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CUP 2017-0008; CONCRETE RETAINING WALL AND SHED; 2019-08-15
rh a 8"CMU WALL PER SCHEO I #5@24'OC REINF PER SCHED—... 12CONC WALL PER SCHED—.. •f : - - REINF PER SCHED—....., 45@12OC—, . #5@120CEF__... WATERPROOFING AS REQD—. CONT FTC DRAIN—, - REINF PER SCHED . - #5©12OCEF II F T ISI H RECEIIVED SEP 0 231] LAND DEVELOPMENT ENGINEERING NOTE: CONCRETE FOOTING AND WALL SHALL BE MIN 4000 PSI CONCRETE MASONRY WALL SHALL BE MIN 2000 PSI EXTEND LARGER FOOTING MIN 2-0" WHERE FOOTING WIDTH CHANGES Retaining Height H(ft) S(ft) T(ft) Kh(in) t(ft) Ch(ft) Mh(ft) Reinforcement Masonry Wall Concrete Wall Concrete Footing (LONG) Concrete Footing(TRANS }____________ Concrete Key Max 12' 6-6" 1-0" 7'-9" 36 3'-0 55fl #5@16OC ff7@9"OC (13)#61&B 4#7@9OCT&B #5@12"OC Max 8' 3-0" 1'-0 4'-O" 18 2'-6 4-0" 41-0" #5@16OC #5@12OC (9)415 T&B 4#5@12'1OC T&B 415@12"OC Max 6' 3-0 10" 3-0" 1221-0" NA 61-0 415@8"OC NA (6)#51&B 1#5@I2"OCT&B 415@12"OC Max 4' 2-0" 1-0" 3-0" NA 21-0" NA 4L0" #5@16"OC NA (6)#5T&B #5@12"OCT&B NA CONCRETE RETAINING WALL AND SCHED 01 EDGE OF FIG DOWEL TO MATCH LONGIT REINF DOWEL WI STD HOOK TO MATCH CROSS FIG LONGIT REINF •y• - -. 4 4 a 4 - --'4 •• 4.- A a - -. I a-. - 4 a - - - - 4 AT CORNERS AT INTERSECTIONS NOTES: 1. SPLICE LENGTHS PER LAP SPLICE AND DEVELOPMENT LENGTH SCHEDULE. PLAN - TYPICAL CORNER REINFORCING AT CONCRETE FOOTINGS 03132 SCALE: 3/4 =1'-0 MATCH- LAP 36 BAR DIA. LONGITUDINAL -\ 2. RISE MIN. MIN REINFORCEMENT #5 BAR RISE 0) STEP 24 MAX. N4OMIN \2 12 MIN 424X <\3CLR RISE .. _ LONGITUDINAL MATCH REINFORCEMENT LONGITUDINAL PER DETAIL REINFORCEMENT I STEPPED FOOTING_I DGI flEERS E Seattle 8 Portland Spokane San Diego Austin 2 Irvine San Francisco Anchorage Los Angeles Structural Calculations Carson Marketplace Apartments Retaining Walls Carson, CA DCI Job Number 19071-0021 Prepared for: Alliance Land Planning & Engineering Inc. 2600 Michelson Drive, Suite 930 Irvine, CA 92612 (949) 892-4950 Service Innovation Value Cantilevered Retaining Wall [toil Data I Allow Soil Bearing = 3,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 50.0 psf/ft Pssivp Pressure = nn fl nsf/if Soil Density, Heel = 110.00 pcf Soil Density, Toe = 0.00 pcf FootingilSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in Code: CBC 2016,ACI 318-14,ACI 530-13 Axial Dead Load -7-5.5 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load • Method : Triangular Load at bottom of Triangular Distribution ....... (Strength) Design Summary I Wall Stability Ratios Overturning = 3.46 OK Sliding = 1.40 Ratio <1. Total Bearing Load = 18,738 lbs resultant ecc. = 5.92 in Soil Pressure @ Toe = 1,467 psf OK Soil Pressure © Heel = 990 psf OK Allowable = 3,000 psf Soil Pressure Less Than Allowable ACI Factored © Toe = 2,054 psf ACI Factored © Heel = 1,387 psf Footing Shear © Toe = 17.0 psi OK Footing Shear @ Heel = 13.1 psi OK Allowable = 94.9 psi Sliding Calcs Lateral Sliding Force = 9,082.6 lbs less 100% Passive Force = - 6,187.5 lbs less 100% Friction Force = - 6,558.3 lbs Added Force Req'd = 0.0 lbs OK ...for 1.5 S:ability = 878.0 lbs NG Vertical component of active lateral soil pressure IS NOT consider3d in the calculation of soil bearing Load Factors - Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2016,ACI 1.200 1.600 1.600 1.000 1.000 psi= 9.9 psi= 56.2 psi= 52.0 94.9 in2 = 91.50 in= 5.25 9.56 psi= 2,000 psi = 32,000 = Yes = 16.11 psf = 78.0 150.0 = 1.000 in= 7.60 = Medium Weight = ASD psi = 4,000.0 psi = 60,000.0 Use menu item Settings> Printing & Title Block [Title 12 MAX RETAINING WALL 2:1 Page: 1 to set these five lines of information Job #: Dsgnr: MG Date: 15 AUG 2019 for your program. Description.... This Wall in File: Criteria Retained Height = 12.00 ft Wall height above soil = 1.00 ft Slope Behind Wall = 2.00 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft Surcharge Loads Lateral Load Applied to Stem Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 #/ft Used To Resist Sliding & Overturning ...Height to Top 0.00 ft Surcharge Over Toe 0.0 psf ...Height to Bottom = 0.00 ft Used for Sliding & Overturning Load Type = Wind (W) Axial Load Applied to Stem I (Service Level) Adjacent Footing Load I Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil - at Back of Wall - 0 0 ft Poisson's Ratio = 0.300 Wind on Exposed Stem = 0.0 psf (Service Level) Total Strength-Level Seismic Load = 1,080.000 lbs = 144.000 psf Total Service-Level Seismic Load = 756.000 lbs Stem Construction 2nd Bottom Stem OK Stem OK Design Height Above Ftc ft= 6.50 0.00 Wall Material Above "Ht" = Masonry Concrete 5! Design Method = ASD LRFD Thickness = 8.00 12.00 Rebar Size = # 5 # 7 Rebar Spacing = 16.00 9.00 Rebar Placed at = Edge Edge Design Data fb/FB + fa/Fa = 0.562 0.799 Total Force @ Section Service Level lbs = 901.5 Strength Level lbs = 6,451.2 Moment. ...Actual Service Level fi-# = 1,652.7 Strength Level ft-#= 25,804.8 Moment.....Allowable ft4 = 2,939.8 32,301.0 Service Level Strength Level Shear ..... Allowable Anet (Masonry) Rebar Depth 'd' Masonry Data I'm Fs Solid Grouting Modular Ratio 'n' Wall Weight Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy Use menu Item' Settings> Printing & Title Block [Title 12' MAX RETAINING WALL 2:1 Page: 2 to set these five lines of information Job #: Dsgnr: MG Date: 15 AUG 2019 for your program. Description.... This Wall in File: c:\users\mgoyal\desktop\projects\oakmont senior living\retaining wall.rpx RetainPro (C) 1987.2016, Build 11.16.07.15 License: KW-06058348 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To: DCI ENGINEERS Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.6204 in2/ft (4/3) * As: 0.8271 in2/ft Min Stem T&S Reinf Area 1.872 in2 200bd/fy : 200(12)(9.5625)/60000: 0.3825 in2/ft Min Stem T&S Reinf Area per ft of stem Height 0.0018bh : 0.0018(12)(12): 0.2592 in2/ft Horizontal Reinforcing Options: One layer of: 'Two layers of: Required Area: 0.6204 in2/ft #4c 8.33 in #4© 16.67 in Provided Area 0.8 in2/ft #5© 12.92 in #5@ 25.83 in Maximum Area: 2.0727 1n2/ft #6@ 18.33 in #6@ 36.67 in Footing Dimensions & Strengths Footing Design Results • Toe Width = 7.75 it LW H21111. Heel Width = 7.50 Factored Pressure = 2,054 1,387 psf Total Footing Width = 15.25 Mu': Upward = 58,285 31,294 ft-# Footing Thickness = 36.00 in Mu': Downward = 18,199 50,911 ft4 Mu: Design Width = Key Depth = = 40,087 19,617 ft-*Key 12.00 n Actual 1-Way Shear 36.00 in = 17.01 13.09 psi Key Distance from Toe = Allow 1-Way Shear 7.75 ft = 94.87 94.87 psi Toe Reinforcing = # 7 © 9.00 in ft = 4,000 psi Fy = 60,000 psi Heel Reinforcing = #5 © 12.