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structural calcs - store • wa1lace .1, FILE COPY TOWN OF QUEENSBURY BUILDING DEPARTMENT Based on our limited examination,compliance with our comments shall not be construed as indicating the plans and specifications are in full compliance with the Building Codes of New York State. WALMART REMODEL (STORE #4403) QUEENSBURY, NEW YORK PROJECT NO. 1812446.02 STRUCTURAL CALCULATIONS ADDENDUM #1 11"" cq ,�tipF Neryy�, g'�P �YLI IA,Q, OA fit' r- x L�"`A n c NEW YORK,-,LIERA ION WARNING STATEMENT: r �1, m IT IS A VIOLATION Of Ni-w YORE, NOFESSiOw ENE!,i: �_FRIN G AND LAND SURVEYING IAW,ARIICLI 145,SECTION,209 FOR ANY PENNSI11"N,UNLESS ACTING °6¢596-\ UNDER THE DIRECTION Of A LICENSED PROFESSIONA! ENGINEER OR LAND A� < ' SURVEYOR,TO ALTER AN Iif/A IN ANY WAY WITHOUT.AFFIXING TO THE ITEM HIS \ ,S 11' _ SEAL AND THE NOTIRCAIION'ALTERED 13"" FOLLOWE l Ut•A SIGNATURE,DATE Of - SUCH ALTERATION,AND SPECIFIC DESCRIPIiCN UI 0*ALTERATION. THOMAS W. WALLACE, P.E. ENGINEER OF RECORD Wallace Engineering Structural Consultants,Inc. 123 North Martin Luther King Jr.Boulevarc Tulsa,Oklahoma 74103 918,584,5858,800.364.5858 ewvw.wallacesc.com wallace 2 moor CODE CHECK DATE: 8/14/18 TO: Town of Queensbury Buildings and Code Department 742 Bay Rd. Queensbury,NY 12804 PHONE: 518.761.8256 FAX: ATTN: John O'Brien EMAIL: PROJECT:# Walmart Remodel(Store #4403)--Queensburv. New York BY: PHONE X VISIT OTHER TIME: 3:10pm CST ITEMDESCRIPTION RESPONSE_._.-_._._._.._......_._..__............_..._.__.._........._._..................._.__....._............. 1.GOVERNING CODE A. Local Building Code: 2015 New York State Uniform Fire B. Local Amendments: 2015 IBC C. Do State Building Code Requirements Differ? D. Structural Observations Required? E. Special Inspections Final Report Required fnr C".arPiPir:-is:nt iruaru.vO 2.ROOF LIVE LOAD A. Minimum Roof Live Load: 20 psf 3.SNOW LOAD A. Ground Snow Load,Pg: 50 psf 13. Can the roof snow be reduced below Pg as allowed by code?: Yes 4.WIND LOAD A. Design Wind Speed: 115 mph B. Risk Category I I 5.SEISMIC LOAD A. Mapped Spectral Response Acceleration,Ss: 23.0% (short period,0.2s) B. Mapped Spectral Response Acceleration, Si: 8.1% (long period, 1.Os) 6.FROST DEPTH A. Minimum Bearing Depth: 55 in. REMARKS: Updated information from 2014 code check to newest NY building code. Frost Depth=55in per 2004 Expansion General Notes Please notify the undersigned if the above information is incorrect or incomplete. FROM: Beth Ferris, P.E. Wallace Engineering CC: Structural Consultants,Inc. 123 North Martin Luther King Jr,Boulevard Tulsa,Oklahoma 74103 918.584,5858,800,364,5858 www.wallacesc.cam A This is a beta release of the new ATC Hazards by Location websife.Please contact us with