The URL can be used to link to this page

Home My WebLink AboutBuilding Permit - Lakefront Plaza Main File - #02-1262 (5) NDV-06-Z00Z 03:Z0PM FRDM-Wensmann Homes 6519053678 T-Z90 P.016/0Z5 F-093 / / / / ~/ 4" / / / / / 3. W UP 3" W UP / \ \!t:) \ \ 4- e \ \ \ \ \ \ \ \ \ \ \ \ 'fj;' - - _ rw_4=-, \ \ 3- \ \ 3-WUp\ \ \ \ \ \ 2" W. UP' \ \: \ ~ <!-2~ 4" @ --- ... ....... ....... ....... ..... 2" W UP 3- i ' I '--"'I I I CO '- . C I I 4. 7-~-~r-r ~ 2'~e-' 7'-0. DE I "" SU,p ~ASIN I I '------'-rs ~. : I t 14" ;)! AT INLET BACI<WA TER CHECK W F~t.tMABLE WASTE TFi SEE DETAIL 0D PARTIAL GARAGE LEVEL WASTE PLAN 1/8" = "-0" 3" . FlAMMABLE WASTE VENT 6ELOW FLOOR /4. ...... --...- STEEN NO. WHl201 ADOENOW t1 SlEEN ENc.rNlII:KIU~G INC. 763.S&S~?~ "lS3..5.$~'75'7 r... 1:-';1, -n@-.....,......... 5650 N""h L-il... Pfi.... B"""'''l;>,n Cen............ 5$4.'/10 LAKEF"RONT PLAZA PRIOR LAKE MINNESOTA DATE: "/4/02 ~ DRAWN: teEM M1.1.11 SCALE: AS NOTED NOV-08-2002 03:20PM FROM-Wensmann Ho~es I I I I I I I I , I 101 I I , I I I I I I . I I I I I I r I I , I I I I I 101 I I I I I, @ 1 :: cw l~t - : I. @o-- ~ t ~o ~o !I'y I n~. I I 2" C Ie HW. '01 ,~. Hew & I I -V." RHW UP I I I I I I I I ~ V STEEN NO. WHI201 8519053878 T-290 P.017/025 F-093 ~--- @ g::: - L- c>Ic:J-- - - , I -cw---<) e: I o~l 114" 1~ I I HW I I~ e I o~11 ~IOI ~II _-CW~~I I I I I j ~-~ I o~ I I I I c o [-.... 00- HCW-\ e 3: :: ~.. Hew ~ ;z; a:: == o :::I: cw-- b)l1. STArR A 1V..- ~. ~114- HCW.Sru8 FOR I F"lJTURE RETAil SPACe: I (22 GPLC) I I 0) PARTIAL GARAGE LEVEL WATER PLAN 1/8" = "-0" ADOaIDUM 11 SlEEN ENGlNll:1::RINC. :ENe:. LAKEFRONT PLAZA PRIOR LAKE MINNESOTA DATE: 11/4/02 ~ ORAv.N; 1<0.1 Mt3.11 SCA.LE: AS NOl'EO 76;J.'.:5-l!l742 7611.'K,:'S.6'"1S7 I.", E!ln1ll:1: ."'onclIl..:cn~._", s~o No"" Lil... &>...... Ih--.lyn ~..r. MN 5,.3(>> NOV-06-2002 03:20PM FROM-Wensmann Homes 6519053678 T-290 P.018/025 F-093 ~ ~~~ ~ -'--"'-__~______ u " . " r4- W ON ....------ o -3'""----- ~--- ~ ] ~ % I I I I 1K.- I ~T 3= u ~ CJ :c ------------ ~-=-- -------- o ------------ ____ ~___D__ ,- ,- o PARTIAL FIRST LEVEL PLUMBING PLAN 1/8" = 1'-0" STEEN NO. WHI201 763-55:147...;Z '753-.511.5-67.57 ..... Em.'" "-",ClCaDDI,,,om 36:>0 Non.. Lila.. Dri-.. B..-klyn C:CnIG~, MN :1$..3" AOOENClJt.A t1 SlEEN ENGINEERING INC_ LAKEFRONT PLAZA PRIOR LAJ(~ MINNESOTA DAlE: '1/4/02 ~ DRA~~ KEU M1.4.11 SCAlE: AS NOTED NDV-08-2002 03:21PM FRDM-Wensmann H~~es 8519053878 T-290 P.019/025 F-093 <-~YL o ~ 3W W " V UP 3.WDN ~ '" cw ' ~. HW UP / /r-- / / /Il LOBS"- [i44) d o PARTIAL FIRST LEVEL PLUMBING PLAN 1/8" = "-0" STEEN NO. WHI201 76J1-5U.6742 '762~"5.cn5'1 ro"" I!mDlI: ''''''''''_Lcom ,~~o N...h L.l1Iac Dri--. l!h_ltJ:rn c;:.......r_ IIoCN :5,.:50 L,AKEFRONT PLAZA PRIOR LAKE MINNESOTA ADDENDW t1 DAlE: "/4/02 ~ DRAWN: leD.! M1.5.11 SCALE: AS NOTED SlEEN ENGJNZWlIUMC lNC. 10. NDV-08-2002 03:21PM FRDM-Wensmann Homes 8519053878 T-290 P.020/025 F-093 ::J .sI.AIR [ 2531 0 c G /225/ __13251_ G 12211 :....L~2_,L__ ~ ._.~ ) PARTIAL SECOND THIRD 1/8" = "-0" LEVEL PLUMBING PLAN STEfN NO. WHl201 763-Sas-67"2 763-585-6757 f.... .e.n..l. -\cIcnIC'lIcGGnGI..:om ADDENDUM t1 SlEEN 2<lNCOnU!:.ERING INC_ .. S/i:50 No"" L.I_ O,,;w. B.-II;I"n Cenl..r. MN :55430 LAI<EFRONT PLAZA PRIOR LAKE MINNESOTA OATE; 11/4/02 ~ DRA~; ICE... M1.6.11 SCALE: AS NOTED NOV-OS-ZOOZ o3:Z1PM FROM-Wensmann Homes ~ ] ] 8519053878 T-Z90 P.OZ1/oZ5 F-093 G L J STEEN NO. WHI201 ..~ ":.:.:--:-- '.'-1 r' . PARTIAL SECOND THIRD LEVEL PLUMBING PLAN l/S" = 1'-0" ADDENDUM t1 OATE: 11/4/02 ~ ORA~: I<EM M1.7.11 SCALE: AS NOTED SlEEN' ENGlN'I!!!!lRrNC INC. LAICEFRONT PLAZA PRIOR LAKE MINNESOTA NOV-oS-ZOOZ 03:ZZPM FROM-Wensmann Homes 8519053878 T-Z90 P.OZZ/OZ5 F-093 STEEN NO. WHI201 --Ir--,- --_ 2NGINJl:ERlNG INc. SIli.:llU ,.....h LiI." Dri-. ~_)'ft c:..,,_. ~~ :l~"O LAKEFRONT PLAZA PRIOR LAKe: MINNESOTA ADDENOUU t1 DATE: "/4/02 ~ DRAWN: KEM 3.0.1 SCALE: AS NOlED .. .,ei",..saS--47.....:t, 7.:).$8S-.?$" ,... Bt1l."~ 2--=a.e.CI.......C!Om SlEEN T T T T T I I I I I I I I I I I I I rl 1 S"I Z"I 2"'1 J"I I I I I t I I I I I I I I I I I I I I I I 1 I I 1 1 ~I ~ 1 I 1 ~1 1 r.., 1 uy I · ~ t", LaV 3"1 I I I. I r I I 1 I I I 1 I P-" 2" I I I I I r J lAW I;ICIU&I: u.~ I ,- S. MAlN .oIT I r I 1 ST,tQI: tIH!Ill! I I SHCI'* QI '2" PUII5 0IlUaE I I r LAY,,'" 1'''- . (21'''> I I T . I I I 1\la"rDlfJl &-~ I , (::I. FU (1". It' cr. ...) eo co CD (5)' <B) ,..___-_--".an "".....- NOV-08-Z00Z 03:ZZP~ FROM-Wensmann Homes 8519053878 C0 WASTE AND VENT RISERS NO SCALE STEEN NO. WH120' ", T-Z90 P.OZ3/0Z5 F-093 A[)[)BIOUM t1 DATE: 11/4/D2 ~ DRAWN; KEt.l 3.2.1 SCALE: ~S NOTED SlEEN 2~C~N:O::Ir-~J:NC fNC. 7t;~:S.5.4i7oA2 763.~8S.6'7S7 ra... li111'\Aili .,~.e:cencl..QOIII LAI<EFRONT PLAZA PRIOR L.AKE MINNESOTA 56.S0 N..nl'l Lillie! Dn"''' 13.-1<1)1" Cenl.........N SS43D T ,.. T I I , I I Anw;: I I I I 3"' 3"1 z-I I I I I I I I I I I I I I I 1 L. I h I..... L DG.lILE I I I., I I lAV I I LS r lHIRD F\JllIt I I ,lIHrAHR ~ I HCISE LaIRD ~ 1'''- as ~ walt I CZDf1EJil 'ftP I I DalJIlI.E 2. I ,""VA1lRT I (2 f\I) L!I SECII:lIm fUIlIl (2.". "1 I (T. .'j 11W' m CZ)t ~ I 1 ~ , I I I LAUICIIT &OJ; I CZAJ) f1IftlT fI..ImR NOV-OS-ZOOZ 03:ZZP~ FROM-Wensmann H~mes ~ (2) 8519053878 T-Z90 P,OZ4/0Z5 F-093 ~. CAA...cE WASTE AND VENT RISERS NO SCALE STEEN NO. WHI201 AOOENDUM t1 DATE: 11/4/02 M DRAWN: I<EM 3.2.1 SCALE: AS l\IoTEO .SlEEN 76s..SliIs-67aZ 76>-~8:;-67S7 ft.3t ~iLa .u:.enClilCiCClDDC'oC8m LAKEFRONT PLAZA PRIOR LAKE MINNESOTA ~NOlNE~~NG IWc_ '. :;1";:50 Honh U""" Dri.... Br_a::lyn Coa\I~r. JoIN SS4:JU T T T r I 1 I , 1 "T1lc;: I 1 I '"' %"1 r'1 R~"", , I I I \ElISWlatDt DftAIH I I 'ED HICifi J H~ I..CX:PD ItGH ~ UIIIIlDt AS PaSIiIIIl.lt U~ J I ~ I c::aMMl 'RIP I J , I I L. f.. 18 h 1"'1 l""l DClU8t.e I I 1 I , 1.\" 1tMD FLCIOR NOV-OS-ZOOZ 03:Z3PM FROM-Wensmann Homes >>-1) ". 1lI5PlZlDl (~" 11II( ~ 0) 8519053878 T-Z90 P.oZ5/0Z5 F-093 Co :iEc:aID fLCXR LAUI(GRy lICIlt (~ flU) alIlEII.E '""v........ (2 f\I) ~ ,.. AU ~ ..(I..W ,. , , nRST Fl..CQIl WASTE AND VENT RISERS NO SCALE STEEN NO. WHI201 SlEEN "c;:J-4I\.:l.a7Q 7.,;2-sic~_.,.., ..... 1!mJ..1: .sCe.::.ftt2i)C:I;c,....'.COIll ,,<ISo N~"ll L.il.... I:)ri...." I!hoO-II"k'yn C--a''UOI". MN .:S':;'.30 ENC'''''E1t,",rN'c INC" ADDeIXIM 11 LAKEFRONT PLAZA PRIOR LAKE MINNESOTA DATE: 11/4/02 ~ DRAWN: I(E~ 3.2.1 SCAlE: AS NOlEO OCT-03-Zo0Z 04:20PM FROM-WBnsmann Hom~~ 8519053878 T-841 P.Dol/oo5 F-Z08 CW~~~~NN) . FAX COVER PAGE DATE: '{II J 102- \<~~~i ~\(;~{.~> -MLk va.He,"1-- -.9s-z.- 44-1-42 ~s- TO: FROM: FAX#: NUMBER OF PAGES INCLUDING THIS COVER LETTER: S- SUBJECT: -.l<L Ice-f.,..... t f,:",i~ r~>"",;, t _ IF THIS FAX TRANS~TT AL IS NOT COIv.fPLETE, PLEASE CALL OUR OFFICE AT 651-406-4400. TRA.NK YOU!!! RHS BUILDING l89S PLAZA ORIVr: SUITE 200 EAGAN. MN 55!};: 6.5 1..:1(,)6-4400 FAX 651.~05-367S OCT-03-ZooZ 04:20PM FROM-Wensmann Homes 8519053878 T-B41 P.00Z/005 F-Z08 C~~) SENT VIA FAX AND MAlL www.wensmann.com October 3, 2002 Mr. Robert Hutchins City of Prior Lake 16200 Eagle Creek Ave. S.E. Prior Lake):MN 55372 Re: Lakefront flaza/Site Plan review comments from Building Inspection Dear Robert: This morning we met with the design team for Lakefront Plaza, and we ackoowled.ge your comments dated October 2, 2002 and offer the following replies: . ;{ , A soils report has been submitted. 2. The structural engineer'is preparing an outline of the special inspections required per UBC 170 I. 5, and in the mean time, we are perfornring special inspections on footing pours. ~ 3. . The energy envelope calculations should be complet~d by next Wednesday, October 9. 4. JSSH indicates that the occupancy load and configuration of the storage rooms are such that the second egress is in excess ofthe code, and provided as a convenience.' However, the parking garage has one extra parking space (81 versus 80 ,units) and ifnecessary, we will dedicate the extra spaoe for location ofthe condensers. 5. Molin concrete is preparing these drawings and will be submitted to you for review.when they are ready. 6. Pioneer Engineering is using MNDOT standard details per the City. 7. Pioneer Engineering is 'using MNDOT standard details per the City. 8. Pioneer will move the design location of the hydrants to comply. 9. OK 10. Under review. 11. OK. See sheetM3_0_ 12. OK. 13. OK. 14. Per the permit to work in the City ROW, we will protect and re-construct any city owned sidewalk as needed. 1,5. Under separate cover, find a Certificate of Survey that matches) including building encroacrunents. . RHS Building 1895 Pll17.a Drive Suite 200 Eagan, MN 55122 651/.406-4400 Fax 651/905-3678 OCT-03-2002 04:Z0PM FROM-Wensmann Homes 8519053878 T-841 P.003/005 F-Z08 16. This letter is to confirm that building plans are being modified to assure that the only overhang is the retail canopy at Erie Street. A) Door 140B entry is being modified to set in a recessed "vestibule" so that the door swing meets UBe 3207. B) The entire deck, staiIway. and roof overhang is being modified so as not to , 7 eTnc;roaC~dong~elEast prope~ ~e_ ~J_.A~ d-Ju~~II~[rt h m[ esdr ScZ~Jtf ~ ~Jfi- I 1 . 0 proVl e c ear, we are nl1s1Ilg e over ea te a ove t e garage oar and -. P,,- configuring the plumbing and lighting to clear eight feet. The structure will clear eight feet at the 144" drive through. A complete site plan re\liew submittal was made on August 15th, Thank you very much for your review and response_ Wp Mike Vallez cc: Frank Boyles, City of Prior Lake Jane Kansier, City of Prior Lake Kelly Murray, Wensmann Homes Herb Wensmann, Wensmann Homes Roger Johnso~ JSSH Architects, via fax Mark Brengman, Steen Engineers, via fax Nick Palta, Pioneer Engineering, via fax OCT-03-2ooZ o4:Z1PM FROM-Wensmann Homes 8519053878 T-841 P.004/005 F-208 ~5/ -105...~ 78 Memorandum Post-it'" FOlX Note 1b 7871 Co. DATE: Octob=- 2) 2002 P/lcne . TO: Jane lGmsiert Plmm.er Fkrt Phcrle ~ Faz* FROM: Robert D. Hutchins. :Building Official RE ~ Site plan review for Lakefront Plaza Following are the results of the plan review fer the LakefrOIJ.t Plaza building fOUIldation waIlst foo'f:ing and site utilities. Our revi=w was based on the. MiImesota. State Building Code (MSBC) which adopted with am~e;c,ts the 1997 Uniform Building Code (UBe) with hanrljcap regulations of the M:iJ:mcsota Acc:essibility Code Chapter 1341. Also requirements of the 1998 Mim:J.esota State Fire Code (MSFC) which adopted with amendments the 1997 Uniform Fire Code (ope). The folIoMng are .fcundaiioii footing plan comments: ~ubmit a sails report. nil t\ - 2: Subm:t the StruotIIIalSngineezs :momantder Special InspectiOns DEe 1701.5. . J. r (0~ --- j) Subnut Energy Envelope Calc:u.IatiOD$. MN Energy Code 7670.01 00 .~ 'I fJ~...J ~ H ____&'Vi<1<: 36" wide ..at aisIes from beth cx:n. in the storage rooms to center parking TS ~ gafage aisl~ way. It appears that mechanical eguipment and cars intrude into the exit v pathway. (1.oL\ ~ C:"""-- 10 S-k.c......It.- The following are foundationlbuilding pla;Q .COImI1.CIlts: J 5. Provido Slr1u:tmal Enginoered ~ of foundation collUllnS, booms, and precast floor. Include calculatiODB of upper .floor corridor walls and posts being supported by precast floor panels. May be submitted after footings installed and bafore precast set. The following are si~ plan comments: ~ \~-~GhrovideEDCP signage'details and location. 7 'J..()~ Q)Provide HDCP curb cut detail. ? i. Civil Sht. 2: Fire hydran.ts to b~ located a distance away from the building equal to or \JJ~~ #l4~ greater than the height ofthe building. ~'t J.,...h ~\~ J:\BUIT.DINO\I.BTRMEMO\Wensma:an.\LakefroZII Plaza. #2.DOC OCT-03-Zo0Z o4:Z1PM FROM-Wensmann Homes 8519053878 T-841 P.005/oo5 F-Z08 o ~ t (~ 9. Civil Sht. 2: Show existing.fire hydrants adjacent to site. ~adding a S"PamE domestic water llioe iDto flu, lnUlding for w"",,, quality COIJ.cenJS. .1\ 1,}J ~. If provided, indicate means of lawn iIr!gatiDIL May USe ."Parate sorvic. and "'"'=ring r ~ for billing PIUposes. This would ~quir:c a separate dedicated wa.ter service line or such USe. ~ ~ V 1l,fI"J)':. Strw.turalllllgino=r to design ~n;ng walls aver 4'.{)" in height i ,,- It- @ Provide fire lanes for fire lqJpOllltDs =pansc. Signage'to read :" No Parldng Fire L ~ by order of Fino Department", Indicme D1l Site plan. Locate by fire hydrant(J). 1001.7,1. I ~ 4. vide an ossunmce lbs.t the City owned sidewalk is protected :li:o!n l%CaVaIioi. -,.' . ding plans and Certifica:te of Survey must match. The sizes and setbacks ffmmt. I . There appears to be three peripheral build:iDg appendages that proj eet over prop . es. They are as follows: ... ~ .J.. West pmperty line: door 1400 (moil) <wings outward.. Tbi!l door iB Pennitted' 0 ~ swing one mot OVer the prop<:rty Ilno. DEe 3207 ! c.,.,.l ~ -b. Bas! property llZIe: I" fioox dock aad deck stairway. The decJ"llay extend 1" f ~'" projectiau,~ eacl1 addiliona1 inch of clearance over eight fi:et in height ab~ve tpe lowest point of the deck above grade. UBC 3204. The deck stairway I is o.bt r\/ permitted in the public right of way. UBC 320L ! . 1!l7'\.:"vidc 96" clearance height aIld 144" width in und"'llI'Ound parking f<!r ' ~ents fast response apparatus. This is a review of the foundation and site plans oDly. Other code it6IIls will b", address~ when the construction, or superstructure above the foumlation., plans are sUbmitted ~d complete. The. building plans must be reviewed by the Cities Developmental Review CQmnUtt~e (D:R.C) which consists of ~cnta1ives of Planning, Ellgineering~ Parks, F.i:c.a:nce~ and Building Departm,ents. The DRC must approv~ the site plans beforc a foundation building Permit em. be issued. 