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = #5 © 12.00 in 0.288 in2/ft Mm. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 2.00 © Btm.= 3.00 in Toe: #4© 3.09 in, #5© 4.78 in, #6@ 6.79 in, #7© 9.26 in, #8@ 12.19 in, #9© 15.43 Heel: Not req'd: Mu < phi*5*lambda*sqrt(fc)*Sm Key: #4© 10.00 in, #5© 15.50 in, #6© 22.00 in, #7@ 30.00 in, Min footing T&S reinf Area 11.86 in2 Min footing T&S reinf Area per foot 0.78 in2 /ft If one layer of horizontal bars: If two layers of horizontal bars: #.4© 3.09 in #4© 6.17 in #5@ 4.78 in #5© 9.57 in #6© 6.79 in #6© 13.58 in Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs It ft4 lbs ft ft-# Heel Active Pressure 8,326.6 6.08 50,653.3 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load © Stem Above Soil = Seismic Earth Load = 756.0 5.00 3,780.0 Total 9,082.6 O.T.M. 54,433.3 Resisting/Overturning Ratio = 3.46 Vertical Loads used for Soil Pressure = 18,738.0 lbs Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem * Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = Earth © Stem Transitions= Footing Weight = Key Weight Vert. Component = 8,580.0 12.00 102,960.0 1,161.9 13.08 15,201.2 3.88 1,482.0 8.19 12,142.0 201.7 8.58 1,731.0 6,862.5 7.63 52,326.6 450.0 8.25 3,712.5 If seismic is included, the OTM and sliding ratios be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Total = 18,738.0 lbs R.M.= 188,073.2 * Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. Use menu item Settings> Printing & Title Block [Title 12 MAX RETAINING WALL 2:1 ! Page: 3 to set these five lines of information Job #: Dsgnr: MG Date: 15 AUG 2019 for your program. Description.... This Wall in File: c:\usersmgoyaI\desktopprojects\oakmont senior IMng\retaining wall.rpx RetainPro (c) 1987-2016, Build 11.16.07.15 License: KW-06058348 Cantilevered Retaining Wall Code: CBC 2016ACI 318-14,ACI 530-13 License To: DCI ENGINEERS Tilt I Horizontal Deflection at Too of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defi @ Top of Wall (approximate only) 0.035 in This Wall in File: Cantilevered Retaining Wall Criteria Retained Height = 12.00 ft Wall height above soil = 1.00 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 6.00 in Water height cver heel = 0.0 ft Soil Data I Allow Soil Bearing = 3,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Passive Pressure = 300.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 0.00 pcf FootinglSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in Total Strength-Level Seismic Load = 1,080.000 lbs = 144.000 psf Total Service-Level Seismic Load = 756.000 lbs Stem Construction I - Design Height Above Ft9 ft= Wall Material Above "Ht" = Design Method = Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force @ Section Service Level lbs = Strength Level lbs = Moment .... Actual Service Level ft-#= Strength Level ft# = Moment.....Allowable ft-#= Service Level psi= Strength Level psi= Shear ..... Allowable psi= Anet (Masonry) in2 Rebar Depth 'd' in= Masonry Data fm psi = 2,000 Fs psi = 32,000 Solid Grouting = Yes Modular Ratio 'n' = 16.11 Wall Weight psi = 78,0 150.0 Short Term Factor = 1.000 Equiv. Solid Thick. in 7.60 Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data fc psi = 4,000.0 Fy psi = 60,000.0 2nd Bottom Stem OK Stem OK 6.50 0.00 Masonry Concrete ASD LRFD 8.00 12.00 #5 #7 16.00 9.00 Edge Edge 0.830 0.869 1,112.1 6,250.5 2,439.8 28,056.4 2,939.8 32301.0 12.2 54.5 52.0 94.9 91.50 5.25 9.56 Use menu item Settings> Printing & Title Block 12 MAX RETAINING WALL SURCHARGE Page: 1 to set these five lines of information Job #: Dsgnr: MG Date: 15 AUG 2019 for your program. Description.... Surcharge Loads Lateral Load Applied to Stem • Surcharge Over Heel = 250.0 psf Lateral Load = 0.0 #/ft Used To Resist Sliding & Overturning Height to Top 0.00 ft Surcharge Over Toe = 0.0 psf Height to Bottom = 0.00 ft Used for Slicing & Overturning Load Type = Wind (w) Axial Load Applied to Stem (Service Level) Wind on Exposed Stem = 0.0 psf (Service Level) Soil Pressure @ Toe = 910 psf OK Soil Pressure @ Heel = 1,609 psf OK Allowable = 3,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,273 psf ACI Factored @ Heel = 2,252 psf Footing Shear@ Toe = 10.4 psi OK Footing Shear @ Heel = 7.8 psi OK Allowable = 94.9 psi Sliding Calcs Lateral Sliding Force = 5,886.7 lbs less 100% Passive Force = - 6,187.5 lbs less 100% Friction Force = - 6,720.4 lbs Added Force Req'd = 0.0 lbs OK for 1.5 Stability = 0.0 lbs 01< Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors - Building Code CBC 2016,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load • Method : Triangular Load at bottom of Triangular Distribution ...... (Strength) Design Summary I Wall Stability Ratios Overturning = 593 OK Sliding = 2.19 OK Total Bearing Load = 19,201 lbs resultant ecc. = 8.47 in Adjacent Footing Load Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil - at Back of Wall - 0.0 ft Poisson's Ratio = 0.300 8,580.0 12.00 102,960.0 1,625.0 12.00 19,500.0 3.88 1,482.0 8.19 12,142.0 201.7 8.58 1,731.0 6,862.5 7.63 52,326.6 450.0 8.25 3,712.5 Use menu item Settings> Printing & Title Block [fle 12' MAX RETAINING WALL SURCHARGE Page: 2 to set these five lines of information Job #: Dsgnr: MG Date: 15 AUG 2019 for your program. Description.... This Wall in File: c:\users\mgoyaI\desktopprojectsoakmont senior living\retaining wall.rpx RetalnPro (c) 1987-2016, Build 11.16.07.15 License: KW-06058348 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To: DCI ENGINEERS Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment): 0.6745 in2/ft (4/3) * As: 0.8993 in2/ft Min Stem T&S Reinf Area 1.872 1n2 200bd1fy : 200(12)(9.5625)/60000: 0.3825 in2/ft Min Stem T&S Reinf Area per ft of stem Height 0.0018bh : 0.0018(12)(12): 0.2592 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.6745 in2/ft #4© 8.33 in #4@ 16.67 in Provided Area: 0.8 in2/ft #5@ 12.92 in #5@ 25.83 in Maximum Area: 2.0727 in2/ft #6@ 18.33 in #6@ 36.67 in Footing Dimensions & Strengths Footing Design Results Toe Width = 7.75 It IM HP& Heel Width = 7.50 Factored Pressure = 1,273 2,252 psf Total Footing Width = 15.25 Mu': Upward = 43,221 45,767 ft-# Footing Thickness = 36.00 in Mu': Downward 18,199 53,320 ft4 Mu: Design = 25,022 7,553 f14 Key Width = Key Depth = 12.00 in Actual 1-Way Shear = 10.43 7.77 psi 36.00 in Key Distance from Toe = Allow 1-Way Shear 7.75 ft = 94.87 94.87 psi Toe Reinforcing = #7 © 12.00 in ft = 4,000 psi Fy = 60,000 psi Heel Reinforcing = #7 © 12.