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Home My WebLink AboutX2017-0231 - CalcsCalculations for AINING YARD WALLS 2620 Cliff Drive )ort Beach,CA 92663 Engineer of Record Jose De Jesus Prieto 7446 Comanche Drive Buena Park, CA 90620 Design Engineer Ronny Dorantes LO 014/- ill X2ot-j- - 02 31 20 ?.v Gli-Ff fir: Job Number: NIA Date: April 4'17 Page 1 of 16 IN w RI I I 2 Calculations for AINING YARD WALLS 2620 Cliff Drive )ort Beach,CA 92663 Engineer of Record Jose De Jesus Prieto 7446 Comanche Drive Buena Park, CA 90620 Design Engineer Ronny Dorantes LO 014/- ill X2ot-j- - 02 31 20 ?.v Gli-Ff fir: Job Number: NIA Date: April 4'17 Page 1 of 16 IN JOB NAME: Cliff Dove Residence JOB NO: NIA SHEET NO: DESIGN ENGINEER: BC I DATE: April 4'17 ANALYSIS: General IV. Design Criteria Code A. Design based on the 2016 International Building Code (IBC)/2016 California Building Code (CBC) Lateral Loads Ss= 1.699g & St= 0.627g , SDs 1.133 g & Soy=0.627 g Stiff soil Site Class D Risk Category II Allowable Stresses A. Timber Lumber: Douglas Fir Larch No.1..................................................................... Fb,,,= 1,000 psi B. Concrete (for Desion) Footings ................................... B. Concrete Block & Grout Concrete Block ........................... Grout........................................ Medium Weight Concrete Block C. Reinforcing Steel Slabs & Footings ...................... V = 4,500 psi at 28 Days f"= 1,500 psi V = 2,000 psi at 28 days .............. ASTM A615: Fy = 60 ksi for #5 and larger Fy = 40 ksi for #4 and lower D. Soil Maximun Soil Bearing Pressure Dead Load Only) Q,nuw-1,200 psf Maximun Soil Bearing Pressure (Dead Load + Live Load) ......................... Q,nuw-1,500 psf Retaining Walls Friction Factor 0.35 Equivalent Fluid Passive Pressure= 350 pcf Passive Pressure - Level Ground = 350 pcf Passive Pressure- 10% Slope Down= 320 pcf Active Pressure - Level Backfill = 40 pcf Active Pressure- 10% Slope= 42 pcf Passive Pressure- 10% Slope Down= 320 pcf Passive Pressure - 10% Slope Down= 320 pcf Soil Density = 120 pcf W, Title : W1 Page: Job # : WA Dsgnr: R.D Date: 30 MAY 2017 Descr: all in File: E:\Consultant Work 2016\Cliff Residence\Engineering\Calc RetalnPro 70 (c) 7007.2072, Build 70.78.8.37 u«nse: Cantilevered Retaining Wall Design Code: IBC 2006,ACI 318-05,ACI 530-05 License To: Criteria 1,091 psf OK Retained Height = 2.33 it Wall height above soil = 0.25 ft Slope Behind Wall = 10.00:1 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 it Surcharge Loads 1,091 psf OK Surcharge Over Heel - 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning ACI Factored@Toe = 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 100.6 psi Wall Stability Ratios Lateral Sliding Force = Overturning = 2.76 OK Sliding = 2.64 OK Total Bearing Load = 1,121 Ibs ...resultant ecc. = 3.78 in Soil Pressure @ Toe = 1,091 psf OK Soil Pressure @ Heel = 30 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored@Toe = 1,208 psi ACI Factored @ Heel = 34 psf Footing Shear @ Toe = 0.0 psi OK Footing Shear @ Heel = 2.2 psi OK Allowable = 100.6 psi Sliding Gales (Vertical Component Used) Lateral Sliding Force = 329.9 lbs less 100% Passive Force = - 480.0 lbs less 100% Friction Force = - 392.3 lbs Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 42.0 psf/ft Passive Pressure = 320.0 psf/ft Soil Density, Heel = 120.00 pcf Soil Density, Toe = 120.00 pcf FootingllSoil Friction = 0.350 Soil height to ignore has been increased for passive pressure = 12.