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Building (Sign) 02-1442
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White File I PERMIT NO 1m 2 Pink City . 0"7 -12- 3 Yellow Applicant , ~ _ ~o h<J,./~# ADDRESS ZONING (office use) LEGAL DESCRIPTION (office use only) LOT~ BLOCK I ADDITION nr;,~.v OWNER (Name) PP~~b~ t!--!?MJ/~S (Address) ,St,7 w. &~ .:J;' PID E - ~1a3"O();}- (Phone) 'fFZ. -t!l~ti# ...ge., I BUILDER (Name) ,,*,-.,-tXN / 5viJ~t4:S/HJ I (Contact Name) 54.""'- ~..,~,..,,:L. (Address) L./~;V't- (Phone) (Phone) 6~1 ...~~., - 7"''''0 &'~r! z.~ ~() /!;Z- D~ #0 .f"u..w~ ORe-Roofing ORe-Siding TYPE OF WORK o New Construction ODeck OPorch OLower Level Finish o Fireplace PROJECT COST IV ALUE (excluding land) $ I 5".-0 - lJ Misc. $n,..J ~7'7;V", OAddition o Alteration OUtility Connection I hereby certify that I have furnished information on this application which is to the best of my knowledge true and correct. I also certify that I am the owner or authorized agent for the above-mentioned property and that all construction will conform to all existing state and local laws and will proceed in accordance with submitted plans. I am aware that the building official can revoke this permit for just cause. Furthermore, I hereby agree that the city official or a designee may enter upon the pro~ ~ per~m ne~ed inspections. X ~~~ /o-Z.~-bz.. ~ Signature Contractor's License No. Date Permit Valuation / $(}(J, IJ() Permit Fee $ 54 " d Plan Check Fee $ 3 t:;,/fJ State Surcharge $ 175 Penalty $ Plumbing Permit Fee $ Mechanical Permit Fee $ Sewer & Water Permit Fee $ Gas Fireplace Permit Fee $ This Application Becomes Your Building Permit When Approved ~~ Building Official ItJL, ? Ia 'Z--- , Date Park Support Fee SAC # $ # $ $ $ # $ # $ $ $ 10.. $ B ,rS I ~;cef- -f-.:fz,S 7 Water Meter Size 5/8"; I"; Pressure Reducer City SAC and WAC Water Tower Fee Builder's Deposit Other TOTAL DUE Paid Bq. tJ S Date / J. /. cJ I- This is to certify that the request in the above application and accompanying documents is in accordance with the City Zoning Ordinance and may proceed as requested. This document when signed by the City Planner constitutes a temporary Certificate of Zoning compliance and allows construction to commence. Before occupancy, a Certificate of Occupancy must be issued. . ID '~Cf .()~ Date Special Conditions, if any hour notice for all inspections (952) 447-9850, fax (952) 447-4245 16200 Eagle Creek Avenue Prior Lake, MN 55372 ',: .-. ~';', -":,' ~i:;:" ?. ;.ftJ .... ~y . ,...:'......~~'~\".... ,t:, ,...~;,(~". .i:u',.J. ..~:~~~"t,..~ ':j!;'.'i:.,...,......'-1_ ~'.JJ.'" " ..,' The" ("rnle"r of fht L.kt ('ounfry White - Building Canary - Engineering Pink - Planning NAME OF APPLICANT BUILDING PERMIT APPLICATION DEPARTMENT CHECKLIST 'I ~-{ .VZ.t, I (/1;)--;'-.-- APPLICATION RECEIVED (0 -,) 1(-- ()~, The Building, Engineering, and Planning Departments have reviewed the building permit application for construction activity which is proposed at:_ 1/L/roO ~bJrl~/)( I!d-/~J ;J t-- I Accepted x Accepted With Corrections Denied Reviewed By: M-8 Date: II-~-o~ Comments: See Reverse Side for Additional Information! See Attachments' ]) Grading Plan, 2) Erosion Control Measures "The issuance or granting of a permit or approval of plans, specifications and computations shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of this code or of any other ordinance of the jurisdiction, Permits presuming to give authority to violate or cancel the provisions of this code or other ordinances of the jurisdiction shall not be valid," ~. EROSION CONTROL MEASURES FOR BUILDING CONTRACTORS Vlhenever grading or excavating for the purpose of constructing a building occurs, the City of Prior Lake's erosion control standards must be applied, The standards wili reduce the erosion of soils into the City's storm sewers, waterways, and roads, This han,dout provides you with the information you need to comply with these standards. An erosion control plan will be created for the site as part of.the permit review process. Failure to comply with the approved plan during construction will result in the' loss of the $1,500.00 deposit, __ p'lus the builder will pay for the cost of the correction wo~k: . Build a rock construction entrance and erect silt fence. .' The silt fence will be in place prior to the footing Inspection. The rock construction entrance will be constructed concurrently with the backfilling of th~ footings. Silt fence will be required, as needed, to intercept water flowing off the lol Silt fence perpendicular to and a~ross rear or side drainage' swales shall be 20' long, centered on the swale, and spaced no more than 100' apart. Silt fence will be required behind all curb at a distance of five feet behind the curb, except at the rock construction entrance, and will extend 10' beyond the property line. The 10' extension may be waived when the adjace8t lot is sodded. and installation of.~iIt fence would damage the sod. For Spring construction, silt fence will be constructed as soon as the (rost is out of the ground. Posts will be'spaced at four feet or less and driven at least 2 feet into the ground. Posts wUl be two inch square or heaview wood posts, or' standard T or U section steel post~. T.he rock construction entr~nce s~all b~ 20' wide and~. deep and be constructed of l' - 2' cJear rock ~rom the back of,:' the curbto, the front of the' house. -! . . : : .. -. It wfll be the responsibility ofth1:! qenetal contractor to: 1. Maintain the;entrance and sntfence in working condition. . 2. Ensure that all sub-contractors and suppliers use the rock cohstr~ctio.fl entrance 'only. 3. Keep the silt fence and the rock construction entrance in operation until final grading and sodding have been completed and the driveway paved. ~ . Penalty for failinq to comply with the Erosion Control Standards. If a deficiency is noted in erosion control on site, you will be given 24 hours to correct the deficiency. It is important that you inform the City as soon as correction is made as the City will consider the work undone until so informed. failure to correct the deficiency within this time will result in forfeiture of the Builder's Deposit and the City will direct a third party to correct the work. In addition to the forfeiture, you wm be billed for the cost of corrective action. Inspections wili not resume until a new Builder's Deposit has been submitted. TYPICAL EROSION CONTROL MEASURES FOR A STAN'DARD HOUSE LOT - ----------~--- ------------------ --------- Silt Fence ~ ~ ~ ~ ~ ~ ~ ~ .ell:' House Slope Garage I I I I Temporary Rock L _ ..E1\1cao ce. ) ------ ------ ------------------------ White - Building Canary - Engineering Pink - Planning Thf' ("f'nler of rh.. t.k.. COunlf)' BUILDING PERMIT APPLICATION DEPARTMENT CHECKLIST NAME OF APPLICANT r2nl~ U'U'l ~ [;~~ APPLICATION RECEIVED (0 -- ;;;J::--()o---.-, The Building, Engineering, and Planning Departments have reviewed the building permit application for construction activity which is proposed at:_ tlLft'oO ~7a~~ ~ U l.- , Accepted / Accepted With Corrections Denied Reviewed By: ~ ~ -{~ ~~ Date: IO~'/oZ- I ~~"^ J ~~ ~~ . 1;; rr- ~~ .. -~r ~ , Comments: "The issuance or granting of a permit or approval of plans, specifications and computations shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of this code or of any other ordinance of the jurisdiction. Permits presuming to give authority to violate or cancel the provisions of this code or other ordinances of the jurisdiction shall not be valid." 10-23-02 lTING ;.