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = #5 @12.00 in 0.288 in2/ft Mm. As % 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 2.00 © Btm= 3.00 in Toe: #4© 3.09 in, #5@ 4.78 in, #6@ 6.79 in, #7© 9.26 in, #8@ 12.19 in, #9© 15.43 Heel: Not req'd: Mu <phi*5*lambda*sqrt(fc)*Sm Key: #4© 10.00 in, #5© 15.50 in, #6© 22.00 in, #7© 30.00 in, Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 3.09 in #5@ 4.78 in #6© 6.79 in 11.86 in2 0.78 in2 jft If two layers of horizontal bars: #4@ 6.17 in #5© 9.57 in #6© 13.58 in I Summary of Overturning & Resisting Forces & Moments I OVERTURNING RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 3,937.5 5.00 19,687.5 Surcharge over Heel = 1,193.2 7.50 8,948.9 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load © Stem Above Soil = Seismic Earth Load = 756.0 5.00 3,780.0 Total 5,886.7 O.T.M. 32,416.4 Resisting/Overturning Ratio = 5.93 Vertical Loads used for Soil Pressure = 19,201.2 lbs Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe Surcharge Over Toe = Stem Weight(s) = Earth © Stem Transitions = Footing Weight = Key Weight = Vert. Component = If seismic is included, the OTM and sliding ratios be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Total = 19,201.2 lbs R.M. 192,372.0 * Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. Use menu item Settings> Printing & Title Block [Title _ RETAINING WALL SURCHA.RGE Page: 3 to set these five lines of information Job #: Dsgnr: MG Date: 15 AUG 2019 for your program. Description.... This Wail in File: c:\users\mgoyal\desktop\projectsoakmont senior lMng\retaining wall.rpx RetainPro (C) 1987.2016, Build 11.16.07.15 License: KW-06058348 Cantilevered Retaining Wall Code: CBC 2016,ACl 318-14ACI 530-13 License To: DCI ENGINEERS Tilt I Horizontal Deflection at Too of Wall due to seftiement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Dell @ Top of Wall (approximate only) 0.035 in Use menu item Settings> Printing & Title Block 13tle 4! MAX RETAINING WALL 2:1 Page: 1 to set these five lines of information Job #: Dsgnr: MG Date: 15 AUG 2019 for your program. Description.... This Wall in File: c:\users\mgoyaldesktopprojects\oakmont senior living\retaining wall.rpx RetainPro (c) 1987-2016, Build 11.16.07.15 License: KW-06058348 License To: DCI ENGINEERS Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACl 530-13 ICriteria Soil Data I Retained Height = 4.00 ft Allow Soil Bearing = 3,000.0 psf Wall height above soil = 1.00 ft Equivalent Fluid Pressure Method Active Heel Pressure = 50.0 psflft Slope Behind Wall = 2.00 = Height of Soil over Toe = 6.00 in Passive Pressure = 300.0 psf/ft Water height over heel = 0.0 ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 0.00 pcf FootingliSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads I Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning Axial Load Applied to Stem I Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load Method : Triangular Load at bottom of Triangular Distribution ....... (Strength) Design Summary I Wall Stability Ratios Overturning = 4.06 OK Sliding = 1.53 OK Total Bearing Load = 3,366 lbs resultant ecc. = 2.58 in Soil Pressure © Toe = 681 psf OK Soil Pressure @ Heel = 441 psf OK Allowable = 3,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 954 psf ACI Factored @ Heel = 617 psf Footing Shear @ Toe = 5.1 psi OK Footing Shear @ Heel = 2.6 psi OK Allowable = 94.9 psi Sliding Caics Lateral Sliding Force = 1,284.0 lbs less 100% Passive Force = - 787.5 lbs less 100% Friction Force = - 1,178.2 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 Stability = 0.0 lbs OK Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code CBC 2016,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.6D0 Wind,W 1.000 Seismic, E 1.000 Lateral Load Applied to Stem • Lateral Load = 0.0 #/ft Height to br = 0.00 ft Height to Bottom = 0.00 ft Load Type = Wind (N) (Service Level) Wind on Exposed Stem = 0.0 psf (Service Level) Stem Construction I - Design Height Above Ftc ft= Wall Material Above "Ht" = Design Method = Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force @ Section Service Level lbs = Strength Level lbs = MomenL.Actual Service Level ft-# = Strength Level ft-# = Moment.....Allowable Service Level psi= 4.4 Strength Level psi = Shear ..... Allowable psi= 51.6 Anet (Masonry) in2= 91.50 Rebar Depth 'd' in= 5.25 Masonry Data fm psi= 2,000 Fs psi= 32,000 Solid Grouting = Yes Modular Ratio 'n' = 16.11 Wall Weight psf = 78.0 Short Term Factor = 1.000 Equiv. Solid Thick. in= 7.60 Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data ft psi= Fy psi= 0.000 lbs 0.000 lbs I Adjacent Footing Load Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil - at Back of Wall - 0.0 ft Poisson's Ratio = 0.300 Total Strength-Level Seismic Load..... 0.000 psf Total Service-Level Seismic Load..... Bottom Stem OK 0.00 Masonry ASD LRFD 8.00 #5 16.00 Edge 0.181 400.0 533.3 2,939.8 Use menu item Settings> Printing & Title Block 4 MAX RETAINING WALL 1_ Page: 2 to set these five lines of information Job #: Dsgnr: MG Date: 15 AUG 2019 for your program. Description.... This Wall in File: Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Footing Dimensions & Strengths • Footing Design Results • Toe Width = 3.00 ft I=I:leI Heel Width 3.00 Factored Pressure = 954 617 psf Total Footing Width = 6.00 Mu: Upward = 4,040 1,798 ft-# Footing Thickness = 24.00 in Mu: Downward = 2,130 3,072 ft4 Mu: Design = 1,910 1,274 ft4 Key Width = 12.00 in Actual 1-Way Shear = 5.14 2.56 psi Key Depth = 0.00 in Allow 1-Way Shear = 94.87 94.87 psi Key Distance from Toe = 4.00 ft Toe Reinforcing = #5 © 12.00 in fc = 4,000 psi Fy = 60,000 psi Heel Reinforcing = #5 © 12.