feedback. arC Hazards by Location . . .. ._ . . .. . Search Information Address: walmart store#4403 Coordinates: 43.31985900000001,-73.61222620000001 Timestamp: 2018-11-28T21:30:12.829Z Hazard Type: Wind Map Results .. • , w• F,7iqFwiiat;ZEV-VWAITgg4iXrMijtKTilik4kHit!gitV,Rn.giall'i,.gggte".. Peterborough' • . •O'•Agz.tg(g`a,,•'5•AIA.,P,A41"-Y10e*Vit•z44-te•Rj:;•,,,M4.;-,1•01.ieR•0,4FT,07,441rald*WAViOr.40‘.4kraztre,.' . ' K1119$10."."7.043;k4g.s .N,Or.h.M1.1f*Agik&e/WWW,Wegnalt.totrA4grodik. tv.,,,:mwowtoy,- - re:Dr:A1e- : •9• "-1,44..%,F41.40:4X1:,,arAtrapTr„,„%fitZtMe•*0•Watielp,.44,:t4f44;44a;.gralt''- ITIT-'3 . 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Iq'iV.LAV'a,,,''''Vt,fIVVrt'"4';7'tkVO.V;rOP''V.V.VaiOY:P.f,V1.gA:7.glt\kfi,'',Y,?l',;.0" — ..,...-, • lativraik.4.437;v,wont4..gpt,.14.,:i.,g4I4.10-V.,...A:' ,,,,,,,,14: 1I ,3;•Eyg.f4,itlte,'„,mgo.,tezVar;,;.T,7 1;...,t,7,-T,,,,,AW,,,,,y±,:*.el:Ay.r.PNVA.W4,4 ;t0..f44 li;''T.P."..W0gAl Irilbg-,;'•-i'Ma:4Ntf'i,''' •' ' tg' ..0-AUMIVkZi.!,: V.Itt,q4 %.'..q,414,',4;',V.10,,,g).M:An:%,,,..V,WhIA',..4,:-. ,,QP,AV,.V.'11,.;`,?:10.0,,,,''.i.U1&.,: ti:rr'il,'" ;14,-4,...t4..6.;;'`.:',4,1at:f.'4%{&%,,,OWtj..r,„,ai".1.,4.44%,W*-..','.,,,',...,.:,t t Q p-1-•T,,,, • , .,, ,D•i,,,,,Ak'=•!siii-At.,.=4::4-:'-viw*-,;--ayr.o,,,,vop*,4:•ii,i,A0. ,i,•,%-cigi-,;4.0.,04.N.,,,-,0..stpi,; 1V.;,WIP'',';1,•cntizifg.''.al.'a,,qz,M101;14e013iN'1'3WM.V,Ft=11:4'.10.4EA'40.040 1.!-'•'' 0 • . ft,nAiNgf,111i,'91..ellnli,,,,i,,,,:,)**A•411EktWZ'AT'14'2',4'*r‘: 4'd''°A"4g.C2S'''.47,q161V-ViATLAIr3,1 . Mep Peporca rnnp error. ram"''',-/Miqq--W6'AIT-Pnit4tilM,',"'ttirtiffA'gVA*P-igkr*Skr*fi '... i:e-.,,,rrei•-Am,,Z.,4KNiVag:',..fAcg,-, ,,,; :m.,epTc,eu.i.:d.,re..-z.,.„,e..,:..•;,,,e•-...-••-•q....,,,,.....,-,, , Text Results ASCE 7-16 . • MRI 10-Year - • • . . . 74 mph MRI 25-Year 81 mph . 85 mph . .. . .. ...... . . • - - MRI 50-Year .. • • • - MRI 100-Year 92 mph .. . • 101 mph Risk Category! . . . • . .. - • . Risk Category II . 109 mph .. Risk Category lit .. ..... . ... . . . ... . . • - - - 117 mph . Risk Category IV . 122 iv!,• ASCE 7-10 MRI 10-Year 76 mph • •• • •• .... MRI 25-Year • • - 84 mph • - • • . MRI 50-Year 90 mph . . . • . . • • • .. . - •• • MRI 100-Year 96 mph -• • .. • .... . ... .... .. .. .. . Risk Category I • 105 mph • • • Risk Category II . • - . 115 mph . Risk Category III-IV . . 120 mph A.S.c.E_.Z.7.0.5. ASCE 7-05 Wind Speed . . . 90 mph 71 . nel AlflT . 1,,,al ., leIhe .. 