"'''' (I) ._~ (I) 0'00 E ::::J._ 0", o ~ _c:c: '" 0= > E:;::- .- U c: -::::J -0 0 o..Q.Q 0 >- N~"'O ..o"'O+- .. c "'0 '0 .Q "'0 '" Q) C _cnen+-- - c: E(I)u .20 't;ccu; l!!::::J l!!..o (l)C:C:",(I) ><"'0 >-~(I) Ol~ o.!; O.c. Z c(l)Q)Q)5 <:t2", ",'S c: ~ ~~g u+- -~ .~ en ~ (l)EEou ~ 0 '" .!!l CT 5 c- Q)~ '" -- c: -0 0"'00 "'O.c. 0- ::::J OZ .c. (1)._ 0 - Z U'Bi5a.!!l_ LL a..:= f=~u I- 0."'0 +- ~.!;u .!;~ 0 0 iC ~ iC iC Q.u. u i= .. c ~ .c ~ ~ 00 IoU IX U '30 N ~ .. E 0 'I' ,Q-- en .... \ 0 ~ .... o~ X ~ Z t!! -- IoU IX ii >- "I: to- ~ t!! ~ .2~ ~ ~ ~ IoU (I) CIl. ... CIl. .. f- 5,2-3 . --- u--f 10-2,10 14-5-4 15-3-1 20-5-4 25-0-4 31-4-8 5-2-3 5-0-7 4,2-10 0-9-13 5-2-3 4-7-0 6-4-4 Scale = 1 :53.5 2x4 II 2x4 II 4x8 II 2x4 2x4 6x6 = 4 5 ~~--~--- 7x8 ~ 300l11.. 14 6 ---~-~---.- 3x8 II 0') 3x6 = ..:. / 4x8 II .;. 8x8 II 2x4 II '" 10 0 12 11 10 9 4x12 II 4x6 = 4x10 = 4x10 M1I18H= 3x8 = 5x16 Ii LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 10,0 SPACING 2-0-0 Plates Increase 1. 15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC/ANSI95 CSI TC 0.87 BC 0.78 WB 0.85 (Matrix) 20-5-4 28-7-10 31-4-8 10-2-10 8-2-6 2-8,14 DEFL in (Ioc) I/detl PLATES GRIP Vert(LL) -0.46 9-11 >817 MII20 197/144 Vert(TL) -0.70 9-11 >534 MII18H 141/138 Horz(TL) 0,14 8 n/a 1 st LC LL Min IIdetl = 360 Weight: 1761b I--- 10-2-10 10-2-10 ate sets LUMBER TOP CHORD 2 X 4 SPF NO.2 'Except' 6-82 X 6 SPF 1650F 1.5E BOT CHORD 2 X 6 SPF 1650F 1.5E WEBS 2 X 4 SPF Std 'Except' 6-142 X 4 SPF 1650F 1.5E, 11-162 X 4 SPF NO.2 12-162 X 4 SPF No.2, 11-17 2 X 4 SPF NO.2 9-17 2 X 4 SPF No.2, 13-142 X 4 SPF 1650F 1.5E WEDGE Right: 2 X 8 SYP 1950F 1.7E REACTIONS (Ib/size) 12= 1860/0-3-8, 8= 1860/0-5-8 Max Horz 12=-68(load case 4) FORCES(lb) - First Load Case Only TOP CHORD 12-13=-208,4-5=-25,5-6=-100,6-7=-4983,7-8=-5792, 1-2=0, 2-3=0, 3-4=3 BOT CHORD 11-12=2987, 10-11=5386,9-10=5386,8-9=5522 WEBS 13-16=-39, 14-16=-4677, 14-15=-4677, 15-18=-4677, 17-18=-4660,6-17=-4724,6-9=790, 11-15=-324,11-16=1908,12-16=-3329,11-17=-801, 9-17=-721, 7-9=-758,1-13=-200, 2-16=-582, 3-15=-438, 5-17=-199, 4-18=-296 BRACING TOP CHORD Sheathed or 3-4-6 oc purlins, except end verticals, and 2-0-0 oc purl ins (6-0-0 max.): 1-4. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 6-13, 12-16 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ANSI95If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.15, and the plate grip increase is 1.15 3) Provide adequate drainage to prevent water ponding. 4) All plates are MII20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC-94. 6) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 12 and 8. 7) This truss has been designed with ANSIITPI1-1995 criteria. 8) Design assumes 4x2 (tlat orientation) purlins at oe spacing indicated, fastened to truss TC w/2-10d nails. LOAD CASE(S) Standard ......,.... .11 =:tft. ...... << .... .. q :'L"'~ ,='u:;: E~ ..., .... ... " .....II~ DAlE UCEI8E ~1~ March 6,2002 A WARIVlNO - v~ ."p pcnmwt.nl cuuI READ NCTI'SS ON T.BJS AND RBVERSB smB BBJI'ORB lISB. OeslQn valid tor use only wtth MlTek connectors. This design Is based only upon parameters shown, and Is lor an individual building component to be InstaUed and loaded vertlcaMy. Appllaablltty 01 deslQn parameters and ploper IncorPOlatlon 01 component Is responslblltty 01 buDding deslQner . not truss deslQner. Bracing shown Is 101 lateral support 01 individual web membels only. Addttlonaltemporary bracing to Insure stablllly during construction Is the responsibility 01 the erector. Addttlonal permanent bracing 01 the overall structure Is the responslblllly 01 the buDding deslQner. For general guidance regarding labrlcatlon, qualtty controL storage, deUvery, erection and bracing, consutt Q5T-8I Quoltty standard, D5I.89 lraclng 5peclllcatlon, and HII.91 Handling Installing and Iraclng R...omm.....a11on available Irom Truss Platelnstttute, 583 O'Onolrlo Drive, Madison, WI 53719. all" MiTek@ II; .: II..JII'\),<.' ": 1,111 . .;"jilIiUI....... 1ft .x r '~::,.I. __,J,"fl en Q) ~ o z > ~ Q) 'I- C CI) C .... Q) c: Q) ~ ~ Q) Q. 2 A. 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A. ell: o .... o 11.I Z Z o o @ @ ~ I f---H!:L_+ 2-11,0 3.00112 6x6 = 9-4-6 6-5-6 15-9-13 6-5-7 4x8 II 22-3-4 6,5-7 28-8-11 6-5-7 36-11-0 8,2-5 Scale = 1 :66.5 16 15 14 13 5x6 = 4x4 = 4x8 = 5x6 = 5-8-4 13-0-12 20-5-3 5-8-4 7-4-8 7-4-7 ae sets LOADING (psf) SPACING 2-0-0 CSI TCLL 40.0 Plates Increase 1.15 TC 0.92 TCDL 10.0 Lumber Increase 1.15 BC 0.97 BCLL 0.0 Rep Stress Incr YES WB 0.91 BCDL 10.0 Code UBC/ANSI95 LUMBER TOP CHORD 2 X 6 SPF 1650F 1.5E BOT CHORD 2 X 6 SPF 1650F 1.5E 'Except' 14-162 X 6 SYP 2400F 2.0E WEBS 2 X 4 SPF NO.2 "Except" 5-132 X 4 SPF Std, 5-122 X 4 SPF Std, 6-12 2 X 4 SPF Std 6-102 X 4 SPF Std, 8-102 X 4 SPF Std 12 5x6 = 11 4x8 = 10 4x5 = 27-9-10 7-4-7 34-2,2 6-4-8 DEFL in (Ioc) Vert(LL) -0.32 10 Vert(TL) -0.48 10 Horz(TL) 0.09 9 1 st LC LL Min IIdetl = 360 BRACING TOP CHORD BOT CHORD PLATES MII20 IIdetl >999 >777 n/a Weight: 2151b '" I:b 6 4x12 II 4x12 II 36-11-0 2-8-14 GRIP 197/144 WEBS Sheathed or 3-4-6 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 15-16. 