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = #5 © 12.00 in Mm. As % = 0.0018 Other Acceptable Sizes & Spacings Cover © Top 2.00 © Btm.= 3.00 in Toe: #4@ 4.63 in, #5@ 7.18 in, #6© 10.19 in, #7© 13.89 in, #8@ 18.29 in, #9© 23. Heel: Not req'd: Mu <phi*5*lambda*sqrt(fc)*Sm Key: Not req'd: Mu < phi*5*lambda*sqrt(fc)*Sm Min footing T&S reinf Area 3.11 1n2 Min footing T&S reinf Area per foot 0.52 in2 ift If one layer of horizontal bars: If two layers of horizontal bars: #4© 4.63 in #4© 9.26 in #5© 7.18 in #5@ 14.35 in #6© 10.19 in #6@ 20.37 in Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ff4 Heel Active Pressure = 1,284.0 2.39 3,067.4 Soil Over Heel = 1,026.7 4.83 4,962.2 Surcharge over Heel = Sloped Soil Over Heel = 149.7 5.22 781.9 Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = Load © Stem Above Soil = * Axial Live Load on Stem = Seismic Earth Load = 2.00 Soil Over Toe = 1.50 = Surcharge Over Toe = Total 1,284.0 O.T.M. 3,067.4 Stem Weight(s) = 390.0 3.33 1,300.0 Earth © Stem Transitions = = = Footing Weighi = 1,800.0 3.00 5,400.0 Resisting/Overturning Ratio = 4.06 Key Weight = 4.50 Vertical Loads used for Soil Pressure = 3,366.4 lbs Vert. Component = - Total = 3,366.4 lbs R.M. 12,444.1 If seismic is ircluded, the OTM and sliding ratios * Axial live load NOT included in total displayed or used for overturning be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 resistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Tilt I Horizontal Deflection at Ton of Wall (Deflection due to wall bending not considered) Soil Spriig Reaction Modulus 250.0 pci Honzont3I Defl © Top of Wall (approximate only) 0.016 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. Soil Pressure © Toe = 568 psf OK Soil Pressure @ Heel = 698 psf OK Allowable = 3,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 796 psf ACI Factored © Heel 978 psf Footing Shear © Toe = 4.8 psi OK Footing Shear © Heel = 3.1 psi OK Allowable = 94.9 psi Sliding Calcs Lateral Sliding Force = 1,107.3 lbs less 100% Passive Force = - 787.5 lbs less 100% Friction Force = - 1,330.0 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 Stability = 0.0 lbs OK Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Cantilevered Retaining Wall Soil Data I Allow Soil Bearing = 3,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Pssi u Pressure = tnn n nczflft • • Soil Density, Heel = 110.00 pcf Soil Density, Toe = 0.00 pd FootingliSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in Use menu item Settings> Printing & Title Block [Title- 4 MAX RETAINING WALL SURCHARGE Page: 1 to set these five lines of information Job U: Dsgnr: MG Date: 15 AUG 2019 for your program. Description.... This Wall in File: Criteria Retained Height = 4.00 ft Wall height above soil = 1.00 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft I Surcharge Loads Surcharge Over Heel = 250.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning I Axial Load Applied to Stem I Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Design Summary I Wall Stability Ratios Overturning = 5.38 OK Sliding = 1.91 OK Total Bearing Load = 3,800 lbs ...resultant ecc. = 1.23 in Load Factors Building Code CBC 2016,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind,W 1.000 Seismic, E 1.000 Lateral Load Applied to Stem • Lateral Load = 0.0 U/ft Height to Top 0.00 ft ...Height to Bottom = 0.00 ft Load Type = Wind (W) (Service Level) Wind on Exposed Stem = 0.0 psf (Service Level) Stem Construction I - Design Height Above Ftg ft= Wall Material Above "Ht" = Design Method = Thickness = Rebar Size = Rebar Spacing = Rebar Placed at Design Data fb/FB + fa/Fa = Total Force @ Section Service Level lbs = Strength Level lbs Moment .... Actual Service Level ft-U = Strength Level ft-U = Moment.....Allowable = Service Level psi= Strength Level psi= Shear.....Allowable psi = Anet (Masonry) in2 = Rebar Depth 'd' in= Masonry Data fm Fs Solid Grouting Modular Ratio 'n' Wall Weight Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy Adjacent Footing Load I Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil - at Back of Wall - 0.0 ft Poisson's Ratio = 0.300 LRFD Bottom Stem OK 0.00 Masonry ASD 8.00 U5 16.00 Edge 0.343 598.2 1,009.7 2,939.8 6.5 51.6 91.50 5.25 psi= 2,000 psi= 32,000 = Yes = 16.11 psi = 78.0 = 1.000 in 7.60 = Medium Weight = ASD psi= psi= Use menu item Settings > Printing & Title Block !3tIe 4 MAX RETAINING WALL SURCHARGE Page: 2 to set these five lines of information Job #: Dsgnr: MG Date: 15 AUG 2019 for your program. Description.... This Wall in He: c:users\mgoyal\desktop\projectsoakmont senior living\retaining wall.rpx RetainPro (c) 1987.2016, Build 11.16.07.15 License: KW-06058348 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To: DCI ENGINEERS Footing Dimensions & Strengths • Footing Design Results I Toe Width = 3.00 ft Tim i:l1 Heel Width = 3.00 Factored Pressure = 796 978 psf Total Footing Width = 6.00 Mu': Upward = 3,717 2,634 ft-# Footing Thickness = 24.00 in Mu': Downward 2,130 4,007 ft4 Mu: Design = 1,587 1,373 ft-# Key Width = 0.00 in Actual 1-Way Shear = 4.79 3.13 psi Key Depth = 0.00 Ui Allow 1-Way Shear = 94.87 94.87 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = # 5 © 12.00 in f'c = 4,000 psi Fy = 60,000 psi Heel Reinforcing = #5 © 12.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = #5 @ 12.00 in Mm. As % = 0.0018 Other Acceptable Sizes & Spacings Cover © Top 2.00 © Btm.