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Home My WebLink AboutPD 2021-0001; HAMDARD RESIDENCE; STRUCTURAL CALCULATIONS; 2021-09-19STRUCTURAL CALCULATIONS By: Sergio Salinas For: La Coruna Retaining Walls & Guardrail Index Cover Page . . . . . . . . 1 Cascade Wall Loading . . . . . . . 2 Rebar Detailing . . . . . . . . 3-5 Guard Rail Post Anchor . . . . . . . 6-8 Retain Pro Wall Calculations . . . . . . 9-20 … Soil Characteristics Allowable Soil Bearing: 2,000 PSF Soil Density: 122 PCF Friction Factor: 0.32 EFP: 35 PCF @ Level 50 PCF @ 2:1 Passive Pressure: 300 PSF @ Greater of 10ft or 3x Key Depth Seis. Earth P. @ H>6’: 12H w/ 1/3 Bearing Increase, 1.2 Safety Factor Live Loads Concentrated Live Load: 200 # per 1607.8.1.1 La Coruna Walls Page 1 of 20 LOADING ONTO 6FT WALL SUPPORTING CASCADE Wall above at cascade exerts an earth lateral load of 1,617 lbs/ft, and vertical load of 2,955 at -9.9 inch eccentricity. Plat 1617:=lbs lateral Earth load from wall above at cascade Hwall 6:=ft wall heigth Hignore 8 12:=ft height from top of wall to ignore sliding resistance wlat Plat Hwall Hignore-303=:=plf distributed Earth lateral load onto wall La Coruna Walls Page 2 of 20 DEVELOPMENT FOR TOE & HEEL REINFORCEMENT db 5 8 6 8  :=in diameter of #5 & #6 bar L90hook 12 db7.5 9( )=:=in standard 90 deg hook per 1.16.5, ACI 530-11 fy 60000:=psi f'c 2500:=psi Ψe 1.0:=λ 1.0:=for uncoated reinforcement, and normal weight concrete ζa 0.7:=mulitiplication factor for cover > 2.5" Asreq 0.1266:=in2 Asprov 0.1550:=in2 ζd Asreq Asprov 0.8=:=mulitiplication factor for excess reinforcement Ldh max 8 db6, ζa ζd0.02 Ψefy λ f'cdb,   10.3=:=in development length of standard hook per Section 12.5 Ψt 1.0:=Ψe 1.0:=< 12" below development, and uncoated reinforcement Ld fy ΨtΨe 25 λf'cdb30 36( )=:=in development length per 12.2.2 ACI 318 Ψs 0.8:=for #6 bars or smaller cb min 3 12, ( ):=in smaller of cover or spacing Ktr 0:=factor for confining reinforcement ξc min 2.5 cb Ktr+ db ,   2.5=:=confinement term Ld 3fy ΨtΨeΨs 40 λf'cξcdb18 21.6( )=:=in development length per 12.2.3 ACI 318 La Coruna Walls Page 3 of 20 MIN HORIZONTAL REINFORCEMENT PER 1.18.3.2.6, ACI 530-11 - 6FT WALL h 6:=ft L 1000:=ft b 7.625:=in Asvert 0.31:=in2 #4 vertical bar sdvert 24:=in design vertical bar spacing svert min L 3 h 3, 48 12, sdvert 12,  :=vertical bar spacing svert 2=ft Astv Asvert L svert   :=Astv 155=in2 >Asmin 0.0007 bL1264.05=:=in2 OK Ashoz 0.11:=in2 #3 horizontal bar sdhoz 16:=in design horizontal bar spacing shoz min L 3 h 3, 48 12, sdhoz 12,  :=horizontal bar spacing shoz 1.333=ft Asth Ashoz h shoz   :=Asth 0.495=in2 >0.2 h 12 1200.12=in2 OK >Asmin 0.0007 bh120.384=:=in2 vertical bar check <Astv 3465=in2 La Coruna Walls Page 4 of 20 MIN HORIZONTAL REINFORCEMENT PER 1.18.3.2.6, ACI 530-11 - 5FT WALL h 5:=ft L 1000:=ft b 7.625:=in Asvert 0.2:=in2 #4 vertical bar sdvert 24:=in design vertical bar spacing svert min L 3 h 3, 48 12, sdvert 12,  :=vertical bar spacing svert 1.667=ft Astv Asvert L svert   :=Astv 120=in2 >Asmin 0.0007 bL1264.05=:=in2 OK Ashoz 0.11:=in2 #3 horizontal bar sdhoz 1000:=in design horizontal bar spacing shoz min L 3 h 3, 48 12, sdhoz 12,  :=horizontal bar spacing shoz 1.667=ft Asth Ashoz h shoz   :=Asth 0.33=in2 >0.2 h 12 1200.1=in2 OK >Asmin 0.0007 bh120.32=:=in2 vertical bar check <Astv 3360=in2 La Coruna Walls Page 5 of 20 MIN HORIZONTAL REINFORCEMENT PER 1.18.3.2.6, ACI 530-11 - 4FT WALL h 4:=ft L 1000:=ft b 7.625:=in Asvert 0.2:=in2 #4 vertical bar sdvert 48:=in design vertical bar spacing svert min L 3 h 3, 48 12, sdvert 12,  :=vertical bar spacing svert 