1 Row at midpt 1-16,2-15,3-15,5-13 WEDGE Right: 2 X 6 SPF 1650F 1.5E REACTIONS (Ib/size) 9= 1801/0-5-8, 15=2584/0-3-8 Max Horz 15=35(load case 3) Max Uplift 15=-189(load case 4) Max Grav 9=1830(load case 7), 15=2584(load case 1) FORCES(lb) - First Load Case Only TOP CHORD 1-2=0,2-3=309,3-4=-1469,4-5=-1469,5-6=-3226, 6-7=-4901,7-8=-4901,8-9=-5224,1-16=-139 BOT CHORD 15-16=-63,14-15=617,13-14=617, 12-13=2134,11-12=3627, 10-11=3627,9-10=5054 WEBS 2-15=-767,2-16=204,3-15=-1954,3-13=1714, 5-13=-1537, 5-12=1518,6-12=-1115,6-10=1356, 8-10=-662 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 10.0 psf bottom chord dead load, 100 mi from hurricane ocean line, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.15, and the plate grip increase is 1.15 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC-94. 4) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift atjt(s) 9 and 15. 5) This truss has been designed with ANSIITPI1-1995 criteria. LOAD CASE(S) Standard ....,...,...... ....- ...... or ..... .. ~ IIr :'L""~'='u:f5 II _EIf"'~ ..IUM IMCIA DAJI A WARIVlNO - v~ ...... pcranwterw cuuI READ NCTI'SS ON T.BJS AND RBVERSB smB BBJI'ORB lISB. OeslQn valid tor use only wtth MlTek connectors. This design Is based only upon parameters shown, and Is 101 an individual building component to be InsfaDed and loaded vertlcaRy. AppllaabUtty 01 deslQn parameters and Pfoper IncOIPOIatlon 01 component Is responslblllly 01 building deslQner - not truss deslQner. Bracing shown Is lor lateral support 01 individual web members only. Addttlonaltemporary bracing to Insure stablltty during construction Is the responsibility 01 the erector. Addttlonal permanent bracing 01 the ove,al structure Is the ,esponslbllWy 01 the buDding deslQner. For general guidance regarding labrlcatlon, qualWy controL storage, delivery, erection and bracing, consutt QST.8I Qualtty standard, 051.89 lraclng 5peclllcatlon, and HII.91 Handling Installing and lraclng R...omm.....a11on available Irom Truss Plate Instttute, 583 D'Onofrio Drive, Madison, WI 53719. _ :.I .. I: -: JllI ill -a~ UI!iliJ.'....A .. X --. 111 UCEIIE H1,- March 6,2002 all" MiTek@ ......:& ." . en ~ ~ C en "'0 0 .Q +- - Q) Q) Qi (I) '" ,... c: "'0 0 .c.C: - c:~+- a. 0. Q)+= 0 o Q) U (I) c: 0 ~ ~ 0 0 .c. UO UC: +- c:c:J!! E OQ) +-'0 0 (1)0.. U o ~ ='6 c:_ o(l)'Q) "'Q) ..c. :0 .c. 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'" 0 ... 2-11-0 2-11,0 3.00112 I.... --~~~--+- 6-5-6 22-3-4 6-5-7 28-8-11 6-5-7 15-9,13 6-5-7 6x6 4x8 II 4x8 "" 5x6 "" 4 4x8 "" \\ II \' \\ \ \ Ii -w ----W . 4x8 II 16 5x6 = 15 13 5x6 = 12 10 4x5 = 11 14 4x4 :: 4x8 = 5x6 = 4x8 = 5-8-4 5-8,4 13-0-12 7-4-8 27-9-10 7-4-7 34-2-2 6-4-8 20-5-3 7-4-7 ate sets LOADING (psf) TCll 40.0 TCDL 10.0 BCLL 0.0 BCDl 10.0 DEFL in (Ioc) Vert(LL) -0.32 10 Vert(TL) -0.48 10 Horz(TL) 0.09 9 1 st LC LL Min IIdefl = 360 IIdetl >999 >777 n/a PLATES MII20 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC/ANSI95 CSI TC BC WB 0.92 0.97 0.91 Weight: 2151b LUMBER TOP CHORD 2 X 6 SPF 1650F 1.5E BOT CHORD 2 X 6 SPF 1650F 1.5E 'Except' 14-162 X 6 SYP 2400F 2.0E WEBS 2 X 4 SPF NO.2 'Except' 5-132 X 4 SPF Std, 5-12 2 X 4 SPF Std, 6-122 X 4 SPF Std 6-102 X 4 SPF Std, 8-10 2 X 4 SPF Std BRACING TOP CHORD BOT CHORD WEBS Sheathed or 3-4-6 oe purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oe bracing: 15-16. 1 Row at midpt 1-16,2-15,3-15,5-13 WEDGE Right: 2 X 6 SPF 1650F 1.5E REACTIONS (Ib/size) 9=1801/0-5-8, 15=2584/0-3-8 Max Horz 15=35(load case 3) Max Uplift 15=-189(load case 4) Max Grav 9=1830(load case 7), 15=2584(load case 1) FORCES(lb) - First Load Case Only TOP CHORD 1-2=0,2-3=309,3-4=-1469,4-5=-1469,5-6=-3226, 6-7=-4901, 7-8=-4901, 8-9=-5224,1-16=-139 BOT CHORD 15-16=-63, 14-15=617, 13-14=617, 12-13=2134, 11-12=3627, 10-11=3627,9-10=5054 WEBS 2-15=-767,2-16=204,3-15=-1954,3-13=1714, 5-13=-1537, 5-12=1518, 6-12=-1115, 6-10=1356, 8-10=-662 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.15, and the plate grip increase is 1.15 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC-94. 4) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 9 and 15. 5) This truss has been designed with ANSIITPI1-1995 criteria. 36,11-0 8-2-5 -----j Scale; 1 :66.5 '" 1:6 6 4x12 II 4x12 II 36-11-0 2-8-14 GRIP 197/144 .........,... .11_"" ...... <<..... =.:1 . 