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HomeMy WebLinkAboutCT 13-03; Robertson Ranch West El Camino Real Widening; Robertson Ranch West El Camino Real Widening; 2013-07-13FILE COPY Structural Calculations for Rancho Costera Retaining Wall "H" Prepared for: . <.%,.^''4.^ Penco Engineeiing, Inc. 16842 Von Karman Ave, # 150 Irvine, CA 62606 Prepared by: Cho Design Associates, Inc. 3001 Red Hill Avenue, #6-206 Costa Mesa, CA 92626 WilbertCho, P.E, July 18,2013 CHO DESIGN ASSOCIATES, ING. Calculations and Sketches Date Project \'i''6>6^{t> By: (Afc Sheet No. M." .kill auA; A _..M\fbr^>p.!?AM :it^.jC2Al^Cat::^T4M^ j^'ML^f 1$ To ' }M>iM. I Tto ECR GSI 2011 Setbacks (ft) H/3 Min Setbacks (ft) 7 Max Setback (ft) 40 Allowable Soil Bearing 2000 SB Increase for additional width (psf) 0 SB Increase for additional depth (psf) 400 Max Soil Bearing (psf) 3000 Friction 0.35 Active Pressure - native (0:1, 2:1)(pcf) 45/65 Active Pressure - import (0:1, 2:1, 1:1)(pcf) 35/55/95 At-Rest Pressure (pcf) 65 Passive Pressure (pcf) 250 Max Passive Pressure (psf) 2500 Seismic Loading 14H 1 2: I ! i I, i. I .1 . ! i I I • ; ~l : ' ] i ' i I : i ' ' ' I ^USGS Design Maps Summary Report User-Specified Input Report Title Rancho Costera Thu 3uly 18, 2013 17:25:58 UTC Building Code Reference Document ASCE 7-10 Standard (vvfiich utilizes USGS hazard data available in 2008) Site Coordinates 33.15065°N, 117.30292°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III _ 2ni1 • SODOiii Q mapquest USGS-Provided Output ® Mapaucit Sg = 1.083 g Sl = 0.417 g S„s= 1.155 g S„i = 0.660 g S„s = 0.770 g S„, = 0.440 g For information on how the SS and Sl values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" buiiding code reference document. MCEn Response Spectrum Design Response Spectrum 0.00 0.00 0.20 0.« O.SO D.SO 1.00 1.20 1.40 1.60 1.80 Z.OO Period, T (sec) O.OC 0.20 0,40 0.60 O.SO 1.00 1.20 1.40 I.SO 1.80 2.00 Period, T (sec) For PGA,.,, CR5, and C^^ values, please view the detailed report. CHO DESIGN ASSOCIATES, INC. Calculations and Sketches Date lk Project f^- OQfiX) By: UA-Z^ Sheet No. "1 r Mt t 3^ H Feq h 10 700 6.67 8 448 5.336 6 252 4.002 4 112 2.668 21 f1^(2, Mj^M M> J Of. ll 1 I I ! I, ,. I lij, Cho Design Associates, Inc. 3001 Red Hill Ave., #6-206 Costa Mesa, CA 92626 (714)427-0680 Title : Rancho Costera Job# : 13-0821 Dsgnr: WC Descr: 10- Retaining Wall "H" Page:. Date: 18 JUL 2013 Tliis Wall In File: o:\proiects\2013\13-0610\rancho coslera.rpS RetalnPro 10 (c) 1987-2012, Build 10.13.6.24 License: Kw-06064628 Cantilevered Retaining Wall Design License To : CHO DESIGN ASSOCIATES, INC. )ode; CBC 2010,ACI 318-08ACI 530-08 Criteria Retained Height = 10.00 ft Wall height above soil = 1.00 ft Slope Behind Wail = 2.00:1 Height of Soil over Toe = 18.00 in Water height over heel = 0.0 ft Soil Data Allow Soil Bearing = 2.600.0 psf Equivalent Fluid Pressure Method Heel Active Pressure 65.0 psf/ft Passive Pressure 250.0 psf/ft Soil Density, Heel = 120.00 pcf Soil Density, Toe = 120.00 pcf Fcotlng||Soil Friction 0.350 Soil height (o ignore for passive pressure 0.00 in Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Jl [Tatera^Qa^ppliedl^ [AdJacenTFo^i^^ Axial Load Applied to Stem Lateral Load ...Height to Top ...Height lo Botiom The above lateral load has been Increased Axial Dead Load = 0.0 ibs Wind on Exposed Stem = 0 /\xial Live Load 0.0 Ibs Wind on Exposed Stem = Axial Load Eccenlricily = 0.0 in Design Summary | Stem Construction 0.0 m 0.00 ft 0.00 ft 1.00 0.0 psf Adjacent faceting Load Footing Width Ecceniricity Wall to Ftg CL Dist Fooling Type Base Above/Below Soii af Baci<ofWall Poisson's Ratio 0.0 Ibs 0.00 ft 0.00 In 0.00 ft Line Load 0.0 ft 0.300 I Top Stem 2nd Srd Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. Soil Pressure @ Toe Soil Pressure @ Heel Allowable 3.74 OK 1.43 Ratio < 1 Sft% 0 24,856 Ibs 6.55 In , 2,637 psf NG 1,506 psf OK 2.600 psf 5! stem OK ft= 6.67 = I(/lasonry 8.00 #5 32.00 Edge Stem OK 4.00 Masonry 12.00 # 6 16.00 Edge Slem OK 0.00 Masonry 16.00 # 7 8.00 Edge Soil Pressure Exceeds Allowable! 2,596 psf 1,482 psf 5.8 psl OK 45.1 psi OK 82.2 psi ACI Factored @ Toe ACI Factored @ Heel Footing Shear @ Toe = Footing Shear @ Heel = Allowable = Sliding Calcs (Vertical Componeni Used) Lateral Sliding Force = 8,937.7 Ibs less 67 % Passive Force = - 4,103.8 Ibs less 100% Friction Force = - 8,699.6 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 :1 Stabiiily = 603.2 Ibs NG Load Factors Design Height Above Ftj Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed al Design Data fb/FB +fa/Fa = 0.357 0.438 0.765 Totai Force @ Section lbs= 360.4 1,170.0 3,250.0 MomenL...Actual fl-#= 400.0 2,340.0 10,833.3 Moment Allowable fi-#= 1,121.1 5,340.9 14,164.8 Shear Actual psi= 5.7 10.8 20.8 Shear.....Allowable psi= 38.7 38.7 38.7 Wall Weight psf= 78.0 124.0 164.0 Rebar Depth 'd' !n= 5.25 9.00 13.00 LAP SPLICE IF ABOVE in= 30.00 36.00 42.00 LAP SPLICE IF BELOW in= 30.00 36.00 HOOK EMBED INTO FTG in = 7.00 Lap splice above base reduced by stress ralio Hooi< embedment reduced by stress ratio Masonry Data Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2010,ACI 1.200 1.600 1.600 1.600 1.000 rm psi = 1.600 1,500 1,500 Fs psi = 24,000 24.000 20,000 Solid Grouting = Yes Yes Yes Use Half Stresses = n/a No No Modular Ratio 'n' = 21.48 21.48 21.48 Short Term Faclor = 1.000 1.000 1.000 Equiv, Solid Thick. ins 7.60 11.60 15.60 Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data fc psi = psi = Cho Design Associates, Inc. 3001 Red Hill Ave., #6-206 Costa Mesa, CA 92626 (714)427-0680 Title • Rancho Costera Job# : 13-0621 Dsgnr: Descr: 1 o' Retaining Wall "H" WC Page: Date: 18 JUL 2013 This Wall In File: c:\proiects\2013\13-0610^rancho costera.fp5 RetalnPro 10 (c) 1987-2012, Build 10.13.6.24 Ucense :Kw06054628 Cantilovered Retaining Wall Design License To : CHO DESIGN ASSOCIATES, INC. 5ode: CBC 2010,ACI 318-08,ACI 530-08 Footin^imension^ [^JFootin^esigt^R^ults^ Toe Width 0.50 ft Hee! Width 11.50 Total Footing Width = 12.00 Fooling Thickness = 18.00 in Key Widlh 12.00 in Key Depth 48.00 in Key Distance from Toe = 3.00 ft fc = 3,000 psl Fy = 60,000 psi Fooling Concrete Density = 150.00 pcf Min. As % 0.0018 Cover @ Top 2.00 @ Btm.