- SUBURBAN L Design of20'-O" OAH twin pole system for 7' wide 'Holiday' signage. File: SbrbnLtgO 1.mcd Design Windload: (PSF) WL . = 30.0 Based on the Basic National Building Code published by BacCA using table Exposure band 110 mph winds. Tube: ASTM A-500 Gr. B Fy = 46.0 ksi. ; Fb = 40.38 ksi. Plate: ASTM A-36 Fy = 36.0 ksi. ; Fb = 31.60 ksi. Anchor Bolts: ASTM A-36 Fu = 58.0 ksi.; Ft = 19.10 ksi. System Height: (ft.) Ht . = 20.0 Total Height of Signage and Trim: (ft.) SgnHt = 13.333 Summation of Moment at the Base of Poles : S = (SgnHt'7.0'WL)'[ Ht- (S~Ht) 1'12 Poles: p.= [2.Ht.( ~ "WLJ.(Ht)'12 \ 12; 2 S = 447994.4 in.lbs. Signs & Trim: P = 72000 in.lbs. Moment: Mt -: S j- P Mt = 519994.4 in.lbs. Moment per Pole: Mt 2 M I = 259997.2 in.l bs. M1 Required Section Modulus: (in}) ( Compact Section) _ M, Sx -- 40380 Sx = 6.439 Tube: TS 6" x 6" x 3/16" wall - 7.93 in.3 Design of Anchor Bolts: Load per Bolt: (Ibs.) _ M, T-- (2'11) T = 11818.055 Anchor Bolt Diameter: (in.) D = 1.00 Stress Area: (in.2) ( Based on nominal diameter per AISC 4-3 ) ][.D2 A =0.785 A -- 4 Allowable Tension: (Ibs.) ( Based on ASTM A-36 material. ) AT= 19100.1.33.A AT = 19951 Allowable Bond Stress: (lbs.lin.2) u~( 4.8~OOO) U = 131.453 lof4 OK 10-23-02 ~ SUBURBAN LIGHTING 20f4 Developement Length: (in.) Ld T Ult.D Ld=28.617 Without reduction for hook. Use: ( 8) 1" Dia. x 48" + 6" Anchor Bolts Design of Base Plate: Base Plate Calculation with ASTM A-36 material without gussets. Load per Bolt: (Ibs.) T = 11818.05 Number of Bolts : No =2 Plate Specimen: (in.) 11 - 6 PLS =~- 2 PLS = 2.5 Plate Width: (in.) PLW = 15.0 Minimum Thickness Required: (in.) Thk JI T.No.PLS'61 - I (PLW.31600) Thk =0.865 Use: I" thick x IS" x 15" Base plate with four ( 4 ) 1- I/4" Dia. holes on a II" square bolt pattern Summation of Stresses at Grade: Signs & Trim: r 1 (Sg2n_Ht) 1 + 0.51 S=(SgnHt.7.0.WL).ll Ht J S = 38732.832 tUbs. Poles: P =l2'Ht.C62)'WL1H~t)+0.5J P = 6300 tUbs. Moment: (tUbs.) Mt = S + P Mt = 45032.832 Shear: (Ibs.) Sh = (SgnHt.7.0.WL) + l2.Ht.C62).WL 1 Sh = 3399.93 Caisson Footing Design : Overturning Moment per Caisson: (ft.lbs.) Ma Mt 2 Ma =22516.416 Shear per Caisson: (Ibs.) Va Sh 2 Va = 1699.965 10-23-02 ~' SUBURBAN 1.. ,HTING Applied Lateral Force: (Ibs.) Allowable Lateral Soil Pressure: (lbs./ft.2 per ft. ) Diameter of Round Footing: (ft.) Distance in Feet From Ground Surface to Point of Application of"P" Depth of Embedment in Earth in Feet But Not Over 12 Feet for Purpose of Computing Lateral Pressure Allowable Lateral Soil Bearing Pressure Pursuant to the 1997 Uniform Building Code Section 1806.8 and Table 18-I-A. P A = 2.34.- SI.bl d2 (1)[ I c (F 43~~) Check Tensile Stress in Footing: P =Va Ma h -- Va 30f4 P = 1699.965 LP = 250 bl =3.0 h = 13.245 dl = 7.0 S I = d I. LP 3 SI = 583.333 A = 2.273 d2 =6.977 < dl =7 OK Overturning Moment About Heel Point: (ft.lbs.) Mh = Ma+ (Va.dl) Treat as a cantilever at bottom. Compressive Strength of Concrete: (psi.) Yield Strength of Rebar : (psi.) Section Modulus of Footing: (in)) Sw _It'(bl'12)3 32 Allowable Concrete Stress: (psi.) +Ft = 0.65. (5'~fc) Tensile Stress in Concrete: (psi.) ft = 1.3.[(~;2) J +Ft = 162.5 Mh =34416.171 fc = 2500 fy = 60000 Sw = 4580.442 +Ft = 162.5 > ft = 117.214 REBAR NOT REQUIRED FOR STRESS 10-23-02 / SUBURBAN LIGHTING 40f4 Design of Temperature & Shrinkage Steel in Caisson: Moment for USD Design : Mu = 1.7.Mh Mu = 58507.49 d =((bl.I2)..80)~. 4 d = 24.8 To Plot for" ju " : Mu.12 coeff " fc.bl.12.d2 coeff = 0.013 JU = .99 Required Area: As Mu.I2 As =0.53 ju.ty.d..9 Rebar Size: Number = 6 Area _ x. (Nu~ber r 4 Area = 0.44 Number Required: (' As \ -1.2 =2.397 \ Area; Use a minimum offour. Add four ( 4 ) #6 Rebar x 6'- 10" LG. equally spaced on a 28" circle with five ( 5) #3 Rebar ties on 16-3/4" centers. Quantity of Concrete : (cubic yards) bl2 CY - x.--.(dl + 0.5) 4.27 CY = 1.963 Each FROM :8MTECH LIGHTING BR75 FRX NO. :6514397521 Nov. 22 2002 11: 45r."1 Pi SUBUFlBAN Lighting . commercial & Industrial, Ughtlng Maintenance & Slgn8g. 6077 Lake Elmo Avenue No., Stillwater, MN 55082 Phone: tiS1/439-1440 FAX: 651/4J9-7521 Facsimile Transmittal To: -::? ..p~/~ Fax': From~..--r" ml4~ Date: // _~ Z. - eJZ- Re: ~~,~ ~ 17~1:r.s . PagBs lInct. Cover\ " ;3 '.._.hllS ~ . - #~ ~e. ~ ;?e.d.l.s~ C!,.(L's. h,~ -r~..sa, ji'4S~ ~ /80 "s/" ""'s;sn/~ L--::;=-= .5mL r'"e~, ~ ,;r~ v.7f# ~ .s; _ ~ ~ .-J. M.)I! ~~d ~..L/iC LL..dSE -:r#~ .pfAl)Y1i ~ 8' k. -r:~~ hili!- ~~ ~.J.P ~ /#!D"'~~ ~ ~.&U eI.Jox.-. -nh.5 .J.5.~tJ~ rr:.s ~~7' Ah'~~et!.,,~ ~ "".It. J.AJ~7?/ .lhv1' /"JuL5n~..s =- rf'~ a subsidiary of l.rBU Industries (~ Incorporated a dvisia1d AfI1'ECH Lighting Services FROM :8MTECH LIGHTING BR75 FAX NO. :6514397~ Nov. 22 2002 11:45AM P2 1t-2~~ S'OIIUADAN LIOIITINC . 0ClrigD oUD'-O" twill polD.,m.:o.lbr 7' "HOLmA ~ i!ps. Fn. ; SUBLHT;J3.mcd i ofl DcciIJD WilIdlold: (I'SF) WL. = 30.0 BUIIId on 1118 B_ Nadaul BuiJdiDI C. pub~ 11)' BOCA ....bJ. ~ 8 and 100 mph wiwIs. Tubo: .uN A-~OO Or. B Fy - "6.0 bl, ; Fb ... 40.38 kID. P" ! A!'1'M.A-36 Fy - 36.0 kill : lib = 31.60 Ui Auohar Bolli: AASHTO speaitlaaTlan M314-90 Gr. J! h II: 95.D bL ; Ft.. 2J.!D ksi, systan Hcigln; (fl.) H1 :. 20.0 Total ~ "rsipqe: (f.l) splIt;= 13.0 SnmrutiYll afMnIMIIII .'bald dm.Ba-. tnlJOll: S ;_OJf,1lHt.7.03.WL).[Ht- (~~tn 12 5=464155.4 iD.lbs. Po~: p ;=[2'Ht'(~2)'WL1(~)'u P = 72000 in.lbl. ~: Mt=S+P Mt :::: 516 t:5~-4 in.1bs. MumlDtperPoIII: M :=~ M1 =251077,7 in..lbll. 1 2 M ~ Stdio.D. Mtldulus ; S : = - ~.. 52"" 6.391 10.3 ( CCmlpKt Scctiott ) :z 40380 Tube: '!'S 6" x 6~ x 3116" wall -7.93 bl,J me: e\1Klhnt Bolbl : M LofJdl*&ll: (lb..) T :;.~ (2-12) T"" 10753.237 AIMlbot Belt DilllUtm' : ( in. ) D:= 1.00 S~ AntIl: (Ua.~) A:.;.. lI"D2 ( Baed on oomm.llfi......... PC" AlSC -4-3 ) . 4 ^""O.78! A1Io'Wllbkl'!'cmrioa: (lb'.) AT := 21500, [.33.A (BlI8ud 011 AAmrO~- M3 14.90 ) Al.....I.. _ Slro..: (JkJ... 2) U ,,~, ( 4.8,:000 ) A'f ... 224~8 OK U = 131.4$3 ~~:tbr S...ant Haak: (1b..) ( B_ em 10,000 JDI.IiIl.::I equiva..... ) HK :== lOOOO.A HI{ ""78~3.9S2 YVd OZ:Ol J~d ~O/66/ll z: 00 III FROM :8MTECH LIGHTING BR75 FAX NO. :651439(~ Nov. 22 2002 11:45AM P3 11-1U~ S11BtJRB~N LlG.HTING 'OlMIlQpamau1 Lwgth : ( in. ) Lei : -= :!.=..!!! tJ.1t.D Ld'" 7.02 u..: (I) 1"Dia.X.....+6w~'Ro. aUlD Pbdu : BI.!lC f'JatIt CaJC\1lIlCiQp wJIh ASTM A-36 a~" willloul ~ Lcmd per Doh; (l'bM_) T'"" l07'J.2A- Plat.lol Spspiml'JO; ({n.) Pl.S : '" :z..s M;nimnlD ThJg.k:nal$ RaqJJind: (in.) 1bk:= [(~~=)j Use: 1" 'thick ~ FoatIuJ)o..qr Sheu; (Ibs.) M Ma :=-1 12 Va:= (S~t-~.~3.\\1.) 1Ht-( ~z).~l :2 ()y~ MOIDiIll: (ft.1bI.) App.tia!ld LalD FQI1:le: (lht.) AlJrnr.h1e IAtml SaiL Pnlwiurc: (Jbe.llt.2,...tt) 'Diamelllt ofllouDd k'ool.ing: (ft:.) Di~ iAF.. Froln Gmllllcl Smf_ t.o Pam1 uC Apptio-Il gf ..ptt Dl;lIIth afEmbeclmllet in Ro1b ia Feet But Ntw Ovlll' 12 Feltt for. ~ at Campuling r...... PfDS9l1te AlIowllh. L8tanl SoIl ~ Pft\8IlQI\. PSl1IlIIIut to tM I 'J97lJaifunn 13uiIUa8 CocJ&- kdioa 1..8 8Dd Table .a..'-A. A:'" 2_14,..1:.... sl.bl ~. (~)-r I ~ (JI ~ 43~:)] coo I!I N1laIbor of J)olJa : 'N'Q ; =; 2 . ~ of;j OK Pkte Wi4th: (in..) PLW := 15.0 Thk ~O.I2.S Ma =21506.475 V/I. -1670.85 }> := V.. U' := 180 ~~~) ~~--- ..Ma h. .' Va c-~ !!II ;=dl.I.P 3 A=>2.71S aU 'l/C.7.617 ~ dl =8 OK P = 1670.35 h - 12.872 &1 -410 OK IYd OZ:Ol lId ~O!Z~!ll FROM :8MTECH LIGHTING BR75 FRX NO. :65143975~" Nov. 22 2002 11:45RM P4 11-U-o~ Sl1JJ1)'lUlA'M'LTC9TDTt! 30f3 ,'Iu.nl. T_- StntM m. Fl'II!lthuI - ~MuaumlAboatIlClcI'PoilSt: (1\JbI.) Mh :-Ma I (Va.dl) T,.t fl9 a 0IID1iJgwur at ba1IDm. MIl. = 34173.275 Cu.upt~Cl S1!alph of CCtDI,1I'$ : (ptri.) yield SttaDllb oCRdJIJ' : ( psi ) fg: 3000 1)': "6OUOO A1.1~1e C~ Sn:cMI: (pd-) 3 n-(b 1. J 2) Sw: 32. ~'t :=OJ'i5'(S'~) s,., "" 4S1OA42 Scctioa MQduID' ofl-'ootml : ( in.3 ) .F.t = 118.01 'fauli1c SInln ill CoJJQ;dD; (pit) it :: 1.3'[ (~:21 j .'Ft = 17'.01 > 8 "'1 J8.771 . RBBAll NOT REQt1lRED FOIl snwss Delip uf'f~h~ !;lwiftUIll.'l SfCIcl ill cu-oo..