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #/it ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft The above lateral load Wall to Fig CL Dist = has been increased 1.00 by a factor of Base Above/Below Soil Wind on Exposed Stem = 0.0 psf Adjacent Footing Load To stem 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 # 4 = at Back of Wall 0.0 ft Poisson's Ratio = 0.300 Stem Construction To stem Design Height Above Ftg it = Stem OK 0.00 Wall Material Above "Ht" = Masonry Thickness = 8.00 Rebar Size = # 4 Rebar Spacing = 48.00 Rebar Placed at = Edge Design Data Use Half Stresses fb/FB+fa/Fa = 0.214 Total Force @ Section Ibs = 114.0 Moment.... Actual it-#= 88.5 Moment..... Allowable = 412.9 Shear..... Actual psi = 1.8 Shear..... Allowable psi = 38.7 Wall Weight = 78.0 Rebar Depth 'd' in= 5.25 LAP SPLICE IF ABOVE in= 24.00 LAP SPLICE IF BELOW in= Concrete Data fc HOOK EMBED INTO FTG in= 6.00 Added Force Req'd = 0.0 Ibs OK Masonry Data ....for 1.5: 1 Stability = 0.0 Ibs OK Fm psi= 1,500 Fs psi= 20,000 Solid Grouting = Yes Use Half Stresses = n/a Load Factors Modular Ratio'n' = 21.48 Building Code IBC 2006,ACI Short Term Factor = 1.000 Dead Load 1.200 Equiv. Solid Thick. in= 7.60 Live Load 1.600 Masonry Block Type = Medium Weight Earth, H 1.600 Masonry Design Method = ASD Wind, W 1.600 Concrete Data fc Seismic, E1,000 Fy psi= psi = Title Wt Page: Job # : WA Dsgnr: R.D Date: 30 MAY 2017 Descr. all in File: E:\Consultant Work 2016\Cliff Residence\Engineering\Calc RetainPro 10 (c)1907.2012, Build 10.13.8.31 License: Cantilevered Retaining Wall Design Code' IBC 2006,ACI 318-05,ACI 530-05 License To: Footing Design Results Footing Dimensions &Strengths Toe Width = 0.00 ft _Toe Heel Heel Width = 2.00 Factored Pressure = 1,208 34 psf Total Footing Width = 2.00 Mu': Upward = 0 1 ft-# Footing Thickness = 18.00 in Mu': Downward = 0 204 ft-# Mu: Design = 0 203 ft-# Key Width = 12.00 in Actual 1 -Way Shear = 0.00 2.25 psi Key Depth = 0.00 in Allow 1 -Way Shear = 0.00 100.62 psi Key Distance from Toe = 1.83 ft Toe Reinforcing = #4 @ 16.00 in fc = 4,500 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spedd Min. As % = 0.0018 Other Acceptable Sizes & Spacings Cover(p Top 3.00 @ Btm = 3.00 in Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: Not req'd, Mu < S * Fr Rem Heel Active Pressure = Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Total Forces & Moments Force lbs Force Distance Moment lbs ft ft-# 329.9 1.32 435.8 Soil Over Heel = 372.8 1.33 497.1 Sloped Soil Over Heel = 10.7 1.56 16.6 Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = 329.9 O.T.M. 435.8 Stem Weight(s) = 201.2 0.33 67.1 Earth @ Stem Transitions = ResistinglOvertuming Ratio = 2.76 Vert. component of active S.P. used for Overturning Resistance. Vertical component of active pressure used for soil pressure DESIGNER NOTES: Footing Weight = 450.0 1.00 450.0 Key Weight = 2.33 = 86.3 2.00 172.5 Total= 1,121.0 lbs R.Ii 1,203.3 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. 9 Pp= 480.# 10. J 1090.7psf . 