1.333=ft Astv Asvert L svert   :=Astv 150=in2 >Asmin 0.0007 bL1264.05=:=in2 OK Ashoz 0.11:=in2 #3 horizontal bar sdhoz 1000:=in design horizontal bar spacing shoz min L 3 h 3, 48 12, sdhoz 12,  :=horizontal bar spacing shoz 1.333=ft Asth Ashoz h shoz   :=Asth 0.33=in2 >0.2 h 12 1200.08=in2 OK >Asmin 0.0007 bh120.256=:=in2 vertical bar check <Astv 3450=in2 La Coruna Walls Page 6 of 20 A.B. (TENSION) - 5/8" HEADED STUD A307 GRADE A, w/ 7" EMBED. twall 7.625:=in wall thickness lb 3.375:=in embedment length lbe 2:=in edge distance Ap1 π lb236=:=Ap2 2π lbe225=:=Ap min Ap1 Ap2, ( ) :=Ab 5 8   2 π 40.31=:= f'm 1500:=psi fy 36000:=psi Bab 1.25 Apf'm:=Bab 1217=lbs Bas 0.6 Abfy:=Bas 6627=lbs Ba min Bab Bas, ( ) :=allowable tension Ba 1217=lbs La Coruna Walls Page 7 of 20 GUARDRAIL BASE CONNECTION L 42 12:=ft P 200:=lbs M L P700=:=lb-ft Tstud M 12 twall 2 lbe- 1 21159=:=lbs <Ba 1217=lbs GUARDRAIL POST 5/8"Ø ANCHOR w/7" EMBEDMENT(4) TOTAL PER BASE PLATE 7"3 5/8" #3 HORIZONTAL REBAR 3 5/8"6 3/8"BASE PLATE BASE PLATE 8" CMU WALL PER PLAN La Coruna Walls Page 8 of 20 Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title :6ft Wall Supporting 2:1 Slope Page : 1 Dsgnr:Date:17 SEP 2021 Description.... This Wall in File: C:\Users\jamad\OneDrive\'Design Jobs\21.09.17 Sergio 2nd Walls\Calcs\la coruna wa RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06065081License To : Arc Construction &Engineering Inc. Project Name/Number : la coruna wal 6.00 0.00 2.00 0.00 2,000.0 50.0 0.0 300.0 Criteria Soil Data Retained Height =ft Wall height above soil =ft Active Heel Pressure =psf/ftSlope Behind Wall Height of Soil over Toe in Water height over heel =ft = = 122.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 122.00 pcf Footing||Soil Friction =0.320 Soil height to ignorefor passive pressure =8.00 in Equivalent Fluid Pressure Method Surcharge Loads Adjacent Footing Load Load Type 0.0 Lateral Load =0.0 #/ft 0.0 0.0 0.00.0 Axial Load Applied to Stem Wall to Ftg CL Dist =0.00 ft Wind on Exposed Stem psf0.0= Lateral Load Applied to Stem Surcharge Over Heel =psf Adjacent Footing Load =0.0 lbs Axial Dead Load (Service Level) =lbs Footing Type Line Load Surcharge Over Toe Footing Width =0.00 ft...Height to Top =0.00 ft Eccentricity =0.00 in...Height to Bottom =0.00 ft Used To Resist Sliding & Overturning Used for Sliding & Overturning ==0.0 ft Axial Live Load = Base Above/Below Soil lbs = Axial Load Eccentricity ==Poisson's Ratio 0.300 at Back of Wall in (Service Level) Wind (W)= Design Summary Wall Stability RatiosOverturning =2.90 OK Sliding =1.55 OK Total Bearing Load =2,955 lbs...resultant ecc.=9.94 in Soil Pressure @ Toe =1,519 psf OK Soil Pressure @ Heel =0 psf OK Allowable =2,000 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =2,127 psf ACI Factored @ Heel =0 psf Footing Shear @ Toe =21.1 psi OK Footing Shear @ Heel =21.3 psi OK Allowable =75.0 psi Sliding Calcs Lateral Sliding Force =1,616.7 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 945.5 1,558.6 = = 0.0 - lbs lbs lbs OK lbs OK - Masonry Block Type =Medium Weight Stem Construction Bottom Stem OK Shear.....Actual Design Height Above Ftg =0.00ft Wall Material Above "Ht"=Masonry Thickness =8.00Rebar Size =#5 Rebar Spacing =24.00 Rebar Placed at =EdgeDesign Data fb/FB + fa/Fa =0.844 Total Force @ Section =lbs Moment....Actual =ft-# Moment.....Allowable =3,411.6 =psi Shear.....Allowable =69.7psi Wall Weight =78.0psf Rebar Depth 'd'=5.25in Masonry Data f'm =1,500psi Fy =psi 60,000 Solid Grouting =Yes Modular Ratio 'n'=21.48 Equiv. Solid Thick.