= 3.00 in Toe: #4© 4.63 in, #5© 7.18 in, #6© 10.19 in, #7@ 13.89 in, #8© 18.29 in, #9© 23. Heel: Not req'd: Mu < phi*5*lambda*sqrt(fc)*Sm Key: No key defined Min footing T&S reinf Area 3.11 in2 Min footing T&S reinf Area per foot 0.52 in2 ift If one layer of horizontal bars: If two layers of horizontal bars: #4© 4.63 in #4@ 9.26 in #5@ 7.18 in #5© 14.35 in #6@ 10.19 in #6© 20.37 in Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft4 lbs ft ft-* Heel Active Pressure = 630.0 2.00 1,260.0 Surcharge over Heel = 477.3 3.00 1,431.8 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load © Stem Above Soil = Total 1,107.3 O.T.M. 2,691.8 Resist! nglOverturning Ratio = 5.38 Vertical Loads used for Soil Pressure = 3,800.0 lbs Soil Over Heel = 1,026.7 4.83 4,962.2 Sloped Soil Over Heel = Surcharge Over Heel = 583.3 4.83 2,819.4 Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = 1.50 Surcharge Over Toe = Stem Weight(s) = 390.0 3.33 1,300.0 Earth © Stem Transitions = Footing Weight = 1800.0 3.00 5,400.0 Key Weight = Vert. Component = Total= 3,800.0 lbs R.M. 14,481.7 * Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Tilt I 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 Defi © Top of Wall (approximate only) 0.018 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe. Cantilevered Retaining Wall Soil Data I Allow Soil Bearing = 3,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure 50.0 psf/ft Piqiup Pressure = flfl fl nrdlff • . Soil Density, Heel = 110.00 pcf Soil Density, Toe = 0.00 pcf FootingliSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in Code: CBC 2016,ACl 318-14,ACl 530-13 Use menu item Settings> Printing & Title Block [Title 6 MAX RETAINING WALL 2:1 Page: 1 to set these five lines of information Job #: Dsgnr: MG Date: 15 AUG 2019 for your program. Description.... This Wall in File: Criteria Retained Height = 6.00 ft Wall height above soil = 1.00 ft Slope Behind Wall = 2.00 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft Surcharge Loads I Lateral Load Applied to Stem • Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 */ft Used To Resist Sliding & Overturning ...Height to Top 0.00 ft Surcharge Over Toe = 0.0 ...Height to Bottom = 0.00 ft Used for Sliding & Overturning Load Type = Wind (W) Axial Load Applied to Stem I (Service Level) Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf Axial Live Load = 0.0 lbs (Service Level) Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load Method : Triangular Load at bottom of Triangular Distribution ...... (Strength) Design Summary I Wall Stability Ratios Overturning = 3.09 OK Sliding = 1.52 OK Total Bearing Load = 5,302 lbs resultant ecc. = 6.46 in Soil Pressure @Toe = 1,107 psf OK Soil Pressure @ Heel = 408 psf OK Allowable = 3,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,550 psf ACI Factored @ Heel = 571 psf Footing Shear © Toe = 10.9 psi OK Footing Shear © Heel = 5.9 psi OK Allowable = 94.9 psi Sliding Caics Lateral Sliding Force = 2,336.1 lbs less 100% Passive Force = - 1,687.5 lbs less 100% Friction Force = - 1,855.5 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 Stability = 0.0 lbs OK Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors - Building Code CBC 2016,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 Stem Construction - Design Height Above Ftg ft = Wall Material Above "Ht" = Design Method = Thickness = Rebar Size = Rebar Spacing = Rebar Placed at Design Data fb/FB + fa/Fa = Total Force @ Section Service Level lbs = Strength Level lbs = Moment ... Actual Service Level ft4 = Strength Level ft4 Moment ..... Allowable = Service Level Strength Level Shear.....Allowable Anet (Masonry) Rebar Depth 'd Masonry Data fm Fs Solid Grouting Modular Ratio 'n' Wall Weight Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy psi= psi= psi= in2 = in= Adjacent Footing Load I Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Fig CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil - at Back of Wall - 0.0 ft Poisson's Ratio = 0.300 LRFD Total Strength-Level Seismic Load = 0.000 lbs = 0.000 psf Total Service-Level Seismic Load = 0.000 lbs Stem OK 0.00 Masonry ASD 8.00 #5 8.00 Edge 0.434 900.0 1,800.0 4,144.4 9.8 52.1 91.50 5.25 psi = 2,000 psi = 32,000 = Yes = 16.11 psf = 78.0 = 1.000 in= 7.60 = Medium Weight = ASD psi= psi= Use menu item Settings> Printing & Title Block LTiue 6' MAX RETAINING WALL 2:1J Page: 2 to set these five lines of information Job #: Dsgnr: MG Date: 15 AUG 2019 for your program. Description.... This Wall in File: c:\users\mgoyal\desktop\projects\oakmont senior living\retaining wall.rpx RetainPro (c) 1987.2016, Build 11.16.07.15 License: KW-06058348 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To: DCI ENGINEERS Footing Dimensions & Strengths I I Footing Design Results • Toe Width = 3.00 ft Ila ffj Heel Width = 4.00 Factored Pressure = 1,550 571 psf Total Footing Width = 7.00 Mu': Upward = 6,345 4,035 ft-# Footing Thickness = 24.00 in Mu': Downward = 2,130 7,916 ft4 Mu: Design = 4,215 3,881 ft4 Key Width = 12.00 in Actual 1-Way Shear = 10.88 5.92 psi Key Depth = 12.00 in Allow 1-Way Shear = 94.87 94.87 psi Key Distance from Toe = 3.00 ft Toe Reinforcing = #5 © 12.00 in ft = 4,000 psi Fy = 60,000 psi Heel Reinforcing = #5 © 12.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = #5 © 12.00 in Mm. As % = 0.0018 Other Acceptable Sizes & Spacings Cover © Top 2.00 © Btm= 3.00 in Toe: #4© 4.63 in, #5© 7.18 in, #6© 10.19 in, #7© 13.89 in, #8@ 18.29 in, #9@ 23. Heel: Not req'd: Mu <phi*5*lambda*sqrt(fc)*Sm Key: #4© 9.26 in, #5© 14.35 in, #6© 20.37 in, #7© 27.78 in, Min footing T&S reinf Area 3.63 in2 Min footing T&S reinf Area per foot 0.52 in2 .ft If one layer of horizontal bars: If two layers of horizontal bars: #4© 4.63 in #4© 9.26 in #5@ 7.18 in #5© 14.35 in #6© 10.19 in #6© 20.37 in Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 2,336.1 3.22 7,527.5 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral 'Load = Load © Stem Above Soil = Seismic Earth Load = 2.67 Total 2,336.1 O.T.M. 7,527.5 Resisting/Overturning Ratio = 3.09 Vertical Loads used for Soil Pressure = 5,301.6 lbs Soil Over Heel = 2,200.0 5.33 11,733.3 Sloped Soil Over Heel = 305.6 5.89 1,799.4 Surcharge Over Heel = Adjacent Footing Load Axial Dead Load on Stem = * Axial Live Load on Stem Soil Over Toe = 1.50 Surcharge Over Toe = Stem Weight(s) = 546.0 3.33 1,820.0 Earth © Stem Transitions = Footing Weighi = 2,100.0 3.50 7,350.0 Key Weight = 150.0 3.50 525.0 Veil. Component = Total= 5,301.6 lbs R.M.