2 tAl OCT-oZ-ZooZ 01 :32PM FROM- i'.flJnn Home~ 8519053878 DATE. TO: FROl'vJ FAX~.' "" IT TII. .r\..) rR 1'1 U 1 V Il_J ;:., S lTB "1" ..-,T J :0...., : IF 'T'"Lr',;' F/ .L 1. L~I) ~ OUR CFFI ~-,._'- \,7 '-~- FAX COVER PAGE c tb [.2-[OL ___~\? ~~k~~) _ U~~ V~l~ '-ill~ '2 4 ~ PAGES INCLUDING TIllS COVER LE---T. S;J PiQ,t TRANsrvnTTAL IS NOT CONlPLETE,FL;'. A..T 65] -406-4400. TRANI< YOU!!! '..798 P.OOl F-048 -~ T<"iSMANN .~:.I'---] ~ '1f ,_ :::::ALL .~- RHS BUILDING ; ~'95 PLAZA DRIVE SUITE ~OO iCAGf\.N; MN 5~ 11~ 65I-tu6-4~ 00 cAX651.905-3678 OCT-OZ-ZoOZ 01 :3ZPM FROM- lJ',I';'0ann Homes 6519053878 STO R ~~(8 Intormatlon ;:and BlH:nr'-,gnL:; In . Ihe filnes~ a1ll1e m,.,,,..ial tes:p . Ttll.:l rilport !:Oh;J1l m'[ tp rOyFY:' ,. Twin City 1 estin -798 POOZ F-04B Corporation 662 Cromwell Avenu.". St, ul. MN 55114-1776 (551) ~45-360', F?-"{6S1~J-7348 Geotechnical Exploration Program Proposed Lakefront Plaza - Dakota Street and Main Street Prior Lake, Minnesota Twin City Testing Project No. 03221 S Prepared for: Wensmann Homes, Inc. August 28,2002 ~,J;; ;J!'t.i den~c ~;Y-,m m~~rial. In~orm;;U:iCln ~d/ar 6~qciflQlicns Nrnist'ted by tne cJlent ~. -.:::::I'.Y~' .''',"';.7''0 IOf BIr'/ pi'JtJcular pu;Vo.e or USi', Tn", ropor! Is (~A conll<l,,"~.1 p,op.rty of our e"'. , "n', , ,r:n:;>t in full, u..'t:'1'lut wrlr.ai1 /!1'C'roVRI d L,i!; 13.horatofY- TI\B J'fjcgrQing 01 false, ~ctitiou:; '.X -."Jur::!' 1.1 I I ' I r rl "'..I! .111 Title .,.. rhlntnf 1'17 ~.- -- ',",-,,=;."" or Im~litId W3I'l'3nUe8 as lQ c. " '",."od lar adusrll.1ng putPOllB5. '.".~lC;"ml'''':5 or Bntrit)$ an this ~ OCT-oZ-20oZ 01 :3ZPM FRDM-'iolcmann Homes 8519053878 -798 P,003/o3o F-048 5TO R ~~~ Twin City' 10stin Corporation 662 Cromwell Avenue, St. ( ul, MN 55114-1nS (651) 645-3601, Fa;.:: (55l) )J-7:348 August 28, 200;- Ms. Kelly Murr2'" Wensmann HorT1S3, Inc. RHS Building 1895 Plaza Drive;, Suite 200 Eagan, WiN 551 RE: Geotu:ilnical Exploration Program Propc: ':d Lakefront Plaza Dako';treet and Main Street Prior ;':e, Minnesota Twin' 'Testing Project No. 032216 Dear Ms_ Murr;- We have comp!r;'-Jd the geotechni.cal exploration and engineering 2~dysis for the above referenced prcic::cL This report presents the results of our field a: d laboratory testing programs, and ,';n:wides recommendations concerning the soil and grundwater conditions as they relate i t:-te proposed construction. The soil sample:'; will be retained in our laboratory for 30 days, at whic time we will dispose of them. If YOl' desire Twin City Testing to retain the samples longerhan 30 days, please notify us, We are f,ieasE any questions service tn you be of service to you in this important phase "f th . larding the information contained in this repc' or ';';8se contact us at (651) 659-7447. Jfoject. If there are , 'e c:.Jn be of further l' ~ es ct;r\ . ar ~r~ P". eotechnical :::nJineer --" co: 1-Nk\: r:;'oltalPionecr Engineering 1-MI\'" '/allezIWensmann Homes 1-Ro;;cr Jchnson/JSSH Architects , -WiIE;< ii, Blanchard/Blanchard Engineering Informf1,tion :!Ind 8m >r;lor"l~ fr. 1ho r,malr.l ci th6 ""."'~al t""". T~I. raP"" .""11 n" ,.., rop"". ':;\ .'US ClQri'O'Od lrum mBlB~It:\I. IrrtorTn03tic.n anaJor :;pacifieaIlon:; 1umi.!ir'\ed by thR l;liont ;U-'.--! ':~:;iLI:-~" "'_:~fI~~:.r.,d or Implied waffilntil!lS 86 10 ;~f----cd for any ~~\r.k::l,.ll.;lr pur'jj086 or u::;;;;:.. Tl'\i~ rt!port lr.: ""hel cantldpnrial pm~erty 01 cur c:i :: ;::l]1'< , :~ ::.'C t.~;8a tor advarll.!llng purpo~8S. "T'_);,)~ in h.Jil, w,tr;cut wrtttljln ~pl"Ol(8l of ~l1i:; l:IboI'Srory. ThD mcordlng cf b.l!;t!I, nctIUOlJ8'r1.~'-~U \.l~lmw"',L-; or I!InUl9S gn thi~ documAl'lt . I' II . 1 I I I ITlII..n ,...."'.......117 OCT-OZ-ZOOZ 01 :32PM FROM-!ensmann Homes 8519053878 -798 P.004/030 F-048 STO R ~~G\ Twin City' I t::!stir,j Corporation 662 Cromwell Avenue, St. :'111, MN 55114-1776 (651) 645-3601, Fax: (6511 59"7348 TABLE OF CONTENTS PAGE 1.0 INTRODU ." i'iON ......... __.. ........... ............__.........,... ..... .......,..,.,... .,... ...". ................. 1 1.1 Project "!(:;scription ............_......,......................................--." ...,...,....................1 1.2 Scope ':-3eotechnical Services...... ,_... ...... ......... .................. ....... ..... ................ 1 2.0 TESTING -Jr:~OCEDURES. ......... .......... ....... ............... ..............'. ".......... ................2 2.1 Field T ,.;sting ............... ........... ...... ..... ..,.............. ....... ......................... ..................2 2.2 Labora 'cry Review........... ...... ....... ........ ................................ - ................ ............3 . 3.0 FIELD TE';TING RESUL T5 .... ......... ......... ....... ,......................................... ............ 3 3.1 Site Conditions........ ......... ..... ...................... ........ .............,... ........ .............. ........ 3 3.2 S ubsur ~8:::e Conditions.... ........... .""" .......... ......................... .,.......... ...... ............3 3.3 Water '.'"'?vels ......... ................ ........... .......... ..... .............,...... - .......,."...... ............4 4.0 REVIEW; '0 RECOMMENDATIONS.............................. ...... . ...........................5 4.1 Projec: ::>3ta................. ......................, .............. .................... .............................5 4.2 Site Pi . ~2ration _...........,.... .... ...............,..... ...... ............"....'. ......... ...... ,............. 5 4.3 Found,';' lJ:1S..........,...... ........., ..... ......., ............. ............. ...... .......,... ...... ........ ....8 4.4 F!oor ~.:! -)5 ,....................................................................,..... .............................8 4,5 Li nder; lcund Utilities...................... ...............................,...'. ............. ................ 9 4.6 Paven-' snt Recommendations ....... ......................................, ......... ......................9 4.7 Frost FTotection of Exterior Slabs ......................................... ............................ 10 5.0 CONSTR JeTION CONSIDERA liONS ............................. ....... ....., ....................... 11 5.1 Excav:'Jtion Safety.. ........... .... ......... .... ............ ...... ........,.....,.. ......... '.. ................. 11 5.2 Winter C.onstruction .....................................................,---.... ..,.........................11 5.3 Soil S:nsitivity ............. ............... ......... ........._.....h.............. ,.......... ................. 11 5.4 Qualit, c:ontrol.........".,. ........ ,.. ..............._....... .................... ,....... .......... ,.... ..... 11 6.0 REf'1AR~ , . . . . . . . .. .. .... .. 4 . . .. .. .. . ~ .. .. . .. .. .. .. .. . . . .. .. .... .. . .. .. . .. - .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. . .. .. .. .. .... .. .. . . . - . .. . . . - ............_..............12 APPENDIX Boring Loc'<"::::n Plan Boring Lo~; Symbols 8:r; Terminology on Test Boring Log Field Exploration Procedures Requiremcr1ts for FHA Earthwork Testing Constructhn Observations and Testing Excavation Oversizing Cold Weathcr Precautions .-' Inlormatlon 'lnd au ~ ',"nn~ In lJ1e fltnD" orlhe fT. ,'OIIal tBst ll11~ r~1I9" ,nail r o. "'p""'.' "'.J!~\r: an:I derivod from malEr',.;:, 1111orTrlstJon end/or !;p8ct,lc.atic~ 1uml.6hsd by lMe cllsnt 2n< ;'-Y.cJ:;r:tr . r1R::,~d for any partJ:;ule.r pUQOB8 or lJ:i~- TI-J.s report j~ the C'Onfidgnliel propertY of Qur ti:.':'lt 2T; ~ d;l~pt In fuil, wl!J"\oLJt wrll1Rn ;;IPPrOvaJ of thl!ii laboratory, 'The recon::Hrtg 01 f;!j,1~e. ftc~ltIou;; ':',-;r;:!.l;:J'J:- I II.' t I ,.1..11 nl.....IlI1-r , "X~r>l"""O or Impll.,d wamlnll"~ as 10 ,01 te "s"" 1<:" ad'<artl;lng purpo.Cll. "J!Pr.it;J0l::'='; or entriljl:; on lnls dcct..lr"nern OCT-OZ-Zo02 01 : 32 PM FRCi,Hlensmann Homes 6519053678 -798 P.005/03o F-048 GEOTECHNICAL EXPLORATION PROGRA~: PROPOSED LAKEFRONT PlAZA STO~ : TWIN CITY TESTING CORPORATION PROJECT ~O. 032216 1.0 INTRODUCTION We have C( iplsted the geotechnical exploration for the propc ~d Lakefront Plaza developmenj :1 Prior Lake, Minnesota. Stork Twin City Testing C ~lJoration (Twin City Testing) wa~:-etained by Wensmann Homes to perform this expl:xation. This report presents the results of the field exploration. laboratory review, and O\]f geotechnical review and recomm:l:1dations, 1.1 Proiectf cscription This propos: ;::mject includes construction of a new multiplE stor 3nior living building with a partie I . underground slab on grade garage. Each end of tt 'Juilding has allotted space for co lw:::rcial tenants. The project also includes adjacent tc ":8 proposed building bituminous r ~<.j:lg and drive areas" The construction site is loc,3ted \he northwest comer of the inter..;cction of Dakota Street and Main Street in Prior L8, Minnesota. The approximatE: hcation of the new construction is shown on the Boring 'ocation Plan included in the Appe'lC:ix. 1.2 Scope Q~. Geotechnical Services The scope' y( 0 ur services for this project is limited to the following' . Ex! I T~ the subsurface soil and groundwater cond1tbns t Derforming seven (7) <::ta y'ard penetration borings to unit depths of 20 feet at tht )-oposed building and stn'! locations. -- . Vi~" il"! classify the extracted soil samples. . Pre r Jre an engineering report that will include the soil bar . 9 logs, laboratory test resL::ts, and our recommendations for: . ,;Ite preparation and grading procedures. InftlTTnaUon and ~ul"lTl9r' ' :h; ,,,,pcrt art! dotlll8d lrom malPri;:J. InrorfMtlon ~ndlor spe<:Hlclldons rumi8h<ld Qy tha cUenl "".~ ""clur~' '''' RXlllil=.d ot Implied .."rran08S ;,:; '" the ntt1l!J!S or tne rr'r\:ori~ t;.'- ,,'-,.:1Ir....ea for ~ par::lG\JJar purr..o::;Q ar ~e. Tnls report l~ tl"le Q)nf1dantlal ~ropeny gf Our ~,IIHnt a.rl(~ n..,( b8 u:>Rd to( adventsln; p~rpOID!;i. Thl. "'port snail 0,0100" '",<' ...cepl in full. wlo"QU< wrln"n B?prc...~J o~ this IBDofllIPry. The """,n;1lng ,,' raJas, nCllllo'r '" Ir.'<IC' ,",",,"'ntE or .rotic, on lTlls daIltJmanl I I I t I 10' [......1 ""nhnnn Innl1H11nn l,;,.rlQr_ll ......Tlt1n 1~ r.tumtRr47 ~ ---- ..., 'w.JrlVl i"l'ill,I.'iensma".. Wensmann Hcrnes Pr~posed La'(('front,tSZa TWin City Testing~roject No. 032216 Page 2 . r: ." undation types and depths, allowable soil bearing prF:',ures with estimates (J( 'Jotential foundation settlement. ,. :)i :pport for floor slabs. Our services r'erformed for this project were for geotechnical purp:'". es only, and not for documentins "18 presence or extent of any potential environmental contamination at the site. 2.0 TESTING PROCEDURES 2.1 Field Tc~:jDg Seven (7) sL:; jard penetration test borings were performed betvlee' :une 25 and June 26, 2002. TheT imber, location and depth of the soH borings were :\ec;ted to indicate a general soil :::)[;Ie of the site. The borings were located in the fie: both by your project surveyor (Pi" c~er Engineering) and our field drilling crew, by simple ping measures. The approximatE' 'oring locations are shown on the drawing included the Appendix of this report. The S' ~o\.Jnd surface elevations shown on the boring logs 'N8re provided to us by Pioneer En~i:':eering, The soil borirlgs were performed with a rotary type drill rig mourted on a truck using continuousv'l\ow stem augers to advance the boreholes. Reprc -~ntative soil samples were obtairr ! using split-barrel sampling procedures in genera: .,nfonnance with the American f 1 ndards for Testing and Materials (ASTM) standarC as described in the Appendix" .-"" Water level rJservations were made in the boreholes during and10n completion of the drilling and ,:;, mpling operations. During the field operations. the dri" Grew maintained logs of the sutsJrface conditions including changes in stratigrap~'/ and the observed groundwatEr:evels. The soil data and the groundwater levels are sl'Jwn on the boring logs in the AppEni1ix. IntDnnllUcn and 31,.;"mor !hI' "pal'l8T8 ggrMJd rmm malBrlBl, Inlon=Jicn Btldfcr :;padficaOoM5 fumiB""g t:Jy the clio", end r!><cl'" "'! "'P"""'.d or hnpHod warranlia:O oslo ll'\e IIlnelW 0\ the mf118rl~! _j c' ",olymd lor any PQr:lcul,,' pu,?cso or lJ'c. Thi, report j,;; Ih. confiUDntl;1J propeny "lour cHon. 'l:. "I no. be u'ed for ed\lOr1isIng pYr~s. Thl$ "'port sh.11 "o! be r :"c:'~ "XeD", In lull, wIL~o\rt wrl""n "pprove' of !hI. 10.00,.,,101'1, The l'8Q:ln;llng 01 I3lS8. nc~lIo..:' or fr;>c.' ' "uMm.nc; 0( entl1as cn!hl! dOl:U!1lOnl , ,,,... .. . ",. . ,'..",,, \Ooo~8rlll F.rmlTrn~ i"r:lll'l1nn Fmlm.l LJIInu~ w. <;:~,,?",r 1\7 U~I-U~-~DD2 01 :33PM FROH'lensmann I'll.". ~~19053S7B -(~~ r.UUlfU~U r-u~a Wensmann HOlles Proposed La~(efrontfta Twin City Testi!l~~oject No. 032216 ,..",---., Page 3 After comp/stir n of the drilling operations, the boreholes were fille" with auger cuttings mixed with b8: tonrte to the existing ground surface. ~.2 Laborato_ I{ Review The soil sampl2s obtained during the drilling operations were 1099c-:-', labeled, sealed and delivered to olT laboratory for further review. The soil samples were classified in general conformance vlith ASTM Standards by a Twin City Testing geotechnical engineer. I The data obtained from the field and laboratory review are shown on the boring logs. 3.0 FIELD TESTING RESULTS 3.1 Site CQC' !itions Currently, th?