01' .... III ..... .. _1_ . _l.IcIiIM !!: f~ .., .... - " .......~ LOAD CASE(S) Standard DAlE A WARIVlNO - v.rCIiI...... JICIrcunri.... cuuI READ NCTI'SS ON T.BJS AND RBVERSB SlDB BBJI'ORB lISB. OeslQn valid tor use only wtth MlTek connectors. This design Is based only upon parameters shown, and Is 101 an individual building component to be InstaUed and loaded vertically. 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E 0 III JlI- en ..II \ 0 ~ ..II o~ >< -c z ()o ~ -e 1&.1 illI: ii 0 > "'1: .... ~ ~ <D =s .2~ =s ~ 5 =s 1&1 en .. A. . ::; A. '" f2 .... u I/) al W 3:' r; a~OH::> dOl " ~ .., ,.... .., .... ...z !!!o ~-. ot; 0'" ....~ 00 fa;;: mi!: ..... ~<C ~0 Zz ...t: QCQC <c<c ~t;ti fa CIIII:.,..... CIIII: o~.... ... :z: QC'" · o....~ ~ o~O ~ z........ <cot; : ~~~ <c ~ol; :: ~~~ ; ~ .., ex:) 0. en ..II -c > o illI: A. A. -c 1&1 o o o 1&1 .... -c ..II A. illI: o .... o 1&1 Z Z o o ~ ~ @ @ I_~ 'i~ f-- ..3'9-14____t- 3-9-14 16,8,12 6-5-7 23-2-3 6-5-7 31,4-8 8-2-5 10-3-5 6-5-7 + 4x8 ::::: 4x6 ::::: 3.00 ill.. 12 rn 10 9 8 5x6 = 4x6 = 4x5 = 22-3-2 7-4-7 DEFL in (Ioc) IIdetl Vert(LL) -0.33 8 >999 Vert(TL) -0.49 8 >762 Horz(TL) 0.10 7 n/a 1 st LC LL Min IIdetl = 360 Weight: 171 Ib 4x4 = 11 5x6 = f------ 7-6-4 7-6-4 28-7-10 6-4-8 14-10-11 7-4-7 LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC/ANSI95 CSI TC 0.94 BC 1.00 WB 0.91 PLATES MII20 LUMBER TOP CHORD 2 X 6 SPF 1650F 1.5E BOT CHORD 2 X 6 SPF 1650F 1.5E WEBS 2 X 4 SPF SId 'Except< 1-122 X 4 SPF No.2, 2-12 2 X 4 SPF No.2, 2-11 2 X 4 SPF NO.2 ----1 Scale = 1 :57.3 I~ 6 4x12 II 4x12 II 31-4-8 2-8-14 GRIP 197/144 BRACING TOP CHORD Sheathed or 3-3-13 oc purl ins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 1-12,2-12,3-11 ........,.... ... ..:It ...... . ..... .. IIftfII .. _. UlMler III'" ~ .... . _ ... tAt.... .... r.-~ " ..... II ..IUM URCIA WEDGE Right: 2 X 6 SPF 1650F 1.5E REACTIONS (Ib/size) 12= 186010-3-8, 7= 186010-5-8 Max Horz 12=30(load case 3) Max Uplift 12=-16(load case 4), 7=-11 (load case 4) FORCES(lb) - First Load Case Only TOP CHORD 1-12=-184, 1-2=-0,2-3=-1710,3-4=-3466,4-5=-3466,5-6=-5137,6-7=-5459 BOT CHORD 11-12=852, 10-11=2368,9-10=3859,8-9=3859,7-8=5282 WEBS 2-12=-1815,2-11=1713.3-11=-1536,3-10=1516, 5-10=-1113. 5-8=1352, 6-8=-659 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline. on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist. they are not exposed to wind. The lumber DOL increase is 1.15, and the plate grip increase is 1.15 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B. UBC-94. 3) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 12 and 7. 4) This truss has been designed with ANSIITPI1-1995 criteria. LOAD CASE(S) Standard DAlE A WARIVlNO . v~ ...... pcsnunet.... cuuI READ NCTI'SS ON T.BJS AND RBVERSB sma BBJI'ORB lISB. OeslQn vaDd tor use only wtth MlTek connectors. This design Is based only upon parameters shown, and Is lor an individual buDding component to be Installed and loaded vertically. Applbablltty 01 desiQn parameters and proper incorporation 01 component Is responslblllly 01 building deslQner . not truss deslQner. Bracing shown Is 101 lateral support 01 individual web members only. Addttlonaltemporary bracing to Insure stablltty during construction Is the responslblltty 01 the erector. Addttlonal permanent bracing 01 the overaU structure Is the responslblllly 01 the building deslQner. For general guidance regarding labrlcatlon, quaHly controL storage, deHvery, erection and bracing, consutt Q5T-8I Qualtty standard, 051-89 Iraclng 5peclllcatlon, and HII-91 Handling Installlnv and lraclng Recomm.....a11on avaUable Irom Truss Platelnstttute, 583 O'Onolrlo Drive, Madison, WI53719. ;.l ..Iii _.:.t.~...~ ' ('::I... l'I.J'''~. III Il.. A" 2.J'i''' UCEIIE ,.,~ March 6,2002 all" MiTek@ -..Il..Jl en Q) ~ o z > ~ Q) ..... c U) c ~ Q) c:: Q) ~ ~ E Q) ~ en > U) Ol c: .- ~ Q) .c E ::J Z z o ~ ~ Z Yo! ;: o o z en 0( z o g .c~ E ~ >::5 U)L ~ Q) 0- o ... Do. G) en 6~ O:J 'C'c -- :Jc o Os ~f! OQ) = Do. 0... LL.O OQ) -0) !c :JE .- c ~c ~ Qi 0. .c. o U (I) a . 0 .c. 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(I) 0 E- ",0 '" - ::JO ~ > +-0 Qia =0. ~ 0 o ~ o ~'a - u+-Qi +-::JQ) g o_~ .c.o> o :t: c: O~(I) -.:;j ~ ~ I.... ~ II~ \I~ c; -~ '0 en c: OJ o ~ .c.2 c:+- :0'0 () (I) c: .5 -62 lit Qi.Q 0) ~E :g Q) ~ -0 .0 .- :g -g :I: :J 0 ~ o c: ~ -lii.Q ~ Q)+- ~ U CO") o (I) 0- U Qj 2: .0 @ :II .. ...I au ZA. ~a @ @ A !i ~I '1~ @ @ 11I1 '" o to 5 :IE '" 2 ~4..._+~I:.!