= 3.00 in Toe Factored Pressure Mu': Upward Mu': Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing 2,596 144 27 117 5.79 82.16 #7@ 16.00 in #6® 16.00 in #6 @ 13.75 in Heel 1,482 psf 83 ft-# 97,982 ft-# 97,899 ft-# 45.10 psi 82.16 psi Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: #4@ 1.75 in, #5@ 2.50 in, #6@ 3.50 in, #7@ 4.75 in, #8@ 6.26 in. #9@ 7.76 1 Key: #4@ 9.50 In, #5@ 14.50 in. #6@ 20.50 In, #7@ 28.00 in. Summai^o^v^^ Item ..OVERTURNING., Force Distance Moment lbs ft ft^ Heel Active Pressure = Surcharge over Heel = Surcharge Over Toe = Adjacent Fooling Load = Added Lateral Load = Load @ Stem Above Soil = 8,937.7 5,53 49,405.8 Total 8.937.7 O.T.M. 49,405.8 Reslsting/Overturnlng Ratio = 3.74 Vert, component of active S.P. used for Overturning Resistance. Vertical component of active pressure used for soil pressure 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 Force ..RESISTING Distance Moment Ibs ft ft-# 12,200.0 6.92 84.383.3 3,100.8 8.61 26.701.6 90.0 0.25 22.5 1.324.8 1.04 1,377.9 373.2 1.65 577.6 2,700.0 6.00 16.200.0 600.0 3.50 2,100.0 4,467.2 12.00 53,606.5 24,856.1 Ibs R.M.= 184,969.4 Total = ' Axial live load NOT Included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: Cho Design Associates, Inc. 3001 Red Kill Ave., #6-206 Costa Mesa, CA 92626 (714)427-0680 Titie : Rancho Costera Job# : 13-0621 Dsgnr: WC Descr: io' Retaining Walt "H" w/EQ Page:. Date: 18 JUL 2013 This Wall in File: c:\proiecls\2013\13-0610\fancho coslera.rpS RetalnPro 10 (c) 1987-2012, Build 10.13.6.24 Ucense: KW-060S4628 Cantilevered Retaining Wall Design ^ode: CBC 2010.ACI 318-08.ACI 530-08 License To : CHO DESIGN ASSOCIATES, INC. ~ ~ Criteria Retained Height - 10.00ft Wall heighl above soil = 1.00 ft Slope Behind Wall = 2.00 :1 Heighl of Soil over Toe = 18.00 in Water heighl over heel = 0.0 ft Soil Data Allow Soil Bearing = 2,600.0 psf Equivalent Fluid Pressure Method Heel Active Pressure 65.0 psf/ft Passive Pressure 250.0 psf/ft Soil Density, Heel = 120.00 pcf Soil Density, Toe = 120.00 pcf Fooling||Soil Friction 0.350 Soii height to ignore for passive pressure 0.00 in Surcharge Loads Surcharge Over Heel = o.O psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0,0 psf Used for Sliding & Overturning ^ l^atera^a^ppiiedMtoSt^^ [AdjacentFootin Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs /\xial Live Load = 0.0 Ibs Axial Load Ecceniricity = 0.0 in Lateral Load ...Height to Top ...Height to Bottom The above lateral load has baen increased by a factor of Wind on Exposed Stem ^ 700.0 #/ft 7.17 ft 6.17 ft 1.00 0.0 psf Adjacent Footing Load = Footing Widlh Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio StemWelghtSe^^ Fp / % weight Multiplier 0.310 g Added seismic base force DesignSumma^ I Stem Construction ~j[ Top stem 2nd mmmmmmmmmmmmmmmmmm^^ Slem OK Stem 3rd Wall Stability Ratios Overturning Sliding Tolal Bearing Load ...resultant ecc. Soil Pressure @ Toe Soil Pressure @ Heel Allowable 3.25 OK 1.18 Ratio < 1.5! 24,856 Ibs Design Height Above Ftj Wall Malerial Above "Ht" Thickness Rebar Size Rebar Spacing Soil Pressure Exceeds Allowable! < /.$§^<»)[^Re')ar Placed at 2,949 psf NG 1,193 psf OK 2,600 psf Slem OK 6.67 Masonry 8.00 # 5 32.00 Edge stem OK 4.00 Masonry 12.00 # 6 16.00 Edge Ratio > 1.0 0.00 Masonry 16.00 » 7 8.00 Edge ACI Factored @ Toe ACi Factored @ Heel Footing Shear® Toe Footing Shear @ Heel Allowable 2.903 psf 1,175 psf 6.6 psi OK 47.7 psi OK 82.2 psi Sliding Calcs (Veriical Componeni Used) Laferal Sliding Force less 50 % Passive Force less 100% Friction Force Added Force Req'd ....for 1.5:1 Stability Load Factors 9,931.1 Ibs 3.062.5 ibs 8.699.6 Ibs 0.0 lbs OK 3,134.5 Ibs NG Design Data fb/FB + fa/Fa = 0.679 0.874 1.189 Totai Force @ Section lbs= 785.2 2,018.1 4.243.4 MomenL...Actual ft-#= 649.4 4,668.5 16,844.7 Momeni Allowable ft-#= 1,121.1 5,340.9 14,164.8 Shear Actual psi= 12.5 18.7 27.2 Shear Allowable psi= 38.7 38.7 38.7 Wail Weight psf= 78.0 124.0 164.0 Rebar Deptii 'd' in= 5.25 9.00 13.00 LAP SPLICE IF ABOVE in= 30.00 54,00 63.00 LAP SPLICE IF BELOW in= 30.00 54.00 HOOK EMBED INTO FTG in = 8.17 Lap splice above base reduced by stress ratio Hook embedment reduced by stress ralio Masonry Data Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2010,AC1 1.200 1.600 1.600 1.600 1,000 fm psi = 1,500 1.500 1,500 Fs psi = 24,000 24.000 20,000 Soiid Grouting = Yes Yes Yes Use Half Stresses = n/a No No Modular Ratio 'n' = 21.48 21.48 21.48 Short Term Faclor = 1.000 1.000 1.000 Equiv. Solid Thick. in = 7.60 11.60 15.60 Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data fc Fy psl = psi = 0.0 Ibs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 293.4 Ibs Cho Design Associates, Inc. 3001 Red Hill Ave., #6-206 Costa Mesa, CA 92626 (714) 427-0680 Title • Rancho Costera Job# : 13-0621 Dsgnr; WC Descr: io' Retaining Wall "H" w/EQ Page: Dale: 18 JUL 2013 This Wall in File: c:\proiecls\2013\13-0610\rancho coslera.rpS RetalnPro 10 (c) 1987-2012, Build 10.13.6.24 . . . License: KW06054628 Cantilevered Retaining Wall Design License To : CHO DESIGN ASSOCIATES, INC. Jode: CBC 2010,ACI 318-08,ACI 530-08 Footing Dimensions & Strengths "| | Footing Design Results | Toe Widlh = 0.50 ft Hee! Width = 11.50 Total Footing Widlh = 12.00 Footing Thickness = 18.00 in Key Widlh = 12.00 in Key Depth = 48.00 in Key Distance from Toe = 3.00 ft fo = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover ©Top 2.00 @ Blm.