~ite is mostly covered with small vegetation" The no;:'~m portion of the site is heavily W(1cded sloping steeply down towards the wetland. ThE-c is an existing house located at tr E so uthwestem po rtion of the property" The surface efevations at the various boring locations indicate a slightly rolling topography. Surface elevc:tions at the boring locations ranged from approximatEly 953.5 feet to 958.3 feet at borin]:: B110-A and 8107, respectiVely" Generally, the site slopes down gently from south to nort! . 3.2 Subsu~' I,ee Conditions The sUbSUrf?2 conditions encountered at the boring locations are: :i\NTl on the boring logs _.- -- included in J,.: Appendix. The boring logs also indicate the possic.i geologic origin of the materials er'lr Juntered" We wish to point out that the subsurface cc lditions at other times and 10catioT on the site may differ from those found at our test locations. If different conditions ;{r'~ encountered during construction, it is necessary tha\ you contact us so that our recomnc ndations can be reviewed. Inle,maUen and ,t,"omen1" " 'cu.:. mport arw dari""d lrom mal8rio:J, irftlrmartan andlor <poclllcmigre; lumll;l1!ld by lIle cDent A.'~ .'CliiO' ,. "'P"'8B~" or imp wed W1;I"",,~aB as 11:1 Iho fllr"'" of 1718 fT"1"'rt.;1I ''',' ~ 0' \l.~i1J\'Zlld Ie, arTY ~olrf,C\llM pur;lOSO <I, ""e. TIIIB '8~O" l, .he confld..nUaJ pro~sr1y a~ our cll.m or': nol ba u'dd rer QdvOl'llaln\l purposes. TIll. 'aparl ~h3l1 no: Dr, " " ,:~c: ,'.<esp' In rUII, \IIlt~cu, wrltNCI OpprtlWU of (hI:.; 13boratory, Tho 'ecDrclng o! f3l.... fietltiol," 0' t",c";" ,t3lam8nl:; ar ontrlBti on !hili dOOllIT1tl<1l I I I I I' . 1.1. ~.. 'Mnllllnml"nnr'.' irrll:r1lnn r~(~"rill' iTftlmfi 1ft. ~h~\;l~r 47 , n, ""I:ll/~mann H . OIT/Sfj Wensmann Homes Proposed Lakefror t'laza Twin City Testing project No. 032216 Page 4 Fill was encoultered at the surface of all borings. The fill varied in thickness from 2%' to 14'. The fill "1:'5 mixture of organic silty sand, organic lean clay, c>ayey sand, sandy lean clay, with van<lus amounts of gravel. The fill also included concrE",e debris, ashes, and plastic debri~,. 8ased on the penetration values (N-value), the fill had very low to moderate density. Glacial till wa~:, encountered directly below the fill to boring termination in borings 8106, 8107, and 81 iO-A. The glacial till was sandy lean clay or lean clay with various amounts of gravel of soft to firm consistency. Fine alluviun silt was encountered below the fill in borings 8108-P-, 3109, and 8112. The silt was ver/-:oft to soft based on the penetration values. Glae>' till was encountered below the silt :1 borings 81 oa.-A and B1 09, The till was of 'firm to hare consistency. Coarse alluvium WE!S encountered below the silt in boring 8112. Th"~ coarse alluvium was comprised of sands (SP) with various amounts of gravel in a mr}.dium dense to dense condition. These borings all terminated within sandy lean clay glacial till of hard consistency" The exception to the above profiles was boring 6111. Coarse alluvium sand (SP) was encountered ; Jeneath a 13~ foot thick layer of fill at the surface. The sand was in a medium dense condition. 3.3 Water (:evels Water obSE:i 3tions were made during and at the completion of tt:c drilling operations.' ~ waterwas flf'Uced within borings 8107, 8109, B110-A, and 8112-he natural water level is most like!y beneath the depth of our borings at these locations. Water was noticed within borings 81 or: 1 B 1 08-A, and B 111. Depth to groundwater varied from 15.4' (8108) to 18.1' (8111) beloit' the surface. Perched water was encountered 9' below the surface of boring B106. .-- InlCfTTl:Jllon ana :;tlllom.nt,: i:' '.r,lo fO?ort 8t8 dQrMJd from mal.er1B1. informal!cn .>lid/or spaclflClllons fumJ:;hod ~ llIa ellS'" "nd =I'JJ( ,'fTo/ 8llpl";::Bd or Implied ....arranlll;l5.... 10 trls IItI'19Z 011118 malorlOll 'c.. '1 or eno!yz.d lor.ny p.r;lCl,lI", puro;>058 or u:;.. Ill;:; ",port Is lhA canllllerrtlRl PrQpgrly 01 ntH r.1I~nt "OJ '1 nol be u;lld 101 edvo$lng purpo~""- Thle ",pen :;h:>ll no! bo n'" uce~ .,,,,,opt In lull, wl~~oll\ ...r1tt"n :Jpplo\l!ll 0( ml:; il>horeIOry,"'" rtla)mlng of f<1~'Q. fid1/aeJs or ,,,,,,c""'. I ol.8lemen\l; or ontrle& on rhl. documont " II r.II_.IIi".IDI'mlmi'lll'1lnn ...,rlnnl11l\wllnliiJ 1i1 fihi1niTlrQ.7 OCT-oZ-Zo02 01 :34PM FROM-WBnsmann Homas 6519053878 T-798 P.01%3o F-048 Wensmann Homes Proposed Lakefront Plaza Twin City Testing Project No. 032216 Page 6 find and remove old foundations/utilities within the proposed footprirrtJoversizing of the new building. The competent inorganic native soils should be suitable for building support. The natural sand soils exposed should be subjected to thorough surface densification using a heavy, self-propelled vibratory compactor, We recommend the compactor make at least five (5) passes in mutually perpendicular directions. The following tabulation shows the minimum recommended depth to competent soils for building support at the respective boring locations: Boring Ground Surface Minimum Approximate Number Elevation Excavation Depth Elevation of (Ft) (Ft) Competent Soil I (Nearest YaFt) I' 6106 957.5 7'" 950% 8107 958.3 7* 951 B 108/\ 954.4 5+ 949% B10~ .955.1 11 944 B 110;\ 953.5 14 939% 8111 954.5 13% 941 8112 955.7 9 946% .. Deeper excavation will be required to attain garage slab grade. The recommended depth of excavation is approximate and may vary between borings. The actual excavation depth should be determined in the 1ield at the time of construction. Test pitting should be performed by the contractor in the presence of a geotechnical engineer or their represeiltative in order to help verify depths of subcuts. The excavation bottoms should be ob::~erved by the geotechnical engineer to document the exposed soil conditiol1s. .-" Furthermore, this is a requirement of FHA Data Sheet 79G, OLand Development with Controlled Earthwork". Where the excavation extends below bottom footing elevation, we recommend providing lateral oversize equal to the depth of fill required to attain bottom of footing elevation (i.e. InlDn'MUDn ana statllmvnt ir. :h!.!l re~OI1 "'"" den_ad ~m malBrlill, In!en=!ieo Mldlor SpaClOc.l~on' lum(:;hgd by lh8 clien, ;mol DXC:u~" IlIff l!lI;Pf'J",,<ld Of Impl1e<l W"'TiIIl~'" ... 10 the nrn..,.. 01 tile mBlel1B1 "'.$<"C of ""alyolld fef any F3r\lculat purpo.. or U'''. Thl" "'pOrt I. !tie coondclntlal pro,,~rty or our cllRn~ ;loci cn,y nol be uslld ~r '"M,nJslng p~rpQ$<IS. TI'lia "'port .11<111 nOl be ",pn::.juC"~ excapl In full, withelJ1 wrinon apprn>lll crlllls la~o",[e;y. The re<;o<tllng of 18188, f1e~Uou' or freedu",,,: =,,,,,,,,nta or 8nlMe. on !hi:; d""",,,,,,,,t 1'1 111111.11.. .. . _I... 1 ,.!tn, liiiJ1r1n~1 ,)Iihrtw !nrlllt1lnn F1.niilrill ~ Tilln 1R r;tifHilftr 47 OCT-oZ-ZooZ 01 :34PM FROM-Wensmann Homes 8519053878 T-79a P.011/03o F-048 Wensmann Homes Pro'posed Lakefront Plaza Twin City Testing Project No. 032216 F'age 7 1V:1 H lateral oversize). This oversizing is necessary to support the lateral loads exerted by the footings through the fill system. An illustration of this oversizing is provided in Appendix. After the recommended excavation, engineered fill should be placed to attain final grades. We recommend the use of granular soil preferably having less than 20% passing the #200 sieve. The on-site inorganic soils, excluding silts, may be used as engineered fill,' provided the specified compaction level can be achieved. Again, It should be noted that the existing on-site fill is a mixture of organic, non-organic soils, ashes, concrete and plastic debris and it may be difficult to separate out the non-organic soils. Also, we recommend that the very soft silts encountered in borings 810B-A, 8109, and 8112 not be used within the zone of freezing (upper four feet of fill) due to the inherent frost susceptibility and heave potential of silt soils_ In addition, we do not recommend using silts directly beneath foundations\footings. Below foundations and floor slabs, the engineered fill should be compacted to at least 98 percent of the Standard Proctor maximum dry density (ASTM: D698-00). The moisture content of the engineered fill should be maintained within 3 percent below and the optimum as determined by the Standard Proctor test. Fill compacted with heavy, self-propelled compaction equipment should be placed in lifts not exceeding 12 inches in loose thickness. Fill compacted with hand-operated compaction equipment should be placed in lifts not exceeding 6 inches in loose thickness. -- . .-- The Silty and clayey soils are susceptible to disturbance from construction traffic, especially in wet conditions. Therefore, we recommend positive surface drainage should be maintained so water is not allowed to pond on site and promote soil disturbance. If soil becomes disturbed, additional excavation may be required. Inli:lrm:sucn ana ala.8manto In 'his I'tlpon iln;l derMIC! rrom m.\l3r\aJ. InJormadQn ;mdlcr $peclOc:aUon.:; lumJ.r\8d tly tt1IO dlool ;Il1d fiI"c!uQo ""y lIXpI'8B88d or Irnpllaa W8mlnlle& ull;> the fling.. ollila mal8r1eJ te",["'j or ~nalyzsC lor M>J pil1llnJl3t plJ~o.e cr 1J5B, Tl11:; 1"Il~0" i~ \he confidontial ptopa~ or our ell8nt 8i1C 1T,~Y npl be U8ed !Of' advprtl!lfng plIl'1lQ8eS. Thl8 report .h;zjl no~ be reprcd""90 ",,""pt In lull, wiL'""' ",fin"" ,pprovsl 01 thl3 labor;ltDTy_ The "",orolng or /;!jee. OcljUous or rrBu~"'llnt ""'lDm~nle Qt' 8n111ea Qn lIlI. dllQlmonl I I I I I . IIIII n_~I_. 1..1,,1IlI1.. r.._.l I ...l1l1n 1.. rY'lnntnr r,! OCT-oZ-ZoOZ 01 :34PM FROM-Wensmann Homes 8519053878 T-798 P.01Z/o3o F-04B Wensmann Homes Proposed Lakefront Plaza Twin City Testing Project No. 032216 Page 8 4.3 Fouodations It appears feasible to support the proposed buildings on conventional spread footings, after completion of the earthwork procedures as outlined in section 4.2. The building footings should bear on the native competent soils or on the engineered fill. We recommend that the building footings be designed for a maximum net allowable soil bearing pressure of up <.Ie . ,r1 w ~:.Jf. 1..<00 () . It.. . '. . . .; oat (pst). A factor of safety of at least 3.0 against foundation shear failure was considered in this recommended design bearing pressure. All perimeter foundations in heated building space should be placed at a minimum depth of 42 inches below exterior grades for frost protection. Interior footings may be placed at any convenient depth below the floor slab. In unheated areas where deeper frost penetration may occur, we recommend that the foundations have a minimum soil cover of 60 inches for frost protection. Based on the above recommendations, we estimate total settlements of the building foundations of less than 1 inch, and the differential settlements of 1/2 inch or less. 4.4 Floor Slabs The site preparation as recommended in Section 4.2 should be suitable preparation for floor slab support. However, particular attention should be paid to properly compacting the fill against the foundations and within the utility trench backfill beneath the floor slabs. Inadequate compaction at these locations may cause cracking of the slab from subsidence of the fill. The floor slabs may be designed to be structurally independent of the building _- -- foundations or walls. We recommend that a minimum 4-inch thick, free-draining granular layer be placed under the floor slabs. This layer should consist of uniformly graded sand or gravel with less than 5 percent passing the #200 sieve. In addition to facilitating fine grading for easier slab lnlalmatlcn ""d slalem6nlB in ;~" ~port = d8n...d frem """"ri3J, in!otm'Ccn anc;llor :;pecifJ<:adcns fllrn15h.d by 1M dlent an~ ,,",elude arry lIIprB&5ed cr Implied W8mlnd81 a:; to tho nine... gJ the m3IIJri:lllo"le,j or analY""Q for ony particular purpOSO 01"""" Tl'IIB ",port Is the conndenUal prcp..ny ar ollr client Bnd mllY not Il8 UBSct lor aqvcl'11slng purpC8116. This "'pon shall not bA rv;mJddClOd a.cap! In full, withOUl written ."p""",l ollllle IlIl>eralory, ThD n:lC1>~iMll 01 miss. nl;!itious or fraUdUlent of.;;Il~manl>: 01 entn98 QI'1IhIa decument ._..1.. .Il.in~m" ~r' n lnlnrlf Ilf :lnr ..rl..,., ~Uhlt5'l"'i Inrlllrlinn f'fl11Arnl ~n~; 1&. ~n~nlr~7 OCT-oZ-ZOOZ 01 :35PM FROM-Wensmann HO~Q~ 6519053878 T-7ge p.013/o3o F-048 Wensmann Homes Proposed Lakefront Plaza TwIn City Testing Project No. 032216 Page 9 construction, the granular layer provides a capillary break to minimize moisture transmission from the subgrade to the floor slab. 4.5 UnderQround Utilities The natural soils encountered in the borings appear to be suitable for the support of typical buried utilities" We anticipate the buried utilities will bear on engineered fill or native clays or coarse alluvium, based on the subsurface data. Fill placed as utility bedding should be either crushed rock or a clean, well-graded granular soil. Is should be noted that some soil correction may be required if during utility excavation existing noncompacted on-site fill soils are encountered. If existing fill is encountered in utility trenches. the fill should be removed to at least three pipe diameters below invert and replaced with compacted engineered fill. All backfill in underground wtility trenches in building areas should be placed and compacted as recommended in Section 4.2 of this report. 