~ Mr;aauIat far US,[) Umrip : M:u ,d.7.Mb M'll - '9~R4.S67 d. ':((bHl)..BO) . 4 d = 2.4.8 "0 P1Dl fur" jll " : ". Mu-l~ COCltI. . --- rg.bH2.ti ooeff'D U,U 11 jll : - .99 1l.equiml AraB : ._ MIl,.2 As,--- .i--!f.d..9 As :o.s:n Rebar S_ : NlDIlber :=6 ,./~umb<<t Aru,=l.,~. , 4 Area =0.44 N1=bar Raquir.a : , A.. ) \ArM .2 "'2.429 t1_ . ...ininmm orfclor. Add:!bar ( 4 ) f6 R.blrx 6'- 10" LU. uqa.dly IpIIllIId 011. 2S"l.liJ'c1e wiIb (') #3 ~ Ii. OU 16-3/'. _taL OIlaDtitv of CoIIQmkl : (clldJio yaadI) b12 c.'Y;. II" ..--41 4-27 CY = 2.094 FAPb IVd DZ:Ol IHd ~O/~Z/11 ~ 00 III FROM :AMTECH LIGHTING BR75 FAX NO. :651439. Nov. 22 2002 11:45AM P5 NOV j,:!;.! 2eI2lZ l!I~;i:JeI I"'R ~I OolCl TOT aT pn~ Cl!!:1 t:I:tQ 1.~ TO 9439'(521. P.B1I02 11 AMERICAN ENGINEERING TESTING, INC. FAX TRANSMlSSION AMBRIcAN ENGINEERING TESTING. INC. ssa CLEVELAND AVENUE NORTH ST. PAUL, MN 55114 (651) 6S9-9001 Fax: (651) 6S9--1347 Date: .. Pa."l From: Phone No.: Ea...,11: Subject: Sip tar Bolkln Statio". Prior L.~. Comm.dh: Td: Smtt Melller CompaDY= lubarbaD Lmlati.2 F,I: No.: 651-43,..7521 'laaD' No.: 11-22.0~ L- 'Ilcludid' tll. eoV4!r sheet blI VOyc:1l ~$1\ 6S9.1J05 jvovep(i}amlIlJlest.COIII We undmtand your structural copeer desisned the toundations based on the surrounding soil' ~ ""qlJivalent fluid weight in the passive cue" in his shear and momalt resistance evaluation. We, understand this value was tsken as 250 psflft. U.cd on available charts, we judge the clay Ii 1I sl.)Hs at this lite do not have the 250. plOft passive value. Plc:QSe refer to the auached tigw:e. The figure indi\Ollte5 the uilual range of earth pressure coeftlc,ients to be I to 2 iD the pUlive case. We judge the on-site till to be '~oderate in finnrtess" (not overly . 80ft or highly compact). Therefore, a coefficient of 1.S would be te8SDI1able. We estimate a density of about 125 pef for the Cla)'8. Based OD the abow, using an equivalent fluid weight of 180 paDft would be a reasonable value 10 use in the shear/moment resistance IItudy. Aer-l- () 1- () 19-,5"5"" 1'hu !ae.'.iI6 a"d "..,.. fIl~ IrQ,.,,,,ltled wilh II rNW ctJrr/fdert'ltll tI1I1l intl!rtdf!d sol,/y jbr the UMl of lite indtvl~1 (Jr ent"y III who'" t'-Y aN addrulerJ. 'l'hi$ "",,,,.,nleall,,n ntCO' t:tJnlailf mal";,,l prol8C'ed I1)IlIltor",y-clitm' prMlttge. 1/)1011 tt1'ff /lot I h,,' ~~ 'Bel pi,,., or ihtl P"o" rwpolU'''',ftlJ' d.ttwerlNR tlw.fIilC!I;",'JIlIrI tM /",tmdtd rtc:ipit'''', be d1WilerJ lh(ll )lm{ hmv NfC.iwId tit" t1YBIIIIrIIlltJn in """. tIItIl lito; tIIO' 1M, di.,.",'_iem,~. prinliftg or t:tqJ)ling (Jf lit', i't!or",aJimr i.~ 1f,..k:#JI prrJItibil.d. .(f)IDU 1Iau. "~/lJr/Id ,lris}Qc#I",t/f! ," f!J7"M'. p'''QM~ ""'t/JI.... tit l-8tJO-972-(UU. ACl71t(LIII01) FROM :8MTECH LIGHTING BR75 FRX NO . 6514397L N . .;:)~ av. 22 2002 11: 46RM P6 I'4UV 22 ;!!OO2 ,,~; fl6 FR FlM I:NO Tel; ST PAl.Il..- ~~a r.!;CJ 1m TO ~397521 P , 02102 From "FouDdation Analy.. and Delila" Second Edition JOlepb E. Bowles Fipre 11-3 ill\lllralCl roladve IDOvlaatl aDd order ofmaanitude aftbe lateral- earth-preslure coeflcintl for variouI lOils. .. I 1 .! U_I rant' 0+ _..~ 'r8IIU", cot'ffici.ntll s..... ......, ta",. c....aion'-II Co,*r.. -A - AI .eil. !lDUI Poniv. 3-14 1-2 ..",- ". " ,/ / / / At r,I' 0." - 0.6 O.~-O.. II ,/ -" Activ. CD'. 1-0.5 0.33-0.22 0 AttIG., froM baafill A~aT"" ~kiill '.... U.J. n....cralioa or aawtw .,.d ....1.,. ....UJ1lI wirh Ulual 'OF .,1 values for GOhtJ!ollleu ud cohnlwe 1011. AET- ~~/- 0/955- . . , ** TOTFlL ~GE. B2 ** NOV 20 2002 17:22 FR AM ENG TST ST PAUL 6::>.1. _ :f?1.S21 ~O;) qA P.02/15 IJ AMERICAN ENGINEERING TESTING, eNe. GONi'J\. "lANTS . GEOieCtl~\Ctl.L . MATeRIALS . ENVIRONMENTAL REPORT OF SUBSURFACE EXPLORATION AND GEOTECHNICAL REVIEW PROJECT: REPORTED TO: SIGN FOR HOLIDAY ST AnON COUNTY ROAD 42 & PIKE LAKE TRAIL PRIOR LAKE, MINNESOTA SUBURBAN LIGHTING 6077 LAKE ELMO A VENUE NORTH STILLWATER, MN 55082 ATTN: SCOTT MEISTER AET JOB NO: 01..01455 DATE: NOVEMBER 20, 2002 -'- . INTRODUCTION This repon presents the results of a subsurface exploration program we recently conducted for the new sign foundation for the new Holiday Station in Prior Lake, Minnesota. This work is being perfonned per our November 8, 2002 proposal to you, which you authorized on November 11. Our scope of work includes the following: . One standard penetration test boring to at least 16' deep. . Geotechnical analysis and preparation of this report. The scope of work is intended for geotechnical purposes only. This scope is not intended to explore for the presence or extem of environmental COl1talDinatiOI1 at the site. PROJECT INFORMATION A new Holiday Station store is being constructed on the west side of Pike Lake Trail, between County Road 42 and Fountain Hills Drive, The subject of this report is the new sign for the This document &hall not be reproduced, except in full, wilhout written approval of American Engineefing Teeling, Inc. 550 Cleveland Avenue North. St. Paul, MN 55114.651-659-9001 . Fax 651-659-1379 CUIi,lth. Mankato . Marshall. Rochester. Wausau . Rapid City. Pierre. Sioux Falls AN ...~F'iI;MA riVE ACTION AND EOUAL OPPORTUNITY EMPLOYER NOU 20 2002 17:24 FR AM ENG TST ST PAUL 651 \ - ~~'r9 TO 94397521 P.03/16 AET #01-01455 ~ Page 2 of 9 station, which is located to the northeast of the pavement area, as shown on Figure I. The pavement grade is raised in elevation versus County Road 42 and the north portion of Pike Lake Trail (Pike Lake Trail rises to the south). resulting in the proposed sign location being on a slope. Because of the slope, we were not able to drill the test boring at the actual sign location. and had to drill just off the paved surface, southwest of the sign. Based on rough surveying, the existing grade at the sign location is about 2.2' to 3.5' lower in elevation than the grade at the test boring location. With the slope lowering to the north, the greatest elevation difference is on the north end. We do not have information regarding the foundation loads. We presume vertical loads arc relatively light, and shear loads and moment loads may be more of a factor. Potential frost uplift loads should also be considered. We understand that you commonly support signs on drilled pier type foundations, although conventional spread foundations are also used. We understand your piers commonly ex lend to depths of 7' , and this has performed for you in the past. It has been our experience that this depth may not necessarily resist potential frost uplift forces. The presented project information represents our understanding of the proposed construction. Thi.s information is an integral part of out engineering review. It is important that you contact us if there are changes from that described sO that we can evaluate whether modifications to our recommendations are appropriate. NOV 20 2002 17:24 FR AM ENG TST ST PAUL 651 659 1379 TO 94397521 P.04/16 AET #01-01455 - Page 3 of 9 .. J r SITE CONDmONS Soils A log of the teSt boring is attached. The log contains infonnation concerning soil layering, soil classification, geologic description and moisture. Relative density or consistency is also noted, which is based on the standard penetration resistance (N-value). The boring log only indicates