+- 9-0-8 5,7,4 2-7-1 6-5-7 15,5-15 6-5,7 21-11-5 6-5,7 28-4-12 6-5-7 34-10-~ 41,3-9 6-5-7 6,5-7 47,9-0 6-5-7 54-2-7 6-5,7 62-4-12 ---I 6x6 = I------- 8-2,5 Scale = 1:111.2 ~ 28 27 4x5 = 4x5 = 26 25 4x5 = 24 4x5 = 23 -5-7,4 5-7-4 ate sets 3-6-2 3-6-2 25-7-8 7-4-7 CSI TC 0.59 BC 0,50 WB 0.99 10-10-9 7-4,7 18-3-1 7-4-7 LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC/ANSI95 LUMBER TOP CHORD 2 X 6 SPF 1650F 1.5E BOT CHORD 2 X 6 SPF 1650F 1.5E 'Except' 20-23 2 X 6 SYP 2400F 2.0E WEBS 2 X 4 SPF Std 'Except' 7-242 X 4 SPF No.2, 7-222 X 4 SPF No.2, 8-22 2 X 4 SPF No.2 8-21 2 X 4 SPF No.2, 9-21 2 X 4 SPF No.2, 9-19 2 X 4 SPF NO.2 22 5x6 = 21 20 5x6 = 18 17 5x6 = 19 5x6 = 15", IJ; 6 16 4x5 = 4x12 Ii 4x12 II 31-2-0 38,6,7 45-10,15 53-3-6 59-7-14 162-4,121 5-6-8 7-4-7 7-4-7 7-4,7 6-4-8 2-8-14 DEFL in (Ioc) IIdetl PLATES GRIP Vert(LL) -0.20 16 >999 MII20 197/144 Vert(TL) -0.29 16 >999 Horz(TL) 0.03 21 n/a 1 st LC LL Min IIdefl = 360 Weight: 350 Ib BRACING TOP CHORD BOT CHORD WEBS Sheathed or 4-6-12 oc purl ins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 15-16. 1 Row at midpt 7-22, 9-21, 11-19 2 Rows at 1/3 pts 8-21 WEDGE Right: 2 X 6 SPF 1650F 1.5E REACTIONS (Ib/size) 15= 1147/0-5-8, 28= 1149/0-3-8, 21 =5146/0-4-4 (input: 0-3-8) Max Horz 28=5O(load case 3) Max Uplift 15=-16(load case 4), 28=-26(load case 3) Max Grav 15=1268(load case 7), 28=1494(load case 6), 21=5146(load case 1) FORCES(lb) - First Load Case Only TOP CHORD 1-2=-0,2-3=-1295,3-4=-1295,4-5=-1240,5-6=-107, 6-7=-107, 7-8=1340, 8-9=2974, 9-10=1187, 10-11=1187 11-12=-588 12-13=-2308 13-14=-2308 14-15=-2636 1-28=-116 BOT CHORD 27-28= 1135: 26-27=1455, 25-26= 1455: 24-25=636, 23-24=-521, 22-23=-521, 21-22=-1818, 20-21=-1963, 19-20=-1963, 18-19=-437, 17-18=1074, 16-17=1074, 15-16=2551 WEBS 2-27=269,4-27=-239,4-25=-564,5-25=865, 5-24=-1153, 7-24=1326, 7-22=-1659, 8-22=1676, 8-21=-3454,9-21=-1962,9-19=1724, 11-19=-1548, 11-18=1535, 12-18=-1130, 12-16=1400, 14-16=-689,2-28=-1512 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.15, and the plate grip increase is 1.15 3) WARNING: The unusually long span and/or configuration of this truss requires that extreme care be used in its application. Use proper transportation, unloading and erection methods. Assure that all required web lateral bracing is communicated to the building contractor. Ensure that over-all building bracing is designed by a qualified engineer, architect, or building designer. 4) All plates are 4x6 MII20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC-94. 6) WARNING: Required bearing size at joint(s) 21 greater than input bearing size. 7) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift atjt(s) 15, 28, and 21. 8) This truss has been designed with ANSIITPI1-1995 criteria. LOAD CASE(S) Standard ...,...,...... =trt.: ..... << ... .. .. - or ndlr ...It-'U:;~ ..... It' .....,.. ...... II _~~ ..IUM URCIA ~lE A WARIVlNO - v~ ...... JNU'ClftWt.,.. cuuI READ NCTI'SS ON T.BJS AND RBVERSB SlDB BBJI'ORB lISB. OeslQn valid tor use only wtth MlTek connectors. This design Is based only upon porameters shown, and Is lor an individual buDding component to be InstaUed and loaded vertically. Appllaablllly 01 deslQn parameters and plopel incorporation 01 component Is 'esponslblltty 01 buDding designer - not truss deslQner. Bracing shown Is 101 lateral support ollndlvlduol web members only. Addttlonaltemporary bracing to Insure stabUlly during construction Is the responsibility 01 the erector. Addttlonal permanent bracing 01 the overall structure Is the responslblltty 01 the building deslQner. For general guidance regarding labrlcatlon, quallly control, storage, deUvery, erection and bracing, consutt Q5T-8I Qualtty standard, D5I.89 Iraclng 5peclllcatlon, and HII.91 Handling Imtalllng and Iraclng Recomm.....a11on available Irom Truss Plate Inslttute, 583 O'Onolrlo Drive, Madison, WI63719. :: Jl:l ""'''iiB'~il,I1~ ;,.. .BlillAlOI ' .:;];i ':all '!.!I I!. If : 1r .7'" .:'1::.& UCSI8E Ht48 March 6,2002 all" MiTek@ 2Y]!'!'1 CI) Q) ~ o z > ~ Q) 'I- C U) C ~ Q) c: Q) ~ ~ ~ Q) a. o ... Q. Q) en 6~ O:J "O'c "'3- 00 Os ~~ OQ) = Q. 0... LL.O OQ) -0) !o .2E .- 0 fa E Q) ~ en >- U) 0) c: .- ~ Q) .c E ::::J Z ~ Qi 0. .c. o U (1)0..0 .c. -en Q) +-0(1) o en+:: ~.~ C 0>(1)0. '8i g. '0 "'0"'2 lllC:lfl :J,Q ~ ~o (I) :;Q)1; ;SCiiQi '6- ..:..c ~~o (I) 0>= 'o.'in 0 oQ)"'O u"'O c: (I) 0> 0 "'O.!;; Qi '5:g c: Q'S ~ a....oO +- '" c: '0 0> o >- :E 0> :;::: ~ o (I) .0 o +- '" Qi .0 E (I) E ..; +-(1) :J.c. 