= 3.00 in Toe 2,903 160 27 133 6.64 82.16 #7® 16.00 in # 6 ® 16.00 in #6® 13.75 in Heel 1,175 psf 66 ft-# 97,982 ft-# 97,916 ft-# 47.67 psi 82.16 psi Factored Pressure Mu': Upward Mu': Downward Mu: Design Actua! 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Olher Acceptable Sizes & Spacings Toe: Nol req'd, Mu < S * Fr Heel: #4® 1.75 in, #5® 2.60 in, #6® 3.50 In. #7® 4.75 in, #8® 6.25 In, #9® 7.751 Key: #4® 9.50 In, #5® 14.50 in, #6® 20.50 in, #7® 28.00 in. Summar^^vertu^^ Item .....OVERTURNING.. Force Distance Moment lbs ft ft-# Force ..RESISTING Distance Moment Heel Active Pressure Surcharge over Hee! = Surcharge Over Toe • Adjacent Footing Load •• Added Lateral Load Load @ Slem Above Soil • Seismic Slem Self Wt Tolal 8,937.7 70O.O 293.4 9,931.1 5.53 8.17 6.08 O.T.M. 49,405.8 5.719.0 1,782.4 56,907.1 3.25 Resisting/Overturning Ratio Verl. component of active S.P. used for Overturning Resistance. Vertical component of active pressure used for soil pressure If seismic included the min. OTM and sliding ratios may be 1.1 per IBC '09, 1807.2.3. Ibs ft ft-# Soil Over Heel = 12,200.0 6.92 84,383.3 Sloped Soil Over Heel = 3,100.8 8.61 26,701.6 Surcharge Over Heel = Adjacent Fooling Load = Axial Dead Load on Stem = Axial Live Load on Stem = Soil Over Toe = 90.0 0.25 22.5 Surcharge Over Toe = Stem Weight(s) 1,324.8 1.04 1,377.9 Earth @ Slem Transitions = 373.2 1.55 577.6 Fooling Weight = 2.700.0 6.00 16,200.0 Key Weight 600.0 3.50 2,100.0 = 4,467.2 12.00 53,606.5 Total = 24,856.1 Ibs R,M.= 184,969.4 * Ax\a\ live load NOT included in total displayed, or used for overturning resistance, but is inciuded for soil pressure calculation. DESIGNER NOTES: Cho Design Associates, Inc. 3001 Red Hill Ave., #6-206 Costa Mesa, CA 92626 (714) 427-0680 Tille • Rancho Costera Job# : 13-0621 Dsgnr: Descr: a' Retaining Wall "H" WC Page:. Date: 18 JUL 2013 This Wall In File: c:\proiects\2013\13-0610\rancho coslera.rpS RetalnPro 10 (0)1987-2012, Build 10.13.6.24 ,^ . . . License: KW-060S4628 Cantilevered Retaming Wall Design License To : CHO DESIGN ASSOCIATES, INC. Jode: CBC 2010,ACI 318-08,ACI 530-08 Criteria Retained Height " 8.00 ft Wall height above soil = 1.00 ft Slope Behind Wall = 2.00:1 Heighl of Soil over Toe = 18.00 In Water height over heel = 0.0 ft Soil Data | Allow Soil Bearing = 2,400.0 psf Equivalent Fluid Pressure Method Heel Active Pressure 65.0 psf/ft Passive Pressure 250.0 psf/ft Soil Density, Heel = 120.00 pcf Soil Density, Toe = 120.00 pcf Fooling||Soil Friction 0.350 Soil height lo ignore 0.00 In for passive pressure 0.00 In Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning I [^Utera^^a^ppHe^to^Ste [Adjacent^Ootin^Loa^ Axial Load Applied to Stem Axial Dead Load = 0.0 ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 In Lateral Load = 0.0 #/ft ...Heighl to Top = 0.00 ft ...Height to Botiom = 0.00 ft The above lateral load has been increased 1.00 by a factor of Wind on Exposed Stem = 0.0 psf Adjacent Footing Load Fooling Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ralio 0.0 ibs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 Design Summary I Stem Construction | Top stem 2nd '-wmi^mm^i^^^mmmmmmmmS stem OK Stem Wall Sfability Ratios Overturning Sliding Total Bearing Load .,.resultanl ecc. Soil Pressure @ Toe Soil Pressure @ Heel Aiiowabie 3.20 OK 1.54 OK 12,806 lbs 6.97 in 2,298 psf OK 904 psf OK 2,400 psf Soil Pressure Less Than Allowable 2,232 psf 878 psf 8.4 psi OK 42.1 psi OK 82.2 psi ACi Factored @ Toe = ACI Factored @ Heel Footing Shear @ Toe = Footing Shear @ Heel = Allowable = Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 4,877.0 Ibs less 67 % Passive Force = - 3,015.0 Ibs less 100% Friction Force = - 4,482.1 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 :1 Stability = 0.0 Ibs OK Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2010,ACI 1.200 1.600 1.600 1.600 1.000 Design Height Above Ftg Wal! Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed al Design Data —— ftj/FB + fa/Fa Total Force ® Seclion Moment....Aclual Moment Allowable Shear Actual Shear Allowable Wall Weight Rebar Depth 'd' LAP SPLICE IF ABOVE LAP SPLICE IF BELOW stem OK ft= 4.00 = Masonry 8.00 # 4 16.00 = Edge stem OK 0.00 Masonry 12.00 # 7 8.00 Edge = 0.484 0.729 lbs= 520.0 2,080.0 m = 693.3 6,546.7 ft-#= 1,431.8 7,605.5 psl= 8.3 19.3 psi= 38.7 38.7 psf= 78.0 124.0 In = 5.25 9.00 ln= 24.00 42.00 ln= 24.00 HOOK EMBED INTO FTG in = 7.00 Masonry Data Lap splice above base reduced by stress ratio Hook embedment reduced by stress ratio fm psi = 1,500 1,500 Fs psi = 24,000 20,000 Solid Grouting = Yes Yes Use Half Stresses n/a No Modular Ralio 'n' = 21.48 21.48 Short Term Faclor = 1,000 1.000 Equiv. Solid Thick. in = 7.60 11.60 Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data fc Fy psl = psi = Cho Design Associates, Inc. 3001 Red Hill Ave., #6-206 Costa Mesa, CA 92626 (714) 427-06BO Title • Rancho Costera Job# : 13-0621 Dsgnr: Descr: 8'Retaining Wall "H" WC Page: Date; 18 JUL 2013 This Wail in File: c:\prolects\2013\13-0610\rancho coslera.rpS RetalnPro 10 (c) 1987-2012, Build 10.13,6,24 ... „^ . Ucense: KW-060S4628 Cantilevered Retaining Wall Design License To : CHO DESIGN ASSOCIATES, INC. ;ode; CBC 2010,ACI 318-08,ACi 530-08 Footing Dimensions & Strengths | | Footing Design Results | Toe Width 0.50 ft Heel Widlh 7.50 Tolal Footing Widlh = 8.00 Fooling Thickness = 12.00 in Key Widlh 12.00 in Key Depth 42.00 in Key Distance from Toe = 2.00 ft fc = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top 2,00 ® Btm.