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V 0, • uc`•-t..! (.4'4'. t..^46 aS ..L. Lt,I tAlt • A LS.," i.... ny .. e. Z.tts„I t• •• " t t ts t 1.4,1„ . - „ „.*) .C... /,- • , " a 5 ' 0 1 9 ..., 0 •• I C3 tv.) cil tci ex-• -- ..1• tAt ,.... •.a ,..-,•,.• cc 4 ...A: :" i -. t ..„c. kl. .7 . . ...,,,li .4, • - - ft. .. • ( ,a) , P I 11 C 4 , . rr - -r* *4 . ' 0 4 I .g -C 4 *I,r,,) U • I ( Project: Rutkin ES No: 2018017.00 Page: e a t e n a :w o ...,. Subject:3/S501 By. DAA Date:q/15/20 Spread Footing Design Square Column: Column Location: FOOTING D-(GRID A.5 biw 5x&6x) Base size L 24 in (Conc col dim or equivalent:midway btwn face of steel col &base plate) Concrete Strength: Min Footing Size: Punching Shear: ACI 1 1.1 1.1.2 f' = 4000 psi Area= 19 ft2 bo= 128.3 in OVa= 196.2 k Loads: Trial Size: V„= 115.2 k OK Service Loads: t= 12 in PDT= 30.0 k b1 = 72 in Beam Shear: ACI 15.5.2 Per= 27.0 k b2= 48 in 4Va= 55.07 k PEQ= 0.0 k Aprov= 24 ft2 V„= 6.497 k OK PTOT= 57.0 k Trial Bars: Beam Moments: ACI 15.4.2 Factored Loads (20121BC/AC1318-1 1): Size (#) = 5 OM = 65.58 Load Case 1: 1.4D # of bars = 6 M„= 14.4 ft-k P„= 42.0 k Ast= 1.86 in2 p= 0.0032 Min. Flexural Reinforcement: Load Case 2: 1.2D+ 1.6L P= 0.85 Amtr,= 1.935 in2 P„= 79.2 k Pb= 0.02851 Reinforcement 1/3>A,p,,: 0.75pb= 0.02138 Ai/3= 0.544 in2 Load Case 3: 1.2D + 1.0E+0.5L Min.Temp Reinforcement: P„= 49.5 k d = 8.0625 in ATEMP= 1.555 in2 (Controlling Load Case 2) a = 0.46 in Reinforcement Provided: Apr„= 1.86 in2 OK Bottom o Design P„= 79.2 k Design q„= 3.3 ksf Design Using + °`E9 Soil Bearing Pressure: goiiow= i*IKLA s psf Footing Size and Reinforcement: qEO= ;, 4. psf(=1.33goi1ow) Use: 6.0 ft x 4.0 ff x 12 in. with 6 # 5 each way Design Notes: -I RANSVERSH Concrete cover=3" DIRECTION Punching shear Va based on 4xsgrf(f'o) Punching shear IN located'd/2'from face of column or equivalent (may be conservative for steel col) Beam moment calculated at face of colur Beam shear calculated at'd'from point of critical section for beam moment t6'-0" 'I \ IIIIIIIIIIIII o 1111.1111111 71- _IIIIIIIIII. ■a.- \ Me (6)#5 Project: Rutkin ES No: 2018017.00 Page: Icatena 9 subject:3/S501 By: DAA Dote:5/26/20 Spread Footing Design Square Column: Column Location: FOOTING D-(GRID A.5 btw 5x&6x) Base size 24 in (Conc col dim or equivalent:midway btwn face of steel col &base plate) Concrete Strength: Min Footing Size: Punching Shear: ACI 11.11.1.2 f'c= 4000 psi Afeq= 19 ft2 ba= 128.3 in 6Va= 196.2 k Loads: Trial Size: Vu= 115.2 k Service Loads: t= 12 in PDT= 30.0 k b, = 48 in Beam Shear: ACI 15.5.2 Pa= 27.0 k b2= 72 in 6Vc= 36.71 k PEQ= 0.0 k Aprov= 24 ft2 Vu= 17.53 k :i' PTOT= 57.0 k Trial Bars: Beam Moments: ACI 15.4.2 Factored Loads (2012 IBC/ACI318-11): Size (#) = 5 (11Mn= 54.25 Load Case 1: 1.4D #of bars= 5 Mu= 38.4 ft-k OK Pu= 42.0 k /4t= 1.55 in2 p= 0.00401 Min. Flexural Reinforcement: Load Case 2: 1.2D+ 1.6L P= 0.85 Amin= 1.29 in2 Pu= 79.2 k Pb= 0.02851 Reinforcement 1/3>A,e1: 0.75pb= 0.02138 Al 13= 1.463 in2 Load Case 3: 1.2D+ 1.0E+0.5L Min.Temp Reinforcement: Pu= 49.5 k d= 8.0625 in ATEMP= 1.037 in2 (Controlling Load Case 2) a= 0.57 in Reinforcement Provided: Aprov= 1.55 in2 OK Bottom o Design P„= 79.2 k Design qu= 3.3 ksf Design Using Soil Bearing Pressure: gaiiaw= 3000 psf Footing Size and Reinforcement: qEQ= 3990 psf (=1.33gaiiaw) Use: 4.0 ft x 6.0 ft x 12 in. with 5 # 5 each way Design Notes: LONGI I URINAL Concrete cover=3" DIRECTION Punching shear V,based on 4xsgrt(fc) Punching shear bo located'd/2'from face of column or equivalent (may be conservative for steel col) Beam moment calculated at face of colur Beam shear calculated at'd'from point of critical section for beam moment t6'-0" ir T 1111111111111111 o 111.1111111111 4 1111.■1.1. `L IIIIIIIIIIIIII ' LIM---- (6)#5 RTWaIl Output DATE: 05/22/2020 Project:Rutkin ES Prepared by:AAM Company:catena consulting engineers Phone: Email: Project Information -Basics Retaining wall depicted in detail Design Criteria: 2/S506 without seismic loads applied Code used: 2015 IBC F.S.withouth seismic= 1.5 F.S.with seismic= 1.1 Design Assumptions: Wall is restrained against sliding: NO Soil weights are factored as dead load: YES Vertical component of active pressure is used in stability checks: YES Surcharge load vertical component is used in stability checks: NO Combine passive pressure resultant force with friction force to resist sliding=YES The