the subsurface conditions at the sampled locations and variations will occur away from the boring. The soil borings suggests that substantial fill has been placed in the sign location. At the test boring location, the fill appears to be 221h'thick. This is then underlain by sandy lean clay glacially deposited till. The f1l1 also consists mostly of sandy lean clays, similar to the native tills. These sandy lean clays include a little gravel and lean clays. Standard penetration N-values do not provide direct information regarding soil compaction. They just provide a general indication of compactness. N-values range from 4 bpf to 9 bpf in the fill. Laboratory testing suggests water contents in th~ range of 16% to 21 %. lYater Level Measurements The boreholes were probed for the presence of groundwater, and water level measurements were taken. The measurements are recorded on the boring logs. A discussion of the water level measurement methods is presented in the SUBSURF ACE EXPLORATION section of this report. NOV 20 2002 17:25 FR AM ENG TST ST PAUL 651 659 1379 TO 94397521 P.05/16 AET #01-01455 - Page 4 of 9 ... No ground water entered the borehole at the time ot" drilling. The on-site solls are slow drainingt and it would take extended monitoring to reliably establish that the water level does not exis[ within the bored depth. Extended monitoring is beyond the scope of our work. Ground water levels usually fluctuate. Fluctuations occur due to varying seasonal and yearly rainfall and snow melt. as well as other factors, GE01'ECllmcAL OPINIONS/CONSIDERATIONS llJscussion We do not have information regarding control exercised during fill placement in this area. We suspect compaction test monitoring occurred at least in the building areat although we suspect testing was not performed in the outer slope area. If you have access to compaction test data, we can conduct additional review based on this. Based on our review of the soil samples. the moisture condition and the standard penetration N- values. it does appear that the fill has a "moderate" level of compaction. It does appear that the fill process was somewhat consistent. and was likely placed in lifts and compacted. However, il does not appear that the fill is highly compact, as would be desired for significant struCtural load . Weare not aware of the foundation settlement tolerance, although we suspect settlements are not as stringent as that for building foundations. With the light anticipated vertical loads, settlements would likely not be excessive anyway. Although soils data is somewhat limited, we judge that foundations designed for vertical pressures of no more than 2000 psf should be associated with settlements of no more than 1". We suspect shear/moment resistance and resistance to frost uplift may be a more significant factor in the foundation design. NOV 20 2002 17:25 FR AM ENG TST ST PAUL 651 659 1379 TO 94397521 P.06/16 AET #01-01455 - Page 5 of9 FounctaUon Options Either drilled piers or spread foundations could potentially be used for this project, provided they are sufficiently deep and properly designed to withstand the shear/moment loads, and the potential frost uplift loads which could develop. We suspect frost uplift loads would be more of a factor for drilled piers and lateral resistance loads would be more of a factor for shallow footings. A nwnber of items will need to be considered to determine the feasible approach and for proper performance of the approach, as described in the following sections. Ymical Bearin, Per our prior discussion, we judge the inwplace fill should be capable of supporting venicalloads of at least 2000 psf, with resultant settlements not exceeding 111, With fill, there is the potential for variation, SO actual soils exposed in the excavation bottom should be observed and evaluated by a geotechnical engineer/technician at the time of construction. It is possible that higher foundation loads could be used, although additional and more refined testing would be needed for substantiation. Frost Uplift Considerations All foundations should extend a minimum of 5' below grade for frost protection purposes. In the case of spread foundations, which have a wide pad at the bottom and a narrow pier extending to the surface, frost uplift forces would not be a factor (assuming the complete structure is properly reinforced) . The site soils are frost susceptible, making drilled pier foundations potentially susceptible to uplift forces. Surrounding heaving soils can adhere to the pier and lift the pier as it freezes and expands, Even if the pier in the frost zone is smooth surfaced, a "pinching" effect can still occur because the soils surround the pier. Based on our experience with other similar projects, we recommend NOlJ 20 2002 17:25 FR AM ENG TST ST PAUL 651 659 1379 TO 94397521 P.07/16 AET #01-01455 - Page 6 of 9 the designer consider the effect of a potential uplift load of 13 psi of shaft perimeter in the upper 4 I of the soil profile. Uplift can be resisted by side friction of the pier below the frost zone. With estimated clay adhesion of 750 psf, piers extending to a depth of 14' should have enough embedment to resist the uplift load. You have indicated to us that your piers typically extend 7' deep, and you have not been aware of movements which have occurred to the signs in the past. It has been our experience that frost uplift loads do not always act, and are dependent on certain conditions being present at the same:: time. Often, this' includes wet or saturated ground conditions with frost susceptible soils. The slope in the area may promote surface run-off to reduce this potential. It is possible that your signs have experienced movements in the past. As they tend to be small structures with foundations in close proximity t likely having similar depths and surrounding ground conditions, movements may not have been differential and may then go unnoticed. Still. we wish to point out our experience with this type of occurrence, and do not want to be held liable for frost uplift occurring. The actual depth you place piers will depend on the owners tolerance for risk versus their expected cost. As a prudent design measure to assist the frost uplift resistanee, we reconunend the drilled pier be fonned such that the concrete surface is smooth in the upper 5' where frost action primarily occurs. This could be done with a form, such as a sonotube. We then recommend the pier beneath the upper 5' zone not be formed, such that the surrounding soils are in contact with the concrete having a rough surface. This will greatly assist the frictional contact zone, thereby increasing the pullout resistance. ~ Soil Parameters for MomentlLateral Resist:!lnce SmdI To assist the foundation designer's study of horizontal/moment resistance, we refer you to the table below for estimates of density, cohesion, and angle of internal friction. NOV 20 2002 17:26 FR AM ENG TST ST PAUL 651 659 1379 TO 94397521 P.08/16 AET #01-01455 - Page 7 of 9 Boring # Depth (ft) Soil TyPe Wet Density ! Cohesion Adhesion Internal. Friction (pet) (psf) (pst) Angle (degrees) 1 0-5 CL 125 . - . 