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"" 2 ~ 12-7-1 I 9-0-8 15-5,15 t- 21-11:5 28-4-12 34-10-3 41-3-9 47-9-0 54-2-7 62-4-12 -------4 5-7-4 2,7-1 6-5,7 6-5-7 6-5-7 6-5-7 6,5,7 6-5,7 6-5-7 6-5-7 8,2-5 Scale = 1:111.2 6x6 = J 1; 15", r:;;; 6 28 27 26 25 24 23 22 21 20 19 18 17 16 4x12 Ii 4x5 = 4x5 = 4x5 = 4x5 = 5x6 = 5x6 = 5x6 = 5x6 = 4x5 = 4x12 II -5-7-4 5-7-4 ate sets 3-6,2 I 3-8-2 25-7-8 7-4-7 CSI TC 0.59 BC 0.50 WB 0.99 10,10-9 7-4-7 18-3,1 7-4-7 LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC/ANSI95 LUMBER TOP CHORD 2 X 6 SPF 1650F 1.5E BOT CHORD 2 X 6 SPF 1650F 1.5E 'Except' 20-23 2 X 6 SYP 2400F 2.0E WEBS 2 X 4 SPF Std 'Except' 7-242 X 4 SPF No.2, 7-222 X 4 SPF No.2, 8-222 X 4 SPF NO.2 8-21 2 X 4 SPF No.2, 9-21 2 X 4 SPF No.2, 9-192 X 4 SPF NO.2 31-2-0 38-6-7 45,10,15 53-3-6 59-7-14 162-4-12, 5-6-8 7-4-7 7-4-7 7,4,7 6-4-8 2-8-14 DEFL in (Ioc) I/detl PLATES GRIP Vert(LL) -0.20 16 >999 MII20 197/144 Vert(TL) -0.29 16 >999 Horz(TL) 0.03 21 n/a 1 st LC LL Min IIdetl = 360 Weight: 350 Ib BRACING TOP CHORD BOT CHORD WEBS Sheathed or 4-6-12 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 15-16. 1 Row at midpt 7-22,9-21, 11-19 2 Rows at 1/3 pts 8-21 WEDGE Right: 2 X 6 SPF 1650F 1.5E REACTIONS (Ib/size) 15=1147/0-5-8,28=1149/0-3-8,21=5146/0-4-4 (input: 0-3-8) Max Horz 28=5O(load case 3) Max Uplift 15=-16(load case 4), 28=-26(load case 3) Max Grav 15=1268(load case 7), 28=1494(load case 6), 21=5146(load case 1) FORCES(lb) - First Load Case Only TOP CHORD 1-2=-0,2-3=-1295,3-4=-1295,4-5=-1240,5-6=-107, 6-7=-107, 7-8=1340, 8-9=2974, 9-10=1187, 10-11=1187,11-12=-588,12-13=-2308, 13-14=-2308, 14-15=-2636, 1-28=-116 BOT CHORD 27-28=1135,26-27=1455, 25-26=1455, 24-25=636, 23-24=-521, 22-23=-521, 21-22=-1818, 20-21=-1963, 19-20=-1963, 18-19=-437, 17-18=1074, 16-17=1074, 15-16=2551 WEBS 2-27=269,4-27=-239,4-25=-564,5-25=865, 5-24=-1153, 7-24=1326, 7-22=-1659, 8-22=1676, 8-21=-3454,9-21=-1962,9-19=1724, 11-19=-1548, 11-18=1535, 12-18=-1130, 12-16=1400, 14-16=-689,2-28=-1512 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.15, and the plate grip increase is 1.15 3) WARNING: The unusually long span and/or configuration of this truss requires that extreme care be used in its application. Use proper transportation, unloading and erection methods. Assure that all required web lateral bracing is communicated to the building contractor. Ensure that over-all building bracing is designed by a qualified engineer, architect, or building designer. 4) All plates are 4x6 MII20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC-94. 6) WARNING: Required bearing size at joint(s) 21 greater than input bearing size. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 16 Ib uplift at joint 15 and 26 Ib uplift at joint 28. 8) This truss has been designed with ANSIITPI1-1995 criteria. LOAD CASE(S) Standard ...,...,.... ~ee: ...... << .... .. ., _._r......~ .... . _ . _l.IcIIiIM Pt.. -.~ " .....iII . ..IUM URCIA DAlE UCEI8E Ht48 March 6,2002 A WARIVlNO . v~ ...... JlCll'ClDMt.,.. cuuI READ NCTI'SS ON T.BJS AND RBVERSB smB BBJI'ORB lISB. OeslQn valid lor use only wWh MlTek connectOls. This design Is based only upon parameters shown, and Is lor an individual building component to be Installed and loaded vertically. Appllaabtttty 01 deslQn parameters and plope! incorporation 01 component Is responslblltty 01 building designer. not truss deslQner. Bracing shawn Is 101 lateral support 01 individual web members only. Addttlonal temPOlary bracing to Insure stabUlly during construction Is the responslbllWy 01 the erector. Addttlonal permanent bracing 01 the overall structure Is the responslblltty 01 the building deslQner. 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"" 2 f-- -5-7-4 5-7-4 t 2-7-1 I 2-7-1 9-0-8 6-5-7 15-5-15 ~-11-5 6-5-7 6-5-7 ; 28 26 25 4x5 = 24 4x5 = 23 27 4x5 = 4x5 = -5-7-4 3-6-2 10-10-9 18-3-1 25-7-8 5-7-4 3-6-2 7-4-7 7-4-7 7-4-7 ate sets LOADING (psf) SPACING 2-0-0 CSI TCLL 40.0 Plates Increase 1.15 TC 0.59 TCDL 10.0 Lumber Increase 1.15 BC 0.50 BCLL 0.0 Rep Stress Incr YES WB 0.99 BCDL 10.0 Code UBC/ANSI95 LUMBER TOP CHORD 2 X 6 SPF 1650F 1.5E BOT CHORD 2 X 6 SPF 1650F 1.5E 'Except' 20-23 2 X 6 SYP 2400F 2.0E WEBS 2 X 4 SPF Std 'Except' 7-242 X 4 SPF No.2, 7-222 X 4 SPF No.2, 8-22 2 X 4 SPF No.2 8-21 2 X 4 SPF No.2, 9-21 2 X 4 SPF No.2, 9-19 2 X 4 SPF No.2 28-4-12 6-5-7 34-10-3 6-5-7 41-3-9 6-5-7 47-9-0 6-5-7 54.2-7 6-5-7 62-4-12 8-2-5 Scale = 1:1112 -f 6x6 = 8 5x6 "" 22 21 20 19 5x6 = 18 17 16 4x5 = 5x6 = 5x6 = 5x6 = 31-2-0 38-6-7 45-10-15 53-3-6 59-7-14 162-4-121 5-6-8 7-4-7 7-4-7 7-4-7 6-4-8 2-8-14 DEFL in (Ioc) I/defl PLATES GRIP Vert(LL) -0.20 16 >999 MII20 197/144 Vert(TL) -0.29 16 >999 Horz(TL) 0.03 21 n/a 1 st LC LL Min I/defl = 360 Weight: 350 Ib BRACING TOP CHORD BOT CHORD WEBS Sheathed or 4-6-12 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 15-16. 