weight of the soil over the toe is neglected for strength design of the toe: YES Bearing pressure beneath the heel is neglected for strength design of the heel:NO Vertical bars are developed at the top of the stem: YES Project Information - Geometry Backfill: H (from top of footing)= 15.5 ft Slope= 0° Soil Over Toe: H (from top of footing)= 1 ft Depth of soil over toe to ignore = 0 ft Stem: H (from top of footing)= 15.5 ft Wall type: RC Cantilever Thickness at top = 14 in. Extra thickness at bottom (heel-side)=0 in. Extra thickness at bottom (toe-side)= 0 in. Footing: Thickness= 18 in. Heel width =8 ft Toe width = 2.833 ft Project Information -Materials Backfill Soil: y = 110 pcf Analysis type: EFP IEpp =35 pst%ft Angle of external friction=20° Soil Over Toe: S.K. Ghosh Associates LLC. 1 334 Colfax St.,Palatine, IL 60067 Page 1 of 14 RTWal1 Output DATE: 05/22/2020 Project:Rutkin ES Prepared by:AAM Company:catena consulting engineers Phone: Email: Y = 110 pcf Analysis type: EFP YEFP = 300 psf/ft Soil under the Footing: Allowable bearing pressure=3000 psf Footing-soil friction coefficient=0.4 Water: Ywater =62.4 pcf dsaturated = 30° Ysaturated= 130 pcf Structure: "concrete = 150 pcf Stem concrete fe =4000 psi Footing concrete f =4000 psi fy =60000 psi Project Information -Loads Surcharge: Uniform surcharge pressure= 100 psf Project Information -Reinforcement Stem reinforcement: Longitudinal bars(main layer):#8 @ 12 in. -cover=2 in. from backfill Embedment type: Hooked Longitudinal bars(toe-side layer):#5 @ 12 in. -cover=2 in. from passive Transverse bars:#4 @ 12 in. Top reinforcement: Main bars: #6 @ 12 in. -cover=2 in. from the top of the footing Bottom reinforcement: Main bars: #6 @ 12 in. -cover=3 in. from the bottom of the footing Footing transverse reinforcement: #5 @ 18 in. S.K. Ghosh Associates LLC. 1 334 Colfax St.,Palatine,IL 60067 Page 2 of 14 RTWall Output DATE: 05/22/2020 Project:Rutkin ES Prepared by:AAM Company:catena consulting engineers Phone: Email: Backfill Pressure f 1 \ pSIG p�p,' ` . C titi', 1 17 Oa ft \ ----�� 5057.5 lb/ft ,; :s ` 1, 5.67 , 4 Y :114if ,.,, 1 ''\ 595.0psf Analysis Method: Equivalent Fluid Pressure(EFP) a1 —H YEFP =(17.00 ft)(35 psf/ft) = 595.O psf S.K. Ghosh Associates LLC. 334 Colfax St., Palatine,IL 60067 Page 3 of 14 • RTWall Output DATE: 05/22/2020 Project:Rutkin ES Prepared by:AAM Company:catena consulting engineers Phone: Email: Passive Pressure m • r xI • W + z,0 ft �... 937.5 lb/ft •-0 .„x., d a ,„ 750.0 ps - � Analysis Method: Equivalent Fluid Pressure(EFP) 61 =H YEFP =(2.50 ft)(300 psf/ft) =750.0 psf S.K. Ghosh Associates LLC. 1 334 Colfax St., Palatine, IL 60067 Page 4 of 14 RTWaII Output DATE: 05/22/2020 Project:Rutkin ES Prepared by:AAM Company:catena consulting engineers Phone: Email: 00 0 ib%il Uniform Surcharge Pressure 8 1 , r el 17.0 31.8 psf 540.9 lb/ft 1 4 8.50' ti: Analysis Method: Equivalent Fluid Pressure(EFP) Ka= 7EFP/ Y =35/110=0.32 6sur Ka Psur =(0.32)(100.0 psf)=31.8 psf S.K. Ghosh Associates LLC. 1 334 Colfax St.,Palatine,IL 60067 Page 5 of 14 RTWaIl Output DATE: 05/22/2020 Project:Rutkin ES Prepared by:AAM Company:catena consulting engineers Phone: Email: Weights i 2712.5P `';ft 11a t , 13640.0lb,'ft 311.6lb/ft 4 r. tx �+ x! w tk�r r+•-. .c ,-" e�Y -y.Pk 4,26999 lb/ft Summary of Force Calculations Load Vert. Comp. Moment Arm Horiz. Comp. Moment Arm Force Type (lb/ft) (ft) (lb/ft) (it) Active Pressure H 0.0 12.00 5057.5 5.67 Water Pressure F --- --- 0.0 0.00 Passive Pressure H --- --- -937.5 0.83 Uniform Surcharge L -800.0 8.00 540.9 8.50 Uni. Lateral Pressure W --- --- 0.0 0.00 Axial Dead Load D 0.0 0.00 --- --- Axial Live Load L 0.0 0.00 --- --- Applied Shear at top W --- --- 0.0 17.00 Applied Moment at top W 0.0 lb-ft/ft Adjacent Footing L 0.0 0.00 0.0 0.00 Seismic E 0.0 0.00 0.0 0.00 Stem Weight D -2712.5 3.42 --- --- Footing Weight D -2699.9 6.00 --- --- Shear Key Weight D 0.0 0.00 --- --- Backfill Soil Weight D -13640.0 8.00 --- --- Passive Soil Weight D -311.6 1.42 --- --- S. K. Ghosh Associates LLC. 334 Colfax St.,Palatine,IL 60067 Page 6 of 14 RTWall Out ut DATE: p . OS/22/2020 Project:Rutkin ES Prepared by:AAM Company:catena consulting engineers Phone: Email: Stability Checks: D + H+ F+ L +W + 0.7E (IBC Section 1807.2.3) Bearing (lb/ft) Sliding (lb/ft) Overturning(ft-lb/ft) Destabilizing Loads Active Pressure(Horz.) --- 5057.5 28659.2 Uniform Surcharge(Horz.) --- 540.9 4597.7 Fsliding= 5598.4 Moverturning = 33256.9 Resisting Loads Passive Pressure(Horz.) --- 937.5 781.3 Uniform Surcharge(Vert.) N.A. --- N.A. Stem Weight(Vert.) 2712.5 --- 9266.8 Footing Weight(Vert.) 2699.9 --- 16199.1 Backfill Soil Weight(Vert.) 13640 --- 109115.5 Passive Soil Weight(Vert.) 311.6 --- 441.4 Rtotal = 19364.1 Fresisting= 937.5 Mresisting= 135804 Overturning: Mresisting/Moverturning = 135804/33256.9=4.1 >F.S.