= 3,00 in Toe 2,232 69 12 57 8.44 82.16 #7® 16.00 in #6® 16.00 in #5® 14.50 in Heel 878 psf 28 ft-# 31,984 ft-# 31,956ft-# 42.06 psi 82.16 psi Factored Pressure Mu'; Upward Mu': Downward Mu; Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Other Acceptable Sizes & Spacings Toe: Not req'd. Mu < S * Fr Heel: #4® 3.00 in. #5® 4.75 in, #6® 6.50 in. #7® 9.00 in, #8® 11.75 in, #9® 14,75 Key: #4® 9,50 in. #5® 14.50 in, #6® 20.50 in, #7® 28.00 in. Summar^of^vei^^ item OVERTURNING., Force Distance IVIoment Ibs ft ft-# Force .RESISTING Distance Moment Heel Active Pressure = Surcharge over Heel = Surcharge Over Toe = Adjacent Fooling Load = Added Lateral Load = Load @ Stem Above Soil = 4,877.0 4,08 19,914.6 Total 4,877.0 O.T.M. 19,914.5 Resisting/Overturning Ratio = 3,20 Vert, component of active S.P. used for Overturning Resistance. Vertical component of active pressure used for soii pressure Ibs ft n-tf Soil Over Heel 6,240.0 4.75 29,640.0 Sloped Soii Over Heel 1,267.5 5.83 7.393.8 Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Axial Live Load on Stem = Soil Over Toe = 90.0 0.25 22.5 Surcharge Over Toe = Stem Weight(s) = 886.0 0.93 821.0 Earth ® Stem Transitions = 160.0 1.33 213.3 Footing Weight = 1,200.0 4.00 4,800.0 Key Weight 525.0 2.50 1.312.5 = 2,437.6 8.00 19,500.9 Total = 12,806.1 Ibs R.M.° 63,704.0 * /\xial live ioad NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: Cho Design Associates, Inc. 3001 Red Hill Ave., #6-206 Costa Mesa, CA 92626 (714) 427-0680 Title • Rancho Costera Job# : 13-0621 Dsgnr: WC Descr: 8' Retaining Wall "H" w/EQ Page:. Date; 18 JUL 2013 This Wall in File: c:\prolBCts\2013\13-0610\rancho coslera.rpS RetalnPro 10 (c) 1987-2012, Build 10.13.6.24 .„ , . , ... ,. ^ . License: Kwo605462e Cantilevered Retaining Wall Design License To ; CHO DESIGN ASSOCIATES, INC. Jode: CBC 2010,ACI 318-08,ACI 530-08 Criteria Retained Height = 8.00 ft Wall height above soil = 1.00 ft Slope Behind Wall = 2,00; 1 Heighl of Soii over Toe = 18.00 in Wafer height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Soil Data | Allow Soil Bearing = 2,400.0 psf Equivalent Fluid Pressure Method Heel Active Pressure 65,0 psf/ft Passive Pressure 250.0 psf/ft Soil Density, Heel = 120.00 pcf Soil Density, Toe = 120.00 pcf FoolingySoil Friction = 0.350 Soil height lo ignore 0.00 in for passive pressure 0.00 in I [Lateral^a^ppliedt^ten^J [Adjacen^ootin^oad Stem Weight Seismic Load Lateral Load = ...Height fo Top • ...Height to Bottom The above lateral load has been Increased by a factor of Wind on Exposed Stem : Fp / Wp Weight Multiplier 448.0 #/ft 5.83 ft 4.83 ft 1,00 0,0 psf Adjacent Footing Load Footing Width Eccenlricily Wail lo Fig CL Dist Fooling Type Base Above/Below Soil at Back of Wall Poisson's Ratio 0,310 g Added seismic base force 0.0 Ibs 0.00 ft 0.00 In 0.00 ft Line Load 0.0 ft 0.300 196.2 Ibs Design Summary Stem Construction Top Stem 2nd Wall Stabliity Ratios Overturning Sliding Total Bearing Load ...resultant ecc. Soil Pressure @ Toe Soii Pressure ® Heel Allowable Soil Pressure Exceeds Allowable! 2.68 OK 1.36 Ratio < 1.5! 12,806 lbs 5,655 psf NG 546 psf OK 2,400 psf ACI Factored @ Toe ACI Factored @ Heel Footmg Shear @ Toe Footing Shear® Heel Allowable 2.580 psf 531 psf 10.0 psl OK 45.8 psi OK 82.2 psi Sliding Calcs (Vertical Component Used) Lateral Sliding Force less 67 % Passive Force less 100% Friction Force Added Force Req'd ....for 1.6 ; 1 Slability 5.521.2 lbs 3.015.0 Ibs 4.482.1 Ibs 0.0 lbs OK 784.7 ibs NG Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2010,ACI 1.200 1.600 1.600 1.600 1.000 •i Ratio > 1.0 Ralio > 1.0 Design Height Above Fte ft= 4.00 0.00 Wall Material Above "Ht" = Masonry Masonry Thickness = 8.00 12.00 Rebar Size = #4 #7 Rebar Spacing = 16.00 8.00 Rebar Placed al = Edge Edge Design Data ___ fb/FB +fa/Fa = 1-051 1.148 Total Force @ Section lbs= 1,054.4 2,724.2 Moment....ActuaI ft-#= 1,505.1 8.715.5 Momeni Allowable ft-#= 1,431,8 7,605.5 Shear Actual psl= 16.7 25.2 Shear Allowable psi= 38.7 38.7 Wal! Weight psf= 78.0 124.0 Rebar Depth 'd' in= 5.25 9.00 LAP SPLICE IF ABOVE in= 36.00 63.00 LAP SPLICE IF BELOW jn= 36.00 HOOK EMBED INTO FTG in = 7,00 Masonry Dala Lap splice above base reduced by stress ratio Hook embedment reduced by stress ratio fm psi = 1,500 1,500 Fs psi = 24,000 20,000 Solid Grouting = Yes Yes Use Half Stresses = n/a No Modular Ralio 'n' = 21.48 21.48 Short Term Factor = 1.000 1.000 Equiv. Solid Thick. in = 7.60 11.60 Masonry Block Type = Medium Weight Masonry Design Method ASD Concrete Data fc Fy psi = psi = Cho Design Associates, Inc. 3001 Red Hill Ave., #5-206 Costa Mesa, CA 9262S (714) 427-0680 Title • Rancho Costera Job# : 13-0621 Dsgnr: WC Descr: 8' Retaining Wall "H" w/EQ Page; Date: 18 JUL 2013 This Wall In File: c:\proiects\2013\13-0610Vancho coslera.rpS RetalnPro 10 (c) 1987-2012, Build 10.13.6,24 . . , , ... „ ^ . License: KW-060S4628 Cahtilevered Retaining Wall Design License To : CHO DESIGN ASSOCIATES, INC. )ode: CBC 2010.ACI 318-08,AC1530-08 Footing Dimensions & Strengths ^ [ Footing Design Results I Toe Widlh Hee! Width Tolal Footing Width Footing Thickness = Key Width Key Depth = Key Dislance from Toe fc = 3,000 psi Fy •• Footing Concrete Density = Min. As % Cover ® Top 2.00 (? 0.50 ft 7.50 Toe Heel 8.00 12.00 in 12.00 in 42.00 In 2.00 ft 60,000 psl 160.00 pcf 0.0018 ! Btm.