1 Rowatmidpt 7-22,9-21,11-19 2 Rows at 1/3 pts 8-21 WEDGE Right: 2 X 6 SPF 1650F 1.5E REACTIONS (Ib/size) 15= 1147/0-5-8, 28= 1149/0-3-8, 21 =5146/0-4-4 (input: 0-3-8) Max Horz 28=50(load case 3) Max Uplift 15=-16(load case 4), 28=-26(load case 3) Max Grav 15=1268(load case 7), 28=1494(load case 6), 21=5146(load case 1) FORCES(lb) - First Load Case Only TOP CHORD 1-2=-0, 2-3=-1295, 3-4=-1295, 4-5=-1240, 5-6=-107, 6-7=-107, 7-8=1340, 8-9=2974, 9-10=1187, 10-11=1187, 11-12=-588, 12-13=-2308, 13-14=-2308, 14-15=-2636, 1-28=-116 BOT CHORD 27-28=1135,26-27=1455,25-26=1455, 24-25=636, 23-24=-521, 22-23=-521, 21-22=-1818, 20-21=-1963, 19-20=-1963, 18-19=-437, 17-18=1074, 16-17=1074, 15-16=2551 WEBS 2-27=269,4-27=-239,4-25=-564,5-25=865, 5-24=-1153, 7-24=1326, 7-22=-1659, 8-22=1676, 8-21=-3454,9-21=-1962,9-19=1724, 11-19=-1548, 11-18=1535, 12-18=-1130, 12-16=1400, 14-16=-689,2-28=-1512 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.15, and the plate grip increase is 1.15 3) WARNING: The unusually long span and/or configuration of this truss requires that extreme care be used in its application. Use proper transportation, unloading and erection methods. Assure that all required web lateral bracing is communicated to the building contractor. Ensure that over-all building bracing is designed by a qualified engineer, architect, or building designer. 4) All plates are 4x6 MII20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC-94. 6) WARNING: Required bearing size at joint(s) 21 greater than input bearing size. 7) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 15, 28, and 21. 8) This truss has been designed with ANSIITPI1-1995 criteria. LOAD eASElS) Standard ......,...... ~~ ...... ar .... .. III".....~ q . or..r III .... ~ ..... , _ ._lJI:IIiIM ".. E..--=-.... ... " ..ill ~ NM URCIA DAlE ...~~ March 6,2002 A WARNING. vnC/il"'8fp ~ cuuI READ NarBS ONTlDS AND RBVBRSB SlOB SBJI'ORB USB. Oe>lgn valid lor use only wnh MlTek connectors. This design 10 based only upon parameters shown. and 10 fOl an individual building component to be Installed and loaded vertlcallv. Applicability of design parameters and proper InCOlporatlon of component 10 responsibility of building designer - nottru.. designer. Bracing shown 10 for lateral suppart of individual web members only. Addnlonaltemporary bracing to Insure sfabUlfy during consfrucflon Is fhe re>ponslbllny of the erector. Addnlonal permanenf bracing of fhe overall structure Is the responslbllny of the building designer. 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Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 15-16. 1 Row at midpt 7-22,9-21,11-19 2 Rows at 1/3 pts 8-21 WEDGE Right: 2 X 6 SPF 1650F 1.5E REACTIONS (Ib/size) 15=1147/0-5-8, 28= 1149/0-3-8, 21 =5146/0-4-4 (input: 0-3-8) Max Horz 28=50(load case 3) Max Uplift 15=-16(load case 4), 28=-26(load case 3) Max Grav 15=1268(load case 7), 28=1494(load case 6), 21=5146(load case 1) FORCES(lb) - First Load Case Only TOP CHORD 1-2=-0,2-3=-1295,3-4=-1295,4-5=-1240,5-6=-107, 6-7=-107, 7-8=1340, 8-9=2974, 9-10=1187, 10-11=1187, 11-12=-588, 12-13=-2308, 13-14=-2308, 14-15=-2636, 1-28=-116 BOT CHORD 27-28= 1135, 26-27=1455, 25-26= 1455, 24-25=636, 23-24=-521, 22-23=-521, 21-22=-1818, 20-21=-1963, 19-20=-1963, 18-19=-437, 17-18=1074, 16-17=1074, 15-16=2551 WEBS 2-27=269,4-27=-239,4-25=-564,5-25=865, 5-24=-1153, 7-24=1326, 7-22=-1659, 8-22=1676, 8-21=-3454,9-21=-1962,9-19=1724, 11-19=-1548, 11-18=1535, 12-18=-1130, 12-16=1400, 14-16=-689,2-28=-1512 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.15, and the plate grip increase is 1.15 3) WARNING: The unusually long span and/or configuration of this truss requires that extreme care be used in its application. Use proper transportation, unloading and erection methods. Assure that all required web lateral bracing is communicated to the building contractor. Ensure that over-all building bracing is designed by a qualified engineer, architect, or building designer. 4) All plates are 4x6 MU20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC-94. 6) WARNING: Required bearing size atjoint(s) 21 greater than input bearing size. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 161b uplift at joint 15 and 261b uplift at joint 28. 8) This truss has been designed with ANSIITPI1-1995 criteria. LOAD CASE(S) Standard ..... ..-~...... ...... If __ - ....... _ _ ....r... ..... ~ __....Lk....... E~ ..., till ... II .......