(w/o seismic)= 1.5 ...OK Bearing Pressure: e =(Bfooting/2) - [(Mresisting- Moverturning ) /Rtotal =( 12 /2)- [( 135804 - 33256.9)/ 19364.1] = .7 ft <(Bfooting/6) = 2 ft aapplied=(R/B)+(6ReB2 )= ( 19364.1/ 12)+(6x 19364.1 x.7/ 144)= 2181.8 psf uallowable / aapplied = 3000/2181.8= 1.4> 1.0 ...OK Sliding: R= 19364.1 lbs Friction force: Ffriction = µ R= .4x 19364.1 = 7745.6 lbs Fresisting = 937.5 + 7745.6 = 8683.1 lbs Fresisting/Fsliding = 8683.1/5598.4= 1.6 >F.S.(w/o seismic)= 1.5 ...OK S. K. Ghosh Associates LLC. 1 334 Colfax St.,Palatine,IL 60067 Page 7 of 14 RTWalI Output DATE: 05/22/2020 Project:Rutkin ES Prepared by:AAM Company:catena consulting engineers Phone: Email: Stem Structural Design (top) 0.0 M 3'9 Stem Height(ft) ti 7.8 - --- 11.6 15.5 -40.8 -27.2 -13.6 0.0 13.6 27.2 40.8 Moment(kip-ft/ft) 0.0(top) is 3.9 Stem Height(ft) 7.8 -- 11.6 I > 15.5 -13.3 -8.9 -4.4 0.0 4.4 8.9 13.3 Shear(kip/ft) ---- Factored Load — Design Strength(Straight Bars) ---- Design Strength(Hooked Bars) S. K. Ghosh Associates LLC. 1334 Colfax St., Palatine,IL 60067 Page 8 of 14 RTWaII Output DATE: 05/22/2020 Project:Rutkin ES Prepared by:AAM Company:catena consulting engineers Phone: Email: Based on the governing values from all load combinations and#8 bars with hooked embedment: z [from top] (ft) 0.0 1.6 3.1 4.7 6.2 7.8 9.3 10.9 12.4 14.0 15.5 Vu (kips/ft) 0.00 0.15 0.43 0.84 1.39 2.08 2.90 3.85 4.94 6.16 7.28 +Mu (kip-ft/ft) 0.00 0.10 0.52 1.49 3.20 5.87 9.71 14.92 21.71 30.29 40.79 +As, req (sq.in/ft) 0.00 0.00 0.01 0.03 0.06 0.11 0.19 0.29 0.43 0.61 0.83 -Mu (kip-ft/ft) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -As, req (sq.in/ft) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 For stem material: Ld=db { (3/40) (fy/7,,f) WtWeWs/ [(eb+Ktr) /db)] } > 1.0ft =(1.0 in.) { (3/40) [(60000 psi)/(1.0) (4000 psi)](1.0) (1.0) (1.0) [(2.50+0.0)/(1.0 in.)] } =2.37 ft For footing material: Ld=2.37 ft; Ldh= 1.11 ft; and Lprovided = 1.25 ft Governing positive moment(at 15.19 ft from the top of the stem): a=As fy/0.85fe =(0.8 in.2 /ft)(60000 psi)/(0.85)(4000 psi)= 1.2 in. Mn= [Lavailable/Ld] 9 As fy(d-a/2) = [1.56/2.37] (0.9)(0.8 in.2 /ft)(60000 psi) [(11.50 in.) -(0.58 in.)] =38.82 kip-ft/ft >Mu(= 38.56 kip-ft/ft) ...OK Governing shear(at 15.50 ft from the top of the stem): � Vn=4) 22%.\i 'ed =(0.75)(2) (1) ( 04 00 psi)(11.50 in.)= 13.09 kip/ft > Vn(= 7.28 kip/ft) ...OK Other structural checks: Maximum vertical steel: st=0.003[d/(a/(3i )- 1] =0.003[(11.64 in.)/(0.48 in./0.85)- 1] =0.062>0.004...OK ACI 318 Section 9.3.3.1 Minimum positive vertical steel: As,min =max{3 v/fy, 200/fy } bw,d ACI 318 Section 9.6.1.2 =(0.0033)(12 in.) (11.52 in.) =0.460 in.2 /ft <As,provided(= 0.790 in.2 /ft) ...OK S. K. Ghosh Associates LLC. 1 334 Colfax St.,Palatine, IL 60067 Page 9 of 14 • RTWa11 Output DATE: 05/22/2020 Project:Rutkin ES Prepared by:AAM Company:catena consulting engineers Phone: Email: Maximum vertical steel spacing: s„= 12 in. <sv,max(= 18.0 in.) ...OK ACI 318 Section 11.7.2.1 Minimum horizontal steel: Pt=As,h/sh t=(0.40 in.2 )/(12 in.)(14.00 in.)=0.0024 ?Pt,min (= 0.0020) ...OK ACI 318 Section 11.6.1 Maximum horizontal steel spacing: sh= 12 in.<sh,max(= 18.0 in.) ...OK ACI 318 Section 11.7.2.1 S.K. Ghosh Associates LLC. 1334 Colfax St.,Palatine, IL 60067 Page 10 of 14 • RTW'all Output DATE: 05/22/2020 Project:Rutkin ES Prepared by:AAM Company:catena consulting engineers Phone: Email: Heel Structural Design Based on the governing load combination for moment [1.2(D +F) + 1.6(L+H)]: (Bearing pressure is simply factored by an average value of 1.4.) y ♦ • i 1, 160.0 psf-uniform surcharge 2046.0 psf- soil weight ♦ 1 + r j.270.0 psf- concrete self-weight ix 980.0 psf- soil bearing pressure 2524.4 psf Critical Section for Moment and Shear At the critical section: Mu=21.08 kip-ft/ft<Mustem(=40.79 kip-ft/ft); no reduction is required. a=As fy/0.85fc=(0.4 in.2 /ft)(60000 psi)/(0.85)(4000 psi)=0.6 in. 0 Mn=4 As fy(d-a/2) =(0.9) (0.4 in.2/ft)(60000 psi) [(15.6 in.) -(0.3 in.)]