1wC .1112iIrl5o,nrtric,eirirsnlie,,nrnnr.v•c• , A Thiti,is a beta release of the new ATC Hazards by Location website. Please contact tact us with feedback. LITC Hazards by Location . . I Search Information Address: warmed store#4403 Coordinates: 43.31985900000001,-73.61222620000001 Timestamp: 2018-11-28T21:31:05.228Z Hazard Type: Snow Map Results , peterborough i s a. 1 ER Nil E N": i;::nu:xc"( a. Kingston '' Mc, Belleville • o -'t' j11� ° .1Y - "t r" ity r pri+lc E;Ivr;lrrl f. Wsteitorrn l,i07j C,Ao1J / -. • White r { 1 < 7 Mountain Portland `E'ith t7rr'as r,'± J 332 ft National For oat t, . ,Y. 1 Rochester 4fo"" QConcord " Syracuse • pm4 : Green / o - : z"- • Mountain Manchester ,oBuffalo"" it .. • hi °.34J•"1' Natrona(Forest tilt°rw Albany . ithca t• li . "} � ': i P. So.t le o ,. ,, Boston Map Report A rat-vet-rot Text Results ASCE._7-16 I Ground Snow Load . .. . . . .. . . . .. . . . .. . ... . ;}, 50 Ibisgft .,,<,:r::,,..,r.1.,,.=t;,.,uil -, ee. ,::::., ....,z .,,,;.. .. `.. �,": a,:,.. .a.i;i;:%:i .. _ ... ..._;!"i`.;1 ..... .., i1s... ._....�.(?''a.:r`.rzi,ii..its<;i':. 7(.0.:.... ASCE,7-10, Ground Snow Load 50 lb/soft iorn:( C j .mow:OSi(; :iefi snt,ary ion..:3 C..- e: tC : r n niovnti;), 700( ot, .. , ,2;11( :t;?i i<t; "�:{ve.£:ikir il!aii :.: �3 ':j ;Y: ASGE.7-4.5. Ground Snow Load . . . . .... . ...... .. ... . ....... .._ . ... . . . . . . ,On 50 Iblsyft i i ,. .,tali.: :11';t';r<tY;:,..,,... ;;:,ii." .<,:iW¢(;&:i y l:;:ilif::.al 332!.,;i of).: r, :..„ ..."i,>,.ls',11'.,'of MO..,. .. The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer. While the information presented on this website is believed to be correct,ATC and its sponsors and contributors assume no responsibility or liability for Its accuracy.The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy,suitability and applicability by engineers or other licensed professionals.ATC does not intend that the use of this information replace the sound judgment of such competent professionals,having experience and knowledge In the field of practice,nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website.Users of the information from this website assume all liability arising from such use,Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location In the report, I A This is e beta reli:ape of the now Arc:Hazards by Location websita.Pivase contact 43'sith tegciback it arc Hazards by Location 11 Search Information I Address: walmart store#4403 fi Coordinates: 43.31985900000001,-73.61222620000001 Timestamp: 2018-11-28T21:31:51.132Z Hazard Type: Seismic ICI Reference Document: IBC-2015 Risk Category: II Site Class: D Report Title: 4403 Dueensbury,NY Map Results t+eteEuaraugh ; • ij L-.R b.i D Id'r. -. ;,G�r,;;Hingsion.. Hulleclife u ' n l /" .tut r P:a:ra l;:a+n,•E ` 5'Jst::nr::mi 1 )J_j; .. White Mountain ' �_ll. Cjf Natiorot Rost P4and __.,., :-,ram,- f1 A e,I i ::tf 2 R is Rochester -rianpd o;;ond ; .. 6'(‘ Syracuse- . G:ic^.a: Sr en • .