4.6 Pavement Recommendations We anticipate the pavement areas will be used for automobiles, light trucks and an occasional heavy truck. In bituminous pavement design, the critical portion of the subgrade is the upper 2%-foot zone in light duty areas and 3-foot zone in heavy-duty areas. This zone provides the primary strength and stability needed for flexible pavement materials. ....- . .--" The borings suggest that the upper portions of the existing on-site fill include a considerable amount of fine grained, cohesive soils. These existing soils include silt, lean clay, and sandy lean clay that are relatively weak and highly frost susceptible. For best performance of the flexible pavement, we suggest removal of the cohesive fill within the upper 2'X1 feet in light duty areas and upper 3 feet in heavy-duty areas. The existing granular fill (silty sand, e.g.) could remain providing the fill can be reworked and compacted to 100% of the Inlorm:tllon ana .Mom..n'" In n',. ",~ort =" deri\oed 'rom mat.~81, InfQfl11'1!1on =dIo' ep"c;r.cuUons fumi:!;he<l b)' tho ell.", and OIlU;!udo ""Y 8llp1886od or !mplllld WIlrratl_ ;I~ to;> 1I>Q fllnD~~ of 1M ma19nal ~=d ot analYDd fe, :st'rf partClJIar pun>osa or """. '!hi:; ropol'! ,. !/Ie confid"nt!31 pl'Cperty of our ell9n: Rnd m;,y nol tle ueecl /Of advlorti!:1ng pUIpOSIIS. This "'pcrr .hall nol be roprodwcQd """"pt In lull, witl10ul wril'lon approwJ of till>; l~bor.llQry.11'Ie ,awrdlng ",f!;ilia, fictitious or lmutlulenl :ilO\ramcnlll 0' entrl9& on Ihl$ doolm&nl may bo punlshod ;c: e "'Io"y ,,"C.r J"gd~ta1 SlallJl"" IncluOln9 F;,c:cr.:!! L"nltl. 1 B. Cnaptar 47 OCT-OZ-Z002 01 :35PM l FROM-WBnsmann HomRs 6519053678 T-798 P.014/030 F-048 Wensmann Homes Proposed Lakefront Plaza Twin City Testing Project No. 032216 Page 10 Standard Proctor, within the upper three feet. Additional granular fill can then be utilized. as needed, to reach final grade. This additional fill should have less than 20% fines and be compacted to 100% of the Standard Proctor. The subgrade should be uniformly sloped to facilitate drainage of the base material within the pavement system and to avoid any ponding of water beneath the pavement. We recommend performing a proofroll test after subgrade preparation and prior to aggregate base and pavement placement to detect any unstable zones at subgrade elevation. The proofroll should be performed with a heavy, rubber tired vehicle traveling at walking speed over the subgrade. If excessive yielding or rutting is noticed, the sand subgrade should be recompacted to a stable condition. 4.7 Frost Projection of Exterior Slabs The clays, silts and silty sands included in the existing fill are frost-susceptible soils. If these soils become saturated and freeze, or if the natural soil moisture contents are medium to high, one to two inches of heave may occur. This heave can be a' nuisance for slabs or steps in front of doors and can cause slabs to crack. One way to reduce this heave is to . remove the frost-susceptible soils down to bottom of footing level and replace them with non frost-susceptible sand or sandy gravel. Sand or sandy gravel with less than 5 percent fines is non frost-susceptible. An altemative method of reducing frost heave is to place a minimum of two inches of _ -.'.... extruded polystyrene foam insulation beneath the slabs and extending about four' feet beyond the slabs. The insulation will reduce frost penetration into the underlying subgrade and thereby reduce heave. Six to twelve inches of granular material is generally placed over the insulation to protect IT during construction. Inft)fTTl~Uon SlId otat.ments In :nls l'8,ort we derived from rno:lart~, Inlarmallan anQlof =?tlOincallon6 fumished by 1118 c1lgm and l<'<!:lude any upnr..::;ad or IrnpWIId W\Im1nUes a, III 1/\e fill'lllSB or OlemallotiaJ~s<edor~n/!Jyll!dklrQnypgr"JC\lJlUpUrpO...or.."...l1.lla ",port I' !he oOnr,cQnu.oJ pmpertY of our clienl ana mOlY nol b6l/lecl /Qr IIdwarlllllng pur;>OllllB. This ",pef'l s~"'1 not be ",produced 8.'<cpplln lull, v,llhout written approv;,! or !!'lis Il!l:loralor;'. The reocl'llng r;If bJ.:;c,lictlLlous of Ilb.lJdu/An( "",_Is or ",,!ria!: tJIllhll ck1c:L1menl mil\' ~v ~Wnl.~9" 'It;.. 1.lony undor F.aqr.ol S"'''.lte, IndudiliQ F"<lerall.aw T1d. 1", Cha;>ler 47 OCT-oZ-Zo02 01 :35PM \ I I I l 1 I FROM-Wensmann Ho~~~ 6519053878 T-798 P.015/o3o F-048 Wensmann Homes Proposed Lakefront Plaza Twin City Testing Project No. 032216 Page 11 A third alternative for reducing frost heave is to structurally support the steps or slabs on frost depth footings. A void space of at least four inches should be provided between the bottoms of the steps/slabs and frost-susceptible soils to allow soils to heave without affecting the s:eps/slabs. 5.0 CONSTRUCTION CONSIDERA liONS 5.1 Excavation Safety All excavations should comply with the requirements of O.S.H.A. 29 CFR, Part 1926, Subpart P, "Excavations and Trenches". This document states that excavation safety is the responsibility of the contractor. Reference to these O.S.H.A. requirements should be included in the project specifications. 5.2 Winter Construdion Since soils undergo moisture volume expansion upon freezing, we are enclosing in the Appendix an information sheet enumerating the precautions which should be observed during winter construction. 5.3 Soil Sensitivity The silty and clayey soils are susceptible to disturbance from construction traffic, especially in wet conditions. If the soils become disturbed, additional excavation may be required. Therefore, proper excavation equipment should be used to minimize the potential for disturbance. ~--- 5.4 Quality Control The geotechnical engineer or engineering assistant should observe the exposed soils to document the conditions prior to fill or footing placement. In addition, compaction tests of the fill soils should be performed at 2-foot vertical intervals at each unit to verify the compaction. This is required to satisfy FHA 79G requirements. Inlorm~~On and SlB/Bmsnl:; In ,I'lL> "'p"rt "'" derived !TOm maletllll, Infof1Tl'll~on ""c!I".. "P""'nc:atlcl= turnl8l18d Dy 'he client ~nd ""J;ludo MY ~ ollmpdeCl WlIJliII'ItIeG 88 III Jrle ftlnBSS of tho rnalat1aJ IBStpj 01 ",,~d 101 ~ plll'lltulaJ' pulpose or usa. irlt:; "'port 1$ Ill. conndomilll prcperty of our c:llent anCl may not be uaecr lar ,,,lval'lllllng P\lrpao=. This report shall net be I'eproGur.ad """,pt In fu". without wrttmn ~~prcV3l 01 tills latloratory. ",. rea>n:llng of bl"" fldltlous or l"'<Jdu4enl SUIlgmonlls '" &n1IlllS o;lI'1lt1lt1 Clacumml m:rj be plJMlsl'l~ "" a ""ony ,,,'~"' F9dar3l SlalUlBlllnclU<lIMg F9<l.mll..olw T1tlo ,a, CI'l3l>"" "7 OCT-oZ-Zo02 01 :38PM FROM-WBnsmann HO~Q~ 6519053878 T-798 P.018/o3o F-048 Wensmann Homes Proposed Lakefront Plaza Twin City Testing Project No. 032216 Page 12 6.0 REMARKS The recommendations contained in this report represent our professional opinions. The soil testing and geotechnical engineering services performed by Twin City Testing for this project have been conducted in a manner with that level of skill and care ordinarily exercised by other members of the profession currently practicing in this area under similar budgetary and time constraints. No warranty, expressed or implied, is made. This report was: Prepared by Reviewed by 4~ I ark Straight, P.E. Staff Engineer MN Reg. No. 41658 Leonard Rasmussen, P .E. Senior Geotechnical Engineer MN Reg. No. 12678 ..-'" Inlormallon and $13l1lmenlllln ;hI;; roport BI'> d4rived ftam material, Irtfonnallon SIla/er sp9dfie>Jlone luwl:ihed ~f lI\e clIent and exclud.. 1"Y eJq:lrll8ll8d ar ImpIIIId warIIII1d.... "" '" Il'le RIn..... el tho m:derial ""ltllO or ;;ncly.toCl ter ~rry pi1rtlcul:>r pul'pOSll or ""I;>, Th~ repel'! is 11>0 ~DnRdentllll pmpart'f 01 our clIll/1' at1~ may not b$ lISll<l lor Bll\IaI'lSlng purpoas. Thl. ",pori .nall I10t bD ",pmchJC!'d =ep' In MI. wlthol,lt wrlllon ~pprovaJ of !his l:obol'8tory, Trle mClOn:l1n<1 or f;1l:;D. RaiUo"" or l""u~Ulent 1l1iI18rnDnls tI/' enlr. cp IhIs docoo1ont moy b8 punl5hetl "" a fHlony und", Feder.>! SlallJlaelnc:ludlng F'ocor.>lLat/i1no's. Ch"f'1"r41 S519053878 T-798 P.017/o3o F-048 OCT-oZ-2002 01 :3SPM FROM-Wensmann Homas i I APPENDIX BORING LOCATION PLAN BORING LOGS SYMBOLS AND TERMINOLOGY ON TEST BORING LOG FIELD EXPLORATION PROCEDURES REQUIREMENTS FOR FHA EARTHWORK TESTING CONSTRUCTION OBSERVATIONS AND TESTING EXCAVATION OVERSIZING COLD WEATHER PRECAUTIONS --' -'. Inft>rmll~on and :;QUlmenc; In WB ",perl QI'9 damecl ''''m m....rial, Irlfcrmallon ;ond/or speclnCldol'lS lumlsnad by th~ cllarl! and .,."Jull.. IlrlY "'pI'llll6ll'd or ImpUud WII/18111las as tD rM nine"" olll'le m>:\1'tlall8s10cl of IIMlymd lor ony pBl"llcular PIUPC8e or uta. nus mpe" Is l!'l" conlld"nu81 DrtlllOrty 01 lOur diem ;tnd may rlQ\ b.. U88d lar _mlng purp<;>~ TIIi~ report sNJl not De mprod\Jcud ..ccpt In full, ""thoul wt1tt.n .~pro''''1 '" ll'l1O 19l1oratcry. Tfl8 recol'llng ollel.., flc:1llious or '",udul"n! smlBmDnlll Of lII1tri.... on II1to; dllcumcml m;nt ha nllnlfll'lnll i:l1I1II1'i''1Y un~.r f"doml ",l311J1as Includlr1g I"ol6eraJ LiWllC9 18, Chapter,,\-7 OCT-oZ-Zo02 01 :36PM FROM-Wensmann H~-~~ -- I 8519053878 .LUb V J:' .L EJ,:).L .u lUI.J.'lU.J. ., '-.J T-798 P.olS/o3o F-048 oS 110. ~OJECT 0322.16 VERTICAL SCALE I" = 4' BORING NO. B.I06 PB.OPOSED SENIOR LIVING LAKEFRONT PLAZA. WEN~ HOMES. PRIOR LAKE, MINNESOTA T N l SAMPLE 11 LABORATORY TESTS GEOLOGIC OIUGIN pT~ OESCRIPTroN OF ~AT~~IAL ~T r SURFACE ELEVATION 957.S FILL, mostly silty sand, clayey sand, 5aIldy lean clay, concrete debris, a little !,rravel. brown, .moist Fill )c _ 3 ! - . - 14 x i 1.0 i SANDY LEAN CLAY, a little gravel, brown. moist, ~ Glacial \ with lenses of wet to waterbearing sand, firm (CL) ~ Till i ~ I - ~ \ ~ ~ \ ~ \.0 ~ ! SANDY LEAN CLAY, a little gravel. brown., moist, '// I - hard (CL) ~ ~5 ~ ; SANDY LEAN CLA Y, a. little gravel., brown, moist, ~ !; with lenses of silty sand, hard (CL) V / C/j \0 '// I SANDY LEAN CLAY, a little gravel, broWD, moist, ~ I - hard (CL) ~ I ~ \5 '/. I I -13 - 20 - - 18 End of Boring I I ,- ../ YATER LEVEL MEASUREMENTS h: TIME I 1:00 1:05 l..{) 1:37 \ '- L L ! I SAMPLED DEPTH 11.5' 21.5' CASING DEPTH 9.5' 19.5' CAVE-IN DEPTH 10.6' 21.3' IJATER LEVEL 9' 18.8" BAI LED DEPTHS if! twin city testing or CR. Qu DO:" TYPE w D Ll. PL ..,L NO. 7 1 SB 2 SB 3 5B 13 4 SB sz 5 SB 15 6 SB 7 5B 26 8 SB ! 9 5B - .__.~~ START 6-Z5-o~ METHOD 3 1/4" BSA to 19.5' . COMPLETE 6-25-02 l Ql 1:37 NORTH. ell.E.., CHIEF EAST: R. MjgJder OCT-oZ-ZooZ 01 :36PM FROM-Wensmann Hom~~ 8519053878 T-798 P 019/030 F-048 JOB NO. O:3221b vERTICAL SCALE 1" = 4' S G NO. .D-1U I PROJECT PROPOSED SENIOR LIVING LAKEFRONT PLAZA, WENSMANN BuMES. PRIOR LAKE, MINNESOTA DEPTH OESCR1PTION OF MATERIAL GEOLOGIC ~ SAMPL~ LAB~ArORY TESTS 1N .--SURFAtE ELEVATION 958.3 or Qu FEET ORIGIN CR WL NO. TYPE \J 0 LL PL ROlli FILL, mostly silty sand, clayey sand, a lirde gravel, Fill 3 1 SB dark brown to brown, moist 2 2 SB ~ I - 11., I- 6 3 SB "" 7.0 LEAN CLAY with sand, a little gravel, brown. and ~ Glacial g 4 SB gray mottled to brown, moist, soft to firm eeL) Till ~ - ~ ~ 10 5 SB 8 6 SB ~ - -I ~ ~ 9 7 SB 16.5 ~ ;::% SANDY LEAN CLAY, a little gravel, brown, moist, ~ bard (CL) ~ 17 8 SB 18.5 'l SANDY LEAN CLA Y, a little gravel, gpy. moist, ~ hard eCL) - ~ ~ 19 9 SB 21.5 ~ End of Boring ~ - - I WATER LEVEL MEASUREMENTS sTART 6-25"'{)2 cCINPL.~TE 6-25-02 sAJl1PLED I CIlSING CAVE- UI \lATER METHOD Iii! 3:03 I DATE TIME DEPTH PEPTH DEPTK BAILED DEPTHS L.EVEL 3 1/4" HSA to 19.5'. 6--25-m 3:03 21.5' 19.5' - None NORTH: EAST; I C:RE\.I CHIEF R. Mishler , twin city testing OCT-oZ-Zo02 01 :37PM FROM-WBnsmann Homes 8519053878 T-798 P oZo/03o F 048 - JOB NO. 032216 VERTICAL SCALE 1" = 4' B G NO. IS-IUlS-A PROJECT PROPOSED SENIOR LIVING LAnFRONT PLAZA.. WENSMANN huMES. PRIOR LAKE, MINNESOTA DEPTIl DESCRIPTION OF MATERIAL GEOLOGIC N SAMPLE LABORATORY TESTS IN .--SURFACE ELEvATION 954.4 or QI,l FEET ORIGIN CR lolL NO. TYPE w D L.L. PI. :rfn Fll..L, mostly silty sand, a little gravel, dark brown Fill 5 1 SB and brown, moist 2.5 SILT, brown, moist, wry soft (ML) Fine 4 2 SB Alluvium 5.0 I SANDY LEAN CLAY, a little gravel, brov.rn and ~ Glacial 10 3 SB gray mottled to brown, moist, with lenses of wet to Till , waterbearing sand om:iced at about 7 1/2', 8 1/2', 13 ~ liZ' and 15 1/2', finn to very hard eCL) ~ 11 4 SB ~ - f- 10 ~ 5 SB ~ ~ 11 6 SB ~ ~ - ~ i- 34 ~ SB 7 16.5 SANDY LE.AN CLA Y, a little gravel, brown and ~ gray, moist, hard eCL) 22 8 SB - ~ I ~ I --4 ~ I - - 21 9 SB 21.0 ~ Bod of Boring f- - ~ I 1 ~ATER LEVEL M~~SUREMeNTs START 6-;!tl"'()2 COMPi.ETE 6-26--02 SAMPLED I cASING CAVE-IN I '.lATER METHOD 1 Q 9:27 DATE TIME DEPTH i DEPTH DIOPTK I BAILED DEPTHS LEVEl. 3 1/4" HSA to 19.5'. 6~26-02 9:11 16' 14.5' 15.8' 15.4' 6-26-0 9:27 21' 19.5' - Noue NORTH; EAST: CRE:\.J CHIEF R. Mishler , twin city testing OCT-oZ-ZoOZ 01:37PM FROM-Wensmann Homes 8519053878 T-798 P.oZ1/o3o F-048 JOB NO_ U-''':'''.I.0 VERTICAL SCALE 1" = 4' {NG NO, .IS-I U, PROJECT PROPOSED SENIOR Ll" ..fllG LAKEFRONT PLAZA. WENSM.~ .....J~S, PRIOR LAKE, MINNESOTA DEPTH DESCRIPTION OF MATERIAL GEOLOGIC N SAMPLE lABORATORT TESTS IN .