=30.30 hp-ft/ft >Mu(=21.08 kip-ft/ft) ...OK Required development length for#6 bars: ACI 318 Sections 25.4.2 and 25.4.3 Straight embedment: Ld= 1.42 ft Hooked embedment: Ldh=0.83 ft Based on the governing load combination for shear [1.4(D +F)]: (1) Vn=ito2A.'d =(0.75)(2) (1) ( psi)(15.6 in.) = 17.79 kip/ft >Vu(= 5.66 kip/ft) ...OK Other structural checks: Maximum steel: et=0.003[d/(a/(31 )- 1] =0.003[(15.6 in.)/(0.6 in./0.85)- 1] = 0.059>0.004...OK ACI 318 Section 9.3.3.1 S. K. Ghosh Associates LLC. 1 334 Colfax St.,Palatine,IL 60067 Page 11 of 14 RTWall Output DATE: 05/22/2020 Project:Rutkin ES Prepared by:AAM Company:catena consulting engineers Phone: Email: Minimum steel: 4 Mn(= 30.30 kip-ft/ft) >(4/3)Mu(=28.10 kip-ft/ft) ACI 318 Section 9.6.1.2 does not apply per ACI 318 Section 9.6.1.3 Also: As,min = [0.0018 x 60,000/fy] bW d ACI 318 Section 7.6.1.1 =(0.0018)(12 in.) (15.6 in.)=0.338 in.2/ft<As,provided(= 0.440 in.2/ft) ...OK Maximum steel spacing: s= 12 in. <smax(= 18.0 in.) ...OK ACI 318 Section 7.7.2.3 Minimum transverse steel: Pt=As,t/st t=(0.62 in.2 )/(18 in.)(18.00 in.)=0.0019 ?Pt,min (= 0.0018) ...OK ACI 318 Section 24.4.3.1 Maximum transverse steel spacing: st= 18 in. <st max(= 18.0 in.) ...OK ACI 318 Section 24.4.3.3 S. K. Ghosh Associates LLC. 334 Colfax St., Palatine,IL 60067 Page 12 of 14 RTWaII Output DATE: 05/22/2020 Project:Rutkin ES Prepared by:AAM Company:catena consulting engineers Phone: Email: Toe Structural Design Based on the governing load combination for moment [0.9D+ 1.0W+ 1.6H]: (Bearing pressure is simply factored by an average value of 1.4.) 202.5 psf- concrete self-weight 1 r iaf ¢ c SY A'Mjw•,r. k. "ti '3G 3054.6 psf- soil bearing_pressure 1111 2679.0 psf Critical Section for: Shear Moment At the critical section for moment: Mu= 10.94 kip-ft/ft<Mu,stem(= 34.68 kip-ft/ft); no reduction is required. a =As fy/0.85fc=(0.4 in.2/ft)(60000 psi)/(0.85)(4000 psi)=0.6 in. � Mn=4) Asfy(d-a/2) _(0.9) (0.4 in.2 /ft)(60000 psi) [(14.64 in.) -(0.3 in.)] =28.32 kip-ft/ft >Mu(= 10.94 kip-ft/ft) ...OK Required development length for#6 bars: ACI 318 Sections 25.4.2 and 25.4.3 Straight embedment: La= 1.42 ft Hooked embedment: Ldh=0.83 ft At the critical section for shear: Based on the governing load combination for shear [0.9D+ 1.0W+ 1.6H]: � Vn=4) 2RA/Yed =(0.75)(2) (1) 004 0 psi)(14.64 in.) = 16.65 kip/ft >V„(=4.43 kip/ft)...OK Other structural checks: Maximum steel: Et=0.003[d/(a/131 )- 1] =0.003[(14.64 in.)/(0.6 in./0.85)- 1] =0.055> 0.004...OK ACI 318 Section 9.3.3.1 S.K. Ghosh Associates LLC. 1 334 Colfax St.,Palatine,IL 60067 Page 13 of 14 RTWall Output DATE: 05/22/2020 Project:Rutkin ES Prepared by:AAM Company:catena consulting engineers Phone: Email: Minimum steel: 9 Ma(=28.32 kip-ft/ft) >(4/3)Mu(= 14.59 kip-ft/ft) ACI 318 Section 9.6.1.2 does not apply per ACI 318 Section 9.6.1.3 Also: As,min= [0.0018 x 60,000/fy] bW d ACI 318 Section 7.6.1.1 =(0.0018)(12 in.) (14.64 in.)=0.316 in.2/ft<As,provided(= 0.440 in.2/ft) ...OK Maximum steel spacing: s= 12 in. < smax(= 18.0 in.) ...OK ACI 318 Section 7.7.2.3 Minimum transverse steel: Pt=As,t/St t=(0.62 in.2)/(18 in.)(18.00 in.) =0.0019 >Pt,min (= 0.0018) ...OK ACI 318 Section 24.4.3.1 Maximum transverse steel spacing: st= 18 in. <st,max(= 18.0 in.) ...OK ACI 318 Section 24.4.3.3 S.K. Ghosh Associates LLC. 1334 Colfax St., Palatine,IL 60067 Page 14 of 14 Project No: Page: c a t e n a : ar+ ROVAI ES 20I464)8 By: Dale: Ploy, C ttr1_ Rcsrst 42.: Ijon 43r) 5 Goorntr! N•SA ReA4s • zwse: v' = 43 ? 144, T=0.405k�! ▪ I W5(1: 'V ' 527 I6,/,1 T : 2.ot5 wrf • 112_= I • 1,1, c !S • >t n ei WoJA 2.ta54: Skx4Eva. Wald rosiK,wm h)bs tili> : 0:( how : ;4.6 y 3.54 - 5 44 g u lw E 4 co ot4 sws ivim7 • �Y � h)L, z wars � • rove+.t Ste' tJ 'r WSP acxwt slut "fe41 • %cm.(1.25-4.125 hit,s) = iv • o.945 V . 437114 • 15.75- 6,31i • 622310.4 = 24114 • 14111 NlwsP ` 4(I 101 ;s 1. 3 (+At 50 , 3" rc„d, 'v„o►•r, % 11001r.p z %St _ 'f Z 1/ftin, r 16) 16 ,l • 0 74 } Tj, rip = (\,/ Tt\• ir 147 itAl° VLo A lz Ib 14,5 - 47 P = 24 Iolb ��D • btsin of W4,11 IW - S+uwt toll ca 41,14 cta.ai to Pon dAii, rieer 's 7'Z11% w Z'•vz' iy,33-4 • r (14As`kzLV1 : 0,135 • C.)x (113-1r))1.44 1; 0.1'0 T = s t' Y = Torn•► 2.1 zb 1414 02 a 44 01 r-44 k wcl) • 1v • C.,'t/¢t F Li I o.147• SIOo tir/4 [1.25"`1.5' (2.4.5/Is�• (1.?S -0.12s • I5/1.5): - 1117g 1b g35 llb ✓ ,[ l W U 6J,©w to DC z WP, w ltt ---r :1 w{ RV)1`t ► . . /° .