=7.60in Concrete Dataf'c =psi Fy = Masonry Design Method LRFD= Load Factors Building Code CBC 2019,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 psi Service Level =1,440.0lbsStrength Level Service Level Strength Level =2,880.0ft-# Service Level Strength Level =15.7psi Design Method =LRFD Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing pressures. Anet (Masonry)=91.50in2 Page : 1 La Coruna Walls Page 9 of 20 Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title :6ft Wall Supporting 2:1 Slope Page : 2 Dsgnr:Date:17 SEP 2021 Description.... This Wall in File: C:\Users\jamad\OneDrive\'Design Jobs\21.09.17 Sergio 2nd Walls\Calcs\la coruna wa RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06065081License To : Arc Construction &Engineering Inc. Project Name/Number : la coruna wal 1.75 2.50 13.50 Footing Torsion, Tu ==ft-lbs0.00Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =2,500psi Toe Width =ft Heel Width = Key Distance from Toe Key DepthKey Width =in=in = 12.0026.00 0.50 ft Footing Thickness =in 4.25= Cover @ Top =2.00 in@ Btm.=3.00 in Total Footing Width =150.00 pcfFooting Concrete DensityFy =60,000 psi Footing Design Results Key: = #4@ 9.25 in, #5@ 14.35 in, #6@ 18 in, #7@ 18 in, #8@ 18 Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe:#4@ 8.23 in, #5@ 12.75 in, #6@ 18.10 in, #7@ 24.69 in, #8@ 32.51 in, #9@ 41 #4@ 8.23 in, #5@ 12.75 in, #6@ 18.10 in, #7@ 24.69 in, #8@ 32.51 in, #9@ 41 =# 6 @ 18.00 in = = = = = 2,127 33,223 4,430 2,399 21.09 75.00 Heel: 0 291 4,697 4,406 21.28 75.00 HeelToe psf ft-# ft-# ft-# psi psi Heel Reinforcing =# 6 @ 18.00 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 5 @ 12.00 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 1.24 0.29 #4@ 8.23 in #5@ 12.76 in #6@ 18.11 in in2 in2 /ft If two layers of horizontal bars: #4@ 16.46 in #5@ 25.51 in #6@ 36.21 in supplemental design for footing torsion. Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING.....Force Distance Moment Distance MomentItemForceft-#lbs ftft ft-#lbs Sloped Soil Over Heel 102.5 3.64 373.0 =Surcharge over Heel = Surcharge Over Heel = = Adjacent Footing Load =Adjacent Footing Load Axial Dead Load on Stem = =* Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Surcharge Over Toe Load @ Stem Above Soil = = = = = = Stem Weight(s) = 468.0 2.08 975.0 Earth @ Stem Transitions =Footing Weight = 717.2 2.13 1,524.0 Key Weight = 325.0 1.00 325.0 Added Lateral Load lbs =3,839.7 Vert. Component 811.2 4.25 3,447.5 Total = 3,765.9 11,117.9 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =1,616.7 O.T.M. = Resisting/Overturning Ratio =2.90 Vertical Loads used for Soil Pressure =2,954.7 lbs Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in thecalculation of Overturning Resistance. Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) 1,342.0 3.33 3.33 4,473.3 4,473.3 Watre Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 1,616.7 2.38 4,333.7 Hydrostatic Force Page : 2 La Coruna Walls Page 10 of 20 Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title :6ft Wall Supporting 2:1 Slope Page : 3 Dsgnr:Date:17 SEP 2021 Description.... This Wall in File: C:\Users\jamad\OneDrive\'Design Jobs\21.09.17 Sergio 2nd Walls\Calcs\la coruna wa RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06065081License To : Arc Construction &Engineering Inc. Project Name/Number : la coruna wal Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only)0.060 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. Page : 3 La Coruna Walls Page 11 of 20 Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title :6ft Wall Supporting Cascade Page : 1 Dsgnr:Date:18 SEP 2021 Description.... This Wall in File: C:\Users\jamad\OneDrive\'Design Jobs\21.09.17 Sergio 2nd Walls\Calcs\la coruna wa RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06065081License To : Arc Construction &Engineering Inc. Project Name/Number : la coruna wal 4.88 1.13 0.00 0.00 2,000.0 35.0 0.0 300.0 Criteria Soil Data Retained Height =ft Wall height above soil =ft Active Heel Pressure =psf/ftSlope Behind Wall Height of Soil over Toe in Water height over heel =ft = = 122.