= 3.00 In Factored Pressure = 2,580 531 psf Mu': Upward = 80 17ft-# Mu': Downward = 12 31.984 ft-# Mu: Design = 68 31.987ft-# Actual 1-Way Shear = 10.04 45.78 psl Allow 1-Way Shear = 82.16 82.16 psi Toe Reinforcing = # 7 @ 16.00 in Heel Reinforcing = # 6 @ 16,00 in Key Reinforcing = #5® 14.50 In Other Acceptable Sizes & Spacings Toe: Not req'd. Mu < S * Fr Heel; #4® 3.00 in, #5® 4.75 in. #6® 6.50 in. #7® 9.00 in. #8(g Key: #4® 9.50 in, #5® 14.50 in, #6® 20.50 in, #7® 28.00 in. 11.75 in, #9® 14.75 Summar^fOver^^ Item OVERTURNING., Force Distance Moment Ibs ft ft-# Force ..RESISTING Distance Moment Heel Active Pressure Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load Added Lateral Load = Load @ Slem Above Soil = Seismic Stem SelfWt Total 4,877.0 448.0 196.2 5,521.2 4.08 6.33 4.98 O.T.M. 19,914,5 2.835.8 977.2 23,727.5 2.68 Resisting/Overturning Ratio Vert, component of active S.P. used for Overturning Resistance. Vertical component of active pressure used for soil pressure If seismic included the min. OTM and sliding ratios may be 1.1 per IBC '09, 1807.2.3. lbs ft ft-# Soil Over Heel = 6,240.0 4.75 29,640.0 Sloped Soil Over Heel = 1,267.5 5.83 7,393.8 Surcharge Over Heel = Adjacent Footing Load = /^ial Dead Load on Slem = Axial Live Load on Stem = Soil Over Toe = 90.0 0.25 22.5 Surcharge Over Toe = Stem Weight(s) = 886.0 0.93 821.0 Earth @ Slem Transitions = 160.0 1.33 213.3 Fooling Weigh! 1,200.0 4.00 4,800.0 Key Weight 525.0 2.50 1,312.5 = 2,437.6 8.00 19,500.9 Totai = 12,806.1 Ibs R.M.= 63,704.0 ' Ma\ live load NOT Included In tolal displayed, or used for overlurning resistance, but is inciuded for soil pressure calculation. DESIGNER NOTES: Cho Design Associates, Inc, 3001 Red Hill Ave., #6-206 Costa Mesa, CA 92626 (714) 427-0680 Title • Rancho Costera Job# : 13-0621 Dsgnr: WC Descr: 6'Retaining Wall "H" Page; Dale: 18 JUL 2013 This Wall in File: c:^roiects\2013\13-061 OVancho coslera.rpS RetalnPro 10 (c) 1987-2012, Build 10,13.6.24 ...... , ^ , iron no License; Kw-06064628 Cantilevered Retaining Wall Design )ode: CBC 2010,ACI 318-08,ACI 530-08 License To : CHO DESIGN ASSOCIATES. INC. ^ Criteria Retained Heighl = 6.00 ft Wall height above soil = 1.00 ft Slope Behind Wall = 2,00:1 Heighl of Soil over Toe = 18.00 in Water height over heel = 0,0 ft J I Soil Data Allow Soil Bearing = 2,400.0 psf Equivalent Fluid Pressure Method Heel Active Pressure 65.0 psf/ft Passive Pressure 250.0 psf/ft Soil Density, Heel = 120.00 pcf Soli Density, Toe = 120.00 pcf Footing]|Soil Friciion = 0.350 Soil height to ignore 0,00 in for passive pressure 0,00 in j Surcharge Loads Surcharge Over Heel = 0,0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0,0 psf Used for Sliding & Overlurning I [^teraM^a^pplie^oStenT^^ [Adjacen^oolin^^^ Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 ibs Axial Load Eccentricity = 0.0 in Laierai Load = 0.0 #/ft ...Height lo Top = 0.00 ft ...Heighl to Boltom = 0.00 ft The above lateral load has been increased 1.00 by a factor of Wind on Exposed Stem = 0.0 psf Adjacent Footing Load Footing Width Eccenlricily Wail lo Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ralio 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 Deslgn^ummar^ 1 I Stem Construction | Top stem 2nd Wall stability Ratios Overturning Sliding Tolal Bearing Load ...resultant ecc. Soil Pressure @ Toe Soli Pressure @ Heel Allowable 2.65 OK 1.54 OK 6,069 lbs 6.29 in 1.977 psf OK 451 psf OK 2.400 psf Soli Pressure Less Than Allowable ACI Factored @ Toe = 1.886 psf ACI Factored ® Heel = 430 psf Footing Shear @ Toe = 6,6 psi OK Footing Shear @ Heel = 24.5 psl OK Allowable = 82.2 psl Sliding Calcs (Vertlcai Componeni Used) Lateral Sliding Force = 2,488.3 lbs less 67 % Passive Force = - 1,695.9 lbs less 100% Friction Force = - 2,124.2 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5:1 Stabliity = 0.0 Ibs OK Design Height Above Fte Wal! Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed al Design Data fb/FB + fa/Fa Total Force ® Section Moment....Actual Moment Aiiowabie Shear Actual Shear Allowable Wall Weight Rebar Depth'd' LAP SPLICE IF ABOVE L^P SPLICE IF BELOW Stem OK 2.00 Masonry 8.00 # 4 16,00 Edge Stem OK 0.00 Masonry 12.00 # 6 16.00 Edge 0,484 0,626 lbs= 520.0 1,170,0 ft-#= 693.3 2,340.0 ft-#= 1.431.8 4,450.7 psl= 8.3 10.8 psl= 38.7 38.7 psf= 78.0 124.0 ln= 5.25 9.00 in= 24.00 36.00 in= 24.00 HOOK EMBED INTO FTG in = 6.00 Masonry Data Lap splice above base reduced by stress ratio Hook embedment reduced by stress ralio Load Factors Bullding Code Dead Load Live Load Earth. H Wind, W Seismic, E CBC2010.ACI 1.200 1.600 1.600 1.600 1.000 fm psi = 1,500 1,500 Fs psl = 24.000 20,000 Solid Grouting = Yes Yes Use Half Stresses = n/a No Modular Ratio 'n' = 21.48 21.48 Short Term Factor = 1,000 1.000 Equiv. Solid Thick. in = 7.60 11.60 Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data fc Fy psi = psi = Cho Design Associates, Inc. 3001 Red Hill Ave., #8-206 Costa Mesa, CA 92626 (714) 427-0680 Titie • Rancho Costera Job# : 13-0821 Dsgnr: Descr: g' Retaining Wall "H" WC Page:. Date: 18 JUL 2013 This Wall in File: c:\projecls\2013\13-0610\rancho coslera.rpS RetalnPro 10 (c> 1987-2012, Build 10.13.6.24 ... „ ..^ -License: KW 06054628 Cantilevered Retaining Wall Design License To : CHO OESIGN ASSOCIATES, INC. )ode: CBC 2010.ACI 318-08,AC1 530-08 Footing Dimensions & Strengths ^1 | Footing Design Results I Toe Width Heet Width Total Fooling Width Fooling Thickness Key Width Key Depth Key Distance from Toe 0.50 ft 4.60 Toe Heel 5.00 12.00 in 12,00 in 24,00 in 2,00 ft f c = 3,000 psl Fy = 60,000 psl Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top 2.00 @ Btm.= 3.00 In Factored Pressure Mu': Upward Mu': Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing 1,886 58 12 46 6.59 82.16 # 7 @ 16,00 in #6® 16.00 in #5® 14.60 in 430 psf 14 ft-# 8.026 ft-# 8,012 ft-# 24.53 psi 82.16 psi Other Acceptable Sizes & Spacings Toe; Not req'd, Mu < S * Fr Heel; #4® 9.60 in, #5® 14.50 in, #8® 20.50 in. Key; #4® 9.50 in, #5® 14.50 in, #6® 20.50 in. 28.00 in, 28.00 in #8® 36.75 in, #9® 46 Summar^^vert^^ item OVERTURNING., Force Distance Moment Ibs ft ft-# Force Ibs ..RESISTING Distance ft Moment ft-# Heel Active Pressure = Surcharge over Heel = Surcharge Over Toe = Adjacent Fooling Load = Added Lateral Load = Load @ Stem Above-Soil = 2,488.3 2.92 7,257.5 Total 2,488.3 O.T.M. 7.257,5 Resisting/Overturning Ratio = 2.65 Vert, component of active S,P, used for Overturning Resistance. Veriical componeni of active pressure used for soil pressure Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Ma] Dead Load on Slem = * Axial Live Load on Slem = Soil Over Toe = Surcharge Over Toe = Stem Weighl(s) = Earth @ Stem Transitions= Footing Weight = Key Weight 2.520.0 3-25 367.5 3.83 90.0 0.25 638.0 0.90 160.0 1.33 750.0 2.50 300.0 2.50 1.243.7 5.00 _ Total = 6.069.2 Ibs R.M.