5-22'12 CL 125 1000 750 - 22Jh~26 CL 130 2000 950 5 Cohesion/Adhesion values are "undrained" conditions. Note: Resistance should be neglected from at least some of the upper 5' zone due to the loss of strl;'ingth during spring thaw. ~STRUCTION CONSIJ)ERATlONS During drilled pier construction, care should be taken during plastic concrete placement to avoid segregation of the concrete caused by concrete striking reinforcing steel on the side of the excavation. Cobbles or boulders may be present in the ground. This may significantly affect the ability to auger drilled pier shafts. If these installations are obstructed, modifications to the design or construction procedures may be needed. The soil boring was drilled at the site on November 15, 2002 using a truck mounted drill rig. The location of the boring appears on Figure 1. Surface elevations were not measured, although we did measure the relative difference in grade between the boring location and the shown sign location (2.2' to 3.5'). We refer you to the standard sheet entitled "Exploration/Classification Methods" for details on the drilling and sampling methods, the classification methods, and the water level measurement NOU 20 2002 17:26 FR AM ENG 1ST ST PAUL 651 659 1379 TO 94397521 P.09/16 AET #01-01455 - Page 8 of 9 Il' methods. Data sheets concerning the use System, the descriptive tenninology and the symbols used on the boring logs are also attached. LIMJT ATIONS The data derived through this sampling and observation program have been used to develop our opinions about the subsurface conditions at your site, However, because no exploration program can reveal totally what is in the subsurface, conditions between borings and between samples and at other times, may differ from conditions described in this report. The exploration we conduCted identified subsurface conditions only at those points where we took samples or observed groundwater conditions. Depending on the sampling methods and sampling frequency. every soil layer may not be observed. and some materials or layers which are present in the ground may not be noted on the boring logs, If conditions encountered during construction differ from those indicated by our borings, it may be necessary to alter our conclusions and recommendations, or to modify coDStruction procedures, and the cost of construction may be affected. The extent and detail of infoIDlation about the subsurface condition is directly related to the scope of the exploration. It should be understood. therefore, that information can be obtained by means of additional exploration. STANDARD OF CARE Our services for your project have been conducted to those standards considered nomal for services of this type at this time and location. Other than this. no warranty, either express or implied, is intended. CLOS~ To protect you. AET, and the public, we authorize use of opinions and recommendations in this report only by you and your project team for this specific project. Contact us if other uses are intended. Even though this report is not intended to provide sufficient information to accurately determine quantities and locations of particular materials, we recommend that your potential contractol'$ be advised of the repon availability. NOV 20 2002 17:26 FR AM ENG TST ST PAUL 651 659 1379 TO 94397521 P.10/16 AET #01-01455 - Page 9 of9 determine quantities and locations of particular materials, we recoII1Dlend that your potential contractors be advised of the report availability. If you have any questions regarding the work reported herein, or if we can be of further service to you, please do Dot hesitate to contact me at (651) 659-1305 or ivoyen@amengtesr.com. Report Prepared by: Report Reviewed by: Ki,..- 4J;;:O ~~.. Steven D. Koenes, PE Principal Engineer Jeffery K. Voyen, PE Vice President, Geotechnical Division MN Reg. #15928 Attachments; Figure 1 - Boring Location Log of Test Boring ExploratioolClassification Methods Boring Log Notes ClassifICation of Soils for Engineering Purposes General Terminology Notes 1I/.Jtjo2- ~. 9trJ ~ NOV 20 2002 17:26 FR AM ENG TST ST PAUL 651 659 1379 TO 94397521 P .11/16 d.c .eo ,/2 r ~~, L:'s:=::==\~ ~ ~ ,lg} !9:aJ :1:Ol : I;P I: i@. 3:~ ~~ e l:~ I . : , ~:i , !E~ I I : ,.........""...--.- C) IH1@Oa~h~JW <m ..~ 11II " -------- .:-:.:. ... I h.. ; ~ ....j II'. . .. ..... ... .,' ....J ,. ~ -........ Ii::: ...... ... ..:::..~....I .::. . .,: :.:':.:.:.:. :. :.:':.: .:.:. :-;- :.:.: .:': ':. :' :.:.:.: .: .; . ;.: .:.:.: .:.:. :.:. :.:.:.:.:.: .:. '.::::: :: ::::::: .:: :.:.:.:.: .:.:.:. ::.:.:.:. :.:. : .:.:.:':.: .:. :. : .:':.:. :.: -: '.:,:.: ':.: -:.:.:. :. :.;.:.:.:. ::: :::: :.:.; .:;:::::.:. :.:.:. :. :.: .:.:.:. :.:.: .:. :. :.:.: ::.. . . PROJECI' AMERICAN ENGINEERING TESTING, INC. SUBJECT SCALE nla Sign for Holiday Station Prior Lake, Minnesota Bo' Location DRAWN BY JKV \ ,..' il- l' I I 1 I \ i ! ." I I I I ........... I ........,j, ~ I \" I 1 \~ I ~ I l*, M \ , '-1 ...1 \,J ~ C" ~... (I..... .1 II ! I I, 1\ J ~ AET JOB NO. 01-01455 DATE November 20, 2002 CHECKED BY Figure 1 NOV 20 2002 17:27 FR AM ENG TST ST PAUL 651 659 1379 TO 94397521 P. 12/16 (1 AMERICAN ENGINEERING TESTING, INC. SUBSURFACE BORING LOG AET JOB NO: 01-01455 1...00 OF BORING NO. 1 (1). 1 of lL_____ Sign for Holiday Station - County Road 42 & Pike Lake Trail: Prior Lake. MN._____ .." ._. . ~ I ,"t. or -,' ,~.' .'-".'."." '" . D~ SURFACE ELEVATION: GEOLOGY N Me SAMPLE REC FIELD&LAB()R.AT~~~ FEET MATERIAL DESCRIPTION TYPE IN. we DEN LL I'L :'~';>-200 M' ...... '00 .. ..' . ..... ..- ....i. I PROJECT: I _ Fill, mostly sandy lean clay, a little gravel and lean clay. dark brown 9 M X SS 17 2 ,~- i- 9 M X SS 17 J-i J,..; 8 M X S5 8 16 3 - 4 - s - 6- 7 - Fill, mostly sandy lean clay, a little gravel and 8 - lean clay, brown, a little datk brown FILL J.. 6 M '/.. SS 14 17 9- ~ 4 M X SS 16 17 'fi b 5 M) SS IS 21 ~ 9 M X 55 16 16 \0 - 11 - 12 - 13 - 14 - IS - 16 - 17 - I;. 6 M ~ ss 14 \8 - 19 - J.1 b 7 M X SS y;; 18 20 - 21 - 22 - 23 - Sandy lean clay, a little grayel, brown, a little 24 - light gray mottled, firm to very stiff (CL) 25 - TILL 7 MX Ss - 16 M X SS 20 I 20 i 26 )!;ND OF BORING 0-141 3.25" HSA DATE TIME 11:30 11:40 W A 'fER LEVEL MEASUREMENTS SAMPLED CASING CAVE-IN DRn..LlNG WATER DEPTH DBPTH DEPTH FLUID LEVEL LEVEL 26.0 24.0 25.8 NOlie 26.0 None 10.2 None NOTE: RFI'l:':I~ 1'0 mE ATTACHI;)) SHEeTS foUR AN EXPLANi\TI()~1 01- TJ::K.MINOUJ(;'y' ON THIS 1.1)(, DEPTH: DRILLING METHOD 11/14101 11/14/02 COMPt...E'fED: 11114102 cc: SS CA: BL Rig; 1 R 2/99 NOV 20 2002 17:27 FR AM ENG TST ST PAUL 651 659 1379 TO 94397521 P. 13/16 EXPLORATION/CLASSIFICATION METHODS SAMPLING METHODS SpJit-Spoon Samples (SS) Standard peneuation (split-spoon) samples were collected in general accordance with ASTM:D1586- This method consists of driving a 2" 0.0. split barrel sampler into the in.situ soil with a 14Q-pound hammer dropped from a height of 30". The sampler is driven a total of 18" into the soil, After an initial set of 6" , the number of hammer blows 10 drive the sampler the tinal12" is known as the standard penet:ration resisWlce or N-value. Disturbed Samples (DS) Sample types described as "OS. on the boring lop are dismrbed samples, which are taken from me flights of thl: auger. Because the auger disD.1rbs the samples. possible soil layering and contact depths should be consider~t.1 approximate . Sampling Lhnitations . Unless acmally observed in a sample, contacts between soil layers are estimated based o~ the spacing of samples and the action of drilling tools. Cobbles, boulders. and other large objects generally cannOl be recovered from test boring!!. and they may be present in the ground even if they are not noted on the boring logs- CLASSIFICATlO~ METHODS Soil classifications shown on the boring logs are based on the Unified SoU Classification (USC) system. The use system is described in ASTM:D2487 and 02488. Where laboratory classification testS (sieve analysis or Atterberg