+:or t Muurilaht Mncca'.esw ayuffalo - NEW :`t3 fi t! Nauotp!Forsct - _:mvca o MBA<SACIIUSETTE. • I';�0. I' Boston - .Map.:aenaramup(we I MCER Horizontal Response Spectrum Design Horizontal Response Spectrum Sale) Se(g) i 0.30 1` 0.20 0.15 i :: _ 0.10 1 0.00 ------_ 0.00 ! 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 Period(s) 0.0 1.0 2.0 3.0 4.0 5 0 6.0 7.0 Period(s) Text Results Basic Parameters Name Value Description Ss 0.23 MCER ground motion(perlodo0.2s) I Si 0.081 MCER ground motion(periodo1.0s) Skits 0.388 Site-modified spectral acceleration value I Skit 0.194 Site-modified spectral acceleration value i SOS 0.245 Numeric seismic design value at 0.2s SA i Sol 0.129 Numeric seismic design value al 1.0s SA 1 Additional Information Name Value Description SDC B Seismic design category 1 Fa 1.6 Site amplification factor at 0.2s Fv 2.4 Site amplification factor at 1.0s I PGA 0.115 MCE0 peak ground acceleration . FpGA 1.569 Site amplification factor at PGA 1 PGAM 0.181 Site modified peak ground acceleration TL 6 Long-period transition period(s) I SORT 0,23 Probabilistic risk-targeted ground motion(0.2s) i SsUH 0.253 Factored uniform-hazard spectral acceleration(2%probability of exceedance in 50 years) SsD 1.5 Factored deterministic acceleration value(0.2s) S1 RT 0.081 Probabilistic risk-targeted ground motion(1.0s) { S1 UH 0.09 Factored uniform-hazard spectral acceleration(2%probability of exceedance in 50 years) B1D 0.6 Factored deterministic acceleration value(1.05) f PGAd 0.6 Factored deterministic acceleration value(PGA) 1. t WALLACE DESIGN PROGRAM ____ ------- - --- - ---- - -- - Revised:4/12/17-DEW Author.Katie Faulkner Date 6/4/2019 Sheet No. of -Project Queensbury,NY Subject OGP column foundation -- POLE FOUNDATION DESIGN IBU,eriapter 18 `NOTE`each canopy manuf specifies service or unfactored reactions. Engineer must verify if.6W factor has been applied. 1.Input Design parameters: IBC(2012/2105-Unfactored (UNO by manuf.),2009-ServicrSERVIC P M V Loads Dead Load,D= r;t,'4,760ilbs 9,300:ft-lbs _. ,.. 0 lbs • Live Load,Lr= 2 270 lbs 8 530=ft-lbs 0 lbs Snow Load,S= ;:17s300;Ibs ,-62;800'ft-Ibs 0 lbs Wind Load,W= .4i90Q!Ibs 1241Q0 ft-lbs 1900 lbs Seismic Load,E_ ":0ilbs - 0'ft-lbs : -0 lbs \i h,height of light pole= • 95,OOft Allowable soil bearing(net)= ;.600000 psf Soil class(1-5)= • 11 Table 1806.2 Is foundation round or square? ;i (R or 5) 2 Is pole constrained? NSection1807.3.2 2.0 Lateral bearing pressure increase? .: 'Y Section 1806.3.4 R Try: d,depth of embedment= 1167 ft b,width of post or footing= 3.00 ft H,height above ground= 0:00l ft # 2.Loads Pa,combined gravity= 22,050 lbs D+S Pa,net uplift= 2,050 lbs 0.6D+W Va,maximum lateral= 1,900 lbs D+W Ma,maximum moment= 72,100 ft-lbs D+S h effective=H+h= 15.00 ft 3.Calculations Bearing Ab,end bearing area= 7.07 sq ft Allowable load= 424,115 lbs OK Uplift