= ' Axial live load NOT Included in totai displayed, or used for resistance, bul is included for soil pressure calculafion. 8.190.0 1,408.8 22.5 573.0 213.3 1,875.0 750.0 6,218.4 19.251.0 overturning DESIGNER NOTES: Cho Design Associates, Inc. 3001 Red HII! Ave., #6-208 Costa Mesa, CA 92626 (714) 427-0680 Title • Rancho Costera Job# : 13-0821 Dsgnr: WC Descr: Retaining Walt "H" w/EQ Page:. Date; 18 JUL 2013 This Wall in File: c:\pro|ects\2013\13-0610\rancho coslera.rpS RetalnPro 10 (c) 1987-2012, Build 10.13,6.24 License; KW-06054628 Cantllevcred Retaining Wall Design License To : CHO OESIGN ASSOCIATES, INC. :ode: CBC 2010,ACI 318-08,ACI 530-08 Criteria Retained Heighl = 6.00 ft Wall height above soil = 1.00 ft Slope Behind Wall = 2.00 :1 Heighl of Soil over Toe = 18.00 In Water heighl over heel = 0.0 ft I Soil Data Allow Soil Bearing = 2,400.0 psf Equivalent Fluid Pressure Method Heel Active Pressure 65.0 psf/ft Passive Pressure 250.0 psf/ft Soil Density, Heel = 120.00 pcf Soil Density, Toe = 120.00 pcf Footing||Soil Friction 0.350 Soil height to ignore for passive pressure 0.00 in Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning li [^f^^^[,^^^^^Ppj|^^^^^^^ I Adjacent Footing Load Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load = 0,0 lbs Axial Load Eccentricity = 0,0 in Lateral Load ,..Height to Top ,.,Helghl to Bottom The above lateral load has been increased by a factor of Wind on Exposed Slem ; 252.0 #/ft 4.50 ft 3.50 ft 1.00 0.0 psf Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil al Back of Wall Poisson's Ratio Stem Weight Seismic Load g Fp / Wp Weight Multiplier 0.310 g Added seismic base force 0.0 Ibs 0.00 ft 0.00 in 0.00 ft Une Load 0.0 ft 0.300 141.3 ibs Stem Construction Top Stem 2nd Wal! Stabliity Ratios Overturning Sliding Total Bearing Load ...resultant ecc. Soil Pressure @ Toe Soil Pressure @ Heel Allowable 1>A>1 Design Height Above Ft£ Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing ft = Soil Pressure Exceeds Allowablel 2.11 OK 1.33 Ralio < 1.51 6,069 Ibs 9-93 In . .-yytRebar Placed at ofc -Cl.b-i '^^t'ofislfin Data — 2,420 psf NG 8 psf OK 2,400 psf stem OK 2.00 Masonry 8.00 # 4 16.00 Edge Slem OK 0.00 Masonry 12.00 # 6 16.00 Edge ACI Factored @ Toe ACI Factored @ Heel Footing Shear @ Toe Footing Shear @ Heel Allowable 2.309 psf 8 psf 8.5 psi OK 28.4 psi OK 82.2 psl Sliding Calcs (Vertical Component Used) Lateral Sliding Force less 67 % Passive Force less 100% Friction Force Added Force Req'd ....for 1.5:1 Stabilily Load Factors 2,881.6 Ibs 1,695.9 lbs 2,124.2 Ibs 0.0 Ibs OK 502.2 Ibs NG Design Data fb/FB + fa/Fa = 0.987 0.862 Total Force ® Section Ibs = 858.4 1,563.3 Moment....Actual ft-#= 1,413.2 3,791.5 Moment Allowable ft-#= 1,431.8 4,450.7 Shear Actual psl= 13.6 14.5 Shear Allowable psi= 38.7 38,7 Wall Weight psf= 78.0 124.0 Rebar Depth 'd' in= 5.25 9.00 LAP SPLICE IF ABOVE In= 36.00 54.00 LAP SPLICE IF BELOW in= 36.00 HOOK EMBED INTO FTG in = 6.00 Lap splice above base reduced by stress ratio Hook embedment reduced by stress ratto Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2010,AC1 1.200 1.600 1.600 1.600 1.000 Masonry Data fm psi Fs psi Solid Grouting Use Half Stresses Modular Ralio 'n' Short Term Faclor Equiv. Solid Thick. in Masonry Block Type Masonry Design Method = ASD Concrete Data • f c psi = Fy psi = 1,500 1,500 24,000 20,000 Yes Yes = n/a No 21.48 21.48 1.000 1.000 7.60 11.60 = Medium Weight Cho Design Associates, Inc. 3001 Red Hill Ave., #6-206 Costa Mesa, CA 92626 (714) 427-0680 Titie • Rancho Costera Job# : 13-0621 Dsgnr: WC Descr: 6' Retaining Wall "H" w/EQ Page:. Date: 18 JUL 2013 This Wall in File: c:\proiects\2013\13-0610\rancho coslera.rpS RetalnPro 10 (c) 1987-2012, Build 10.13.6.24 License: KW.08054628 Cantilevered Retaining Wall Design ^ode: CBC 2010,ACI 318-08,ACI 530-08 License To ; CHO DESIGN ASSOCIATES, INC. Footing Dimensions & Strengths | | Footing Design Results j| Toe Widlh Heel Width Totai Footing Width Fooling Thickness 0.50 ft 4.50 Toe Heel 5.00 12.00 In Key Width = 12.00 in Key Depth = 24.00 in Key Distance from Toe = 2.00 ft f c = 3,000 psi Fy = 60,000 psi Fooling Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top 2.00 @ Btm.= 3.00 in Factored Pressure Mu': Upward Mu'; Downward Mu; Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing 2,309 8 psf 71 1 ft-# 12 8,026 fl^ 59 8,025 ft-# 8.46 28.42 psi 82.16 82.16 psl #7® 16.00 in #6® 16.00 in # 5 @ 14.50 in Olher Acceptable Sizes & Spacings Toe: Nol req'd, Mu < S ' Fr Heel: #4® 9.50 in, #5® 14.50 in, #6® 20.50 in, #7® 28.00 in, #8® 36.75 in, #9® 46 Key: #4® 9.50 in. #5® 14.50 in. #6® 20.50 in, #7® 28.00 in. Summa^^oTOve^^ Item „OVERTURNING.. Force Distance Moment lbs ft ft-# Force ..RESISTING Distance Moment Heel Active Pressure = 2,488,3 2.92 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load Added Lateral Load = 252.0 5.00 Load @ Stem Above Soli = Seismic Slem SelfWt 141.3 4.14 Total 2,881.6 O.T.M, 7,257.5 1,260.0 584.8 9,102.3 2.11 Resisting/Overturning Ratio Vert, component of active S.P. used for Overturning Resistance. Vertical component of active pressure used for soil pressure If seismic included the min. OTM and sliding ratios may be 1.1 per IBC '09.1807.2.3. Soil Over Heel Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = /\xlai Dead Load on Slem = ' Axial Live Load on Stem = Soii Over Toe = Surcharge Over