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 122.00 pcf Footing||Soil Friction =0.320 Soil height to ignorefor passive pressure =13.50 in Equivalent Fluid Pressure Method Surcharge Loads Adjacent Footing Load Load Type 0.0 Lateral Load =303.0 #/ft 0.0 0.0 0.00.0 Axial Load Applied to Stem Wall to Ftg CL Dist =5.00 ft Wind on Exposed Stem psf0.0= Lateral Load Applied to Stem Surcharge Over Heel =psf Adjacent Footing Load =2,955.0 lbs Axial Dead Load (Service Level) =lbs Footing Type Line Load Surcharge Over Toe psf Footing Width =4.25 ft...Height to Top =5.33 ft Eccentricity =9.90 in...Height to Bottom =0.00 ft Used To Resist Sliding & Overturning Used for Sliding & Overturning ==0.0 ft Axial Live Load = Base Above/Below Soil lbs = Axial Load Eccentricity ==Poisson's Ratio 0.300 at Back of Wall in (Service Level) Earth (H)= Design Summary Wall Stability RatiosOverturning =2.61 OK Sliding =1.53 OK Total Bearing Load =6,139 lbs...resultant ecc.=12.46 in Soil Pressure @ Toe =2,000 psf OK Soil Pressure @ Heel =0 psf OK Allowable =2,000 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =2,799 psf ACI Factored @ Heel =0 psf Footing Shear @ Toe =13.6 psi OK Footing Shear @ Heel =0.5 psi OK Allowable =75.0 psi Sliding Calcs Lateral Sliding Force =2,963.5 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 2,063.3 2,466.7 = = 0.0 - lbs lbs lbs OK lbs OK - Masonry Block Type =Medium Weight Stem Construction 2nd Bottom Stem OK Stem OK Shear.....Actual Design Height Above Ftg =2.00ft 0.00 Wall Material Above "Ht"=Masonry Masonry Thickness =8.00 12.00Rebar Size =##4 5 Rebar Spacing =16.00 8.00 Rebar Placed at =Edge EdgeDesign Data fb/FB + fa/Fa =0.940 0.565 Total Force @ Section =lbs Moment....Actual =ft-# Moment.....Allowable =3,309.4 16,580.2ft-# =psi Shear.....Allowable =69.7 69.7psi Wall Weight =78.0 124.0psf Rebar Depth 'd'=5.25in 9.00 Masonry Data f'm =1,500 1,500psi Fy =psi 60,000 60,000 Solid Grouting =Yes Yes Modular Ratio 'n'=21.48 21.48 Equiv. Solid Thick.=7.60 11.60in Concrete Dataf'c =psi Fy = Masonry Design Method LRFD= Load Factors Building Code CBC 2019,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 psi Service Level =2,152.7 4,132.6lbsStrength Level Service Level Strength Level =3,112.7 9,369.3ft-# Service Level Strength Level =23.5 29.6psi Design Method =LRFD LRFD Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing pressures. Anet (Masonry)=91.50 139.50in2 Page : 1 La Coruna Walls Page 12 of 20 Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title :6ft Wall Supporting Cascade Page : 2 Dsgnr:Date:18 SEP 2021 Description.... This Wall in File: C:\Users\jamad\OneDrive\'Design Jobs\21.09.17 Sergio 2nd Walls\Calcs\la coruna wa RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06065081License To : Arc Construction &Engineering Inc. Project Name/Number : la coruna wal 0.67 5.50 13.50 Footing Torsion, Tu ==ft-lbs0.00Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =2,500psi Toe Width =ft Heel Width = Key Distance from Toe Key DepthKey Width =in=in = 12.0037.00 3.75 ft Footing Thickness =in 6.17= Cover @ Top =2.00 in@ Btm.