48psf 329.87# 8.1n Mas w/#4 48.in o/c Sol Grout Special Insp #4@18.in @ Heel all horiz. reinf. See Appendix Title W2 Page: Job # NA Dsgnr: R.D Date: 30 MAY 2017 Descr: W2 UPDATED ON 6.16.17 all in File: E:\Consultant Work 2016\Cliff Residence\Engineering\Calc RetalnPro 10 (c) 1887.2012, Build 10.18.8.31 License: Cantilevered Retaining Wall Design Code: IBC 2006,ACI 318-05,ACI 530-05 License To: Criteria 1,023 psf OK Retained Height = 2.58 It Wall height above soil = 0.17 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft Surcharge Loads 1,023 psf OK Surcharge Over Heel - 20.0 psf Used To Resist Sliding & Overturning 1,500 psf Surcharge Over Toe = 0.0 psi Used for Sliding & Overturning 1,227 psf Axial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 be Axial Load Eccentricity = 0.0 in Design Summary Sliding Calcs (Vertical Component Used) Wall Stability Ratios 406.1 lbs Overturning = 3.51 OK Sliding = 2.49 OK Total Bearing Load = 1,520 lbs ...resultant ecc. = 4.68 in Soil Pressure @ Toe = 1,023 psf OK Soil Pressure @ Heel = 83 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored@Toe = 1,227 psf ACI Factored @ Heel = 99 psf Footing Shear @ Toe = 0.0 psi OK Footing Shear @ Heel = 1.8 psi OK Allowable = 100.6 psi Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 406.1 lbs less 100% Passive Force= - 480.0 lbs less 100% Friction Force = - 532.0 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5: 1 Stability = 0.0 lbs OK Load Factors 320.0 psf/ft Building Code IBC 20061ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 42.0 psf/ft Passive Pressure 320.0 psf/ft Soil Density, Heel = 120.00 pcf Soil Density, Toe = 120.00 pcf FootingIISoil Friction = 0.350 Soil height to ignore has been increased for passive pressure = 12.00 in Lateral Load Applied to Stem Lateral Load = 350.0 #/ft ...Height to Top = 0.83 ft ...Height to Bottom = 0.75 ft The above lateral load Wall to Ftg CL Dist = has been increased 1.00 by a factor of Base Above/Below Soil Wind on Exposed Stem = 0.0 psi Adjacent Footing Load Top Stem Adjacent Footing Load = 0.0 IDs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 It Footing Type Line Load Base Above/Below Soil # 4 = at Back of Wall 0.0 ft Poisson's Ratio = 0.300 Stem Construction Top Stem Design Height Above Ftg It = Stem OK 0.00 Wall Material Above "Ht" = Masonry Thickness = 8.00 Rebar Size = # 4 Rebar Spacing = 48.00 Rebar Placed at = Edge Design Data fb/FB + fa/Fa = 0.401 Total Force @ Section be = 185.8 Moment.... Actual ft-#= 165.6 Moment..... Allowable = 412.9 Shear..... Actual psi = 2.9 Shear..... Allowable psi = 38.7 Wall Weight = 78.0 Rebar Depth 'd' in = 5.25 LAP SPLICE IF ABOVE in= 24.00 LAP SPLICE IF BELOW in= HOOK EMBED INTO FTG in = - 6.00 Masonry Data fm Fs Solid Grouting Use Half Stresses Modular Ration' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy psi= 1,500 psi = 20,000 Yes n/a 21.48 = 1.000 in= 7.60 = Medium Weight = ASD psi = psi = Title : W2 Page: Job # NA Dsgnr: R.D Date: 30 MAY 2017 Descr: W2 UPDATED ON 5.16.17 'all in File: E:\Consultant Work 2016\Cliff Residence\Engineering\Calc RetalnPro 10 (c)19874012, Build 10.18.8.81 License: Cantilevered Retaining Wall Design Code: IBC 2006,ACI 318-05,ACI 530-05 License To: Footing Dimensions &Strengths Toe Width = 0.00 It Heel Width = 2.75 Total Footing Width = 2.75 Footing Thickness = 18.00 in Key Width = 12.00 in Key Depth = 0.00 in Key Distance from Toe = 2.00 It fc = 4,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top 3.00 @ Btm = 3.00 in Footing Design Results Distance TOO_ Factored Pressure = 1,227 Heel 99 psf Mu': Upward = 0 2 ft-# Mu': Downward = 0 9 ft-# Mu: Design = 0 8 ft-# Actual 1 -Way Shear = 0.00 1.76 psi Allow 1 -Way Shear = 0.00 100.62 psi Toe Reinforcing = # 4 @ 18.00 in Heel Reinforcing = # 4 @ 18.00 in 214.5 Key Reinforcing = None Spedd Other Acceptable Sizes & Spacings 618.8 Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: Not req'd, Mu < S * Fr Summary of Overturnina & Resistina Forces & Moments 1 Rem Heel Active Pressure = Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load Load @ Stem Above Soil = Force Distance Moment lbs ft ft-# 349.6 1.36 475.4 28.6 2.04 58.3 28.0 2.29 64.1 Total 406.1 O.T.M. 597.8 Resisting/Overturning Ratio = 3.51 Vert. component of active S.P. used for Overturning Resistance. DESIGNER NOTES: Force Distance Moment lbs It ft-# Soil Over Heel = 645.0 Sloped Soil Over Heel = Surcharge Over Heel = 41.7 Adjacent Footing Load = Axial Dead Load on Stem = Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 214.5 Earth @ Stem Transitions= Footing Weight = 618.8 Key Weight = 1.71 1,101.9 1.71 71.2 0.33 71.5 1.38 850.8 2.50 Total= 1,519.9 lbs RM.= 2,095.3 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. N 350.psL. Pp= 480.# 20.psf 406.13# PPP73p2psf 1022.7psf 0 8.1n Mas w/ #4(� 48.in o/c Solip'Grout Special Insp #4@18.in @ Heel Designer all horiz. See Appei 1'-8" 10 Title Cliff Residence W3 Retaining Wall Page: Job # WA Dsgnr: R.D Date: 16 MAY 2017 Descr: W3 WALL REVISED 5.15.17 With Fence 'all in File: E:\Consultant Work 2016\Cliff Residence\Engineering\Calc RetalnPro 10 (c) 1987-2012, Build 10.18.9.31 License: Cantilevered Retaining Wall Design Code: IBC 2006,ACI 318-05,ACI 530-05 License To: Criteria 1,436 psf OK Retained Height = 5.08 ft Wall height above soil = 7.08 ft Slope Behind Wall = 0.00 :1 Height of Soil over Toe = 12.00 in Water height over heel = 0.0 It Surcharge Loads 1,436 psf OK Surcharge Over Heel - 20.0 psf Used To Resist Sliding & Overturning 1,500 psf Surcharge Over Toe = 20.0 psf Used for Sliding & Overturning 1,723 psf Axial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 IDS Axial Load Eccentricity = 0.0 in Design Summary Sliding Calcs (Vertical Component NOT Used) Wall Stability Ratios 1,060.3 IDS Overturning = 2.61 OK Sliding = 2.18 OK Total Bearing Load = 3,340 Ibs ...resultant ecc. = 8.41 in Soil Pressure @ Toe = 1,436 psf OK Soil Pressure @ Heel = 48 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,723 psf ACI Factored @ Heel = 58 psf Footing Shear@Toe = 6.0 psi OK Footing Shear @ Heel = 7.3 psi OK Allowable = 100.6 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 1,060.3 IDS less 100% Passive Force = - 977.8 IDS less 100% Friction Force = - 1,335.9 IDS Added Force Req'd = 0.0 IDS OK ....for 1.5: 1 Stability = 0.0 IDS OK Load Factors = 320.0 psf/ft Building Code IBC 2006,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 42.0 psf/ft Passive Pressure = 320.0 psf/ft Soil Density, Heel = 120.00 pcf Soil Density, Toe = 120.00 pcf FootingIlSoil Friction = 0.400 Soil height to ignore has been increased for passive pressure = 12.00 in Lateral Load Applied to Stem Lateral Load = 15.0 #/ft ...Height to Top = 12.17 it ...Height to Bottom = 5.17 it The above lateral load Wall to Ftg CL Dist = has been increased 1.00 by a factor of Base Above/Below Soil Wind on Exposed Stem = 0.0 psf Adjacent Footing Load Top Stem Adjacent Footing Load = 0.0 IDS 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 Stem Construction Top Stem 2nd Design Height Above Ftg R = 5.17 Stem OK 0.00 Wall Material Above "Hf' = Fence Masonry Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force @ Section Moment.... Actual Moment..... Allowable Shear..... Actual Shear. ..Allowable 8.00 _ # 5 8.00 = Edge be = ft-# _ ft-# _ psi = Wall Weight psf= Rebar Depth 'd' in= LAP SPLICE IF ABOVE in= LAP SPLICE IF BELOW in= HOOK EMBED INTO FTG in= 0.799 0.0 682.5 0.0 1,918.3 2,495.7 10.8 38.7 78.0 5.25 30.00 MIX Masonry Data fm psi= 1,500 Fs psi= 20,000 Solid Grouting = Yes Use Half Stresses = No Modular Ratio'n' = 21.46 Short Term Factor = 1.000 Equiv. Solid Thick. = 7.60 Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data fc psi = Fy psi = 11 Title : Cliff Residence W3 Retaining Wall Page: Job # WA Dsgnr: R.D Date: 16 MAY 2017 Descr: W3 WALL REVISED 5.16.17 With Fence 'all in File: E:\Consultant Work 2016\Cliff Residence\Engineering\Calc RetalnPro 10 (c) 1987-2012, Build 10.13.8.31 License: Cantilevered Retaining Wall Design Code: IBC 2006,ACI 318-05,ACI 530-05 License To: Footing Dimensions & Strengths Toe Width Bee= 1.00 ft Heel Width = 3.50 Total Footing Width = 4.50 Fooling Thickness = 18.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 It fc = 4,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top 3.00 @ Btm = 3.00 in Footing Design Results Force Distance Toe_ Factored Pressure = 1,723 Heel 58 psf Mu': Upward = 24 1 ft-# Mu': Downward = 6 14 ft-# Mu: Design = 17 13 ft-# Actual 1 -Way Shear = 6.00 7.35 psi Allow 1 -Way Shear = 100.62 100.62 psi Toe Reinforcing = # 4 @ 18.00 in Surcharge Over Heel = Heel Reinforcing = # 4 @ 18.00 in 3.08 Key Reinforcing = None Spedd Adjacent Footing Load = Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S ` Fr Axial Dead Load on Stem = Heel: Not req'd, Mu < S ` Fr Key: No key defined Axial Live Load on Stem = Summary of Overturning & Resisting Forces & Moments 1 Item Heel Active Pressure = Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Total .....OVERTURNING..... Force Distance Moment lbs ft ft-# 909.2 2.19 1,994.2 46.1 3.29 151.5 105.0 10.17 1,067.9 1,060.3 O.T.M. 3,213.6 Resisting/Overturning Ratio = 2.61 Vertical Loads used for Soil Pressure = 3,339.6 lbs DESIGNER NOTES: 12 Force Distance Moment lbs It ft-# Soil Over Heel = 1,727.2 3.08 5,325.5 Sloped Soil Over Heel = Surcharge Over Heel = 56.7 3.08 174.7 Adjacent Footing Load = Axial Dead Load on Stem = Axial Live Load on Stem = Soil Over Toe = 120.0 0.50 60.0 Surcharge Over Toe = 20.0 0.50 10.0 Stem Weight(s) = 403.3 1.33 537.7 Earth @ Stem Transitions= Footing Weight = 1,012.5 2.25 2,278.1 Key Weight = Vert. Component = Total= 3,339.6 lbs RM.= 8,386.1 "Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. 12 Pp= 977.78# jjjjjjjjjjjjjjjjppp� 48.297psf 1060.30 1436.psf 13 8.in Mas w/ #1 Soli Spa( 1,_8,E #4@1 8.m @ Toe #4@18.in @ Heel Designe all hori; See Appi 14 �C W CN 0, � r LLJ z //fes((( f!7 u LW 6.F a 0 U. 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