--SURFACE ELEVATION 955.1 or Qu FEET ORIGIN CR Wl. NO. TTP~ w D LL PI. gD";n FILL. mostly silty sand. sandy lean clay. lean clay, Fill 7 1 SB ashes, concrete debris, a little gJ;"Olvel, dark brown to brown, moist ~ 12 2 SB I - ~ 33 3 SB 7,5 SILT, brown. lllOist, soft. (ML) Fine 8 4 SB Alluvi:wn - - 9 5 SB 11.0 SANDY LEAN CLA Y. a little gravel, brown and ~ Glacial gray mottled. moist, with lenses and laminations of Till moist to wet sand, hard to fum. to hard eCL) ~ 17 6 SB , ~ - - 15 7 5B ~ ~ 14 8 SB --! ~ - ~ - 18 9 SB 21.0 Eud of Boring - - I DATE TlME SAMPl.ED DE?Tfl 21' I CASHIG CAVE-IN I DEPTH DEPTH BAILED DEPTHS UATER LEVEL None START 6-26~2 METfloD 3 1/4" HSA to 19.5'. CaoIPLETE 6-26-02 I iil 11:08 WATER LEVEL MEASUREMENTS 6-26-02 11:08 19.5' NORTH: CREIJ CHIEF EAST: R. Mishler , twin city testing OCT-oZ-Z002 01 :37PM FROM-Wensmann Homes 6519053678 T-798 P.oZZ/03o F-048 JOB NO. UJ221b VERTICAL SCAl.E 1" = 4' IIG !lO. ]s-llU-A PROJECT PROpOSED SENIOR l.lVlNG LA.KEFRONT PLAZA. WENSMANN ..l.o.JMES. PRIOR LAKE, MINNESOTA DEPTH DESCRIPTION OF MATERIAL GEOLOGIC N SAMPLE LABORATORY TESTS IN .--SURFACE ELEVATIO!l 953.5 or Qu FEET ORIGIN CR 'oiL NO. TYPE II P LL PL R% FILL, mostly silty sand, sandy lean clay, sand am! :> Fill 3 1 SB plastic debris, a little gravel, brown and gray, moist ~ 5 2 sa - SB 8 3 11 4 SB - - .... 13 5 SB 6 6 SB 14.0 SANDY LEAN CLAY, a little gravel, brown and ~ Glacial - gray mottled. moist, wim lenses of moist to wet Till I- 10 7 SB sand, finn eeL) ~ ~ ~ 15 g SB ~ - ~ -11 9 SB 22.5 ~ SANDY LEAN CLAY, a little gravel. brown, moist, ~ hard eCL) ~ - ~ .... 16 SB I~ 10 26.5 End of Boring - I ; I i I WATER lEVEL MEASUREMeNTs START 6-26-02 COHPLiTE 6-26-02 SAMPLED CASING CAVE-IN \JATER I'IETHOD lril 1:23 DATE TIME DEPTH DEPTH DEPTH SAl LED DEPTHS LEVEL 3 1/4" HSA to ;14.5' - 6-:Z6-0~ 1:23 26.5' 24.5' - None NORTH: EAST: CREU CHIEF R. Mishler . twin city testing - - - . PROJECT PROPOSED SENIOR LIVING LAKEFRONT PLAZA. WENSMANN ttOMES. PRIOR. LAKE, MINNESOTA ~ DESCRIPTIOW OF MATERIAL GEOLOGIC N SAMPLE LABORATORY TESTS DEPTH IN ~SURFACE ELEVATION 954.5 or Qu FeET ORIGIN CR 'oJL NO. TYPE ., D LL PL D~n FlLL, mostly silty sand, lean clay with sand, a little Fill .5 1 SB gra"el, dark brown to brown, moist to dry I- 12 2 SB j - 15 3 SB . x 3 4 SB , - - 6 5 SB - 6 6 SB 13.5 SAND, a little gravel, fine to medium grained, light :,:'::,:';: Coarse brown to brown, dry TO wazerbearing, loose to : :>: Alluvium - medium deDse (SP) " ,-. - 8 ' - 7 SB .... ':,:.::, , I' i "-"t' I ',' " 20 ~ 8 SB ,', " (<> 19.0 . ..., SAND, a little gravel, medium to coan;e g:rni.ned. ',' -, .'. . - brown, Wa!erbearing, medium dense (SP) . ,.', - 14 .......,... 9 SB 21.0 -, . .' End of Boring - I - - j' - \ 'oJATER LEVEL MEASUREMENTS START ().- 2S..(JZ COMPLETE ()..2S..o2 SAMPLED CASING CAvE. IN I.IA'J'ER METHOD Iii! 11:02 DATE TIME DEPTH DEPTH DEPTH BAILED DEPTHS LEVEL 31/4" BSA to 19.5'. 6"25-0 11:02 21' 19.5' 19.3' 18.1' 6.2.5-0 11:20 21' 19.5' 19.2' 18.1' -- NORTH: EAS1': CREW CHII:F R. Mishler FROM-Wensmann Homes 032216 VERTICAL SCALE 6519053678 T-798 P.oZ3/o3o F-048 nlG tic BIll OCT-OZ-2o0Z 01 :38PM I JOB NO 1" 4' . twin city testing OCT-oZ-ZooZ 01 :38PM FROM-Wensmann Homes JOB 1010. PROJECT DEPTH III FE~T DESCRIPTION Of MATERIAL ~SURFACE ELEVATION 955.7 FILL, 1 liZ' organic lean clay at the surface underlain by a mixture of silt. silty saud, lean clay. a little gravel, black to dark brown to brown, moist - 7,,5 - SILT. brown. moist, with lenses of dry sand, firm 9.0 (ML) SAND, a little gravel. fine grained, light brown, dIy, - medium dense (SP) " 14.0 SAND, with gravel, fine to medium grn.ined, brown, - dry, dense (SP) *N value may have been influenc~ by a rock 17.0 21.0 21.5 SANDY LEAN eLA y, a little gravel, gray, moist, \hard eCL) End of Boring - - ~AT~R LEVEL ~EASUREMeNTS DATE TIME I SAMPLED I DEPTH 3:20 21.5' BfllLED DEPTHS 6.26-0 CASING CAVE-IN DEPTH DEPTH 19.5' -- 6519053878 GEOLOGIC ORIGIN Fill x: FiDe Alluvium :- ~':, Come ,.-';.-.' - '.::_.::- AlluVlUIIl . .-.'. .:. "- -,".", ::~:. ....;-:.. '0" ", ..'.:-:", -:- ' 0'-,.-,'" ,0. _ .<".:->:- . - - ' --' , , ' .:.~:.:.. ,. ..-: I wATER LEVEL None 3 4 - 8 13 "'-11 14 )9/8 18 f- 16 - T-798 P.oZ4/o3o F-048 1 SB U..3-'-'1.D vE1RTICAL SCALE .L" = "f' lNb "'u. D..L~"'" PROPOSED SENIOR LIV JNG LAKEFRONT PLAZA. WENSMANN ......L>MES. PRIOR LAD. MINNESOTA N SAMPL.E LABoRATORY TESTS or CR WL NO. TYPE ..,-; . f.r:. SANDY LEAN CLAY, a little gravel, brown. moist, ~ Glacial _ with laminations of wet .OWL hMd (CL) ~ Till / [ 2 SB 3 SB 4. SB 5 SB 6 SB 7 SB 8 SB 9 SB START 6-26-02 METHOD 3 114" BSA to 19.5'. NORTH= cREIJ CHIEF , twin city testing w D L.t. Qu DO~ PL COMPLETE 6-Z6~2 I iiI 3:20 EAST: R. Mishler OCT-oZ-Zo02 01 :38PM FROM-Wensmann Homes 6519053878 I WIn vlty T-798 P.oZ5/o3o F-048 '3SlIny vur pur i::I.L1ur I STO A I~I?' 662 Cromwell Avenue, Sl Paul. MN 5511+1776 (651) 645-3801 I Fax: ~651) S59-7348 SYMBOLS AND TERMINOLOGY ON TEST BORING LOGS SYMBOLS Orllline and SamDlihQ Laboratory Testing ~ Description Symbol Desc:rjptjon HSA 3.1/4" I.D, hollow stem Eluger W Water conh:n!, Ok (ASTM:D~216)- ]P. 4", S" or 10" diameter flight o:lug",r 0 Dry densIty. p~f - HA ~", 4' or sn hand o:lU!il'H LL Liquid limit (ASTM:D<Cl31l5) _DC 2'112",4", 5" or 6" steel drive =,,;n9 PL Plastic limit (ASTM:C4318) _RC SIze A. B or N r<ltary r:;;:)sln9 PD Pipe drill or c;\c<lnout lube _ Inserts in Loa:.;t Column (Qu or RQD) - CS l;;ontlnuou5 5pHt bSlTel sBmpllng DM Drilling mud Qu Unconfined compresshlB strength, psf (ASTM:02166) JW Jattin~ ~tcr Pq Penetrometer reading. tsf (ASTM: 01558) SB 2" 0.0. spilt barrel sampling Ts TQrvahe reading, !sf _L 2-1/2" or 3-1/2" O,D. 58 liner 51lmplc G spoclflc: grtlvlty (ASTM:D854) _T 2" or 3" thin V"Blied tub" samplo SL Shrinklige limits (ASTM:0427) 3TP 3" thin walled tube using pitcher sampler OC Organic: content - Combustion method (ASTM:02974) TO 2" ar 3" thin Inr.1I1..d ~ubo sulr"9 Osterberg sampler SP Swell pressure, tr;f (ASTM:04546) W Wash sarnple pS Percent :;well uhder pressure (ASTM:D4S46) 8 Bag s:smple ~s Free swell. ." (ASTM:D4S4$) P Test pit sample SS Shrink swell, % (AS1M:0454S) _0 80, NO, or pa wirelina system pH Hydrogen ion centent - Meter Method (ASTM:C4972) X ~, Sx. or NX doublo tube barrel SO Sulfilte content. parts/million or m~11 N Stilnd:srd penetrEltiQn ta:;t, bloW:; per foot cc Chloride conlant, part&lmillion, or mgll CR Core recOVery, p"rcent C. One dimen:;iQnill CDh$olldstion (ASTM:C243S) WL Water level .Qc. Tri~xl;;!,l c:Qmpre~sion (ASTM:02S50 end 047&7) ~ Water loval D,S: Direc!: shear (ASTM:030SO) N.MR No measurement recorded, primanly due te the K'" Coofficlent of permeability, c:m/soe (ASTM:D2<Cl34) presBnc:c: of drilling or coring fluid p. Pinhole test (ASTM:D4647) i DH" Double hydrometer (ASTM:04221) MA' Particle siZe analysis (ASTM:D4;22) R Laboratory Ble~lc:al resl$tivity. ohm-em (ASTM;G57) E- Prassurometer defomllwan modulus, Isf (ASTM:C47,9) PM" Prcssuremeler test (ASTM:D471 8) VS" Field vane 5hesr (ASTM:C2573) IRo lnliltromBter test (ASTM:D3385) RQD Rock guality d9slliln~don, pef1:ent " Results shown on attached dala shQcot or graph .. ASTM desicnales American Scoclotv for Testind and Materials TERMINOLOGY Particle Sizes Soil LaVerind and Moisture ~ Si~e lO!an'le Term Vi5ual Observa.tion Boulders '" 12" Lamination Up to 1/4" thiclc stratum Cobbles 3" -12" VaNed Alternating laminations of Bny comblhztlon of Coarse gravel 3/4" - 3" clay, silt, line sand, or celors Fine gravel #4 sIeve - '314- Lenses Small pot::kelS or different seils In 11 soil mlilSS Coarsc: sand #4 - #1 0 sieve Stratified AlternadnglllYcr.i of Vl\rying matllri.l~ or calors Medium :>and #10 - #40 sieve Lllyer 1/4" to 12" thlc:k stratum Fine sand #40 . #200 sieve Dry Powdery, nD noticeable water Sill 100% passing #200 sieve and'" 0.005 mm Moist Damp, below saturation Clay 100% pa:.;sin9 #200 sieve and c: 0.005 mm WElterbearin9 Pervious soil below Wiltor Wet Saturated, aba"e IIClUld limit Gravel Content Standard Penetration Resistance Coarse-Grained Soils Fine-Grained Soils Cohesionless Soils Cohesive Salls "!. Gr3vel De~cription %G~el Description N-Value Re13iive DensitY I'll-Value. Consistency 2-15 A little gravel c:5 Trace of gravel 0-4 Very loo:;;e 0-4 Vary SQIt 16 - 49 With I'lrav<;>1 5-15 A littl", gravel 5 - 10 Loose 5-8 Salt 110 - ~O With gravel 11 - 30 MedIum QClnSD 9-15 Firm :31 - 49 Gravelly 3' -50 O~h"C: 18-30 H;\rd > 50 Very d8ns~ '" 30 VaN hard An Affirmative Acrion @ E:qvSI Opponunity Employer STO A I~~ 6519053678 Tw!n Cit) T-798 P.oZ8/o3o F-048 3sting corporation OCT-oZ-2o02 01 :39PM FROM-Wensmann Homes 662 Cromwell Avenue, St. Paul, MN 551 14.,n6 (651) 64~-360', Fax: (65') 659-734S FJELD EXPLORATION PROCEDURES Soil Samp!inQ Soil sampling was performed in accordance with ASTM:D1586-99. Using this procedure, a 2" 0.0. split barrel sampler is driven into the soil by a 140 pound weight falling 3D". After an initial set of 6", the number of blows required to drive the sampler an additional 12" is known as the penetration resistance, or N value. The N value is an index of the relative density of cohesionless soils and the consistency of cohesive soils. Thin wall tube samples were obtained according to ASTM:01587-00 where indicated by the appropriate symbol on the boring logs. Rock core samples, if taken, were obtained by rotary drilling in accordance with ASTM:D2113-99. Power auger borings, if performed, were done in general accordance with ASTM:D1452-00. Soil Classification As the samples were obtained in the field, they were visually and manually classified by the crew chief in accordance with ASTM:D2488-00. Representative portions of the samples were then returned to the laboratory for further examination and for verification of the field classification. Logs of the borings indicating the depth and identification of the various strata, the N value, the laboratory test data, water level .information and pertinent information regarding the method of maintaining and advancing the drill holes are attached. The descriptive terminology and symbols used on the boring logs are also attached. Inll>rmadon ....,0 ,1S1.mGlnC; In tnl, "'port am 0"1'1""" ,rom mOllerloJ. In"'""olian ""die. .padll=tlcn. luml."",d by Ihtr dlent and ~~ any "'P"'~'c<l .., impRlI/l \IIRIIlII1d". "" ID 11'1. Ilmese 011110 rIIslsrial t9:itBCl or ..n:>ly%ed Jar any parllC4l".r pl,Jrpo,a or use. TIlls '.port 1:0 lh.. conlld~nlial pro!"!rty 01 cur oilSi'll BIlCl may nel be ""all I.., 8dY&/ll&Ing purpc""". Thi. "'port shall nel b.. I1lproduco!:l e>:cBplln luK, ..lIholo! ..,tltlen apPMMlI 01 this labonllory, TII. ....comlng or foIl::o. netillcu, or lr.1ul1ulenl s18lemAnfl; or ..nul"" 01'111II8 dO<llll11anl m.v De Dunl51Uld IlS 8 lI!1onv und.r F9dersl SmMes 'Ol:l\Idine FaderalLB... illle 18. Ch."ler 4'r STCl AK~ 6519053678 T-798 P,oZ7/o3o F-048 Twin City ;sting Corporation OCT-oZ-Zo02 01 :39PM FROM-Wensmann Homes 662 Cromwell Avenue, Sl Paul, MN 55114-1776 (651) 645-3601, Fax: (651) 659~7348 . REQUIREM ENTS FOR FHA EARTHWORK TESTING When the Federal Housing Administration (FHA) becomes involved in the financing of a residential structure, it imposes certain requirements on the owner/developerl constructor for observation and testing which must be performed during earthwork operations. These requirements are detailed in FHA Data Sheet 79G, ULand Development with Controlled Earthwork." Full compliance is mandatory if FHA approval is to be obtained. The primary areas for compliance with Data Sheet 79G are as follows: 1. No construction of any type (footings or floor slabs) is permitted on old fill. 2. A sails engineer must observe the excavation to competent natural soils prior to the placement of any fill material or footing construction. 3. Soil compaction tests must be peliormed in the compacted fill during placement, not afterwards, at l' to 2' vertical intervals from the bottom of the excavation to proposed final floor slab grades. 4. Proper staking must be provided in the filed to allow the soils engineer to judge the suitability of the lateral excavation oversize" 5, The elevations of foundations, slabs and bottoms of excavations are to be included in the soils engineer's report. These elevations must be referenced to mean sea level elevations. 6. A soils engineer must verify the basement slab and groundwater level are separated by a minimum of four (4) feet. Prior to our approval on an excavation, information regarding the desired building pad dimensions (or the maximum possible house size), lot set-back information and final slab and footing grades must be provided to us. This information is needed to judge if adequate oversizing is provided for the expected foundations, and to establish the necessary sequence of compaction testing within the subsequent fill. It has been our experience that FHA will deny financing if the above requirements are not completely satisfied. Therefore, it is important the contractor/developer provide our firm with adequate informati(:)n regarding the proposed construction before and during our involvement. An Affirmative Action @ Equal Opportunity Employer OCT-oZ-ZOOZ 01 :39PM FROM-WBnsmann Homes 6519053678 T-798 P.oZ8/030 F-048 SS2. Cromwell Avenue, st.. Paul, MN 55114-1n6 (651) 645-3601, Fax: (65') 659-7348 CONSTRUCTION 08SERVATIONS AND TESTING The recommendations made in this report have been made based on the subsurface conditions found in the borings. It is possible that there are soil and water conditions on site that were not represented by the borings. Consequently, on-site observation during construction is considered integral to the successful implementation of the recommendations, We believe that qualified field personnel need to be on site at the times outlined below to observe the site conditions and effectiveness of the construction. We recommend that the' completed excavation and prepared subgrade be observed and tested by a soils engineer/technician prior to fill placement or construction of any foundation elements. These observations would be necessary to judge if all unsuitable materials have been removed from within the planned construction area and that an appropria.te degree of lateral oversize has been provided for in those areas where fill will be placed below the bottom of foundation grade. We recommend a representative number of field density tests be taken in all engineered fill placed to aid in judging its suitability. We suggest that at least one density test be performed for at least every 2500 square feet .of engineered fill placed for every 2' of fill depth. Additional tests should be taken where confined areas are compacted. Any proposed fill material should be submitted to the laboratory for tests to check compliance with our recommendations and project specifications. . An Affil7T1ative Action @ Equ.al Opportunity Employsr OCT-oZ-Z002 01 :40PM FROM-Wensmann Homes 6519053878 T-798 P,oZ9/03o F-048 G62 Cromwe .::r\U6, st Paul, MN 55114-1 ne (651) 645-3601. Fax: (651) 659-7348 .EXCAVATION OVERSIZING NORrviAL EXCAVATION / MINIMUM E:XCWAi10111 UIolITS }[i:~f.l.