- .444- Project: No: catena : °,ng'iunlenenr Subject: Rk,127'4:1.4 E By: '70.20.7 Poge: Date: .----, ss46.4._ 17:Vs: li r'•••• .7_02c.,. - -----1 ...•.:cctski _, 151 CI eVff 141 -'f--- ,, ,. 1 . ws",„ : iv 57E27 !0 -4-':. T.I-2.c.,,if ..::5-,: . v.04.5"0 : AI 5 LiF."7 c1;,'-czo..1.,,•"5',',;›i4 - Is."' 154 Cr.01 ! It 4i. • 11, .: ;'S•rj. . h, : -r ' • . .. . r‘.• 1 i • Fir,r•PYri, bar 'f,k). : 22)1::'‘,' ,:;'''*—- • 1.1:Irt,,,,4 r. 3,25 4' 3.1: . V / Ai- 7101.7f,',,,,7'...; • 7 ' =i7;ill! -,5.7',;-:4-,-.P23 :,, i .ril 771,_ • TA & 11 f,..il • (7) = .'rfl.'3`21;:. "---&, 1.:-.. .:: 1.0r---r. : r., ,i4,4 . 1-4- :';-,41,'J,..r.,._;:-'!. 0),(11, givz „,„c•,,e1.1,-„, -. ... 4,, 4 • , ,•• --.*--- ltrbsti .--..„ • A!11/42 , jitt.•7 s'• = - 'A i % e N 2:„• ‘ 4 '144='; :7;"14J'. Li : . n°'''1.644 ''':' < 74 ' ,1q4, ...-t-f--1.4' '1.-4. 1, 4' cs-r. ..:".5,s,:.1-0.VZ.:;.-•i—s-sk = I7 ' . 34';•,,t.te '.... 4`., i-4;f •i i...:. , . •...; -1-:.4 it ''s---.4‹ ../I.Z,6.0.-z•c"--..g,.- 1. iit-,--..;.a .... T--- ._ 1 • Fei4s.L4.4_ .!,:rOte WI)..t.'; :W5i, : 'i ' 1,11 ,,,r,c ; VA: /__; • 7: 4. • .j.i,.E-4-, g ' . jot...—______,ejv 3 • zs,,,,, s sr. • rA,:r ., yl *1604 4, ',5'1-------------7- A, t4to,),}„.„,..il ,i eN-1.4-• Y'• trl." ,"1.x.tf-TA.4re.mi ,z,... .e...s • 'Ile.)1). = 411k.V..; = ..1,-44075I'A''! .ir•-5 4- 11.. •-•;;,-;!..4-5,15). ./,',4-1-o,•7- .15.A. ),ii : g.i-, ','D.,-...? ,:;, / .i.4 7- wl 2: 11,647,t,, ,•;if -;kii 'Ali. ,..41 i AA IA .1.70 ,fit2) 424-3t: ,_...________ _______ _ Project: Rutkin ES No:2018017.00 Page: eatona ::o)v Sabject:3/5501 By pqq Date:4/15/20 Spread Footing Design Square Column: Column Location: FOOTING D-(GRID A.5 btw 5x&6x) Base size 24 in (Conc col dim or equivalent: midway btwn face of steel col &base plate) Concrete Strength: Min Footing Size: Punching Shear: ACI 11.11.1.2 to= 4000 psi Areq= 19 ft2 bo= 128.3 in 6Va= 196.2 k Loads: Trial Size: Vu= 115.2 k OK Service Loads: t= 12 in PDt= 30.0 k PI = 72 in Beam Shear: ACI 15.5.2 Pa= 27.0 k b2= 48 in 6Vo= 55.07 k PEo= 0.0 k Aprov= 24 ft2 V„= 6.497 k PTOT= 57.0 k Trial Bars: Beam Moments: ACI 15.4.2 Factored Loads (2012 I8C/ACI318-71): Size (#) " 4M"= 65.58 Load Case 1: 1.4D #of bars=''''' -t-4 M„= 14.4 ft-k OK Pu= 42.0 k Ast= 1.86 in2 p= 0.0032 Min. Flexural Reinforcement: Load Case 2: 1.2D+ 1.6L R= 0.85 Am;"= 1.935 in2 Pu= 79.2 k Pb= 0.02851 Reinforcement 1/3>A.o t:• 0.75pb= 0.02138 Ati3= 0.544 in2 Load Case 3: 1.2D+ 1.0E+0.5L Min.Temp Reinforcement: Pu= 49.5 k d= 8.0625 in ATEMP= 1.555 in2 (Controlling Load Case 2) a= 0.46 in Reinforcement Provided: Aprov= 1.86 in2 OK Bottom o Design P„= 79.2 k Design qu= 3.3 ksf Design Using 1 Soil Bearing Pressure: clouow= 3000 psf Footing Size and Reinforcement: CIEO= 3990 psf(=1.33goiia„,) Use: 6.0 ft x 4.0 ft x 12 in. with 6 # 5 a<.c;, ..cr Design Notes: I KANSVEKSE Concrete cover=3" DIRECTION Punching shear Ve based on 4xsgrt(tc) Punching shear be located'd/2'from face of column or equivalent (may be conservative for steel col) Beam moment calculated at face of colur Beam shear calculated at'd'from point of critical section for beam moment 'I 6'-0" ,I/ \ 111111.11111111111 o 11111111.11111111 4 ■EM•R "L S--- ' ELM (6)#5 /" Project: Rutkin ES No:2018017.00 Page: /c a t e n a 9 e:e'i Subject:3/S501 By: DAA Date:5/26/20 Spread Footing Design Square Column: Column Location: FOOTING D- (GRID A.5 btw 5x&6x) Base size 24 in (Conc col dim or equivalent:midway btwn face of steel col &base plate) Concrete Strength: Min Footing Size: Punching Shear: ACI 11.1 1.1.2 f, = 4000 psi Aeg= 19 ft2 ba= 128.3 in 6V,= 196.2 k Loads: Trial Size: V,= 115.2 k OK Service Loads: t + in Beam Shear: ACI 15.5.2 PDT= 30.0 k bt = .„ Pu= 27.0 k b2= 72 in 6V,= 36.71 k PEQ= 0.0 k Aprov= 24 ft2 Vu= 17.53 k OK PTOT= 57.0 k Trial Bars: Beam Moments: ACI 15.4.2 Factored Loads (2012 IBC/ACI318-11): Size (#) = 5 4)Mn= 54.25 Load Case 1: 1.4D #of bars= 5 Mu= 38.4 ft-k OK Pu= 42.0 k Ast= 1.55 in2 p= 0.00401 Min.Flexural Reinforcement: Load Case 2: 1.2D+ 1.6L a= 0.85 Amin= 1.29 in2 Pu= 79.2 k Pb= 0.02851 Reinforcement 1/3>A,�: 0.75pb= 0.02138 At/3= 1.463 in2 Load Case 3: 1.2D+ 1.0E+0.5L Min.Temp Reinforcement: Pu= 49.5 k d= 8.0625 in ATEMP= 1.037 in2 (Controlling Load Case 2) a= 0.57 in Reinforcement Provided: •prov= 1.55 in2 OK Bottom o Design Pu= 79.2 k Design qu= 3.3 ksf Design Using Soil Bearing Pressure: gaiiuw= 3000 psf Footing