=3.00 in Total Footing Width =150.00 pcfFooting Concrete DensityFy =60,000 psi Footing Design Results Key: = #4@ 7.93 in, #5@ 12.29 in, #6@ 17.45 in, #7@ 18 in, #8@ Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe:#4@ 8.23 in, #5@ 12.75 in, #6@ 18.10 in, #7@ 24.69 in, #8@ 32.51 in, #9@ 41 #4@ 8.23 in, #5@ 12.75 in, #6@ 18.10 in, #7@ 24.69 in, #8@ 32.51 in, #9@ 41 =# 5 @ 12.29 in = = = = = 2,799 7,265 952 526 13.65 75.00 Heel: 0 6,790 12,528 5,738 0.46 75.00 HeelToe psf ft-# ft-# ft-# psi psi Heel Reinforcing =# 5 @ 12.00 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 5 @ 8.00 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 1.80 0.29 #4@ 8.23 in #5@ 12.76 in #6@ 18.11 in in2 in2 /ft If two layers of horizontal bars: #4@ 16.46 in #5@ 25.51 in #6@ 36.21 in supplemental design for footing torsion. Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING.....Force Distance Moment Distance MomentItemForceft-#lbs ftft ft-#lbs Sloped Soil Over Heel =Surcharge over Heel = Surcharge Over Heel = = Adjacent Footing Load =1,282.5 3.97 5,094.2Adjacent Footing Load Axial Dead Load on Stem = =* Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Surcharge Over Toe Load @ Stem Above Soil = 718.5 = = = = = Stem Weight(s) = 560.0 1.08 603.2 Earth @ Stem Transitions = 2.22 1,594.0 116.9 1.50 175.8 Footing Weight = 1,041.2 3.09 3,212.1 Key Weight = 462.5 4.25 1,965.6 Added Lateral Load lbs =8,974.8 Vert. Component 308.4 6.17 1,903.0 Total = 6,447.9 1,615.0 3.79 6,120.8 23,445.3 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =2,963.5 O.T.M. = Resisting/Overturning Ratio =2.61 Vertical Loads used for Soil Pressure =6,139.5 lbs Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in thecalculation of Overturning Resistance. Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) 2,676.4 3.92 3.92 10,491.4 10,491.4 Watre Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 630.0 2.00 1,260.0 Hydrostatic Force Page : 2 La Coruna Walls Page 13 of 20 Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title :6ft Wall Supporting Cascade Page : 3 Dsgnr:Date:18 SEP 2021 Description.... This Wall in File: C:\Users\jamad\OneDrive\'Design Jobs\21.09.17 Sergio 2nd Walls\Calcs\la coruna wa RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06065081License To : Arc Construction &Engineering Inc. Project Name/Number : la coruna wal Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only)0.054 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. Page : 3 La Coruna Walls Page 14 of 20 Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title :5ft Wall Supporting 2:1 Slope Page : 1 Dsgnr:Date:19 SEP 2021 Description.... This Wall in File: C:\Users\jamad\OneDrive\'Design Jobs\21.09.17 Sergio 2nd Walls\Calcs\la coruna wa RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06065081License To : Arc Construction &Engineering Inc. Project Name/Number : la coruna wal 5.00 0.00 2.00 0.00 2,000.0 50.0 0.0 300.0 Criteria Soil Data Retained Height =ft Wall height above soil =ft Active Heel Pressure =psf/ftSlope Behind Wall Height of Soil over Toe in Water height over heel =ft = = 122.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 122.00 pcf Footing||Soil Friction =0.320 Soil height to ignorefor passive pressure =12.00 in Equivalent Fluid Pressure Method Surcharge Loads Adjacent Footing Load Load Type 0.0 Lateral Load =0.0 #/ft 0.0 0.0 0.00.0 Axial Load Applied to Stem Wall to Ftg CL Dist =0.00 ft Wind on Exposed Stem psf0.0= Lateral Load Applied to Stem Surcharge Over Heel =psf Adjacent Footing Load =0.0 lbs Axial Dead Load (Service Level) =lbs Footing Type Line Load Surcharge Over Toe Footing Width =0.00 ft...Height to Top =0.00 ft Eccentricity =0.00 in...Height to Bottom =0.00 ft Used To Resist Sliding & Overturning Used for Sliding & Overturning ==0.0 ft Axial Live Load = Base Above/Below Soil lbs = Axial Load Eccentricity ==Poisson's Ratio 0.300 at Back of Wall in (Service Level) Wind (W)= Design Summary Wall Stability RatiosOverturning =2.53 OK Sliding =1.54 OK Total Bearing Load =1,849 lbs...resultant ecc.