Weight of footing= 12,374 lbs OK Lateral Nonconstrained(Section 1807.3.2.1) So= 200 psf(Table 1806.2) S1=So*d/3= 778 plf V=Max(Va,Mal heft)= 4,807 lbs A=2.34*V/(S1*b)= 4.82 ft` d=0.5*A*(1+sgrt(1+(4.36*hen/A)))= 11.61 ft(Eq.18-1) Constrained(Section 1807.3.2.2) S3=So*d= 2,334 plf d=sgrt(4.25*V*hen/(S3*b))= 6.62 ft(Eq.18-2) d=sgrt(4.25*Mg/(S3*b))= 6.62 ft(Eq.18-2) Total Volume 82.49 ft" Use a 3'-0"dia.x 11'-8"deep foundation with(7)-#8 vertical and#3 ties at 16"o.c. WALLACE DESIGN PROGRAM ---.--- ------ - Revised:5/1/13 by Aaron Lewis Author:Barbara Stuart Date 6/4/2019 Sheet No. of - Project Queensbury,NY Subject OGP Canopy Foundation_____. --_ MOMENT FOOTINGS ACI 318-08 1.Input P,Axial M,Moment V,Shear P kips ft-kips kips Dead Load,D= 4 76 9:30 0 Qb; Floor Live Load,L= 0 QO 000 0.00! Roof Live Load,Lr= 2,27. 553 0 Q0 M Roof Snow Loads,S= 17.30 s 62.80 0 D0 j Wind/Seismic,wit 0E 4 90 20.17 317i Wind or Seismic controls? 1P(W or 1.0E V Multiplier for floor live loads,f1= •0 5(.5 or 1.0) (IBC 1605.2.1) ) I LP t { Multiplier for snow loads,f2= ' 0.7I(.2 or.7) (IBC 1605.2.1) Allowable soil bearing= 600D0 psf h rx Wp d Net or Max= °=N;N or M Allow 1/3 increase? N y or n(for soil) •• Soil weight= 120 pcf Soil depth,d= 1;17 ft • Slab thickness,t= 6• 00;in Pilaster/column height,h= 3.00,ft •�`"°I{!;% +�d "(4' Pilaster/column length, 2 831 ft f5q 9 Lp= Pilaster/column width,Wp= 2i83;ft • Qmax Concrete strength,fc= 3000!psi Rv Steel strength,Fy= t>0000,psi a Try: L(x Vt) Length,L= ;7:00:ft Width,W= ? •P0 ft Thickness,T= 2.00;ft Loading Diagram 2.Overturning P total=P+Wf+Ws= 12.69 kips (.6D+W controls) M overturning= 41,58 ft-kips M resisting= 44.43 ft-kips Safety Factor=Mr/Mo= 1.07 >1.0 O.K. Ptop 3.Soil Bearing 2" Stop Rv=P total= 12.69 kips(.6D+W controls) e=Mo/Rv= 3.28 ft a=U2-e= 0.22 ft Q max= 5.39 ksf 3" -3"CLR. " Pbot Q max(net)= 5.16 <60 ksf O.K. Sbot 4.Reinforcing Reinforcing Diagram Bottom Steel(Primary) Mu(face of pilaster)= 52.76 ft-kips(1.2D+1.6Lr/S+(flL or.8W)controls) rho= .00180 As required(primary-Pbot)= 3.63 in` Bars required(primary-Pbot)= 747 Bottom Steel(Secondary) Mu(face of pilaster)= 40.35 ft-kips(.9D+1.6W controls) rho= .00180 As required(secondary-Pbot)= 3.63 in' Bars required(secondary-Sbot)= 7-#7 Top Steel(Primary) Mu(face of pilaster)= 8.04 ft-kips(1.2D+1.6Lr/S+(f1 L or.8W)controls) (IMn(plain concrete)= 92.78 ft-kips rho= .00000 As required(primary-Plop)= 0.00 in' Bars required(primary-Ptop)= 740 No top steel required Top Steel(Secondary) Mu(face of pilaster)= 8.04 ft-kips(1.2D+1.6Lr/S+(fl L or.8W)controls) (Mn(plain concrete)= 92.78 ft-kips rho= .00000 As required(secondary-Ptop)= 0.00 in' Bars required(secondary-Stop)= 7-#0 No top steel required 5.Shear • Punching Shear Vu,shear on one end= 28.69 