Size and Reinforcement: qEQ= 3990 psf (=1.33quiiaw) Use: 4.0 ff x 6.0 ff x 12 in. with 5 # 5 each way Design Notes: LONG! I UDINAL Concrete cover=3" DIRECTION Punching shear Va based on 4xsgrt(f'c) Punching shear be located'd/2'from face of column or equivalent (may be conservative for steel col) Beam moment calculated at face of colur Beam shear calculated at'd' from point of critical section for beam moment IIIIIEIIIIIIIIIII o • m 4 ����� MEM= (6)#5 RTWa1l Output DATE: 05/22/2020 Project:Rutkin ES Prepared by:AAM ={ Company:catena consulting engineers Phone: Email: Project Information - Basics Retaining wall depicted in detail Design Criteria: 2/S506 without seismic loads applied Code used: 2015 IBC F.S.withouth seismic= 1.5 F.S.with seismic = 1.1 Design Assumptions: Wall is restrained against sliding: NO Soil weights are factored as dead load: YES Vertical component of active pressure is used in stability checks: YES Surcharge load vertical component is used in stability checks: NO Combine passive pressure resultant force with friction force to resist sliding=YES The weight of the soil over the toe is neglected for strength design of the toe: YES Bearing pressure beneath the heel is neglected for strength design of the heel:NO Vertical bars are developed at the top of the stem: YES Project Information - Geometry Backfill: H (from top of footing)= 15.5 ft Slope=0° Soil Over Toe: H (from top of footing)= 1 ft Depth of soil over toe to ignore=0 ft Stem: H (from top of footing)= 15.5 ft Wall type: RC Cantilever Thickness at top = 14 in. Extra thickness at bottom (heel-side)= 0 in. Extra thickness at bottom(toe-side)= 0 in. Footing: Thickness= 18 in. Heel width=8 ft Toe width = 2.833 ft Project Information -Materials Backfill Soil: 7 = 110 pcf Analysis type: EFP ygpp =35 psf/ft Angle of external friction=20° Soil Over Toe: S. K. Ghosh Associates LLC. 1334 Colfax St.,Palatine, IL 60067 Page 1 of 14 RTWaII Output DATE: 05/22/2020 Project:Rutkin ES Prepared by:AAM Company:catena consulting engineers Phone: Email: y = 110 pcf Analysis type: EFP Yppp =300 psf/f Soil under the Footing: Allowable bearing pressure=3000 psf Footing-soil friction coefficient=0.4 Water: Ywater =62.4 pcf 4saturated =30° Ysaturated= 130 pcf Structure: Yconcrete = 150 pcf Stem concrete fc =4000 psi Footing concrete fc =4000 psi fy =60000 psi Project Information - Loads Surcharge: Uniform surcharge pressure= 100 psf Project Information - Reinforcement Stem reinforcement: Longitudinal bars(main layer):#8 @ 12 in. -cover=2 in. from backfill Embedment type: Hooked Longitudinal bars(toe-side layer):#5 @ 12 in. -cover=2 in. from passive Transverse bars: #4 @ 12 in. Top reinforcement: Main bars: #6 @ 12 in. -cover=2 in. from the top of the footing Bottom reinforcement: Main bars:#6 @ 12 in. -cover=3 in. from the bottom of the footing Footing transverse reinforcement: #5 @ 18 in. S. K. Ghosh Associates LLC. 1334 Colfax St.,Palatine,IL 60067 Page 2 of 14 RTWa11 Output DATE: 05/22/2020 Project:Rutkin ES Prepared by:AAM Company:catena consulting engineers Phone: Email: Backfill Pressure 1 7 E<i. a : ( il `-1 17.0 ! j 4 5057.5lb/ft 5.67 Rn '1 Q ln.r 4. ..} .. \, 595.0 psf Analysis Method: Equivalent Fluid Pressure(EFP) at =H l'EFP = (17.00 ft)(35 psf/ft) = 595.0 psf S. K. Ghosh Associates LLC. 1 334 Colfax St.,Palatine,IL 60067 Page 3 of 14 RTWail Output DATE: 05/22/2020 Project:Rutkin ES Prepared by:AAM Company:catena consulting engineers Phone: Email: Passive Pressure Syggy 5(, it 937.5 lb/ft 0.83 ft 750.0 ps _ ..._:, Analysis Method: Equivalent Fluid Pressure (EFP) a t =H YEpp =(2.50 ft)(300 psf/ft) =750.0 psf S.K. Ghosh Associates LLC. 334 Colfax St.,Palatine, IL 60067 Page 4 of 14 RTWaII Output DATE: 05/22/2020 Project:Rutkin ES Prepared by:AAM Company:catena consulting engineers t Phone: Email: 800.0 ib/tt Uniform Surcharge Pressure •— • 8. Y7 0 e• 31.8 psf 540.9lb/ft 8.50, Analysis Method: Equivalent Fluid Pressure(EFP) Ka= YEFP/ Y =35/110=0.32 6sur Ka Psur =(0.32)(100.0 psf)=31.8 psf S. K. Ghosh Associates LLC. 1334 Colfax St., Palatine, IL 60067 Page 5 of 14 RTWa1l Output DATE: 05/22/2020 Project:Rutkin ES Prepared by:AAM Company:catena consulting engineers Nl- Phone: Email: 'lfn*,N99t;kz Weights 2712. /ft ., 13640.0 lb/ft 311.61b/ft 2699.9 lb/ft Summary of Force Calculations Load Vert. Comp. Moment Arm Horiz. Comp. Moment Arm Force Type (lb/ft) (ft) (lb/ft) (ft) Active