=9.53 in Soil Pressure @ Toe =1,484 psf OK Soil Pressure @ Heel =0 psf OK Allowable =2,000 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =2,078 psf ACI Factored @ Heel =0 psf Footing Shear @ Toe =18.7 psi OK Footing Shear @ Heel =16.2 psi OK Allowable =75.0 psi Sliding Calcs Lateral Sliding Force =1,069.8 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 591.7 1,054.2 = = 0.0 - lbs lbs lbs OK lbs OK - Masonry Block Type =Medium Weight Stem Construction Bottom Stem OK Shear.....Actual Design Height Above Ftg =0.00ft Wall Material Above "Ht"=Masonry Thickness =8.00Rebar Size =#4 Rebar Spacing =24.00 Rebar Placed at =EdgeDesign Data fb/FB + fa/Fa =0.738 Total Force @ Section =lbs Moment....Actual =ft-# Moment.....Allowable =2,258.3 =psi Shear.....Allowable =69.7psi Wall Weight =78.0psf Rebar Depth 'd'=5.25in Masonry Data f'm =1,500psi Fy =psi 60,000 Solid Grouting =Yes Modular Ratio 'n'=21.48 Equiv. Solid Thick.=7.60in Concrete Dataf'c =psi Fy = Masonry Design Method LRFD= Load Factors Building Code CBC 2019,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 psi Service Level =1,000.0lbsStrength Level Service Level Strength Level =1,666.7ft-# Service Level Strength Level =10.9psi Design Method =LRFD LRFD Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing pressures. Anet (Masonry)=91.50in2 Page : 1 La Coruna Walls Page 15 of 20 Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title :5ft Wall Supporting 2:1 Slope Page : 2 Dsgnr:Date:19 SEP 2021 Description.... This Wall in File: C:\Users\jamad\OneDrive\'Design Jobs\21.09.17 Sergio 2nd Walls\Calcs\la coruna wa RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06065081License To : Arc Construction &Engineering Inc. Project Name/Number : la coruna wal 1.50 1.75 12.00 Footing Torsion, Tu ==ft-lbs0.00Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =2,500psi Toe Width =ft Heel Width = Key Distance from Toe Key DepthKey Width =in=in = 12.0022.00 0.50 ft Footing Thickness =in 3.25= Cover @ Top =2.00 in@ Btm.=3.00 in Total Footing Width =150.00 pcfFooting Concrete DensityFy =60,000 psi Footing Design Results Key: = #4@ 9.25 in, #5@ 14.35 in, #6@ 18 in, #7@ 18 in, #8@ 18 Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe:#4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@ 46 #4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@ 46 =# 6 @ 18.00 in = = = = = 2,078 22,424 2,970 1,621 18.71 75.00 Heel: 0 5 1,668 1,664 16.19 75.00 HeelToe psf ft-# ft-# ft-# psi psi Heel Reinforcing =# 6 @ 18.00 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 5 @ 12.00 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 0.84 0.26 #4@ 9.26 in #5@ 14.35 in #6@ 20.37 in in2 in2 /ft If two layers of horizontal bars: #4@ 18.52 in #5@ 28.70 in #6@ 40.74 in supplemental design for footing torsion. Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING.....Force Distance Moment Distance MomentItemForceft-#lbs ftft ft-#lbs Sloped Soil Over Heel 35.8 2.89 103.4 =Surcharge over Heel = Surcharge Over Heel = = Adjacent Footing Load =Adjacent Footing Load Axial Dead Load on Stem = =* Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Surcharge Over Toe Load @ Stem Above Soil = = = = = = Stem Weight(s) = 390.0 1.83 715.0 Earth @ Stem Transitions =Footing Weight = 487.5 1.63 792.2 Key Weight = 275.0 1.00 275.0 Added Lateral Load lbs =2,139.7 Vert. Component 536.8 3.25 1,744.5 Total = 2,385.9 5,419.9 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =1,069.8 O.T.M. = Resisting/Overturning Ratio =2.53 Vertical Loads used for Soil Pressure =1,849.1 lbs Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in thecalculation of Overturning Resistance. Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) 660.8 2.71 2.71 1,789.8 1,789.8 Watre Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 1,069.8 2.00 2,332.8 Hydrostatic Force Page : 2 La Coruna Walls Page 16 of 20 Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title :5ft Wall Supporting 2:1 Slope Page : 3 Dsgnr:Date:19 SEP 2021 Description.... This Wall in File: C:\Users\jamad\OneDrive\'Design Jobs\21.09.17 Sergio 2nd Walls\Calcs\la coruna wa RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06065081License To : Arc Construction &Engineering Inc. Project Name/Number : la coruna wal Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only)0.063 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. Page : 3 La Coruna Walls Page 17 of 20 Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title :4ft Wall Supporting 2:1 Slope Page : 1 Dsgnr:Date:19 SEP 2021 Description.... This Wall in File: C:\Users\jamad\OneDrive\'Design Jobs\21.09.17 Sergio 2nd Walls\Calcs\la coruna wa RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06065081License To : Arc Construction &Engineering Inc. Project Name/Number : la coruna wal 4.00 0.00 2.00 0.00 2,000.0 50.0 0.0 300.0 Criteria Soil Data Retained Height =ft Wall height above soil =ft Active Heel Pressure =psf/ftSlope Behind Wall Height of Soil over Toe in Water height over heel =ft = = 122.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 122.00 pcf Footing||Soil Friction =0.320 Soil height to ignorefor passive pressure =12.00 in Equivalent Fluid Pressure Method Surcharge Loads Adjacent Footing Load Load Type 0.0 Lateral Load =0.0 #/ft 0.0 0.0 0.00.0 Axial Load Applied to Stem Wall to Ftg CL Dist =0.00 ft Wind on Exposed Stem psf0.0= Lateral Load Applied to Stem Surcharge Over Heel =psf Adjacent Footing Load =0.0 lbs Axial Dead Load (Service Level) =lbs Footing Type Line Load Surcharge Over Toe Footing Width =0.00 ft...Height to Top =0.00 ft Eccentricity =0.00 in...Height to Bottom =0.00 ft Used To Resist Sliding & Overturning Used for Sliding & Overturning ==0.0 ft Axial Live Load = Base Above/Below Soil lbs = Axial Load Eccentricity ==Poisson's Ratio 0.300 at Back of Wall in (Service Level) Wind (W)= Design Summary Wall Stability RatiosOverturning =2.38 OK Sliding =1.57 OK Total Bearing Load =1,327 lbs...resultant ecc.=8.05 in Soil Pressure @ Toe =1,527 psf OK Soil Pressure @ Heel =0 psf OK Allowable =2,000 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =2,138 psf ACI Factored @ Heel =0 psf Footing Shear @ Toe =13.2 psi OK Footing Shear @ Heel =11.0 psi OK Allowable =75.0 psi Sliding Calcs Lateral Sliding Force =733.5 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 424.8 726.0 = = 0.0 - lbs lbs lbs OK lbs OK - Masonry Block Type =Medium Weight Stem Construction Bottom Stem OK Shear.....Actual Design Height Above Ftg =0.00ft Wall Material Above "Ht"=Masonry Thickness =8.00Rebar Size =#4 Rebar Spacing =32.00 Rebar Placed at =EdgeDesign Data fb/FB + fa/Fa =0.498 Total Force @ Section =lbs Moment....Actual =ft-# Moment.....Allowable =1,713.3 =psi Shear.....Allowable =69.7psi Wall Weight =78.0psf Rebar Depth 'd'=5.25in Masonry Data f'm =1,500psi Fy =psi 60,000 Solid Grouting =Yes Modular Ratio 'n'=21.48 Equiv. Solid Thick.