Umits) have been performed. accurate classifications per ASTM:D2487 are possible. Otherwise, soil classitications shown on the! boring logs are visual~lIWlUa1 judgments. Charts are attaChed. which provide intormation 0[1 t.h~ use system, the descriptive terminology, and the symbols used on the boring logs. The boring 10lS include de$Criptions of apparent geology. The geologic depositional origin of each soil layer I!; interpreted primarily by observation of the soil samples, which can be limited. Observations of the surrounding topography, vegetation. and development can sometimes aid !his judgment. WATER LEVEL MEAmJRRMF.NTS The ground water level measurements are shown at the bottom of the boring logs, The tollowing information appears under "Water Level Measurementsn on the logs: . Date and Time of measurement . Sampled Depth: lowest dqnb of $l'.IiI sampling at the time of IJIQSUfC:meltt Casing Depth: depCh to botlJJm of casina or hQUQw-stcm lIIIgCt ar time of mWUll:mt.:1tt . Cave-in Depth: deptb at which measuring tape stops in Ihl: llortIJole . Water Level: depIh in ~ bordlolc: when: I'm: water Is elll:OUlllered . Drilling Fluid Level: same as WII'Cf Levi:l. cx=pt 1hat = liquid in the Ilorehole is drilling f1uili The true location of the water table at the boring locations may be different than the water levels measured in the boreholes. This is possible because there are several factors that can affect the water level measurements in the borehole. Some of these factors include: permeability of each soil layer in prof1le, presence of perched water. amount of time between water level readings, presence of drilling t1uid. weather conditions. and use of borehole casing, SAMPLE STORAGE Unless notified to do otherwise. we routinely retain representative samples of the soils recovered from the bOring5 for a period of 30 days. 01REP051(2/01) AMERICAN ENGINEERING TESTING, INC. NOV 20 2002 17:27 FR RM ENG T5T 5T PRUL 651 659 1379 TO 94397521 P. 14/16 BORING LOG NOTES DRILLING ANn SAMPLING SYMBOLS Symbol Detinition B,H.N: CA: CAS: CC: COT: DC: DM: OR: DS: FA: HA: HSA: LG: MC: N (BPF): NQ: PQ: RD: REC; REV: 55: SU TW: WASH: WH: WR: 94mm: y, V: Size of flush-joint casing Crew Assistant (initialS) Pipe casing, number indicates nominal diameter in inches Crew Chief (initials) Clean-out tube Drive casing; number indicares diameter in inches Drilling mud or ben10nite slurry Driller (initialS) Disturbed sample from aucer flights Flight auger: number indicates outside diameter in inches Hand auger; number indicates outside diameter HoUow srem auger; number indicates inside diameter in inches Field logger (initials) Column used to describe moisture condition of samples and for the ground water level symbols Standard penetration resistanCe (N-value) in blows per foot (see notes) NQ wireline core barrel PQ wireline core barrel Rowy dtilling with fluid and roller or drag bit In split-spoon (see noteS) and thin-walled tube sampling. the recovered length. (in inches) of sample. In rock coring. me lenglh of core recovered (expressed as percent of the total core run)- Zero indicates no sample recovered. Revert drilling fluid Standard split-spoon sampler (steel; 1%" is inside diameter; 2" outside diameter); unless indicated od1el:Wise Spin-up sample from hollow stem auger Thin-walled tube; numbef indic::ates inside cli~ in inches Sample of material obtained by screening returning rotary drilling tluid or by which has collected inside the borehole after n falling n through drilling lluid Sampler advanced by static weight of drill rod and 140-pound hammer Swpler adv;mced by static weight of drill rod 94 millimeter wireline core barrel Water level directly measured in boring Estimated water level based solely on sample appc:arance TEST SYMBOLS Symbol Definition CONS: DEN: DST: E: HYD: LL: LP: OC: PERM: PL: q,,: q.: Qu: R: RQD: SA: TRX: YSR: VSU: we: %-200: One-dimensional consolidation test Dry density, pef Direct shear test Pressuremeter t.4odulus, tsf Hydrometer analysis Liquid Limit. % Pressurememr Limit Pressure, tsf Organic Content, % Coeffi(:il!:nl of permeability (K) test; F - Field; L ~ Laboratory Plastic Limit, % Pocket Penetrometer strength. tsf (aOProximat~.1 Static cone bearing pressure. tsf Unconfined compressive strength. pst" Electrical Resistivity, ohm-cw Rock Quality Deliignator in percent (aggregate kngr.h of COTe pieces 4" or more in length as II ~rct:nL of total core run) Sieve analysis Triaxial compression te$[ Vane !5near suength, remoulded (field). pst' Vane shear strength, undisturbed (field), psf Water content. as percent of dry weight Percent of material fmctt than #200 sieve STAMlARD PENJrrRATlON TEST NOTES The sta.tldud penetration test consists of driving me samp I er with a 14D-pound hammer ami coUPling the number of blows applied in each of three 6" increments of penetration. If lhe samplt:[ is driven less than 1S" (usually in highly resistant mmJ,:ri~l), pennittcd in ASTM:DlS86. the blows for each complete 6" increment and for each plU1ial incremetll is on the boring log. For partial increments. the number of blows is shown to the nearest 0.1' below the slash, The length of samplt! recovered. 3$ shown on tht: "Rue" colwnn, may be greater than the distance indicated in tJl~ N colwnn. The disparity is because the N-value is recorctccl heio\V th~ initial 6" set (unless partial pl!nelration J':liIlL~t1 ill ASTM:D1586 is encountered) whereas the length of !ia.tTIplc recovered is for the entire sampler drive (which m;I.\' l:':tn extend more than 18")_ OlFLD012(05/02) AMERICAN ENGJNEERING TESTING. lNC, NOV 20 2002 17:28 FR RM ENG TST ST PRUL 651 659 1379 TO 94397521 CLASSIFICATION OF SOILS FOR ENGINEERING PURPOSES ASTM Designation: 02487 (Based on Unified Soil ClassificatIOn System) P.15/16 AMERICAN ENGINEERING TESTING, INC. Cltt8lia fer AISlgIIing Gn'ILlp SymboI8 and Group Names Using LaIloralQry Te&t&'" CoanIIHirainecl SoIls Gravels Clean G,....1s CU~" ancl1:$CcS:f More l\'WI 5OIl4lretain8d 011 More dIIn ~ c;oelW I.OM !hIIn 5'MI llnesi:l No. 200 Sitlle frK1ion ntl8ined on e"...4 ill'ldlol' 1>Cc>:JE No. ... siIYe Gravelll with Fines Fin" ctaaslfy as MI. (If MfoI More ItIen t~ linesC Fines c....lfy .. CL Of CH SandI CIHn Sands C~ IIInd lIS ccs:Ji !OIllI III' IIlOIB of 00lIl5Il I,.es& ltIan 5'Ml .1iJ fraoliOn pusH Ng. ell...6 and/or 1...ec""3f ... sieve Sands with Fine& PI"," clASSify as ML Of MH Mc;Q than 12'll1 ~ FIIl8i cl..ily lUI CL or eH Fin&GraillllCl Soils SlIts III1d Clays illOl9lll"ii: PI>7 ancI plolS 01\ Of IIIbcMI 5O'Ml Of lll(lre plIIIII8& 1M LIQUid Urnit 18&&:u.n 5D '"A" line" NO. 2llO silMr PI d or PlatS below "A" II"'" Of'9IImc LIQuid &mit . oven dried <0.75 Liqulcl llmil - IlDt dried SilS and Clays inorganic PI pIolfji an (If alloV1t "A" Mne l.iQuId limit SO (If n'IOl'fI PllIIolS below "A" line organic liQUid limit. _n dried CD.75 LiQuid limll . not dried I'IigIllY OfglllliQ 1IOIla Prilllllrily organlc mall9r. dark in colOr, ~ orglUlic odor "'Ba8ll ant'" ...-tll1IIUIn!I1l.. :!oil\. (75-mm) .... 811 n.ta ..",pIe __ CIIllbI.-llI" _-, Dr 1lalI1..;Mjd ''WtIll CCIilblft or _, IIf lJultJ" III gnlllP ....., eo........ wilft 5 Ie 1 5 ~_ ...... dliaI ~Ilels: Bw-GtfI WIIlogqdeCI grawI WIlh lilt . Gw.GC W8l~ gnMltlifl c:I8~ BP-GM pQCII'Iy gMd8lI gm&I .., $ill CI~ IlOOII\I ~ gnoveI - clay ~ williS 1Il12'MI n- ~ clu81 ~ SW.su ~d 118IIII wl1/I. sw.sc ~ -... clay SNlM _1\1 ".