Toe = Stem Weighl(s) = Earth @ Stem Transitions= Footing Weighi = Key Weight Total = lbs ft fl-# 2,520.0 3.25 8,190.0 367.5 3.83 1,408.8 90.0 0.25 22.5 638.0 0.90 573.0 160.0 1.33 213.3 750.0 2.50 1.875.0 300.0 2,50 750.0 1,243.7 5.00 6,218.4 6,069.2 Ibs R.M.:' 19,251.0 ' Axial live load NOT included In total displayed or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: Cho Design Associates, Inc. 3001 Red Hill Ave,, #6-206 Costa Mesa, CA 92626 (714) 427-0680 Title • Rancho Costera Job# : 13-0621 Dsgnr: Descr: 4-Retaining Wall "H" WC Page: Date: 18 JUL 2013 This Wall In File: c:Vprolects\2013\13-061 O\rancho coslera.rpS RetalnPro 10 (c) 1987-2012, Build 10.13.6.24 License: KW-080S4e28 License To : CHO DESIGN ASSOCIATES, INC. Cantilevered Retaining Wall Design ^ode: CBC 20io,ACi 318-08,AC1530-08 Criteria Retained Height = 4.00 ft Wall heighl above soil = 1.00 ft Slope Behind Wall = 2.00 :1 Height of Soil over Toe = 18.00 in Water height over heel = 0.0 ft I I Soil Data 1 Allow Soil Bearing = 2,400.0 psf Equivalent Fluid Pressure Method Heel Active Pressure 65.0 psf/ft Passive Pressure 250.0 psf/ft Soil Density, Heel = 120.00 pcf Soil Density, Toe = 120.00 pcf Fooling||Soll Friction 0.350 Soil heighl to ignore 0.00 for passive pressure 0.00 in Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overlurning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning 1 [^^^^ra^oa^ppMe^^^emj^^ S^lSSSi^SSllSS^S^ Axial Load Applied to Stem b Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary | Lateral Load = 0.0#/ft ...Height lo Top = 0.00 ft ...Height lo Bottom = 0.00 ft The above lateral load has been Increased 1,00 by a factor of Wind on Exposed Stem = 0.0 psf Adjacent Fooling Load = Footing Width Eccentricity Wall lo Ftg CL Dist Footing Type Base Above/Below Soil al Back of Wail Poisson's Ratio 0.0 Ibs 0,00 ft 0,00 In 0.00 ft Line Load 0.0 ft 0.300 Stem Construction | Top stem Wall Stability Ratios Overturning Sliding Total Bearing Load .„resultant ecc. Soil Pressure @ Toe Soil Pressure @ Heel Allowable 2.24 OK 1.71 OK 2,629 lbs 5.30 In 1,650 psf OK 103 psf OK 2.400 psf Slem OK 0.00 Masonry 8.00 # S 24.00 Edge Soil Pressure Less Than Allowable 1,552 psf 97 psf 4.7 psi OK 12.5 psi OK 82.2 psl ACI Factored @ Toe = ACI Factored ® Heel = Fooling Shear @ Toe = Fooling Shear ® Heel = Allowable = Sliding Calcs (Vertical Componeni Used) Lateral Sliding Force = 1,137.7 Ibs less 67 % Passive Force = - 1,025.9 Ibs less 100% Friction Force = - 920.3 lbs Added Force Req'd = 0.0 Ibs OK ....for 1.6 ; 1 Stability = 0,0 ibs OK Load Factors Design Height Above Ftj ft = Wall Material Above "HI" Thickness = Rebar Size = Rebar Spacing Rebar Placed al = Design Dala fb/FB + fa/Fa = 0.563 Total Force ® Section lbs= 520.0 Moment....Aclual ft-#= 693.3 Moment Allowable = 1,231.2 Shear Actual psi = 8.3 Shear Allowable psi = 38.7 Wall Weight = 78.0 Rebar Depth 'd' ln= 5.25 LAP SPLICE IF ABOVE in= 30.00 LAP SPLICE IF BELOW ln = HOOK EMBED INTO FTG in = 6.00 Bullding Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2010,AC1 1.200 1.600 1.600 1.600 1.000 Masonry Data fm Fs Solid Grouting Use Half Stresses Modular Ratio 'n' Short Term Faclor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data • fo Fy Lap splice above base reduced by stress ratio Hook embedment reduced by stress ralio psl = psl = in = 1,500 20.000 Yes n/a 21.48 1.000 7.60 Medium Weight ASD psi = psi = Cho Design Associates, Inc. 3001 Red Hill Ave., #6-208 Costa Mesa, CA 92626 (714)427-0680 Title - Rancho Costera Job# : 13-0621 Dsgnr: Descr: 4-Retaining Wall "H" WC Page:. Date: 18 JUL 2013 This Wall in File; c;^proiecls\2013\13-0610\rancho coslera.rpS RetalnPro 10 (C) 1987-2012, Build 10,13,6,24 License: KW06054628 Cantilevered Retaining Wall Design License To : CHO DESIGN ASSOCIATES, INC. )ode: CBC 2010,ACI 318-08,ACI 530-08 Toe width Heel Width Total Footing Width - Footing Thickness = Key Width Key Depth = Key Distance from Toe = fc = 3.000 psi Fy Footing Concrete Density = Min. As % Cover @ Top 2.00 ( 0.50 ft 2.50 3.00 12.00 in 12.00 in 12.00 in 1.00 ft 60,000 psi 160.00 pcf 0.0018 ! Btm.= 3.00 in Toe 1,552 21 6 16 4.72 82.16 #7® 16.00 in #6® 16.00 In #5® 14.50 in Heel 97 psf 2 ft-# 1,826 ft-# 1,825 ft-# 12.49 psi 82.16 psl Factored Pressure Mu': Upward Mu': Downward Mu: Oesign Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Olher Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key; #4® 9.50 in, #5® 14.50 in, #6® 20.50 in, #7® 28.00 in. i^^ji^i3^i^,f^yi^iiiiiijil|"9 ^ Resisting Forces & IVloments Item OVERTURNING Force Distance Moment lbs ft ft-# RESISTING Force Distance Moment lbs ft ft-# Heel Active Pressure = 1,137.7 1.97 2,243.8 Soil Over Heel = 880.0 2.08 1,833.3 Surcharge over Heel = Sloped Soil Over Heel = 100.8 2.39 240.9 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 = = Soil Over Toe = 90.0 0.25 22.5 Surcharge Over Toe = Stem Weight(s) Earth @ Stem Transitions = 390.0 0.83 325.0 Total 1,137.7 O.T.M, 2,243,8 Surcharge Over Toe = Stem Weight(s) Earth @ Stem Transitions = 390.0 0.83 325.0 • — Footing Weighi = 450.0 1.50 675.0 Resisting/Overturning Ratio 2.24 Key Weighi 150.0 1.50 225.0 Vert, componeni of active S.P. used for Overturning Resistance. = 568.7 3.00 1,706.0 Vertical componeni of active pressure used for soil pressure Total = 2,629.5 Ibs R.M.