= 23,227.7 If seismic is included, the OTM and sliding ratios * Axial live load NOT included in total displayed or used for overturning be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 resistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Tilt I Horizontal Deflection at Too 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) 0.031 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. Soil Pressure @ Toe = 840 psf OK Soil Pressure @ Heel = 825 psf OK Allowable = 3,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,176 psf ACI Factored @ Heel = 1,155 psf Footing Shear © Toe = 8.8 psi OK Footing Shear @ Heel = 5.1 psi OK Allowable = 94.9 psi Sliding Calcs Use menu item Settings> Printing & Title Block [Title 6 MAX RETAINING WALL SURCHARGE Page: 1 to set these five lines of information Job #: Dsgnr: MG Date: 15 AUG 2019 for your program. Description.... This Wall in File: c:users\mgoyai\desktop\projects\oakmont senior living\retaining wali.rpx RetainPro (c) 1987-2016, Build 11.16.07.15 Llcense:KW.06058348 License To: DCI ENGINEERS Cantilevered Retaining Walt Code: CBC2O16,ACI3IS-14,ACI53O-13 Criteria Soil Data Retained Height = 6.00 It Allow Soil Bearing = 3,000.0 psf Wall height above soil = 1.00 ft Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Slope Behind Wall = 0.00 = Height of Soil over Toe = 6.00 in Passive Pressure = 300.0 psf/ft Water height over heel = 0.0 ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 0.00 pcf FootingliSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem • Lateral Load = 0.0 */ft Height to Top 0.00 It Height to Bottom = 0.00 ft Load Type = Wind (W) (Service Level) Wind on Exposed Stem = 0.0 psf (Service Level) Adjacent Footing Load Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil - at Back of Wall - 0.0 ft Poisson's Ratio = 0.300 Surcharge Loads Surcharge Over Heel = 250.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 4.68 OK Sliding = 2.12 OK Total Bearing Load = 5,829 lbs resultant ecc. = 0.13 in Stem Construction I - Bottom Stem OK Design Height Above Ftg ft= 0.00 Wall Material Above "Ht" = Masonry Design Method = ASD LRFD Thickness = 8.00 Rebar Size = #5 Rebar Spacing = 8.00 Rebar Placed at = Edge Design Data fb/FB + fa/Fa = 0.650 Total Force @ Section Service Level lbs = 1,107.3 Strength Level lbs = MomenL.Actual Service Level ft-* = 2691.8 Strength Level 1114 = Moment.....Allowable 4,144.4 Lateral Sliding Force = 1756.4 lbs less 100% Passive Force = - 1,687.5 lbs less 100% Friction Force = - 2,040.3 lbs Added Force Req'd = 0.0 lbs OK for 1.5 Stability = 0.0 lbs OK Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors - Building Code CBC 2016,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 Service Level psi= 12.1 Strength Level psi= Shear ..... Allowable psi= 52.1 Anet (Masonry) in2 = 91.50 Rebar Depth 'd' in= 5.25 Masonry Data fm psi= 2,000 Fs psi= 32,000 Solid Grouting = Yes Modular Ratio 'n' = 16.11 Wall Weight psf = 78.0 Short Term Factor = 1.000 Equiv. Solid Thick. in= 7.60 Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data ft psi= Fy psi= Use menu item Settings > Printing & Title Block [Title 6 MAX_RETAINING WALL SURCHARGE Page: 2 to set these five lines of information Job #: Dsgnr: MG Date: 15 AUG 2019 for your program. Description.... This Wall in File: c:\users\mgoyal\desktop\projects\oakmont senior lMngretaining wall.rpx RetalnPro (c) 1987-2016, Build 11.16.07.15 License: KW-06058348 Cantilevered Retaining Wall Code: CBC 2016,ACl 318-14,ACI 530-13 License To: DCI ENGINEERS Footing Dimensions & Strengths • Footing Design Results • Toe Width = 3.00 It 1QJ1 Had Heel Width = 4.00 Factored Pressure = 1,176 1,155 psf Total Footing Width = 7.00 Mu': Upward = 5,281 6,437 ft4 Footing Thickness = 24.00 in Mu': Downward = 2,130 9,484 ft-# Mu: Design = 3,151 Width = 12.00 Ifi 3,048 114Key Actual 1-Way Shear = 8.83 5.06 psi Key Depth = 12.00 ui Allow 1-Way Shear = 94.87 94.87 psi Key Distance from Toe = 3.00 It Toe Reinforcing = #5 @ 12.00 in ft = 4,000 psi Fy = 60,000 psi Heel Reinforcing = # 5 @ 12.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = #5 © 12.00 in Mm. As % = 0.0018 Other Acceptable Sizes & Spacings Cover © Top 2.00 © Btm. 3.00 in Toe: #4© 4.63 in, #5© 7.18 in, #6© 10.19 in, #7© 13.89 in., #8© 18.29 in, #9© 23. Heel: Not req'd: Mu <phi*5*lambda*sqrt(fc)*Sm Key: #4© 9.26 in, #5@ 14.35 in, #6© 20.37 in, #7© 27.78 in, Min footing T&S reinf Area 3.63 in2 Min footing T&S reinf Area per foot 0.52 in2 /ft If one layer of horizontal bars: If two layers of horizontal bars: #4© 4.63 in #4© 9.26 in #5© 7.18 in #5© 14.35 in #6© 10.19 in #6@ 20.37 in Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,120.0 2.67 2,986.7 Surcharge over Heel = 636.4 4.00 2,545.5 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Total 1,756.4 O.T.M. 5,532.1 Resisting/Overturning Ratio = 4.68 Vertical Loads used for Soil Pressure = 5,829.3 lbs Soil Over Heel = 2,200.0 5.33 11,733.3 Sloped Soil Over Heel = Surcharge Over Heel = 833.3 5.33 4,444.4 Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = 1.50 Surcharge Over Toe = Stem Weight(s) = 546.0 3.33 1,820.0 Earth © Stem Transitions = Footing Weight = 2,100.0 3.50 7,350.0 Key Weight = 150.0 3.50 525.0 Vert. Component Total = 5,829.3 lbs R.M. 25,872.8 * Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component bf active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Tilt I 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 Defi © Top of Wall (approximate only) 0.023 in The above calculation is not valid if the heel soil bearina pressure exceeds that of the toe. Criteria Retained Height = 8.00 ft Wall height above soil = 1.00 ft Slope Behind Wall = 2.00 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft Soil Data I Allow Soil Bearing = 3,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 50.0 psf/ft Passive Pressure = tnn n nrdlff Soil Density, Heel = 110.00 pcf Soil Density, Toe = 0.00 pcf FootingISoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in Total Strength-Level Seismic Load = 504.000 lbs = 96.000 psf Total Service-Level Seismic Load = 352.800 lbs Stem Construction I - Design Height Above Ftg ft= Wall Material Above 'Ht" = 5! Design Method = Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force @ Section Service Level lbs = Strength Level lbs = Moment ... Actual Service Level ft-* = Strength Level ft4 = Moment.....Allowable ft4 = Service Level psi = Strength Level psi= Shear ..... Allowable psi= Anet (Masonry) in2 Rebar Depth 'd' in= Masonry Data fm psi= 2,000 Es