[r L, D COMPErENT SOILS SWAMP OR EXTREMELY SOFT SOIL EXCAVATION MINIMUt-l E:(CAVATlON U),( ITS :~i~;B}}~:: !};~I1.{;~~}~j;l~*~rrR~;fi~l-~~!~~fI~Y%~~B;Dr FOOTING ~., .', ....~:.,-.,,,...,.... _ ~,,"":". ',' .,' /. ......... ~ .... . ..... '...(. . ~f;I~~~:::~.::;;~~~!;~iB~;:~,~;~i.~;~:;iZ~{;il1If.~}~~~(~~\~s :~it~:;;; . .. ,. . -..." .. .... .. ..,..- ~ . . .- " .. 2.-.... 0( ~-'," ~~ ~,..,\ <..:: ~:~,: ~:~):;::. 7' ~ .::~.:... ~ .:: :. :\~.:":,::-~:. .~::~,~. ./.:'.~'<> ~;f': ~ _,\' ~'" .:~,' :-:. ~:.r.:~ : ~< ~ ~:> ~~;.~- .,'.,: I.... ':" ENGINEERED Flu.. '. ...,~..'.....n ',;,. : . .:...-=........,'.,. .. ":: .':. \.: ...... ....:' ~~~:lt~:>~'~f~:;..~nl.;:;}2ill~0;~,S;~~~~;'@?jl~;:~: SLOPE SAl1SFYINC / OSHA REQUIREMENTS /% swAMP CEPOSITS OR zy roz _~ --z-- COMPETENT SOILS .1 2D .1 C ;\G EODWG 5\GEOTECH\OVERS IZE NOT TO SCALE An Affirmative Action @ Equal Opportunity Employer OCT-OZ-Z002 01 :40PM FROM-Wensmann Homes STDR~~'=I 6519053878 T-798 P,03%3o F-048 IVVIII ~I~Y -;;O~III~ '""V1t-'VIY...._11 662 Cromwell Avenue, Sl Paul. MN 55"4.1776 (651) 645-3601, Fax: (651) 659~7348 PRECAUTIONS FOR EXCAVATING AND REFILLING DURING COL.D WEATHER The winter season in this area presents specific problems for foundation construction, Soils that are allowed to freeze undergo a moisture volume expansion, resulting in loss of density" These frost-expanded soils will consolidate upon thawing, causing settlement of any structure supported on them. To prevent this settlement, frost should not be allowed to penetrate into the soils below any proposed structure. Ideally, winter excavation should be limited to areas small enough to be refilled to grade higher than footing grade on the same day. Typically, these areas should be filled to floor grade. Trenching back down to unfrozen soils for foundation construction can then be performed just prior to footing placement. The excavated trenches should be protected from freezing by means of insulating or heating during foundation construction, Backfilling of the foundation trenches should be performed immediately after the below-grade foundation construction is finished. In addition, any interior footings or footings designed without frost protection 'should be extended below frost depth! unless adequate precautions are taken to prevent frost intrusion until the building can be enclosed and heated. In many cases, final grade cannot be attained in one day's time, even though small areas are worked. In the event final grade cannot be attained in one day's time, frost can be expected to develop overnight. Leaving a layer of loose soil on top of the compacted material overnight can minimize the depth of frost penetration. However, any frost that forms in this loose layer, or snow that accumulates, should be completely removed from the fill area prior to compaction and additional soil placement. Frozen soils or soils containing frozen material or snow should never be used as fill material. After the structure has been enclosed, all floor slab areas should be subjected to ample periods of heating to allow thawing of the soil system. Alternatively, the frozen soil can be completely removed and be replaced with an engineered fill. The floor slab areas should be checked at random and representative locations for remnant areas of frost and density tests should be performed to document fill compaction to slab placement. Due to the potential problems associated with fill placement during cold weather, a full- time, on-site soils technician should monitor any filling operations. Full-time monitoring aids in detecting areas of frozen material, or potential problems with frozen material within the fill, so the appropriate measures can be taken, The choice of fill material is particularly important during cold weather, since clean granular fill material can be placed and compacted more efficiently than silty and clayey soils_ In addition, greater magnitudes of heaving can be expected with freezing of the fflore frost susceptible silts and clays. If more specific frost information or cold weather data concerning other construction materials is required, please contact us. An Affirma.tive Action @ Equal Opportunity ~mployer . "'" C~i~N) www.wensmann.com SENT VIA FAX AND MAIL October 3,2002 Mr. Robert Hutchins City of Prior Lake 16200 Eagle Creek Ave. S.E. Prior Lake, MN 55372 Re: Lakefront Plaza/Site Plan review comments from Building Inspection Dear Robert: This morning we met with the design team for Lakefront Plaza, and we acknowledge your comments dated October 2, 2002 and offer the following replies: 1. A soils report has been submitted. 2. The structural engineer is preparing an outline of the special inspections required per UBC 1701.5, and in the mean time, we are performing special inspections on footing pours. 3. The energy envelope calculations should be completed by next Wednesday, October 9, 4, JSSH indicates that the occupancy load and configuration of the storage rooms are such that the second egress is in excess of the code, and provided as a convenience. However, the parking garage has one extra parking space (81 versus 80 units) and if necessary, we will dedicate the extra space for location of the condensers. 5. Molin concrete is preparing these drawings and will be submitted to you for review when they are ready. 6. Pioneer Engineering is using MNDOT standard details per the City. 7. Pioneer Engineering is using MNDOT standard details per the City. 8. Pioneer will move the design location of the hydrants to comply. 9. OK. 10, Under review. 11. OK. See sheet M3.0, 12. OK. 13. OK. 14, Per the permit to work in the City ROW, we will protect and re-construct any city owned sidewalk as needed. 15, Under separate cover, find a Certificate of Survey that matches, including building encroachments, RHS Building 1895 Plaza Drive Suite 200 Eagan, MN 55122 651/406-4400 Fax 651/905-3678 o ~ I (~ 9. Civil Sht. 2: Show existing .fire hydrants adjacent to site. 1 O~adding a separate domestio water line into the building fur wat... quality concerns. t^ 1, ,0 ------ -"""11. If provided, indicate means of lawn izrlgation. May use separate service and metering for billing purposes. This would require a separate dedicated Water service line for such use. V Il 12, Structural engineer to design retaining wa1lB OVor 4'-0" in height i - i- 13. Provide fire lanes for fire apparatus rospOllSe. Signage to read :" No Parking Fire Llp1e ~ by onIer of Fm. Department". Indicate on Site plan. Locate by fire hydrant(~). C ~ 1001.7.1. I /~4' vide an assurance that the City owned sidewalk is protected from lll<Cavation. , }" 15. 'Iding plans and Certificate of Survey must match. The sizes and setb~ks re ff~t I (J6J There appears to be three periphenl building appendages that project OVer prope ~es. They are as follows: West property line: door 140B (retail) swings outward. This door is permitted 0 swing one foot over the property line. UBC 3207 East property line: i it fioor deck and deck stairway. The deck may extend 1" f projection for each additional inch of clearance over eight feet in height ab~ve tpe lowest point of the deck above grade. UBC 3204. The deck stairway: is 1t Permitted in the public right of way. UBC 3201. , r-. " I ( 17.~rovide 96" clearance height. and 144" width in underground paIking fo/ Ff ~ents fast response apparatus. I This is a review of the foundation and site plans only. Other code items will be addr. esscfd when the construction or SUPerstructure above the foundation, plans are submitted "4d complete. The building plans must be reviewed by the Cities Developmental Review Committee (D:RC) which consists of repre~entatives of Planning, Engineering, Parks, Finance~ and Building Departm.ents. The DRC must approve the site plans before a foundation building pennit can be issued. ~~\'\ a C~~~S) b. 2 J ''1 ' '/.-' / 1 /L., 1- ,~ ,I /f ',J. /-'.\ L-v tJ~ ' ~ :.-_-H'-J &. G l~\;JJ .;;",' P:;>Oi.c. b -~ f-.j {2/"~,,)"r" i~-::; "'~ J { k/'tC, r.i , A ' ,- 7~ ///i:- 'r A'J" (... I~J A.(:" "'r. " --' ~ " -, v.j 0', ~P\.c~ (;/I ''- I'~~ -, / ,.. "-' / f,.,c':'t.:/"'; . !' 7 Tor It((/'" /<-" VCtV1 y c- C--''-~ Tlqw.s IJ. .v ,it" lf~;r4~t.,.."- /'(".:t/r '.: ...') 1/, /". 4 <t!t;..: C,-)f,V -,,-:,/:..- C t I (..='" I'lf/ '5,("" ;.., A. i i;... c.. A 'Ii 11,- ( < (--O".ltJ ( :-J/"- ",Iv 1~."<'(V;P"'<'.'-1f." / ,;~'---~J:_, .,A-.~_. 0:' ~:\" L. T~; Y'''-.I(" :,;. ..)'..-;., ~ .";,.,~. 11 i.,. tV':'-'1 t 1....0 'r: ! ?....>5 , .'0 Tc:. f'?rt'/,<1,,,- /' ,'.-,.~) >cS<&.,:...,r ,lv' l/.?/lS/' 'Z ~ :Xc 'rl CA!/~ ~>o;,.....,4c"""';;' 4,+ , ,/2 Ij I ~",' 7 .' lid? ",5. (",) / tl~,l.1 jl j///\J. ~~ ~A lo/-lot- ,(1 .:Jr ,- /~ ''/ \k, II ;fIche ~. JNe/ I /'-"'!-:;;; -/1-1(_ r a ~PIT:f $~ C/75'Z /!M,-t",. f?J5r r II- C:::1"'1.~. /~/}..>ur $:? 5~-ri'l.. {;;0 () , V<:.:, .f ,~ t..J../', ~(Jf;:::::" ., L--1!::':' d . . ,/LA//J ':V5 (r. ('\ ~- t L (VI (I/D /-..! I 1/,. (' ~ ,X ;YT~ ;; N 30'; r .... '~./"", ;/ I /. rr, / '." -Ij . -' "'~~;;'~~: ?~~T;b ".:~, ~" _DerAIL- t ZOl'l' ,C_A.lc G,.r"2AV:,? 5!?;'" 0 ~"Z,ATC.~ ;.,~ . ....- E YH f.2f:O(,"" "'''s Z::>'" \: v' \.'='/\i'..J ? , . !;/ ~ p..o'_.....-'__;' -.. f "*' ~I' -.,.-\( lV~' 0"-~~), DA, I"'~ ~Y(.roV"~T..,,,.J / ~.--+'llII A i 11 -r L-/k/;,-1 ;:; I ",--.j ".j -~ t ._--,_. :.1.._ H j'", ,'~~ u__^"S/l~e;,t}Il /"'1, So......" ~A.LAo~ VUC~ r , 6c....:.- 'P10---T ~ fl is ,:)\J<:'/': f6 /" _ , 5j /'..J("-S{) T .. ': (., lO: ~ ,~ S ~h\ T/-ILw (....A.IL.~ ~ E'STA,6~ISH A 3 L,-,ALiL<--0Ai YEf'-rIj.,j~ c.t...T Ot'- .." ,j & "I ~ ~ I 1\,/ . c:;..... -;;:;:>Ta'....~~.. !-- ---r /, :f ! i ,A'.' V' A ,'C-;""q r;'"; T Ii f'T W L,,> iDEe I:I.S f:. 12 .< C:, , OUT Vt' o V60_HI'\ rJ~ - " 0, H c'J:::C/"IIJ!J.L. lif31 GEe !<- ! : j -~V~:'k:~ STAr/1..(;, f..V(15,[ Or J (?~.:> / 0." (5 H5f'-3'-S~~~ ,11/ :SI/! / - !~/;/)p:.L:.. .., :L~ 'l /'c L ':r-v, /. ~, r--.., t (<-> f " /- U~ /::" 7~.,j wit' ..- o ive;, ! ! i I (Y ", t- '~ ''::; ~ i S 1..\ I (;:,6/ ..105",-3<;:, 78 Memorandum Post-it'" Fax Note To 7671 # of ~ 2- pages Co. DATE: October 2,2002 Phone # Phone # Fax # Fax # TO: Jane Kansier, Planner FROM: Robert D. Hutchins, Building Official RE: Site plan review for Lakefront Plaza Following are the results of the plan review for the Lakefront Plaza building foundation walls, footing and site utilities. 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). The following are foundation footing plan comments: y('Submit a soils report. 2. Submit the Structural Engineers requirements for Special Inspections UBC 1701.5. 3. Submit Energy Envelope Calculations. MN Energy Code 7670.0100 4. Provide 36" wide exit aisles from both exits in the storage rooms to center parking garage aisle way. It appears that mechanical equipment and cars intrude into the exit pathway. The following are foundationlbuilding plan comments: 5. Provide Structural Engineered drawings of foundation columns, beams, and precast floor. Include calculations of upper floor corridor walls and posts being supported by precast floor panels. May be submitted after footings installed and before precast set. The following are site plan comments: 6. Provide HDCP signage details and location. 7. Provide HDCP curb cut detail. 8. Civil Sht. 2: Fire hydrants to be located a distance away from the building equal to or greater than the height of the building. J :\BUILDING\LETRMEMO\ Wensmann\Lakefront Plaza #2.DOC 9. Civil Sht. 2: Show existing fire hydrants adjacent to site. 10. Suggest adding a separate domestic water line into the building for water quality concerns. 11. If provided, indicate means of lawn irrigation. May use separate service and metering for billing purposes. This would require a separate dedicated water service line for such use. 12. Structural engineer to design retaining walls over 4' ,,0" in height. 13. Provide fire lanes for fire apparatus response. Signage to read :" No Parking Fire Lane by order of Fire Department". Indicate on Site plan. Locate by fire hydrant(s). UFC 1 00 1. 7 .1. 14. Provide an assurance that the City owned sidewalk is protected from excavation. 15. Building plans and Certificate of Survey must match. The sizes and setbacks are different. 