~ .wAIl UlCIA ~lE UC8I8E~~ March 6,2002 A WARlVlNO - V.rUilck8fgn JlCll'ClDWt- ancl READ NCYl'BS ON TIIJB AND RBVBRSS SlDB BJUI'ORB IISB. OMic;ln valid for use only wfth MlTek connectOfs. This design Is based only upon paramete.. shown, and Is IOf an Indlvldual building component to be Installed and lOaded vertICally. Applleabnfty 01 design porameters and proper Incorpolatlon 01 component Is responslblllly 01 building desic;lner - not truss dMic;lner. Bracing shown Is IOf lateral support 01 individual web members only. Addftlonal temporary bracing 10 Insure stabllfty during construcllon Is the IMponslbllftv 01 the erector. Addftlonal permanent bracing 01 the overall structure Is the responsibility 01 the building desic;lner. For general guidance regarding fabrICation, qualllv controL stOfage, deNYelV, erection and bracing, consuft QST-U QualftV standard, 051-89 Iraclng Speclflcallon, and HII-91 Handling lnotalllng and lraclng Recommendation available Irom Truss Plate Instftute. 583 D'Onofrio Drive. Madison. WI53719. all. MiTek@ ii. ..iiiJfb~ 7:.1_::; ..Jjll__,. 11: j ,\ J< _ -.... ~~ U') Q) +- o Z > +- (J) .... c CI) C a... Q) c: Q) ~ ~ ~ CD a. o ... 0.. CD en 6~ O::J 'O'c '3= 00 Os ~l!! OCD = 0.. 0... I.L.O OCD -0) !O .2E .- 0 .20 E (J) +- U') >- CI) C) c: .- a... Q) ..a E ::::J Z ~ Qj 0. .e o u Ole... 0 .c -m Ol +-OOl - OU)~ ~ ~.~ C .0 O'l Ol a. 0) .~ g."O 0 "0"'2 >- ~cm =+= :J -Q ~ ij, ~U~ ~ '" Ol.~ 0 ~QjQj Ol '0 aj ~ ~ ",co _ Ol 0)= '" -5.'en 0 Qj o Ol'"(J .0 u"Oc E OlO>O Ol "0 -!;;; Qj E ~ ->:g C _ Ol Q'S ~ U:J ~O 0...00 ~ ..., lJ) o cr o MJ: ""u Q. o ..... 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Cl.:= ..... 0."0_ 0 0 iC iC iC Q.Q 0 j: ...c ~ ..a ~ ~ 00 tej Dl: 0 '3(1) ~ ID E 0 'I' .o- w .... \ (I) ~ .... o~ >< ~ z t!! -- w ell: ii >- "'1: .... ~ t!! =5 .2~ ~ ~ ~ w CI) A. ... A. ID ... ..., o .... ~ > o ell: A. A. 4( w Q o o w .... ~ .... A. ell: o .... o w Z Z o o 00 <;J 0. .0 ~ J, 00 00 q ~ C'f) 0. co ..Q 0 00 '-- <( I <( u... o 0- o :::> co I @ @ ~ ! -5-7-4 5-7-4 1 2-7-1 I 2-7-1 9-0-8 6-5-7 15-5-15 +__~:ll-~ 6-5-7 6-5-7 ~ 28 27 4x5 =: 4x5 = 26 25 4x5 = 24 4x5 = 23 -5-7-4 3-6-2 10-10-9 18-3-1 25-7-8 5-7-4 3-6-2 7-4-7 7-4-7 7-4-7 ate sets LOADING (psf) SPACING 2-0-0 CSI TCLL 40.0 Plates Increase 1.15 TC 0.59 TCDL 10.0 Lumber Increase 1.15 BC 0.50 BCLL 0.0 Rep Stress Incr YES WB 0.99 BCDL 10.0 Code UBC/ANSI95 LUMBER TOP CHORD 2 X 6 SPF 1650F 1.5E BOT CHORD 2 X 6 SPF 1650F 1.5E 'Except' 20-23 2 X 6 SYP 2400F 2.0E WEBS 2 X 4 SPF Std 'Except' 7-242 X 4 SPF No.2, 7-222 X 4 SPF No.2, 8-22 2 X 4 SPF No.2 8-21 2 X 4 SPF No.2, 9-21 2 X 4 SPF No.2, 9-19 2 X 4 SPF NO.2 28-4-12 6-5-7 34-10-3 6-5-7 41-3-9 6-5-7 47-9-0 6-5-7 54-2-7 --t----_62-4-12------1 6-5-7 8-2-5 Scale = 1:1112 6x6 = 8 15 U1 rJ; 6 22 5x6 = 21 20 5x6 = 19 5x6 = 18 17 5x6 = 16 4x12 II 4x12 1/ 4x5 = 31-2-0 38-6-7 45-10-15 53-3-6 59-7-14 162-4-121 5-6-8 7-4-7 7-4-7 7-4-7 6-4-8 2-8-14 DEFL in (Ioc) I/defl PLATES GRIP Vert(LL) -0.20 16 >999 MII20 197/144 Vert(TL) -0.29 16 >999 Horz(TL) 0.03 21 n/a 1 st LC LL Min I/defl = 360 Weight: 350 Ib BRACING TOP CHORD BOT CHORD WEBS Sheathed or 4-6-12 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 15-16. 1 Row at midpt 7-22,9-21,11-19 2 Rows at 1/3 pts 8-21 WEDGE Right: 2 X 6 SPF 1650F 1.5E REACTIONS (Ib/size) 15=1147/0-5-8, 28=1149/0-3-8, 21=5146/0-4-4 (input: 0-3-8) Max Horz 28=50(load case 3) Max Uplift 15=-16(load case 4), 28=-26(load case 3) Max Grav 15=1268(load case 7), 28=1494(load case 6), 21=5146(load case 1) FORCES(lb) - First Load Case Only TOP CHORD 1-2=-0,2-3=-1295,3-4=-1295,4-5=-1240,5-6=-107, 6-7=-107, 7-8=1340, 8-9=2974, 9-10=1187, 10-11=1187,11-12=-588,12-13=-2308, 13-14=-2308, 14-15=-2636, 1-28=-116 BOT CHORD 27-28=1135,26-27=1455, 25-26=1455, 24-25=636, 23-24=-521,22-23=-521,21-22=-1818, 20-21=-1963, 19-20=-1963, 18-19=-437, 17-18=1074, 16-17=1074, 15-16=2551 WEBS 2-27=269,4-27=-239,4-25=-564,5-25=865, 5-24=-1153, 7-24=1326, 7-22=-1659, 8-22=1676, 8-21=-3454,9-21=-1962,9-19=1724, 11-19=-1548, 11-18=1535, 12-18=-1130, 12-16=1400, 14-16=-689,2-28=-1512 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.15, and the plate grip increase is 1.15 3) WARNING: The unusually long span and/or configuration of this truss requires that extreme care be used in its application. Use proper transportation, unloading and erection methods. Assure that all required web lateral bracing is communicated to the building contractor. Ensure that over-all building bracing is designed by a qualified engineer, architect, or building designer. 4) All plates are 4x6 MII20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC-94. 6) WARNING: Required bearing size at joint(s) 21 greater than input bearing size. 7) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 15, 28, and 21. 