psi= 32,000 Solid Grouting = Yes Modular Ratio 'n' = 16.11 Wall Weight psi = 78.0 150.0 Short Term Factor = 1.000 Equiv. Solid Thick. in= 7.60 Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data fc psi = 4,000.0 Ey psi = 60,000.0 2nd Stem OK 4.00 Masonry ASD 8.00 #5 16.00 Center Bottom Stem OK 0.00 Concrete LRFD 12.00 #5 12.00 Edge 0.337 0.548 473.1 2,852.6 630.9 7,606.9 1,874.3 13,892.6 5.2 23.3 51.6 94.9 91.50 3.75 10.19 Use menu item Settings> Printing & Title Block to set these five lines of information for your program. LTt'e 8 MAX RETAINING WALL 2:1 Page: 1 Job #: Dsgnr: MG Date: 15 AUG 2019 Description.... This Wall in File: c:\users\mgoyal\deskt RetainPro (c) 1987.2016, Build 11.16.07.15 License: KW-06058348 License To: DCI ENGINEERS senior living\retaining wall. Cantilevered Retaining Wall Code: CBC 2016,ACl 318-14,ACI 530-13 Surcharge Loads Lateral Load Applied to Stem • Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 #/ft Used To Resist Sliding & Overturning ...Height to Top 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Used for Sliding & Overturning Wind (W) Axial Load Applied to Stem Load Type = I (Service Level) Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf (Service Level) Soil Pressure @ Toe = 1,621 psf OK Soil Pressure @ Heel = 191 psf OK Allowable = 3,000 psf Soil Pressure Less Than Allowable ACI Factored © Toe = 2,270 psf ACI Factored © Heel = 267 psf Footing Shear @ Toe = 8.5 psi OK Footing Shear © Heel = 8.7 psi OK Allowable = 94.9 psi Sliding Calcs Lateral Sliding Force = 3,952.8 lbs less 100% Passive Force = - 2,887.5 lbs less 100% Friction Force = - 2,537.2 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 Stability 504.5 lbs NG Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code CBC 2016,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind,W 1.000 Seismic, E 1.000 Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load • Method : Triangular Load at bottom of Triangular Distribution ...... (Strength) Design Summary Wall Stability Ratios Overturning = 2.37 OK Sliding = 1.37 Ratio < 1. Total Bearing Load = 7,249 lbs ... resultant ecc. = 12.63 in Adjacent Footing Load Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil - at Back of Wall - 0 0 ft Poisson's Ratio = 0.300 Use menu item Settings> Printing & Title Block [ii11e 8MAX RETAINING WALL 2:1 Page: 2 to set these five lines of information Job #: Dsgnr: MG Date: 15 AUG 2019 for your program. Description.... This Wall in File: c:\users\mgoyal\desktop\projects\oakmont senior 1ivin1 wall. keIaInrroc),ae,-u1b, tsmiaii.iumvio License: KW-06058348 Cantilevered Retaining Wall Code: CBC2O16,AC1318-14,AC1530-13 Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.1713 in2/ft (4/3)*As: 0.2284 in2/ft Min Stem T&S Reinf Area 1.152 in2 200bd/fy : 200(12)(10.1875)/60000: 0.4075 in2/ft Min Stem T&S Reinf Area per ft of stem Height 0.0018bh : 0.0018(12)(12): 0.2592 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.2592 in2/ft #4@ 8.33 in #4@ 16.67 in Provided Area . 0.31 in2/ft #5@ 12.92 in #5@ 25.83 in Maximum Area: 2.2081 in2/ft #6@ 18.33 in #6@ 36.67 in Footing Dimensions & Strengths Footing Design Results • Toe Width = 4.00 It IQJ1 Hal Heel Width = 4.00 Factored Pressure = 2,270 267 psf Total Footing Width = 8.00 Mu: Upward = 15,488 2,330 ft-# Footing Thick iess = 30.00 in Mu: Downward = 4,128 7,371 ft-# Mu: Design = 11,360 5,041 #4 Key Width = 12.00 in Actual 1-Way Shear = 8.49 8.75 psi Key Depth = 18.00 n Allow 1-Way Shear = 94.87 94.87 psi Key Distance from Toe = 4.00 ft Toe Reinforcing = # 7 © 9.00 in fc = 4,000 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 12.00 in Footing Conc.ete Density = 150.00 pcf Key Reinforcing = #5 12.00 in 0.288 in2/ft Mm. As % - = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 2.00 © Btm= 3.00 in Toe: #4© 3.70 in, #5© 5.74 in, #6© 8.15 in, #7© 11.11 in, #8© 14.63 in, #9© 18.5 Heel: Not req'd: Mu < phi*5*lambda*sqrt(fc)*Sm Key: #4@ 9.26 in, #5© 14.35 in, #6© 20.37 in, #7© 27.78 in, Min footing T&S reinf Area 5.18 in2 Min footing T&S reinf Area per foot 0.65 in2 ift If one layer of horizontal bars: If two layers of horizontal bars: #4© 3.70 in #4@ 7.41 in #5@ 5.74 in #5© 11.48 in #6© 8.15 in #6© 16.30 in Summary of Overturning & Resisting Forces & Moments OVERTURNING M RESISTING Force Distance oment Force Distance Moment Item lbs ft ft4 lbs It ft-# Heel Active Pressure 3,600.0 4.00 14,400.0 Surcharge over Heel = Surcharge Over Toe = Adjacent Foot ng Load = Added Lateral Load = Load © Stem Above Soil = Seismic Earth Load = 352.8 3.50 1,234.8 Total 3,952.8 O.T.M. 15,634.8 Resisting/Overturning Ratio = 2.37 Vertical Loads used for Soil Pressure = 7,249.2 lbs Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) Earth © Stem Transitions = Footing Weight = Key Weight = Vert. Component 2,640.0 6.50 17160.0 247.5 7.00 1,732.5 2.00 990.0 4.43 4,390.0 146.7 4.83 708.9 3,000.0 4.00 12,000.0 225.0 4.50 1,012.5 If seismic is included, the OTM and sliding ratios be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 Vertical component of active lateral soil pressure IS NOT considered in the calculatbn of Sliding Resistance. Vertical corr ponent of active lateral soil pressure IS NOT considered in the calculatiDn of Overturning Resistance. Total = 7,249.2 lbs R.M.0 37,003.9 * Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. Use menu item Settings> Printing & Title Block [Tifle W MAX RETAINING WALL 2:1 Page: 3 to set these five lines of information Job #: Dsgnr: MG Date: 15 AUG 2019 for your program. Description.... This Wall in File: c:\users\mgoyal\desktopprojects\oakmont senior living\retaining wall.rpx Retalnpro(c)1987.2016, Build 11.16.07.15 License: KW-06058348 Cantilevered Retaining Wall Code: CBC2OI6,AC1318-14AC1530-13 License To: DCI ENGINEERS Tilt I 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 Defi @ Top of Wall (approximate only) 0.051 in psi= 7.3 psi = 25.4 psi= 51.6 94.9 in2 = 91.50 in= 5.25 10.19 psi = 2,000 psi = 32,000 Yes = 16.11 pst= 78.0 150.0 = 1.000 in= 7.60 = Medium Weight = ASD psi = 4,000.0 psi = 60,000.0 Use menu item Settings> Printing & Title Block 13lle 8MAXRETNNING WALL SURCHARGE Page: 1 to set these five lines of information