Pressure H 0.0 12.00 5057.5 5.67 Water Pressure F --- --- 0.0 0.00 Passive Pressure H --- --- -937.5 0.83 Uniform Surcharge L -800.0 8.00 540.9 8.50 Uni. Lateral Pressure W --- --- 0.0 0.00 Axial Dead Load D 0.0 0.00 --- --- Axial Live Load L 0.0 0.00 --- --- Applied Shear at top W --- --- 0.0 17.00 Applied Moment at top W 0.0 lb-ft/ft Adjacent Footing L 0.0 0.00 0.0 0.00 Seismic E 0.0 0.00 0.0 0.00 Stem Weight D -2712.5 3.42 --- --- Footing Weight D -2699.9 6.00 --- --- Shear Key Weight D 0.0 0.00 --- --- Backfill Soil Weight D -13640.0 8.00 --- --- Passive Soil Weight D -311.6 1.42 --- --- S. K. Ghosh Associates LLC. 1334 Colfax St.,Palatine,IL 60067 Page 6 of 14 RTWall Output DATE: 05/22/2020 Project:Rutkin ES Prepared by:AAM Company:catena consulting engineers Phone: Email: Stability Checks: D + H+ F+ L+ W+ 0.7E (IBC Section 1807.2.3) Bearing (lb/ft) Sliding (lb/ft) Overturning(ft-lb/ft) Destabilizing Loads Active Pressure(Horz.) 5057.5 28659.2 Uniform Surcharge(Horz.) --- 540.9 4597.7 Fsliding= 5598.4 Moverturning= 33256.9 Resisting Loads Passive Pressure (Horz.) --- 937.5 781.3 Uniform Surcharge(Vert.) N.A. --- N.A. Stem Weight(Vert.) 2712.5 9266.8 Footing Weight(Vert.) 2699.9 --- 16199.1 Backfill Soil Weight(Vert.) 13640 109115.5 Passive Soil Weight(Vert.) 311.6 --- 441.4 Rtotal = 19364.1 Fresisting= 937.5 Mresisting= 135804 Overturning: Mresisting/Moverturning = 135804/33256.9=4.1 >F.S.(w/o seismic)= 1.5 ...OK Bearing Pressure: e =(Bfooting/2) - [(Mresisting- Moverturning) /Rtotal ] ( 12/2) -[( 135804 - 33256.9)/ 19364.1] _ .7 ft <(Bfooting/6) = 2 ft °applied=(R/B)+(6Re/B2)=(19364.1/ 12)+(6x 19364.1x.7/ 144)= 2181.8 psf °allowable / °applied = 3000/2181.8= 1.4> 1.0 ...OK Sliding: R= 19364.1 lbs Friction force: Ffrietion = µ R= .4x 19364.1 = 7745.6 lbs Fresisting = 937.5 + 7745.6 = 8683.1 lbs Fresisting/Fsliding = 8683.1/5598.4= 1.6 >F.S.(w/o seismic)= 1.5 ...OK S. K. Ghosh Associates LLC. 1 334 Colfax St.,Palatine,IL 60067 Page 7 of 14 RTWaIIOutput DATE: 05/22/2020 Project:Rutkin ES Prepared by:AAM Company:catena consulting engineers Phone: Email: Stem Structural Design (top)0.0 ti 3.9 Stem Height(ft) • k• 7.8 • • • • •� 11.6 y 15.5 -40.8 -27.2 -13.6 0.0 13.6 27.2 40.8 Moment(kip-ft/ft) 0.0(top) 3.9 Stem Height(ft) 7.8 11.6 S s'• 15.5 -13.3 -8.9 -4.4 0.0 4.4 8.9 13.3 Shear(kip/ft) ---- Factored Load — Design Strength(Straight Bars) ---- Design Strength(Hooked Bars) S. K. Ghosh Associates LLC. 1 334 Colfax St.,Palatine,IL 60067 Page 8 of 14 RTWall Output DATE: 05/22/2020 Project:Rutkin ES Prepared by:AAM Company:catena consulting engineers Phone: Email: Based on the governing values from all load combinations and#8 bars with hooked embedment: z [from top] (ft) 0.0 1.6 3.1 4.7 6.2 7.8 9.3 10.9 12.4 14.0 15.5 Vu (kips/ft) 0.00 0.15 0.43 0.84 1.39 2.08 2.90 3.85 4.94 6.16 7.28 +Mu (kip-ft/ft) 0.00 0.10 0.52 1.49 3.20 5.87 9.71 14.92 21.71 30.29 40.79 +As, req (sq.in/ft) 0.00 0.00 0.01 0.03 0.06 0.11 0.19 0.29 0.43 0.61 0.83 -Mu (kip-ft/ft) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -As, req (sq.in/ft) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 For stem material: Ld=db { (3/40) (fy/ 2 ) WtWe Ws' [(eb+Ktr) / db)] } > 1.Oft =(1.0 in.) { (3/40) [(60000 psi)/ (1.0) d(4000 psi)] (1.0) (1.0) (1.0) [(2.50+0.0)/(1.0 in.)] } =2.37 ft For footing material: Ld=2.37 ft; Ldh= 1.11 ft; and Lprovided = 1.25 ft Governing positive moment(at 15.19 ft from the top of the stem): a=As fy/0.85 f c=(0.8 in.2 /ft)(60000 psi)/(0.85)(4000 psi)= 1.2 in. Mn= [Lavailable/Ld] As fy(d-a/2) = [1.56/2.37] (0.9) (0.8 in.2/ft) (60000 psi) [(11.50 in.) -(0.58 in.)] =38.82 kip-ft/ft >Mu(= 38.56 kip-ft/ft) ...OK Governing shear(at 15.50 ft from the top of the stem): Vn=II) 2WL d =(0.75)(2) (1) ( psi)(11.50 in.)= 13.09 kip/ft >V„(= 7.28 kip/ft)...OK Other structural checks: Maximum vertical steel: st=0.003[d/(a/(31 )- 1] =0.003[(11.64 in.)/(0.48 in./0.85) - 1] = 0.062> 0.004...OK ACI 318 Section 9.3.3.1 Minimum positive vertical steel: As,min=max{3'/fy, 200/fy } bW d ACI 318 Section 9.6.1.2 =(0.0033)(12 in.) (11.52 in.)=0.460 in.2/ft<As,provided(=0.790 in.2/ft) ...OK S. K. Ghosh Associates LLC. 1 334 Colfax St.,Palatine,IL 60067 Page 9 of 14 RTWall Output DATE: 05/22/2020 Project:Rutkin ES 11111 Prepared by:AAM Company:catena consulting engineers Phone: Email: Maximum vertical steel spacing: sv= 12 in. <sv,max(= 18.0 in.) ...OK ACI 318 Section 11.7.2.1 Minimum horizontal steel: Pt=As,h/sh t=(0.40 in.2 )/(12 in.)