-cI 8nd _ lilt SI"oSC pgarIy gr.aecl MIIi . ~ (0:1 ~ - CI. /D," CC. 1)70' D., in IIClilllCNll8illl~'SlMl $iII1ll. IIId ''WiIn 5lRl" 10 IlfiIIIP _. Gn Ilnft ~ as C~-ML. ~ du8I aymDol GOGM. D' SCoSM. "I. fin. -1lfDI/IlC. 80d ""with lIlgiIlIC li_" 11;1 grtIUO name. ~I 'IO,iI1;OIlII~~ grwei, IIId "with gralHll" m gJlIIIlI llIIINI. SIEVE &N4Lnl$ I SC~EE_ -I~ I II I'll 110. I 1001 2 II', I \(, ". · ID iO -0 eo I'lO llf eo .... ... 50 ~ 010 a~ g ... )( ! I&l III 2 Ul 0.-.". <<l~ g 40 fllto Z f ... c ~ ~ !: XI ~oo ... lOW '" '" w 'j: II oj ... ~ 1ft ... !Q ,a :f 0( ao .J 0..-6.171 II.. o I I so 10 ~ I'&ItTICLE SIZE c..~.dn.- 01 CLS021 (SIOO) IDD I I I." 1.0 0.5 0.10 IN roclLLIWETERS Ce-~.GW.r-u SoIl CllISlIifi~liI),., Group Group l\l;)ml)Li SY'"bal GW Well gradec grllYIlr' GP Poorly graded ~ravo( G'-1 Silty gravel'.!;" GC Clayey !'.It:llWli".("~ SW WeU'lltllOll<I ~lifl\,!' SP POOrly j)II\dIilCl ~~nd' 8M SillY sanes" H" SC CIay8y sane"'"'' CL Lean cia!'./' AI Ml Silt" /., oW Ol. Organic clay"'-.... N Organic SII1~ ,.10./.0 eH Fa! cla~'.~.Lf '-11'1 Elastic slll.~L " 01'1 Organic Cigy" .J!' Organi(' sill~.I......, PT P~lIt 11 Al\8Itlerg Ilml\1l pIOl in hall:1led IIrea, ~l I~ . C;L.ML. IlIly ;I.y. ~ ICI~ IlllI'IIliolS 15 ICl ~ pillS NO. 200. ao~ '.wcth .an,j.' at "with II....,.. ~ do ptldCMIIlnanl. '11 ~ 0llIIIIiftI2:~ plu5I /IQ. 2(10, prllCla",rna~111 ~,'n~. . add "HIlIIY" lQ 10 gtaup name, . II" ~I eonIailll~3OIllr plllS No. 200. p,..ulm,nMltl\' 11....1, .. "gqdlly" 1lI11lVUP _. 1IIp1~4 _1IlCD 11I1 Dr -.- "A" Iina. 0"1"4 II'" plata _ .."''' Ii..... PPllllalll an Dr lII>lld "A" line, OPt ~_ beloW ....." .... .0 50 liD I.IQUID 1,.lWIT ILL) 71;1 eo 100 '.-110 to NOV 20 2002 17:28 FR AM ENG TST ST PAUL 651 659 1379 TO 94397521 P.16/16 GENERAL TERMINOLOGY NOTES FOR soa IDENTIFICATION AND DESCRIPTION GRAIN SJZE G'RA VEL PERCENTAGES Ism Particle Size ~ Percent Boulders Over 12" Cobbles 3" to 12" Gravel #4 sieve to 3" Sand 1200 to #4 sieve Fines (silt & clay) Pass #200 sieve CONSISTENCY OF PLASTIC SOILS ~ N-Vtiue. BPF A Little Gravel With Gravel Gravelly 3%-15% 15%w30% 30%-50% RELATIVE DENSITY OF NON-PLA$TIC SOILS Term N- Value. BPF Very Soft Soft Finn (Medium) Stiff Very Stiff liard less than 2 2-4 5-8 9-15 16-30 Greater than 30 Very Loose Loo.se Medium Dem;e Dense Very Dense O~ 5-10 11-30 31-50 Greater than 50 MOIS'1'VRE/FB.OST CONDmON (Me ColUlDll) LI\ YERlNG NOTES D (Dry): M (Moist): Absence of moisture. dusty. dry to touch. Damp, althougb free water not visible. Soil may still have a high water coment (over "optiDmm"). Laminations: Layers less thlUl ~ \I thick of differing material or color. W (WeTl Wa&erbetrinS): Lenses : Pockets or layers greater than 112" thick of differing material or color. P (frozen): Free water visible. Inrended to describe non-plastic solls. WaterbeariDg usually relates to sands aud sands with silt. Soil fro=n. FIBER. CONTENT OF PEAT ORGANlCIROOTS DESCRIPTION Fibric: Hemic: Sapric: Greater than 67% 33-67 % Less than 33 % Soils are described as organic, if soil is DOt peat and is judged to have sufficient organic fines content to influence the soii properties. Term Fiber Content (vi~ Estimate) With roots: Judged to have sufficient quantity of roots to mfi~e~esoilprop~. Trace roots: Small roots present, but not judi~d lO be in sufficient quantity to significantly affect soil MODerties. OlCLSOll (08/02) AMERICAN ENGINEERING TFSTING, 'INC. ** TOTAL PAGE. 16 ** DATE:J J 2..8 ( 0 t..( , - r To:J-\OL..1 Of\ l{ 5iA.Tio~s @ #fgo '752 - tD& Sc..o-n- W\E\ ~TeiG @ # toc:;t 431- 75:ZI @# NUMBER OF PAGES: 3 (including cover) FROM~IE. @or BU.'-L-D~~j ~~t-I FAX No.: 447 -4245 Notes From The Sender: 10 W ~ It 'fIAp....-y Co f'.) C~ J As tJU\E'O 0 ~ f.-PP{2.DIlE1J o~ ,ME <5 (~~ lAJ ~s b~ eo , .. t <f C....O~ 0 ell o~ 5 - TH~ U.B ,~. . AOM.I f-J" 'S"'"rnATIJ6 A.J.CrT-t-t1~(~ .. 5f1EC-I~L ,1::;5 IS) /uTPe;e.::rfDN:Jj AN 0 tJUbeo AS' ~TE72- 18 11497 S'~N .' ~ ~\ (cnus I f feA.5 E:" ~~L--L..-- '" P/..ANs ) ~ J6'~ <' N 90iL -srr~~ ALl 0 IAJ"S ~rt- \1-\ E \0 ~~;~f; 'DC1A-'" L-.5 IF '^. d . c.... 1-tJ\s Notice of Confidentiality The information transmitted with this facsimile is confidential and is intended only for the individual or entity designated above. If you have received this facsimile erroneously, please notify sender immediately and destroy the transmission. PLEASE CAL~i c= ALL PAGES. , AT Cj52.-L{'-{ 7 -'185" IF You Do NOT RECEIVE AN EOL:.'-\L ,~'.p!)UI{TLN1TY EMPLCYE:~ 1 )200 Eagle Creek Ave. S.L. ?Yior Lake. lvIinnesotCl"S::'372-1714 / Ph. 952-447-42:30 Fax952- 4'-1-7-4245 ..., .~ 0 S"' :=>' (""") :;0 ~ ' c: o -. g ~':;' I:Z: ::rtDoa.o,c ~S:@~ii~> <1> ~ 0.<1> l-i OJ W:;, _ e.~o-<Q~ 0 fir <1> 0 C-C ,:Z: g.c:!:o= a ~- ~ Ci1 5 I ~ en C/) < (,/) .... ~::rC'llI_ oiX~cc C) af15 <1> c- 3 !:z: :;, c.. <1> -. 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I !t 5'~ = :0 Z -f ~I > -go~rncn z m" r- !.N;'C:> ~m r- -.g!mrn 9 :::! :. S' III s:: Z ~ 3: 2:co=:::jo m ~ ~ i' -~ en CD Q. m . S, 0 0 CD ... :::l ~ CD CD . . a ~~ -r I I ~--J I I -Et7 -Et7 111 1 ::: c.n . . ~ co Cl... C ~ ~I~ ITl : (,/) :;011'T'l ~;-c ~:r .,> -I'-i :J:' I'T'l ~Io c;;!!:! -1:>- 3::;= :>oi I I (...j C7), en ; ~I r- , I -c ' ~; ITll + -Et7 '~ ~ b~ :;0- -.~ . '\S>.'\S>. ~5 ~c:i ~-=- ===l - :J:S!: ;;k. " :;oX (""")S!: o " :;00 Z-o ITlITl :;Oz en _ Z C") ';': ~.,...,~ ~ g'i g. J r :n -l \:. r -. III t ~ T?J _. i ~ i>iA i' - O. VI"t -i ~ ~ "1 ~ W~ t ~.t Vl --- ~ " :;0 C'5 5 ITl C7) F;:; " ~ -I :J: :;0 :;0 ~ ~ ITl ("') 0 0 z 0 ~ / I (( - ITl --. c.n ~ g.::::.- -l>;. F~~ ~ '-< < ::0 ~ - en ITl ITl 5 ~ ~ ~ ~ 8 ~ ~ ;d 0:;0 en ~ ~ ~ ~ co "x $ Q 0'> ~ ?l 1- ("')" F;:; 0 ITl .. "~ g:SSti 9..' Y.' ("') o z o c ===l 0> ........ ... n:> .0 p..- 1;6 o :z: -l I'T'l I rr'1 < i~ o : :z: i:5 :1'T'l i=E I ~ , r-- 7'-6" I I~ i I I I J -- o 0' -=- ..s ~ C'll .0 p:- -I en ~ X ~ X Vl 2:- 0> " ~~ x ~l; :;0 ~ C!J :>0 Z I d c.n ::0 0 (""") 0 ITl C") o ~ ~ ITl ~ OJ o en F;:; M ITl =E r- ~ ("') ~ ::0 \\ b: \\ ~ c...n " CENTER TO CENTER 8'-0. -- --- lD SIGN PRICE SIGN READER BOARD 7' -0. OPEN -- I 1997 UNIFORM BUILDING CODE EXCERPTS FROM CHAPTER 18 Chapter 18 is printed in its entirety in Volume 2 of the Uniform Building Code. Excerpts from Chapter 18 are reprinted herein. Excerpts from Chapter 18 FOUNDATIONS AND RETAINING WALLS Division I-GENERAL SECTION 1801 - SCOPE 1801.1 General. This chapter sets forth requirements for exca- vation and fills for any building or st"ructure and for foundations and retaining structures. Reference is made to Appendix Chapter 33 for requirements governing excavation, grading and earthwork construction, in- cluding fills and embankments. 1801.2 Standards of Quality. The standards listed below la- beled a "UBC Standard" are also listed in Chapter 35, Part II, and are part of this code. 1. Testing. 1.1 UBC Standard 18-1, Soils Classification 1.2 UBC Standard 18-2, Expansion Index Test SECTION 1802 - QUALITY AND DESIGN The quality and design of materials used structurally in excava- tions, footings and foundations shall conform to the requirements specified in Chapters 16, 19, 21, 22 and 23. Excavations and fills shall comply with Chapter 33. I Allowable bearing pressures, allowable stresses and design for- mulas provided in this chapter shall be used with the allowable stress design load combinations specified in Section 1612.3. moisture variation on soil-bearinl!. capacity, compressibilitY:,. liqu:faction and expansiveness. In Seismic Zones 3 and 4, when required by the building offi- cial, the potential for seismically induced soil liquefaction and soil instability shall be evaluated as described in Section 1804.5. EXCEPTIONS: 1. The building official may waive this evaluation upon receipt of written opinion of a qualified geotechnical engineer or geologist that liquefaction is not probable. 