Job #: Dsgnr: MG Date: 15 AUG 2019 for your program. Description.... This Wall in File: c:\users\mgoyaldesktop\projects\oakmont senior livin ketalnl'ro (C) 1e(-u1b, uuiia 11.lb.Ul.1O License: KW-06058348 License To: DCI ENGINEERS Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Criteria Soil Data Retained Height = 8.00 ft Allow Soil Bearing = 3,000.0 psf Wall height above soil = 1.00 ft Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psflft Slope Behind Wall = 0.00 = Height of Soil over Toe = 6.00 in Passive Pressure = 300.0 psf/ft Water height over heel = 0.0 ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 0.00 pcf FootingliSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem • Surcharge Over Heel = 250.0 psf Lateral Load = 0.0 */ft Used To Resist Sliding & Overturning Height to Top 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Used for Sliding & Overturning Load Type = Wind (N) I - - . --------------- I Axial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load • Method : Triangular Load at bottom of Triangular Distribution ....... (Strength) (Service Level) Wind on Exposed Stem = 0.0 psf (Service Level) Adjacent Footing Load I Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil - at Back of Wall - 0 0 ft Poisson's Ratio = 0.300 504.000 lbs 352.800 lbs Total Strength-Level Seismic Load..... = 96.000 psf Total Service-Level Seismic Load..... I Design Summary I Wall Stability Ratios Overturning = 3.23 OK Sliding = 1.80 OK Total Bearing Load = 7,752 lbs resultant ecc. = 5.35 in Soil Pressure © Toe = 1,293 psf OK Soil Pressure © Heel = 645 psf OK Allowable = 3,000 psf Soil Pressure Less Than Allowable ACI Factored © Toe = 1,810 psf ACI Factored © Heel = 903 psf Footing Shear © Toe = 6.6 psi OK Footing Shear © Heel = 7.6 psi OK Allowable = 94.9 psi Sliding Calcs Lateral Sliding Force = 3,117.4 lbs less 100% Passive Force = - 2,887.5 lbs less 100% Friction Force = - 2,713.1 lbs Added Force Reqd = 0.0 lbs OK for 1.5 Stability = 0.0 lbs OK Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors - Building Code CBC 2016,ACl Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 Stem Construction I - Design Height Above Ftg ft= Wall Material Above 'Ht" = Design Method = Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force @ Section Service Level lbs = Strength Level lbs = Moment .... Actual Service Level ft4 = Service Level Strength Level Shear.....Allowable Anet (Masonry) Rebar Depth 'd' Masonry Data fm Fs Solid Grouting Modular Ratio 'n' Wall Weight Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy 2nd Bottom Stem OK Stem OK 4.00 0.00 Masonry Concrete ASD LRFD 8.00 12.00 #5 #5 16.00 12.00 Edge Edge 0.377 0.693 671.3 3,102.8 1,107.2 Strength Level ft4 = 9,631.6 Moment ..... Allowable ft-#= 2,939.8 13,892.6 2,640.0 6.50 17,160.0 750.0 6.50 4,875.0 2.00 990.0 4.43 4,390.0 146.7 4.83 708.9 3,000.0 4.00 12,000.0 225.0 3.50 787.5 Use menu item Settings> Printing & Title Block to set these five lines of information for your program. [Tulle 8MAX RETAINING WALL SURCHARGE Page: 2 Job #: - Dsgnr: MG Date: 15 AUG 2019 Description.... This Walt in File: c:users\mgoyal\desktopprojectsoakmont senior livin RetalnPro (c) 1987-2016, Build 11.16.07.15 License: KW.06058348 Cantilevered Retaining Wall Code: CBC2O16,ACI318-14,AC1530-13 License To: DCI ENGINEERS Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment): 0.2169 in2/ft (4/3) * As: 0.2892 in2/ft Min Stem T&S Reinf Area 1.152 in2 200bd/fy : 200(12)(10.1875)/60000: 0.4075 in2/ft Min Stem T&S Reinf Area per ft of stem Height 0.0018bh : 0.0018(12)(12): 0.2592 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area 0.2892 in2/ft #4@ 8.33 in #4@ 16.67 in Provided Area : 0.31 in2/ft #5@ 12.92 in #5@ 25.83 in Maximum Area: 2.2081 in21ft #6@ 18.33 in #6© 36.67 in Footing Dimensions & Strengths Footing Design Results I Toe Width = 4.00 ft Lift hak Heel Width = 4.00 Factored Pressure = 1,810 903 psf Total Footing Width = 8.00 Mu': Upward = 13,273 4,573 ft4 Footing Thickness = 30.00 in Mu': Downward = 4,128 8,577 ft-# Mu: Design = 9,145 4,004 ft-# Key Width = 12.00 n Actual 1-Way Shear = 6.60 7.57 psi Key Depth = 18.00 in Allow 1-Way Shear = 94.87 94.87 psi Key Distance from Toe = 3.00 ft Toe Reinforcing = #5 © 12.00 in ft = 4,000 psi Fy = 60,000 psi Heel Reinforcing = #5 © 12.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = # 5 © 12.00 in 0.288 in2/ft Mm. As % = 0.0018 Cover © Top 2.00 © Btm.= 3.00 in Other Acceptable Sizes & Spacings Toe: #4© 3.70 in, #5© 5.74 in, #6© 8.15 in, #7© 11.11 in, #8© 14.63 in, #9@ 18.5 Heel: Not req'd: Mu <phi*5*Iambda*sqrt(ft)*Sm Key: #4© 9.26 in, #5© 14.35 in, #6@ 20.37 in, #7© 27.78 in, Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4© 3.70 in #5© 5.74 in #6© 8.15 in 5.18 in2 0.65 in2 ift If two layers of horizontal bars: #4© 7.41 in #5© 11.48 in #6© 16.30 in I Summary of Overturnina & Resistina Forces & Moments I JRNING..... RESISTiNG..... Force nce Moment Force Distance Moment Item lbs ft ft-# lbs ft ft4 Heel Active Pressure = 1,929.4 3.50 6,752.8 Surcharge over Heel = 835.2 5.25 4,384.9 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load © Stem Above Soil = Seismic Earth Load = 352.8 3.50 1,234.8 Total 3,117.4 O.T.M. 12,372.6 Resisting/Overturning Ratio = 3.23 Vertical Loads used for Soil Pressure = 7,751.7 lbs Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = Earth @ Stem Transitions = Footing Weight = Key Weight = Vert. Component = If seismic is included, the OTM and sliding ratios be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Total = 7,751.7 lbs R.M. 39,921.4 * Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. Use menu item Settings> Printing & Title Block to set these five lines of information for your program. 1 LTitie W MAX RETAINING WALL SURCHARGE Page: 3 Job#: Dsgnr: MG Date: 15 AUG 2019 Description.... This Wall in File: c:\users\mgoyal\desktop\projects\oakmont senior livin Ketainvro(q-ivtsf-zuiu, uuiia 11.lb.ULID Ucense: KW-06058348 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14ACI 530-13 Tilt I 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 IJefi © Top of Wall (approximate only) 0.040 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.