kips(1.2D+1.6Lr/S+(f1L or.8W)controls) aVc,allow.shear= 171.30 kips>28.69 kips O.K. Vu,shear on entire footing= 77.32 kips(.9D+1.6W controls) oVc,allow.shear= 685.18 kips>77.32 kips O.K. Beam Shear Vu,shear= 12.68 kips(1.2D+1.6Lr/S+(fl L or.8W)controls) eVc,allow.shear= 134.58 kips>12.68 kips O.K. Use 7'-0"x 7'-0"x 2'-0"footing with 747 primary reinf.and 7-#7 secondary reinf.bottom and no top bars required WALLACE DESIGN PROGRAM _._. Revised:5/1/13 by Aaron Lewis Author.Barbara Stuart Date 6/4/2019 Sheet No. of Project Queensbury,NY Subject OGP Canopy Foundation MOMENT FOOTINGS-SUMMARY OF LOAD CASES ACI 316-OS D+,75L D+.75W+ Loan eases for Soil meek u u+L/Lqs +.15075 U+Vv ./SL+./5Lr/S .UU+vV flue 16U5.3.1) Overturning P total(kips)= 29.32 46.62 42.30 24.42 38.62 12.69 Mo(ft-kips)= 9.30 72.10 56.40 45.30 83.40 41.58 Mr(ft-kips)= 102.63 163.18 148.04 85.48 135.18 44.43 F.S.=Mr/Mo= 11.03 2.26 2.62 1.89 1,62 1.07 F.S.>1.5 O.K. F.S.>1.F.S.>1.5 O.K.F.S.>1.5 O.K.F.S.>1.5 O.K.F.S.>1.0 O.K. Soil Bearing Rv=P total(kips)= 29.32 46.62 42.30 24.42 38.62 12.69 e=Mo/Rv= 0.32 1.55 1.33 1.85 2.16 3.28 a=1J2-e= 3.18 1.95 2.17 1.65 1.34 0.22 Q max(ksf)= 0.76 2.27 1.86 1.41 2.74 5.39 Q min(ksf)= 0.44 0.00 0.00 0.00 0.00 0,00 Q max(kst)= 0.38 1.89 1.48 1.03 2.36 5.16 Q allowable(ksf)= 60.00 60.00 60.00 60.00 60.D0 60.00 Q max<Q allowable O.K. 1.2D+1.6L 1.2D+1.6Lr/S 1.2D+1.6W+ Load eases for Concrete Design 1.41) +.SLr/S +(t1L Or.6VV) 11L+.5Lr/5 1.00+1.0W (ICU 10U5.2.1) Primary Reinforcing(bottom layer) Pu(kips)= 41.05 43.84 62.87 36.00 21.48 Mu(ft-kips)= 13.02 42.56 140.44 100.16 66.90 e=Mu/Pu= 0.32 0.97 2.23 2.78 3.11 a=02-e= 3.18 2.53 1.27 0.72 0.39 Qu max(ksf)= 1.07 1.64 4.73 4.78 5.30 Qu min(kst)= 0,61 0.15 0.00 0.00 0.00 dist.to face of pilaster(ft)= 2.09 2.09 2.09 2.09 2.09 (ACI 15.4.2) Qu face of pilaster(ksf)= 0,93 1.20 2.13 0.15 0.00 Mu face of pilaster(ft-kips)= 9.49 16.66 52.76 43.20 29.80 Rn(psi)= 3.96 6.95 22.02 18.03 12.44 rho,„= .UUVU7 .00012 .00037 .0003U .00021 rhoemp= .00180 .00180 .0018U .UU16U .1)1/160 (NCI 1U.5.4,HCI/.11 rhomm= .00009 .00015 .00049 .00040 .00028 (ACI 10.5) rhomnsion controlled= .01356 .01356 .01356 .01356 .01356 (ACI 10.3.4,10.2.7.3) rho= .00180 .00180 .00180 .00180 .00180 Use 7-#7 at 12"O.C.bottom Secondary Reinforcing(bottom layer) Qu max(ksf)= 1.07 1.64 4.73 4.78 5.30 Qu min(ksf)= 0.61 0.15 0.00 0.00 0.00 dist.to face of pilaster(ft)= 2.09 2.09 2.09 2.09 2.09 (ACI 15.4.2) Qu face of pilaster(ksf)= 0.84 0.89 2.36 2.39 2.65 Mu face of pilaster(ft-kips)= 12.75 13.61 35.98 36.35 40.35 Rn(psi)= 5.32 5.68 15.02 15.17 16.84 rho,oq= .00009 .00009 .00025 .00025 .00026 rn0>,,>= .Uu16U .UU16U .00180 .00111U .00160 (AC110.5.4,ACI/.1e 8110m5= .00012 .00013 .00033 .00034 .00037 (ACI 10.5) rho>nsion cono-onad= .01356 .01356 .01356 .01356 .01356 (AGI 10.3.4,10.2.7.3) rho= .00180 .00180 .00180 .00180 .00180 Use 7-#7 at 12"U.C.bottom Primary Reinforcing(top layer) Qu(ksf)= .00 .00 ,53 .53 .44 Mu(ft-kips)= .00 .00 8.04 8.04 6.70 pin(plain concrete)= 92.78 92.78 92.78 92.78 92.78 i1 Rn(psi)= 0.00 0,00 3.04 3.04 2.53 rnO,oq= .00000 .u000U .00000 .000uu .000UU rhoismp= .000OU .000UU .U0u0u .00000 .000UU rhomm= .00000 .00000 .00000 .00000 .00000 rho= .00000 .00000 .00000 .00000 .00000 Use 740 at 12"O.C.top Secondary Reinforcing(top layer) Qu(ksf)= .00 .00 .53 .53 .44 Mu(ft-kips)= .00 .00 8.04 8.04 6.70 fiMn(plain concrete)= 92.78 92.78 92.78 92.78 92.78 Rn(psi)= 0.00 0.00 3.04 3.04 2.53 mo,oq= .0000u .0000u .000UU .000U0 .000UU rholomp= .000UU .0000u .000UU .000UU .0000u j momin= .00000 .00000 .00000 .00000 .00000 rho= .00000 .00000 .00000 .00000 .00000 I Use 7-#0 at 12"O.C.top i I WALLACE DESIGN PROGRAM _ Revised.'5/1/13 by Aaron Lewis Author:Barbara Stuart Date 6/4/2019 Sheet No. of Project Queensbury,NY Subject OOP Canopy Foundation MOMENT FOOTINGS-SUMMARY OF LOAD CASES - - HCt 318-013 - - - Punching Shear Punching at one end-see diagram at right dist.from edge to d/2 from face(ft)= 1.27 1.27 1.27 1.27 1.27 I (ACI 1! Qu(at d/2 from face)(ksf)= 0.98 1.37 3.14 1.95 0.00 I 2' 1 5 dist.from edge to 3d/2 from face(ft)= 0.00 0.00 0.00 0.00 0.00 I j Qu(at 3d/2 from face)(ksf)= 1.07 1.64 4.73 4.78 5.30 I 2 Vu(along 1234)(kips)= 7.46 10.96 28.69 24.53 19.33 Vu(along 1456)(kips)= 0.00 0.00 0.00 0.00 0.00 Vu(total 123456)(kips)= 7.46 10.96 28.69 24.53 19.33 i OVc,allow.shear(2-way)= 171.30 171.30 171.30 171.30 171.30 \ ACI 1 Punching on entire footing Qu(avg.)(ksf)= 0.84 0.89 2.36 2.39 2.65 I 4 6 Vu(kips)= 24.42 26.08 68.93 69.65 77." aVc,allow.shear(2-way)= 685.18 685.18 685.18 685.18 665 d/2 I d (ACI 1' Vu<BVc O.K. Refer to"Foundation Engineering"by Peck Beam Shear Hanson,and Thombt Vu(along 2'3')(kips)= 3.30 4.84 12.68 10.84 8.54 (page 388)for explar BVc,allow.shear(1-way)= 134.58 134.58 134.58 134.58 134.58 of procedure (ACI 1 Vu<0Vc O.K. Check for development of reinforcement(bottom steel only) Primary Secondary Clear Cover(bottom&side)_ 3;0Q''"- -:3;00'- Center-to-center bar spacing= 12.92 ' ' 12.9-2 cb= 3.25 3.25 (ACI 2.1) Ktr(conservative)_ ,._,9.00'.--,.;-.- -i,ot00': - (ACI 12.2.3) bar size= 7.00 7.00 (cb+Ktr)/db<=2.5 2.50 2.50 (ACI 12.2.3) Wt= .•,:-,1;0:: s; .:: 1,4:;..'.: (ACI 12.2.3.a) Lye= 1:02-;; '.1.0_'-;.--. (ACI 12.2.3.b) tyt ye= 1.0 1.0 tps= 1 1 (ACI 12.2.3.c) 1,_ -...1.0-. :i-,`;1.O,. '.:'-: (ACI 12.2.3.d) Id(In)= 28:76 ' '28.16 • • (ACI 12.2.1) Adjustment Factor= 0.20 0.16 Adjusted Id(in)= 5.69 4.50 dist.to face of pilaster(in)= 22.02 22.02 Primary: Since Id<dist.To face of pilaster O.K. Secondary:Since Id<dist.To face of pilaster O.K.