8) This truss has been designed with ANSlrrP11-1995 criteria. LOAD CASE(S) Standard .....,...... -.. ...... <<...... ~ - _ . ...r ,,1IIrIct ~ ...... . _ ...., Uti_III ... f~ ...r ... ... II ....iII~ m UCEIIE ,.1_ March 6,2002 A WARlVlNO - v~ .8fp~ cuul RBAD NIYI'BS ON TBJS AND _VBRSB sm. BBrO_ VSJr. OeslQn valid lor use only wRh MlTek connectors. This design Is bosed only upon parameters shown. and Is tor on individual building component to be Installed and loaded vertically. AppHcabNlly ot design parameters and proper Incorpolatlon ot component Is 'esponslbllRy ot building deslQner - not truss designer. Bracing shown Is fOl Ioteral support of individual web members only. AddRionaltempora'y blaclng to Insure stabllRy during construction Is the responslbllRy of the erecfor. AddRlonal permanent bracing of the overall strucfure Is the responslbllRy of the building designer. 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C"\J -0 Z C'f) 00 I .0 0 0. ~ 8 ll) ~ ~ <Xl 00 0:: I ....J o o u U co 0 CI) ~ ffi ~ z , o 00 8 f------~,~~- 20-2-4 7-4-5 -+--- 13-9-12 7 -4-5 6-5-7 300 Ii2 4.201----sR1 s Mon Mar 04 12:45:51 2002 Page 1 partments 12143607 20-3-3 6-5-7 26-8-9 6-5-7 33-2-0 6-5-7 39-7-7 6-5-7 47-9-12 8-2-5 +- Scale = 1:113.7 6x6 = 4x6 ::.::: 1 ,~ 20 19 4x6 II 4x4 = 18 17 4x6 = 4x4 = -20-2-4 20-2-4 I 3-8-1 3-8-1 11-0-8 7-4-7 LOADING (pst) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1 .15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC/ANSI95 CSI TC 0.66 BC 0.53 WB 0.92 LUMBER TOP CHORD 2 X 6 SPF 1650F 1.5E BOT CHORD 2 X 6 SPF 1650F 1.5E 'Except' 15-182 X 6 SYP 2400F 2.0E WEBS 2 X 4 SPF Std 'Except' 2-192 X 4 SPF No.2, 2-17 2 X 4 SPF No.2, 3-172 X 4 SPF No.2 3-162 X 4 SPF No.2, 4-162 X 4 SPF No.2, 4-142 X 4 SPF No.2 10 U1 rJ; '" 16 15 4x5 = 4x6 = 13 12 11 4x6 = 4x12 II 4x12 Ii 14 5x6 = 5x6 = 4x6 := 4x5 = 16-7-0 23-11-7 31-3-15 38-8-6 45-0-14 ~7-9-121 5-6-8 7-4-7 7-4-7 7-4-7 6-4-8 2-8-14 DEFL in (Ioc) I/detl PLATES GRIP Vert(LL) -0.20 11 >999 MII20 197/144 Vert(TL) -0.30 11 >999 Horz(TL) 0.02 10 n/a 1st LC LL Min I/detl = 360 Weight: 277 Ib BRACING TOP CHORD BOT CHORD WEBS Sheathed or 4-5-12 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 2-17,3-17,4-16,6-14 2 Rows at 1/3 pts 3-16 WEDGE Right: 2 X 6 SPF 1650F lo5E REACTIONS (Ib/size) 10= 1288/0-5-8, 20=-471/0-5-8, 17=1124/0-3-8, 16=3752/0-3-8 Max Horz 20=41 (load case 3) Max Uplift 10=-8(load case 4), 20=-900(load case 7), 16=-24(load case 4) Max Grav 10=1296(1oad case 7), 20=273(load case 6), 17=1124(load case 1), 16=3752(load case 1) FORCES(lb) - First Load Case Only TOP CHORD 1-2=526, 2-3=1679, 3-4=2399, 4-5=614, 5-6=614, 6-7=-1157, 7-8=-2868, 8-9=-2868, 9-10=-3195, 1-20=506 BOT CHORD 19-20=-0,18-19=-963, 17-18=-963, 16-17=-1713, 15-16=-1406, 14-15=-1406, 13-14=118, 12-13=1625, 11-12=1625, 10-11=3091 WEBS 1-19=-898,2-19=962,2-17=-1418,3-17=271, 3-16=-1989, 4-16=-1961, 4-14=1721, 6-14=-1546, 6-13=1531,7-13=-1127,7-11=1391,9-11=-883 NOTES 1) This truss has been checked tor unbalanced loading conditions. 2) This truss has been designed tor the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 pst top chord dead load and 10.0 pst bottom chord dead load, 100 mi trom hurricane oceanline, on an occupancy category I, condition I enclosed building, ot dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ANSI95 It end verticals or cantilevers exist, they are exposed to wind. It porches exist, they are not exposed to wind. The lumber DOL increase is 1.15, and the plate grip increase is 1.15 3) This truss has been designed tor a 10.0 pst bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC-94. 4) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 10, 17, and 16. 5) Two RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 20. 6) This truss has been designed with ANSIfTP11-1995 criteria. LOAD CASE(S) Standard 1hIfIIIJ'" ....11 ....,ICI- ftIIIIII or ... - ~ IIr _ ...r III ..... ~ .. 11II'. .'* LII:IIiIM PII- EII-=-.... ... " .... ill ~ .wAIl URCIA DAlE lJC8IIE H1~ March 6,2002 A WARNING - votrUil..."" pclranwt.,.. and RBAD Non:S ON TBJS AND RBVBRSB SIDE BD'ORB VIiIB. OeslQn valid tor use only wRh MlTek connectors. This design Is based only upon parameters shown. and Is lor an individual building component to be Installed and loaded vertically. AppllCabllRy 01 design poramelers and p/opellnco/porallon 01 component Is responslbllRy 01 building deslQner - notlruss deslQner. Bracing shown Is lor Ialeral support 01 individual web members only. AddRlonaltemporary bracing to Insure stabUlly during construction Is lhe responsibility 01 the ereclor. AddRlonal permanent bracing ollhe overall structure Is the responslbllRy 01 the building deslQne,. For general guidance regarding labrlcatlon. qualRy control, storage, delivery, erecllon and bracing, consuR QST-II QuarRy Standard, 0$1.89 Bracing Spec:llIcallon, and HIB.91 Handling Installing and Bracing Recommendation available Irom Truss Plale InstRute. 583 O'O.nolrlo Drive. Madison, W153719. Mil. MiTek@ ; .. -.-:-,"~' ,f :~, ;.~: .. ["'iil'._'.. '., :I". ~. ".:va