(14.00 in.) =0.0024 >Pt,min (= 0.0020) ...OK ACI 318 Section 11.6.1 Maximum horizontal steel spacing: sh= 12 in. < sh,max(= 18.0 in.) ...OK ACI 318 Section 11.7.2.1 S. K. Ghosh Associates LLC. 1334 Colfax St.,Palatine,IL 60067 Page 10 of 14 RTWaII Output DATE: 05/22/2020 Project:Rutkin ES Prepared by:AAM � •a Company:catena consulting engineers Phone: Email: Heel Structural Design Based on the governing load combination for moment [1.2(D +F) + 1.6(L +H)]: (Bearing pressure is simply factored by an average value of 1.4.) w . ,, j 160.0 psf- uniform surcharge 2046.0 psf- soil weight 4 270.0 psf- concrete self-weight s 4 F m-4* 4 a s.. �t.. j ---- — OS0.0 psf- soil bearing pressure 2524.4 psf Critical Section for Moment and Shear At the critical section: M„=21.08 kip-ft/ft<Mu,stem(= 40.79 kip-ft/ft); no reduction is required. a =As fy/0.85fu=(0.4 in.2 /ft)(60000 psi)/ (0.85)(4000 psi)=0.6 in. � Mn=US Asfy(d-a/2) =(0.9) (0.4 in.2/ft)(60000 psi) [(15.6 in.) -(0.3 in.)]=30.30 kip-ft/ft >Mu(=21.08 kip-ft/ft) ...OK Required development length for #6 bars: ACI 318 Sections 25.4.2 and 25.4.3 Straight embedment: Ld= 1.42 ft Hooked embedment: Ldh=0.83 ft Based on the governing load combination for shear [1.4(D+F)]: � Vn= 2 krr, d =(0.75)(2) (1) ( 04 00 psi)(15.6 in.)= 17.79 kip/ft >Vu(= 5.66 kip/ft) ...OK Other structural checks: Maximum steel: st=0.003[d/(a/131 )- 1] =0.003[(15.6 in.)/(0.6 in./0.85)- 1] =0.059>0.004...OK ACI 318 Section 9.3.3.1 S. K. Ghosh Associates LLC. 334 Colfax St.,Palatine,IL 60067 Page 11 of 14 RTWall Output DATE: 05/22/2020 Project:Rutkin ES Prepared by:AAM Company:catena consulting engineers Phone: Email: Minimum steel: Mn(= 30.30 kip-ft/ft) > (4/3)M„(=28.10 kip-ft/ft) ACI 318 Section 9.6.1.2 does not apply per ACI 318 Section 9.6.1.3 Also: As,min = [0.0018 x 60,000/ fy] bW d ACI 318 Section 7.6.1.1 _(0.0018)(12 in.) (15.6 in.)=0.338 in.2 /ft<As,provided(= 0.440 in.2/ft) ...OK Maximum steel spacing: s= 12 in. <smax(= 18.0 in.) ...OK ACI 318 Section 7.7.2.3 Minimum transverse steel: Pt=As,t/st t=(0.62 in.2 )/(18 in.)(18.00 in.) =0.0019 >Pt,min (= 0.0018) ...OK ACI 318 Section 24.4.3.1 Maximum transverse steel spacing: st= 18 in. <St,max(= 18.0 in.) ...OK ACI 318 Section 24.4.3.3 S. K. Ghosh Associates LLC. 1334 Colfax St., Palatine, IL 60067 Page 12 of 14 RTWal1 Output DATE: 05/22/2020 Project:Rutkin ES Prepared by:AAM Company:catena consulting engineers Phone: Email: Toe Structural Design Based on the governing load combination for moment [0.9D+ 1.0W+ 1.6H]: (Bearing pressure is simply factored by an average value of 1.4.) 202.5 psf- concrete self-weight I e ♦..... B � c r. � f d y k a t s' 3054.6 psf- soil bearing pressureLLI 2679.0 psf Critical Section for: Shear Moment At the critical section for moment: M„= 10.94 kip-ft/ft<Mu,stem(= 34.68 kip-ft/ft); no reduction is required. a=As fy/0.85fc =(0.4 in.2 /ft) (60000 psi)/(0.85)(4000 psi)=0.6 in. 6 Mr,=4) Asfy(d-a/2) =(0.9)(0.4 in.2/ft)(60000 psi) [(14.64 in.) -(0.3 in.)]=28.32 kip-ft/ft >Mu(= 10.94 kip-ft/ft) ...OK Required development length for#6 bars: ACI 318 Sections 25.4.2 and 25.4.3 Straight embedment: Ld= 1.42 ft Hooked embedment: Ldh=0.83 ft At the critical section for shear: Based on the governing load combination for shear [0.9D+ 1.0W+ 1.6H]: � Vn=62 d =(0.75)(2) (1) 4 psi)(14.64 in.) = 16.65 kip/ft >V„(=4.43 kip/ft) ...OK Other structural checks: Maximum steel: =0.003[d/(a/(31 )- 1] =0.003[(14.64 in.)/(0.6 in./0.85)- 1] =0.055> 0.004...OK ACI 318 Section 9.3.3.1 S.K. Ghosh Associates LLC. 334 Colfax St.,Palatine,IL 60067 Page 13 of 14 RTWall Output DATE: 05/22/2020 Project:Rutkin ES Prepared by:AAM s Company:catena consulting engineers Phone: Email: Minimum steel: 4 Mn(=28.32 kip-ft/ft) >(4/3)M„(= 14.59 kip-ft/ft) ACI 318 Section 9.6.1.2 does not apply per ACI 318 Section 9.6.1.3 Also: As,min= [0.0018 x 60,000/fy] b ,d ACI 318 Section 7.6.1.1 =(0.0018)(12 in.) (14.64 in.)=0.316 in.2 /ft <As,provided(= 0.440 in.2 /ft) ...OK Maximum steel spacing: s= 12 in. <smax(= 18.0 in.) ...OK ACI 318 Section 7.7.2.3 Minimum transverse steel: Pt=As,t/st t=(0.62 in.2 )/(18 in.)(18.00 in.) = 0.0019 ?_Pt,min (= 0.0018) ...OK ACI 318 Section 24.4.3.1 Maximum transverse steel spacing: st= 18 in.<st,max(= 18.0 in.) ...OK ACI 318 Section 24.4.3.3 S.K. Ghosh Associates LLC. 1334 Colfax St.,Palatine, IL 60067 Page 14 of 14