2. A detached. single-story dwelling of Group R, Division 3 Occu- pancy with or without attached garages. 3. Group U. Division 1 Occupancies. 4. Fences. ~ 1804.3 Reports. The soil classification and design-bearing ca- pacity shall be shown on the plans, unless the foundation con- forms to Table 18-1-e. The building official may require submission of a written report of the investigation, which shall in- clude, but need not be limited to, the following information: 1. A plot showing the location of all test borings and/or excava- tions. 2. Descriptions and classifications of the materials encoun- tered. 3. Elevation of the water tabk. if encountered. 4. Recommendations for foundation type and design criteria, including bearing capacity, provisions to mitigate the effects of expansive soils, provisions to mitigate the effects of liquefaction and soil strength, and the effects of adjacent loads. 5. Expected total and ditIerential settlement. SECTION 1803 - SOIL CLASSIFICATION- EXPANSIVE SOIL ~ 1804.4 Ex~an~ive Soils. When expansive soils are present, the Cuuildmg ot 1C1a may require that special provisions be made in 1803.1 General. For the purposes of this chapter, the definition the foundation design and construction to safeguard against dam- and c1a,ssification of soil materials for use in Table 18-I-A shall be age due to this expansiveness. The building official may require a accordmg to UBC Standard 18-1. special investigation and report to provide these design and con- struction criteria. 1803.2 Expansive Soil. When the expansive characteristics of a soil are to be determined, the procedures shall be in accordance with UBC Standard 18-2 and the soil shall be classified according to Table 18-1-8. Foundations for structures resting on soils with an expansion index greater than 20, as determined by UBC Standard 118-2, shall require special design consideration. If the soil expan- sion index varies with depth, the variation is to be included in the engineering analysis of the expansive soil effect upon the struc- ture. SECTION 1804 - FOUNDATION INVESTIGATION ~ t804.1 General. The classification of the soil at each building site shall be determined when required by the building official. The building official may require that this determination be made by an engineer or architect licensed by the state to practice as such. 1804.2 IJlvestigation. The classification shall be based on ob- servation ana any necessary tests of the materials disclosed by borings or excavations made in appropriate locations. Additional studies may be necessary to eYlUuate soil strength, the effect of * 1804.5 Liquefaction Potential and Soil Strength Loss. When required by Section 1804.2, the potential for soil liquefaction and soil strength loss during earthquakes shall be evaluated during the geotechnical investigation. The geotechnical report shall assess ... potential consequences of any liquefaction and soil strength loss, In ; including estimation of differential settlement, lateral movement :;: ~ or reduction in foundation soil-bearing capacity, and discuss miti- ~ gating measures. Such measures shall be given consideration in the design of the building and may include, but are not limited to, ground stabilization, selection of appropriate foundation type and depths, selection of appropriate structural systems to accommo- date anticipated displacements, or any combination of these mea- sures. The potential for liquefaction and soil strength loss shall be eva- luated for a site peak ground acceleration that, as a minimum, con- forms to the probability of exceedance specified in Section 1631.2. Peak ground acceleration may be determined based on a site-specific study taking into account soil amplification effects. In the absence of such a study, peak ground acceleration may be assumed equal to the seismic zone factor in Table 16-1. 1-169 ., DEPARTMENT OF BUILDING AND INSPECTION SITE ADDRESS TYPE OF WORK USE OF BUILDING I FINAL Call between 8:00 and 9:00 A.M. for all inspections FOR ALL INSPECTIONS (952) 447-9850 II'P!ltM aq lOU "ells UO!p!pspnf aLlllo saoueu!pJO JaLllO JO apoo S!L1l lO SUO!s!^oJd aLll laoueo JO aleIO!^ Ol AlPOLlme a^!6 Ol 6u!wnsaJd Sl!wJad 'uO!p!pspnf aLlllo aoueu!pJo JaLllo Aue lO JO apoo S!L1llo SUO!s!^oJd aLlllo Aue lO UO!leIO!^ Aue 'lO le^oJdde ue JO 'JolI!wJad e aq 01 panJISuoo aq IOU "ells SUO!lelndwoo pue SUO!leO!lpads 'sueld lO le^oJdde JO l!wJad e lO 6u!IUeJ6 JO aouenss! alUII :SluawwoO v(] l)()'OI :aleo ~ cJ'O :AS paMa!Aa8 pa!uaO SUO!IOaJJOO L11!M paldaooV' / paldaooV' :le pasodoJd S! L10!L1M Al!A!pe UO!lonJlSUOO JOl UO!leo!ldde l!WJad 6u!PI!nq aLll paMa!^aJ aAeLl SlUawl-JBdao 6u!UUeld pue '6upaaU!6u3 '6u!pl!ns aLll. 03^13038 NOll.V'OllddV' l.NV'OllddV' ,:jO 3V\1V'N .LSI1>103HO .LN3W.LI:Hfd3a NOI.LYOllddY llWI:I3d ~Nlalln8 6U!UUB/d - }fU!d 6u!JaaU!6u3 - AJeue::> 6u!pl!na - aJ!lfM Uluno.) '~"I 'ql JO "'U'.) 'U ..:c-._ W 3' -0" DIA. CONCRETE Of 7'—On DEPTH CONCRETE _ . - --- - -- — - - - — — --- — 20' -0" O A H. ---- -- --- ���/�\. \ , \ 11 " n n " n n le �>/��� z�/zee\ 4" CLEAR TYP. 6 5 –5 - - 3 –5 — 4 –0 – - - - 6 –8 —� 15 t0 4k - — 7' _ _T_ _ T— 7 U - - - - - - 154 W Z Ck: I / (5) #3 REBAR TIES ON 16%" CENTERS: N o LL , o V' m o w total ( 10) req'd . C = azoco (4) #6 VERTICAL REBAR x 6'- 10" LG. � a� a C.D a EQUALLY SPACED ON 28" CIRCLE: total (8) req'd. to,► 0 4k (5) #3 REBAR TIES ON 16%" CENTERS: total ( 10) req'd . TS 6" x 6" x 3/ 10" WALL ASTM A-500 GRADE B STEEL (4) #6 VERTICAL REBAR 4 6' - 10" LG. 3" X 5" REINFORCED HANDHOLE WITH COVER �, _On >0>/ EQUALLY SPACED ON 28 CIRCLE: total (8) req'd \ �- 3/4" RIGID ELECTRICAL CONDUIT FRONT : ELEVATION VIEW 3/4" RIGID ELECTRICAL CONDUIT �� / �-- 1 '-O" Cali Gopher Stag One Calf PLAN VIEW 15 before excavation QUANTITY OF CONCRETE: 1 .963 CU. YDS. EACH 11 " 454.0002 /2" -I - - - - - — -- -- - . — - - 48" -- - - -� CITY OF PRIOR LAKE BUILDING PERMIT PLAN REVIEW y ,c.¢ .¢. ( 1 ) 6Y" x �" OPENING 6" THREADED 1 " (SEE NOTE 4) INSPECTOR 6" DATE % `� Ad� PERMIT N0. WITH �" R ' CORNERS Eff ACCEPTED AS SUBMITTED – – ICL — ❑ ACCEPTED WITH CORRECTIONS- AS NOTED IF NOT ACCEPTED-CORRECT & RESUBMIT _ (4) 1Y" 0 HOLES ANCHOR BOLT DETAIL _ These comments are for your infomlaaon. All work shall be done . FOR 1 " 0 BOLTS in full compliance with all applicable building. & zoning code re- quirements including items not specifically noted in this review. — KEEP THIS PLAN SET ON SITE AT ALL TIES. R . /Gyro A 10/24/92 REIFASED FOR PERMITTING J. HOGAN BASE PLATE _DETAIL _ DATE °ETON MATERIAL: 1 " THICK ASTM A-36 STEEL PLATE ' REGISTERED 92 Robert — James & Associates , Inc . FOUNDATION DESIGN NOTES PROFESSIONAL 12255 West 187th Street, Mokena Illinois 60448-9737 - - - - - - - - — - -- - - - N ENGIN ER phone: 708-4794385 fax: 708-4794395 email: rja37@attbi.com 1 . Concrete shall have a minimum compressive strength of 2,500 PSI at 28 days. 8 ( �Tj 2. Reinforcing bars shall be ASTM A615 grade 60 steel . 5 ' x 8 ' Holiday StationStore ID Twin Pole 20 ' O . A . H . (0. Concrete footings were designed using a soil bearing force of 250 lbs./sq . ft. per foot Lateral. If this soil condition does not exist; 5vtls '� it is the Erector's responsibility to have a new base designed for the existing soil conditions by a Licensed Structural Engineer, Sin Jou- P�5 S MI D. MUNNS NE 10/24/02 s ° 721006 4. Anchor Bolts are to be manufactured according to AASHTO specification M314-90 grade 55. g, � FrLron -Fn ©c; � 62 ' � J. HOGAN °ATE10 24 02 NONE A i "sPcei-to ►J . �A�9 agpoK'T V M i F'r '