16. There appears to be three peripheral building appendages that project over property lines. They are as follows: a. West property line: door 140B (retail) swings outward. This door is permitted to swing one foot over the property line. UBC 3207 b. East property line: 15t floor deck and deck stairway. The deck may extend 1" of projection for each additional inch of clearance over eight feet in height above the lowest point of the deck above grade. UBC 3204. The deck stairway is not permitted in the public right of way. UBC 3201. 17. Provide 96" clearance height and 144" width in underground parking for Fire Departments fast response apparatus. This is a review of the foundation and site plans only. Other code items will be addressed when the construction or superstructure above the foundation, plans are submitted and complete. 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 site plans before a foundation building permit can be issued. 2 SEP-Z8-ZooZ oZ:5oP~ FROM-Wensmann Homes 8519053878 T-54o P.00l/oo3 F-543 CW~NN) . FAX COVER PAGE FAX#: ~-Lb-02 ~o ~vf tbk ~l.J .Jl1~~ \/0- \ ~ ~L..- ~S-2.. 4~7 42A) DATE: TO: FROM: NUMBER OF PAGES INCLUDING THIS COVER LETI'ER: 5 SUBJECT: lwlf,t.o."i Plb-L-~ -B; t, _~~ G~e w~\l lJ.~e tll Z~V ,I ~" 3 k", ~ltlvk f' [\\01 - IF THIS FAX TRANSMITTAL IS NOT COWLETE, PLEASE CALL OUR OFFICE AT 651-406-4400. THANK YOU!!! -' RHS BUILDING i S95 pLAZA. DRIVl! SUITE 200 EAGAN. MN 5512,;! 65 J -106-4400 FAX G;I-90S.:;G7S SEP-Z6-Z00Z oZ:51P~ FROM-Wensmann Hom.s 8519053878 T-540 P,OOZ/003 F-543 STELLAR CONCRETE & MASONRY 755 East Cliff Road, Suite 100 Burnsville, MN 5533'1 Phone (952) 808-9200 Fax (952) 808..9211 facsimile TRANSMITTAL Company: WeDsmun Homes From: Dave Joslin Name: Mike Vall~ Subject: Fire RatiDg for Bloek Fax: 651..905-3678 Date: 9/18/02 Pages: 2, Including This Cover Sheet o For Approval o For Yaur Use o A:!, Requested 0 Far .Keviow &. Comments Comments: Mike, here is the fire rating infonnation on the block we will be using. 'Please let me know if yDu require additional submittals. I will. see you on site tomorrow, Dave Joslin 5 ~10' -Tf. ~to.o"'" 2. l.,,, rf {}... - tlo).J b~~ SEP-Z8-ZooZ oZ:51P~ FROM-Wensmann Homes 8519053878 T-540 P.003/oo3 F-543 ,'ECHNICAL DATA #1 SPECIFICATIONS All COa r::lJred t::anw..&. ma&i:lnry unils rMhu~..d by ~1e Industries Ccnc:rt!b! P~d&G 0ivIs1on: 1) ~eec:l minimum l!l'lahtWcis as ~ed by ASrM C8CI far '1)tpe , load De8rin,g =ncrete masanry units. 2) meet all e:isIin" Cads requiremenrs (M'lM8$Dta State EkIikIing CGde is Imsed on the UnlDrm Building COde - u.s.c.). AIlICIW pressure C&.II'Ild ClClI'lc:rem masanry Ul'1!S manufacIumd by Aggnlgats Indl.laaies Concrete ProdlJds OMsign; ') e;a:ee:f rnir1imlll1'l sfBndar$ as E!SIBbbhed by ~ C90 for ~ IIIC1ad b8aring ClI:BIc:r8le l7I8SDI1rY una. 2) m8$t all existing CDde requirements. TYJ'e 1 . Moisture amlrcUed lJtliIB - See Tabfe 1 (Mcrilmlre CanIent Requjremens for Type 1 units) ASTht C90 spec:IfiDri:ll'li fi:lr CancR1t9 Masonry Unit:L fype 11- NarwnelstUJ'e c:cntraIIecIl.InllS -All standard welghtaggragate CI'Jttfi::lrms 10 the reqtJir&ments of ASTM CS3.. ~n ligntweigln as9~ canfonns to Ule requirements of ASTM C3S1. , RATED FIR!; RESISTIVE PERIODS =ire I'5istance or c:gnc:rele masonry Lll'1iD Is d8l&nrIlned by ttl8 -equivalent &tIidcrIe!r$' Dr the blClCk ,"d the t)'pG en aegtegaIB. The equlYQlJU1l1tDness ia lh.s ~ &l'lic:lcness at the block if all the canCll!le 'WBS /tICIfded ~ a soIld c.m. It is Cllk:ularacl by rra.dIIpIying !he ;(c:Utl thicknil$$ by !he ~ of soHds. AUD ~Dle l'I" Bl bIodc with S21> soltis fJ;ls an srnJil/:;lMt pf 4.0 in. C7.S2S ~ 52% ;;; 41. lhs gru&er ~ equivalent thl=kness. 'the graater 1he fire rdng. jghtweigt1t "9gregate (apal'lded clay) has a beImr fI1B ralIng than standard weight aggregilts (siIic:eaus gravel). As an ~ WI S" standard weight llodc has a , lu:lur rating Snd BlI 8. lighbueight black has a 2 hClUt rating. FlIlItIg ttJs COleS of tha block with groLlt or oIt1&t I'1CJtH:1:lmbustib(e materi,1 will I'Icrease lI'Ie fiR) re.si&1anee.. AppJyitls plaster CIl' gypsum wall board wUI also increase Iht fire fBSistance. Estimated Fire Resistive Periods of Walls and Partitions of Hollow Concrete Masonry Units Minimum equivalent thic:kness for ratings of: Type gf coanI8 aggregate: 4 hOUt :it hour 2 hour Expanded Clay (ligtmveight): 5."'- 4.9" 3.S" SIU~us GI8.\leI (mndartl weTgl'It): . 6.2' 6.S" 4.2" (SasecI on Table 7-B.. Ul'liform Building Cade... as wJopled by the Minnssata Soma BcIIlding COde) 1 hellr 2.7. 2.8" TECHNICAL DATA #1 continued Wall Block Blode Size llrictcness Number (blches) Flee Shell Thic:kness Web lhicknt& ,. Solid etpvalem FIre Resistive ThIcIrness Rating In Haurs (lrJches) Sid. we. l.t.. Wl 4" 04010Q2 4d~6 1" 1" 75 2.7 - 1 4'. . 0401402 4dx16 SoI~ - . 100 3.6 , 1 fS' 0601224 6X8X16 ,- ,- 51 3.2 , 1 ~ 060102.6 6dlc1 S 2" ,- g 4.9 . 2 , S 8" CJ801DDD axex1S 1 1J4" 1. ~ 4.Cl 1 2 all oaa1226 8XB(J a 1314" , 114- M . 4.9 2 3 B! 0801227 8d'JC'J 6 2112" , 112" 71 s.s , 4 I a- 0801402 8lrSXl G SaIid .. 100 7.6 4 4- 1cr 1001000 10:r&:16 1 3Itr' l1J8" 51 . 4.9 2 3 ~2" 1201000 12lC~16 11/411 . 1 'IB" 45 52 2 3 12" 1201100 12e16 11f21 1 1". 47 55 3 3 12" 12D1C12B 12xBr16 2118" , 11.2! 57 IU 4 4 1411 1~1agO 14*16 1 1 ct' 1 118" 46 &.3 4- 4 16'" 160'000 '~6 11J2" 1''- 44 &.9 4 4 "NOTE: RESIOEN11Al . "'1'..... - .......~__~...~r:,,- ) SEP-18-zoaz 04:40PM FROM-Wensmann Home~ 8519053878 T-115 P.00l/oI7 F-SB8 . CW~~~NN) . FAX COVER PAGE FAX#: i - \8,.. 0"2 ?~ ~~~i ~)\A.lc h,:s }A~k \ilL\~' 1~2-447-4~4~ DATE: TO: FROM: NUMBER OF PAGES INCLUDING 1HIS COVER LETTER: ~ 7 L Q. k-P ^'" t P \ D,...4 / fto'''' i4 t;:.~ s f - l.s StLbM~ a.. \ -01r~ I'CL-~~ \l)c:.k ~ Ph- - Co-{"f f( ~ k~ ..... IF THIS FAX TRANS:MITTAL IS NOT COWLETP, PLEASE CALL OUR OFFICE AT 651-406-4400. 1HANK YOU!!! .....- .-....- ,-' R.HS ElUlLD1NG 1895 PLAZA DRlV!'; SUITS :ZOO EAGAN. MN 5S 122- 65 J -4 06..4400 FA..X651-90S.36711 .. SEP-18-ZDoZ o4:4oP~ FROM-Wensmann Homes 8519053878 T-115 p,OoZ/017 F-888 Since 1897 CONCRETE PRODUCTS COMPANY FACSIMILIE COVER SHEET PhonelFax: 651-905-3678 Total pages, including cover sheet: 14 415 Lilac St Lino Lakes MN 55014 Ph: (651) 786-7722 Fax: (651) 786-0229 Draft- Fax: (651) 183-3401 1-800-336-6546 E-mail: sales@molin.com E..mail: draftiDg@DloliD-com http://www.molin.com Date: Seotember 18~ 2002 Attn: Mike Vallez Co Name: Wensn:t.at!, Homes Urgent:__ Please Review;...__ Reply ASAP: _ For YOUI'Info: -X- please COIDIIle.nt: - RE: 3 HOUT Fire Rating Information ~ \ Comtnents; Included is some infoIDlatiOn. for 3 hour :fire rating that you requested. Any questions feel free to call. Joel Coudron From EOE/AA -- all . Hollow CoTe plDnk . Pyecasr Bet1.tn3 and Colv:mns . Insulated Wall Panels . Prestressed Stadia SEP-18-ZooZ o4:41P~ FROM-Wensmann Home~ 8519053878 T-115 P.003/o17 F-888 Since 1897 CONCRETE PRODUCTS COMPANY. Ap~rtmeDt Building Fire RatiD~ . Typical COllstruetioD A typiCDl project for Molin CODc:re~ is The Prec:a.st Beams Columns and Hollow Carr: PlaDk to serve: as a lire separation betWeen The undergroUIJd puking and the wood tnmed apaxtmeDt st:ro.cture above.. In mast Cases, a 3 hour :fi:te 'nu:iDg is required far the precast. , This type of stn1cmre typically consists 'of t9(0 lines of beam aDd cDluums 011 cithet side of tbc: maiD driVe jsle with 12" pla11k between them and 8" pbiak on the exterior &paDS. The ~ar foUlldation walls that support the 8" plaDk. Old retam the earth loads ~ be pRCast walls. masomy or cast to place Com::fete. Two to four floors of . wood fi'aJm: stI11c:mre IN d1J:n added abovCl the precut floor with a CCD1J'al cmridor and apazu:ac:at uuits on either side.' . . . The wood ftmne is c:amtruCUld usiDla wood roo! and flogr tnlS6' systexn or a. CGIlvenD.onal ilool' flame md truss loaf. In floor 11USS system the taDf IDd flaO! trusses span iiom the extEriar wall to a bearing WBU 81 either side af the c:alridor. This sysmn resulIs in 2 line loads centBrCd DIi tbe 12" plal3k with a magDitude of 2..5-4.5 XLF. The conventicnal system consists of dimcDSioaallumbc:r 5p'""""g between beariJ1g walls that me paraUe1 to the plank span and roof trUSSCS spaIming fram cxtmor wall the couidDr bearing walls. This system results in a liDc load at the corridor walls'ofabau.t 1.1 KLF and bClliDg wan loads patanel tD the p1aak at 8-16 feet 011 center of 1.2-2.0 KLF. Molin COD.ClCto's ptoducts meet the USC re~Dlcms iI1 all easel fat 2 hour un-remamed CODSUUc:tiaD with their Bt:Im.dard reiDfoICtm1eDt covel'. ~ fallowing sec:t:iOD$ far the \"II.riDUS prgduct t:ypc:s discuss bow a 3 bPUt tire J;ating is airivcd at. . Codes aud'llefereuces The cmrcatbWlding codB brthe Molin Concrete's ~ aiea'is the 1997 Ullifonn Building Code. The USC S'IDndaId 7-7 Bedi.ons7.705 through 7.710 (pages Al - AS) spec:ifies methods afcalc;g],;djag the:fiR: :rcsistmr;e of concrete copStru.ctiOD- these scctioDS pxovidc 1ablCJi, which clefiJu: the miPimum VO'Bllud. slab thic:beSS. colu:m. size and fP';n;ftlttm ccmcretl: COVel' over teaaion :reiDfarc:eIDeDL Another valuable merCDCC is the PrecaStI1'rasaessed Couc;retc IDs'titulCS (Pel) MNL-124-89 Desigu for File llcsistance of~ P1~ed Ccmaete (pages AU-AI6). This docum=t is recogDized by lCBO j;va]uatigD Report Dmuber 3264 (page A6) as beDag in cgmpliaDc:e with the UBe. This Dfe:n:m:c details.a ratio~ d.eaigD. D1cthocl by which DIll: caD detamiue the ~ .aud stl;mgth of~ s~l :reinforcement at II giVCD time period aud cDDCrete cover. This iDfauDatiDD can mm be used 1D dctcrJDine the ult:imate lItreagth ctf a member at 1ht: e1cvatlld tcmpc:ratorc using ccmvcmioD81 iIWI1ysis mathods. It is impo~ to DdtC that load faFb11'5 need not be appli~ tIl the service leads w'bm coJDP8IiDg to me 1dtizDate c:apac;i1y at ~cratQre because the 1Ue mtmg period is providing tbcr _tor of safety lJogaiQst tailwe. . ASTM E119 is the 5D1Ddard which demu:s tb&: mc1hDds ibt testiDg aD assembly for file e:ndlmmcc. Appendix X.3 and table X3.1 (pages A7-A9) of this alBDdardprovide a gUide !or detew"nu,g conditiDns of:res1:t'8illt This table indicms that iDterior bays of floaring sysmns or floors dial have continuous 6Wc:tural c:onCR~ tDppiDg caD be cotI$iderr:d. restrained. '!be apU1zDa1t buildi:aP that ltte UDder discussion here typically have gypcrete toppiDg and do Dot quaJii'y for the second of these c:cmditiDDS. , 'Ilae {Be 2QOO eo&: C:Olltaml cssentiaUy the same iDf'ormauou. as the 1997 UBC code with the exception 1Jult !Be sc,tiOIl 720.2.3.1 (page AIO) recognizes pC! MNL 124 iI$ an "cepJabh: ~ for calc:ulatiDg fire mbngS. . 12" HoDow Core plaak. BeclP2SC the 12" pIck is c:OI11Bined betvieeIl the two ljm:s Df prec:Ut beams it 'U1 'be coasidc:rcd a t~ cQa.ditiaa., Per Table 7-7-CX ofd1e 1997 UBe or Table 720.2.3(2) of the 2000 IBC a 3 hour fire rating can be achieved with ~/.o" com:retE: cover. 11Jis is J!1UCh less'that 1 718" provided. by am staDdUlll,Z'" hollvw t::OR prv~ts. In the event that the 12" pbmk is 1oc:ab:cl Da.me 'buildiDg suc::h 1bar it em not be: ~oDSic1cxcd. reStrainad. the methods of PC I MNL-124 caD be used to dl:!mQl5ttate!:be fire resistaace. 1bc at1aChed mble sUlJllDBIizeS tbc results . of thcsc ,calcu1atioti aDd iDdicate that the J hour IIle c:cmdilion cODtrOls,ovcr tb wtimatc cksigD of the product. This I Q7/0~/O I . SEP-18-ZooZ 04:41PM FROM-Wensmann Ho~p~ 8519053678 T-115 P,004/o17 F-888 table shows me reduction ill ultimate capacity n:qI1ired to yield the nceCSS8l')' rciD:fon:eD1Cl1t to plOvide a 3 holU' rating. The Ultimate capacity or The allowable unifolDlload ftam a load cable dlould be mnltiplied by the percentage shoWD in this table aDd then co~d to the actua110ading conditiol1S. Please 11.00: that this table usumcs that t1ic plaak is loaded only with a SO PSF uDiform live load and the dead load of the product. Any loading cODQitioDS that ba."e 11 Ii"e load. greater d,um this would result in a larget combiD.ed load factor and therefore a smaller reduction in capacity. Tbetefore, ~ reductioos sb.own in this table: will be CQDSerllltive in most cases with the exc;~tiaD of applicatioDS that ale supportmg larEe azuowus of dc:ad load. . With a eq\liva1esltthicla1ess of5.76 im:h=; or ma~, MaUD Concrete1s 12" products are in compliance with 199'1 UBC taDle 7-7-C-C withoutconsichu:atlOU oftbe gypcrem u,ppiDg, . 8" Hollow Core Plank The ~rior 8" plank spaDS typically can not be considered a Ie$UaiDed consmu:tion and therefore requims 2 liS" of cover to tDf:ettb.e 3-bour'!:tl~ of Table 7-7-C-B of the 1997 USC. MoliD Ccmcrete's smndllld 8" p~ bas 1 7/8" of caver aver the prestzasing SJIaud md 1htldore. the methods ofPCI MNL-l24 will, again have to be 'I13cd to justify a 3 hour :lire dJiDg_ The attac:hed chart S'nmnBrizes the tesWu of these calculaticma and die rcductian percentages to be used as described above wbm desigPing the plaJlk ~ If the s1rUclUre incorpmates a 2U concrete topping. the capacity ;n:ductioas are not required as the plaDk may be co~sidered rcstraiDedperASTMB119. . , TbB cquivaknt thickness ofMolinCoua'ete'sSi>p1aDlcwith%" o{gypcme ~ping is 5.84" which is in c:omp1iaDce with 1997 UBC table 7-7-C-C. . 24" Wide Iaverted Tee Beams lhc beam$ used for this type of stn1Ctnre aR 24" wide ana 24" tD 36" 1a1l depeDdin& OIl ~ span. 1hccc is il 4"",12." and 4"x8" block out at eiilu:r side Dftb.e beam. tD c:n:ate a ledge for supportiDg the plaDk. 