=7.60in Concrete Dataf'c =psi Fy = Masonry Design Method LRFD= Load Factors Building Code CBC 2019,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 psi Service Level =640.0lbsStrength Level Service Level Strength Level =853.3ft-# Service Level Strength Level =7.0psi Design Method =LRFD LRFD Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing pressures. Anet (Masonry)=91.50in2 Page : 1 La Coruna Walls Page 18 of 20 Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title :4ft Wall Supporting 2:1 Slope Page : 2 Dsgnr:Date:19 SEP 2021 Description.... This Wall in File: C:\Users\jamad\OneDrive\'Design Jobs\21.09.17 Sergio 2nd Walls\Calcs\la coruna wa RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06065081License To : Arc Construction &Engineering Inc. Project Name/Number : la coruna wal 1.00 1.50 12.00 Footing Torsion, Tu ==ft-lbs0.00Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =2,500psi Toe Width =ft Heel Width = Key Distance from Toe Key DepthKey Width =in=in = 12.0017.00 0.50 ft Footing Thickness =in 2.50= Cover @ Top =2.00 in@ Btm.=3.00 in Total Footing Width =150.00 pcfFooting Concrete DensityFy =60,000 psi Footing Design Results Key: = #4@ 9.25 in, #5@ 14.35 in, #6@ 18 in, #7@ 18 in, #8@ 18 Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe:#4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@ 46 #4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@ 46 =# 6 @ 18.00 in = = = = = 2,138 10,369 1,440 744 13.17 75.00 Heel: 0 0 881 881 10.96 75.00 HeelToe psf ft-# ft-# ft-# psi psi Heel Reinforcing =# 6 @ 18.00 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 5 @ 12.00 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 0.65 0.26 #4@ 9.26 in #5@ 14.35 in #6@ 20.37 in in2 in2 /ft If two layers of horizontal bars: #4@ 18.52 in #5@ 28.70 in #6@ 40.74 in supplemental design for footing torsion. Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING.....Force Distance Moment Distance MomentItemForceft-#lbs ftft ft-#lbs Sloped Soil Over Heel 21.2 2.22 47.1 =Surcharge over Heel = Surcharge Over Heel = = Adjacent Footing Load =Adjacent Footing Load Axial Dead Load on Stem = =* Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Surcharge Over Toe Load @ Stem Above Soil = = = = = = Stem Weight(s) = 312.0 1.33 416.0 Earth @ Stem Transitions =Footing Weight = 375.0 1.25 468.8 Key Weight = 212.5 1.00 212.5 Added Lateral Load lbs =1,222.5 Vert. Component 368.0 2.50 920.1 Total = 1,695.4 2,911.6 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =733.5 O.T.M. = Resisting/Overturning Ratio =2.38 Vertical Loads used for Soil Pressure =1,327.3 lbs Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in thecalculation of Overturning Resistance. Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) 406.7 2.08 2.08 847.2 847.2 Watre Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 733.5 1.67 1,324.4 Hydrostatic Force Page : 2 La Coruna Walls Page 19 of 20 Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title :4ft Wall Supporting 2:1 Slope Page : 3 Dsgnr:Date:19 SEP 2021 Description.... This Wall in File: C:\Users\jamad\OneDrive\'Design Jobs\21.09.17 Sergio 2nd Walls\Calcs\la coruna wa RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06065081License To : Arc Construction &Engineering Inc. Project Name/Number : la coruna wal Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only)0.068 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. Page : 3 La Coruna Walls Page 20 of 20