1bese bemDS can . have up to 20 prestressing s1:I1mds locaIM in two layen at 2 ~.. BDd 5 W' from the bottom ~ me beam md a m;..;....t1m of 3" 1i'otn the side of tile beam. Table 7-7 -C-G of the 1997 UBC"jp,ut!AU:8 tbIrt i ~" of clear cover is tcqaired for lpI w:u:estniDed condition aDd 1 y,... of cover is required for a IC6tra.i:o.cd cODc1itian to UJ8et a 3 hour fixe ratmg. 1bc interior &piDS oftbc.beam IiIlc C82i be considered restrained and tbereforemeet 1he re~.oftbe UBC. The bt:8mS at the cds of the be;un lines. being unremaiDed. ho,"'Ic:r In ~ a S1DDd. di~ shy oftha: tcquiIc:mCnm arad wiD. have tD be de$igDcd using d18 raticma1 methods ofPCI MNL-124. The attacbJ:d table sU!lllDi1rize$ dx teS1.1lts of1hese calculatiODS and indiCateS tba1::in all cues 1bat the design at the inCRaSed taDpflratUle does not ccmtxoL It shGuld also be uoted that. although tbc atta.Ched labl" is for a 36" dcsep beam. shallower beau;a depths yield a smaller laIgc:r.pd=I1t [""ft"ming values and are 1hadore &~ controlled by ultimatE ,desip. . ColuDlDI The c;aluUIQS used in thi5 type o!sttW:tuP IEC typically 12'~12", ,12"x16" or 16"x16" dcpendiDg on the size amd span. of the beams. The s1mJdard p)ace:JceDl fcD'1he !Judn bazs is 2" clear of the me of 1:1= ~luma. Table 7-7 ~C-ll of the 1991 UBC rtqujres that a :l:1'mmttm colmJm dim&msioD of U" be used mdsec1iOll 7.710.2 reqmes tbattl1e colUIIIIIS have a .........'r'mJJP co"ier of 1 W'. Table 7202.4 of. the 2oo0!BC teqlJires a miniamm. co1u:im1 dimellSian of 11" md section 720.2.4.2 rcq~ & minimum caver af2". Molin CQD.I;J'CEe's s'tIDdJII'd co1.wmls comply wid1 b!)th of these codes. . Wall Panels 'I'he 1997 UBC lable 1-7-C-.A md!Be table 72.0.2.1.1 requiIe t'bat a IDad. bearing D.tDOJ:l-laad bnriDgprcc:ast wall panel have aD. equivalent thickness ofj.T" to ~vc: 'II. 3 bolA' tirl: nstiDg. 'l'bil;'i.llc:sa than the: g" solid pllD.el typicaUy providc:d.by MoUn Conac:fc. Neither coda specUieS a ~quimamt for couc:rete GOVer. Because the Uitcadecl me sepan.tiOQ is bstwecD the garage and )ivmg sp-=t= above: md DOt betwCGla th& prase a.d the outside, it is uot necessary to fiR protect thlt jointS bc~ thc'pr:ccasl foudation WiIlh. . 'Conclusion Based 011 the aboY1= iDformalioD. the S1IJ1Ilard produas pxovidc:d by MaIm Cga,=::b: for a fire sepuaboo in au. apartment with \DlciclgroUDd parlciDg meet the requ.iremeDts far a 3 halIr 1iR mdq. U1Iimatl: ane! 'Gmce. design contlOl the design of these strUl:UueS wi1h me CltCeplion the 8" plank whicl1 requite a red~Oll ill ultimate capacity ill accordaDcc with the attached table. 2 07/06/0.1. T-115 P,005/017 F-888 8519053878 SEP-18-ZoDZ o4:41P~ FROM-Wensmann HomsF 3 Hour Fire - Ultimate Capacity Reduction LQad FlI~ '" 1.5Z . Ult. Capacity Service cap, Ult. Cap. @ Tamp. ,.. cap. RemaIning strand Series Reinforcemant .Mn (k..ft) M.... (k-ft) M.. (koft) Mn.lM.uw , 12.4W14 , ...,/2" 270ksl 370 243 200 83% 1248-813 13-112" 27tMcs1 3017 228 187 12./. 1248-812 12-11Z" 270k5i 324 213 173 82"/. 124a.811 11.1/2" Z70ksi 300 ' 197 160 81% 124~10 10-112"' 270ksl 275 181 148 81% 1248-809 9-1JZ" 270ks1 250 165 132 80% 124&0808 8-1 t2" 270~ 22S 148 118 80% 1248-807 7-1/r 2701Cs1 199 131 104 79% 1248-806 6-1fr Z70ksI 172 113 89 79"1. 1246-805 ~112" 270!a;i 145 95 75 19% 1248-804 4- 11Z' .270ksi 117 T7 60 78% 12" Light & Heavy Extruded L,gad Fadcc"' '" 1.52 ,.. cap. I'Bmalnlng MnvIII- 8r~ 83-" 81% 81% 81'/. sa-,. 80% 19"'/. 79% 1'Z' Aexlcore UI1. capacity 5erv\CI8 esp. UIL csp. @ Temp. ..,n (k.ft) M...v (k..ft) M_ (Ic.ft) 135 B9 76 120 79 66 we ~ ~ 108 71 58 96 63 51 85 5& ~ 74 48 39 B5 43 ... 34 58 ~ ~ Rctimorcement 4-1/ru 210ksl Ii 2-#5 4-112"6 27Dksl 1m 2-#4 4-1/2"& 270Jcsl 4-1/rv 2101c$11iD. 60% 4-1tr62501csl 2_112~-7/~5QksI 4--7/16".25OkSI 2_7116-.&2-318-.2501cSi 4-318.. 25Oks1 , strand Senes 12~60 ""J2..#5 1224-CB60 w/2-4#4 1224-C861 1224-CB60 122+058 1~50 1224-043 1224-038 122+032 i..oad F~ "" 1.54 ~ Cap. Remaining Mn./II-... 91"-' 89% 87% ~ 8S% SA%. 8S% B2"~ 11." 81." 8'" F'exicore Ull cap. @ Temp. M..e (k..ft) 44 38 33 33 29 26 22 20 17 15 lIlL capaci~ Service Cap. tMn (k-ftl MsIfW (koft) 75 49 66 43 59 38 59 38. 53 3d- 47 31 41 %1 37 24 32 21 29 19 Relnfa...::ement 4-1rr6 27Qk&la 2-#5 ...112.. 270ksi dl2-#4 4-1ri Z70ksI 4--1rE""270kSi lID 60% 4-11r41 2SO\C&J 2_1~7/1sWlIl25Ok9I 4-1/1a-. ;25OksI 2-7/16'" 25OIcs1 4-0318- ZSOk8i 2-1rr 2SOlCSi Strand SerIes 824-CB60 wl24#S 824-CBSO w/2414 824--CB61 824-CBSO 824-058 824-050 824-043 824-038 824-032 824-029 .BaSed Plank Dead Load and SO psf Uve Load. L,aad Fa~ '" 1.55 24'136 Beam % cap. Remaining MnaIM..... 1"'" 13.-" 140% 1$3'" 125% 11&% ,103% Ult. CapaCItY seMc:B cap. Uft,. cap. @ Temp. ~n (k-ft) M.... (k-it) .... (k.ft) 1511 1017 ,i&67 1462 943 1304 1324 8S4 11 Q2 119& no 'IOa7 1059 683 857 . 915 S90 682 762 492 505 . ~in'orw=ement 20-112". 210ICGl 18-1/r 2T0ksI ,&-,12" 210k$l 14-'12" b %rOlesi 12-1Jr 210kSi 10.112" ~ 8-112'"d 2701r;S/ "'Typical for ApaI'!I"I'l8Ilt buUdln9 i ., SEP-18-ZooZ o4:4ZP~ FROM-Wensmann HDm~G 8519053878 T-115 P.008/o17 F-SB8 51AMDARD 7-7 At 1987 UNlFORII aUI~I"G COOE Part Il--MethOd for' Calcul8ting me fire Resistance of Conerele Construction See Section 703.3, Uniform Building Cod. t.emperat\lrcs. When added lo a portland cement slun)', &he rdull- iug concrete has a dl'! unit weight of appro~alcly 30 per (482 1cSIur'). SECTION 7.707 - COMCRETE WAUS seCTION 7.105 - SCOPE 'This part of tbis standard cDlJlilios ptaccdUIes by which lhe fire (e.- siStance of coDcnlC of $peeific: malerials at IXJmbinaW:ms of mau- ) rials can be established by c.a1c:ulaliClDS. These procedures apply ID tbc; Dlatllrial CDDtai1led in this part only. Prac:edures shown in Ibis standard for calculating the fh'c resistancc of a:>>DCT8\C coasauc- dOll shall apply to all ca:;,(rin.pll" aDei precast c:.onat:te.. CDDVCD- nonally reiDfarccd or presb'esKci The praced\llllS shall DOt apply to siDgle Dr double 'T pre:cast., pres~SScd (ptetensianedl unirs in wall or floor-roof iiSSCsnbliC$. J SEC1l0N 7.706 - DEFINITIONS CJt1lBONATE AGGREG.ATE CONCRETE is CDrll::rcle :rIIJIdc: \With aggregatd consistiag lDaiDly of calcium at: magn~ carbonatE. c...g., lh:PestCJDe Ol' dolomite. ' atLLUlAR CONCRETE ilii a 1igbtWr.igbt -insIl1auog caQ- crete made by mi:dag 8 pICformed foUII with port1aDd l;BmCDl sluny aDd ba.ving a dry umt weight of appra~maUlly 30 pounds per cubic. fool (pcf). CERAMIC FIBER BlANKET is a mineral VloDI in:sulatioD lDaUlrial pmde of OIlumi=-silica fibers and weigbiDg 4 to 10 pcf (64 to 160 kglm3). . CLt\SS FJBEB. BOAJU) i$ fibroUS g1u& IOOf iDsulaucm gJD- \ sistiDg af inorganic g1asJ :fibeci formed mm rigid boards usiug a ! biDder. 'IbIS board blS a tap s~ f;u:cd wilb asphalt and ktafl ,I' paper reiDfo~ with glass fibers. . UGB'fWElGBT .4>ooREGATE CONCREI'E is cooaete made with agcrcgates gf expaaded clay, sbale, slag or s,*, or sint~cd By ash md weigJWag 85 tel 115 pcf (1362 \0 1841 kg/JDJ). ~ BOAHD i:5 a rigid felted tbelUlal iDsulatiaD board eonsisliDg of either felted ~ fiber or c;eUular beads of expanded aggteg;tllil fptmed into Bat tectangWaJ: lIDilS. PERLItE CONCRBTE is a ligI1tweigl11 iDsUlabnl callCtCle haviDg a dry umt wcigbl: of appr~telY 30 pcf (482 kglm3) made with perlite CODctCUl agregatc. Pt:r1i~ aggreptc is pxoduccd ftalD II volc::aDi.e rock wb,ida. wblm Deated, CspudB to fonn a glass.like 1lLau:rial of cellular suw:Nte. SAl'iiD_UGJl'1'WE.lGHr CONcaETE is c:oncret8 made ) with a eombjnauon of expancl-S clay, shale.. slag; or slaIe or sint- ered fly ash and naNnl sand. Its wit weigbl is ~ly bl!t9feen 105 an~ 120 pc! (1682l0 1930 ~). _ SILlCBOUS J\GGJr,l.GA'l'E CONCRETE is CQDaetc made with. noxmal-wcizhl aggr~ga~ consisting JIlaialy of snica or c:otI1pounds omot than calc:ium DC I]Io\l.gDesium aatbonate. ) VEllMICULlTE CONCllETE is a lightweight iuulatiDg c;o~te made witb vlUIIliClllite toDCP:Ul a""PlO, which is I.. . iDat~ miac:eous matetial prodoccd by expanding the orc at higJI 7.707.1 Walls, Cast-in~place Dr Pn:casL 1. The minimum c uivalent thicknesses of cast-iJl- ~ c;aSt" ~te walls for urc-resisl3UCC ra . m DC \0 fa r boun are shOllrn ill 'nable 7-7-C-A.. For soli~ .,.,aDs with flat verti- c:al ~ the. equivalent tbickncss is the same as the thic1aJc;SS. The valWlS-in Table 7-7-C-A apply to plain, reinfgJ'CCld or pIe:. streSSed (:Onactc walls. 2. Far hallow-core p~ cancn:te wall panels in \\Ihich the con:a arc of c:an6lal1t c:rass sccdon throughout the limp. the equivalent thi=ess may be cal~lated by dividing the Det crQSS~ sactionaJ area (the pss crass section ~inU$ the area Dfthe ,COTes) . of me panel by its width. 3. Whellt all of the co:re spaces of bollow<o~e 9f811 panels are :li11ed with loose-fiIlrnaterial, such as expanded slJa1e. day or slag. !X "emdcuUm or pcrHm, me fire-rcsistaIlc:e taling of the wall is me: smnc as that of a SDlid wall of tbe ~ conaete type and of the same QYcPll thickDcss. . 4. The thiclallS of pagels 'With ~pered crass sectioD!! shall ~ tbat ckteJ1Dined at . distance 2t or 6 iDchcs (1511D11l). whidlC'ler is less, frOID. tbe point of minimUJD dliekoess. wbere t is tAc mini- mum tbic:kness. DETEAMlNE THICKNESS HERE t -1 J0 7 2t OR 6 IN. (152 mm) W1iICI-lEVEFlIS LESS , S. '!be: ~t tbickDess of pallets with ribbed Ot und\1la.tiDg SUIfa=$ sball be delmDined by ODe of the foJlQwiDg cxpre.ssioDs, ,.,bicbt:"/er is applicable: for s a 41. the dlicbess to be used shall be t for J oS '21. tbe tbidaiess to be used $ball 'be t" for 41' > s :> 2t, the thickness to be used shall be t +, (~ - 1) (I. - t) w.tU.KE: s >:: spacing of n"bs or undulations; I ~ mDUlnum thic;kn0S5. r" = equivalent dlic1cDcSs of the panel caJ.c.ulaced as the Dct cross-seaiol1al arc;a of the panel divided by me width in ..."bic:h Ebe maxjmurn thickness used ill the calClllatiOll shall not exceed 21. I .I 30-61 SEP-18-ZooZ o4:4ZP~ FROM-Wensmann HomeF STANDARD 7-1 ~ NEGLECT SH.ADED AReA 111I CALCUl..A110N OF I;QUIVALENl'THICI<NESS ~. . ~$----4 1.'7073. Mgltiw,the Walls.. 1. For walls which c;oosist of rwD -wylhes of dii&m1t typeS of . COQQeI~, die fbe-nsistance raaags may be detamiDed fram rig- ute 7.'-Cl. 2. 11le &e.resistaDce taODg far wall panels e>>uistiDg a! twO or GlOre wytbes may be determiDed by me formula: R = (RIO~9 + RZ0.5f1 +. . .R,.UI)1.7 (7-1) Fol'lDula (7-1) caD also be axprased as: ,RO-!!l =Rl~'J +R,!O.59 + ... R"O.$9 WHERE: 9. ." me file 'eracSur=c;e of the assembly. JDiDutJ:s. R1. Rz and R.r = me fiM c:Ilduran~ of me iJldividual wytbcs, J:Digutes. Valuao of [(,,0.$9 for use ill FOn1lula. (1..1) aze. 'given in Tab~- 7-7-CB. .Ill MXllI11TJ'.S 60 90 110 180 240 . lfJ5J l1.2D 14.22 IUS 2.L4l 25.37 3. 1bc me-resista1lce xatings, of precaSt concrete .....all pallets caasistisag of a layer of foam p1asli~ iDsuladoD ~ between two wyche$ of eoacretr: may ~ detcnDiDed by use of For- mula (7-1). Foam plastic iDsu1aliDD wUh a mral tbickIIc:S$ of la& than 1 ind1 (2S mm) sbaIl be ciisregarded. TIle ... value ~r thickness of foam plastic iasulariOIl at 1 iocb (2S UJID.) ~~ for use ill the caldllarion. is five mianteS;. tbe~re. ~ :: 1.5. 7.707.3 JalDU betWeeia 'Pnc:lISt COJlcrete Wall Pu" Where openings in eltterior walls are requimi ta be ~, or _bel': openings are ~t permitted in waDs. the pro~o8S at this se=g 5ball be used ,tD del:crmine the amoual of joint iuu1adon requifed. Ytgwe 7-7-C~2 shCJws ~ck:nesses of cenmic libel' blmkcm to be used tl:I pratccl joints between pnGS1 c:onaete ",all ~ls for various panellbiclcncsSes. for joint widths of 3/8 inch UId 1 iDch (10 nUll and 25 mm) fof, fiR-rcsis1lm= ratings af auc bour,tg CDill' hours far joint widths betW'~en 3/8 men and 1 iach (10 111m ud 6519053878 T-115 P,007/017 F-8BB 1897 UNIFORM BUILDING CODE p..: 2S mm), the lhiclaless of ceramic r1ber blaDket may be detcrmiDed by "ired inreqlOlaJicm. Other approved lesaed ud labeled enaten- (' ala may be used in pla~ of ceratDic: fiber l?1Mkets. SECTION. 7.7U8-CONCRETE fLOOR AND ROOF SLABS 7.708.1 R.iDforced ad ~ COo~Rte Floor and Roof Slabs. ' C' 1. Tbc minimum cbic:kDcSS of reiDfol'CEld and ~tresSed c;oq- crefe tloor or lQClE 'laOS lor nD-RlSJStaI1CC ratIIlp from o~ 10 four bOlll'S ale sbGn in Table 7-7.c.c. ...: .. 2. For haIkn1r-care prestnssed concrete slabs in whidl the COM> arD of. CQIISl3Dt cross scclion througbout the I.. the equivalent Ihick:Dess may be obndDc:d 'by dividing me :act c:tOS8- sec:tioaal am. of tbt= slab, ind1JdiDg grout in the ~~ by its width. 3. The tbicke5s of sLabs vuith slopiag soffus sball be deu=r- milled at a disWlcc of 2t or 6 iDc;bcs (152 mm), whichever is less. from the poisIl of ...mimum lbickness, wbeIe t is the miDimUUl thic1al'CSS. D~M~eT~kNESSHERe :,.- r J.. .J L'- 7 .21 OR 6 IN. (152 mm) WHICHEVEA IS LESS 4. Tbo_of___",~_lsolWl ( be cle~---';ft",d by one' of _ follawing cxpressioa&. wbidlovel" is applic:able: . " for S 2: 4t,. du= thkkDcss to be used sball 'be t far s ~ 2t, the tbjc:kDess to be: used ~l be ~ for 41 ~ $ > 2l, tbe tbidaJe&s to be used shall be t + '( ~ -:-- 1) (t.. - r) WBED=. ' s ~ SpBCisag of ribs or uoclulatioDS. r ." minimum thickness- te .. equivaleallhickDcaS of the pauel calculated as lM nc[ aoss.-secDoau area of the pmcl divided by die width in wbic:b. die mu:imWD tbicbes5 used ill the calc:ulalio~ shall DOt ex.cecd 2r.. l ~ ~s-./ <.. NEGLECT SHADED AREA IN CALCULATION oF ECUlvAI.9IT.THICKNeSS c 7.10S.2 Mullkoune Floon aDd ~rs. 1. FiguJl! 7-74C-3A IPYcs in1b1madon OD die fin:-cesillt!ftCll~- bigs of f1gors which c:Dnsist of a base slab of caacrete willi a tDp- pillg (DVerlay) of a different typo of concrete. . '