= 5,027.7 * /\xial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: Cho Design Associates, Inc. 3001 Red Hill Ave., #8-208 Costa Mesa, CA 92626 (714) 427-0680 Title • Rancho Costera Job# : 13-0621 Dsgnr: WC Descr: 4- Retaining Wall "H" w/EQ Page:. Dale: 18 JUL 2013 This Wall in Fiie: c;\projects\2013\13-0610\rancho coslera.rpS RetalnPro 10 (c) 1987-2012. Build 10.13.6.24 _ • License:KW-06054628 Cantilevered Retaining Wall Design License To : CHO DESIGN ASSOCIATES, INC. )ode: CBC 2010,ACI 318-08,ACI 530-08 Criteria Retained Heighl = 4.00 ft Wall heighl above soil = 1.00 ft Slope Behind Wall = 2.00:1 Heightof Soil over Toe = 18.00 in Waier height over heel = 0.0 ft Surcharge Loads Surcharge Over Hee! = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Stem Weight Seismic Load Soil Data 1 Allow Soil Bearing = 2,400.0 psf Equivalent Fluid Pressure Method Heel Active Pressure 65.0 psf/ft Passive Pressure 250.0 psf/ft Soil Density, Heel = 120.00 pcf Soii Density, Toe = 120.00 pcf FoolingljSoil Friction 0.350 Soil height to ignore 0.00 in for passive pressure 0.00 in j| [LateraM-oaidAp^^ [Adjacen^ootin^oad Lateral Load = ...Height to Top = ...Heighl lo Bottom = The above lateral load has been Increased by a factor of Wind on Exposed Stem = Fp/Wp Weighi Mulliplier 112.0 #/ft 3.17 ft 2.17 ft 1.00 0.0 psf Adjacent Fooling Load = Fooling Widlh Eccenlricily Wall to Ftg CL Dist Fooling Type Base Above/Below Soil at Back of Wail Poisson's Ratio = 0.310 g Added seismic base force 0.0 Ibs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 86.4 Ibs Design^umnw^ Stem Construction Top Stem Wall Stability Ratios Overturning Sliding Totai Bearing Load ...resultant ecc. Soil Pressure @ Toe Soil Pressure ® Heel Allowable 1.70 OK 1.46 Ralio < 1. 2,629 Ibs 8.55 in 2,226 psf OK 0 psf OK 2,400 psf 51 Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,094 psf ACI Factored ® Heel = 0 psf Footing Shear® Toe = 6.9 psi OK Footing Shear @ Heel = 15.6 psi OK Allowable = 82.2 psi Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 1,336.1 ibs less 67 % Passive Force = - 1.025.9 ibs less 100% Friction Force = - 920.3 Ibs Added Force Req'd = 0.0 lbs OK ....for 1.6 :1 Stability = 57.9 Ibs NG Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 201 O.AC! 1.200 1.600 1.600 1.600 1.000 • Stem OK ft= 0.00 = Masonry 8.00 # 5 24.00 = Edge Design Height Above Ftj Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa = 0,981 Total Force @ Section Ibs = 718,4 Moment..,,Actual ft^= 1.208.3 Moment Allowable = 1,231.2 Shear Actual psi= 11.4 Shear Allowable psi = 38.7 Wall Weight = 78.0 Rebar Depth 'd' ln= 5.25 LAP SPLICE IF ABOVE in = 45,00 LAP SPLICE IF BELOW ln = HOOK EMBED INTO FTG In = 6.00 Masonry Dala fm Fs Solid Grouting Use Half Stresses Modular Ratio 'n' Short Term Factor Equiv, Solid Thick, Masonry Block Type Masonry Design Method Concrete Data fc Fy Lap splice above base reduced by stress ratio Hook embedment reduced by stress ratio psi = psi = ln = 1,500 20,000 Yes n/a 21.48 1.000 7.60 Medium Weighi ASD psi = psi = Cho Design Associates, Inc. 3001 Red Hill Ave., #6-208 Costa Mesa, CA 92626 (714)427-0680 Title • Rancho Costera Job# : 13-0621 Dsgnr; WC Descr: 4' Retaining Wall "H" w/EQ Page: Date: 18 JUL 2013 This Wall in File: c:\projecls\2013\13-0610\rancho coslera.rpS RetalnPro 10 (c) 1987-2012, Build 10.13.6,24 License: KW 06054628 Cantilevered Retaining Wall Design License To : CHO DESIGN ASSOCIATES, INC. Jode; CBC 2010.ACI 318-08,AC1 530-08 Footing Dimensions & Strengths | j Footing Design Results | Toe Widlh = 0,50 ft Heel Width = 2,50 Totai Footing Width = 3.00 Fooling Thickness = 12.00 in Key Widlh = 12.00 in Key Depth = 12.00 in Key Distance from Toe = 1.00 ft fc = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top 2.00 @ Btm.= 3.00 in Toe 2,094 28 6 23 8.88 82.16 # 7 @ 16.00 in # 6 ® 16.00 in # 5 @ 14,50 in Heel 0 psf 0 ft-# 1,826 ft-# 1,826 ft-# 15.64 psi 82.16 psi Factored Pressure Mu': Upward Mu': Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd. Mu < S * Fr Key: #4® 9,50 in, #5® 14,60 in, #6® 20.50 in, #7® 28.00 in. ^ummar^^ver^^ Item Heel Active Pressure Surcharge over Heel Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil •• Seismic Stem Self Wt Tofal ..OVERTURNING., Force Distance Moment Ibs ft ft^ 1,137,7 112.0 86.4 1,336.1 1.97 3.67 3.50 O.T,M. 2,243,8 411.0 302.3 2,957.1 1.70 Resisting/Overturning Ratio Vert, component of active S.P. used for Overturning Resistance. Vertical component of active pressure used for soil pressure If seismic included the min. OTM and sliding ratios may be 1.1 per IBC '09, 1807.2.3. Soil Over Heel = Sloped Soil Over Heel Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * /\xial Live Load on Stem = Soil Over Toe = Surcharge Over Toe Stem Weight(s) Earth @ Stem Transitions = Footing Weight = Key Weighi = Force ibs .RESISTING Distance ft 880.0 100.8 90.0 390.0 450.0 150.0 568.7 Moment ft-# 2.08 2.39 0.25 0.83 1.50 1,50 3.00 R,M.= 1,833.3 240.9 22.5 325.0 675.0 225.0 1,706.0 Total = 2,629,5 Ibs R,M.= 5,027.7 ' Axial live load NOT included in total displayed, or used for overturning resistance, but is included for sol! pressure calculation. DESIGNER NOTES: SOUD GROUT ALL CELLS 1 CFVLF^A" CLEAN. ^^SRAVEL WRAPM) IN FILTER FABRIG\W1TH 4-" PERFllR^TED PVC PIPE/® 1*% MIN. @ CENTER OUItET F^R PLANS STEMWALL BASE: USE CONSTR. JOINT KEYWAY OR MONOLlTHig "^^^^ 90- BEND ON EACH END it- #4 @ A^RfSfTE TOP AND BOTTOM -(MIMr«2"^i^ ^ " 5M) RETAINING WALL A DETAIL Design H 4 6 8 10 A 4'-0" 4'-0" 4'-0" 3'-4" B N/A 2'-0" 4'-0" 2'-8" G N/A N/A N/A 4'-0" W 3'-0" 5'-0" 8'-0" 12'-0" T 12" 12" 12" 18" TOE 6" 6" 6" 6" HEEL 2'-6" 4'-6" 7'-6" ir-6" KEY 12" 2'-0" 3'-6" 4'-0" KEY DIST r-0" 2'-0" 2'-0" 2'-0" X #5(g24" #4(g16" #4@16" #5@24" Y N/A #6@16" #7@8" #6@16" Z N/A N/A N/A #7m" F #5(g12" m@^&' #7(^8" #8@6" K #5(g12" #5@12" #5@12" #5@12" (1) Waterproofing membrane CMU or reinforced-concrete wall ±12 Inches Structural footing or settlement-sensitive improvement Provide surface drainage via an engineered V-ditch (see civil plans for details) •:Srbp^'',Gr "fever' • .. •' Proposed grade sloped to drain per precise civil drawings (5) Weep hole Footing and wall design by others 12-'iPic;hea -•{2r:Gravbl..-.:^ >r^-(QlFilter--fab}ric Native backfill 1=1 (h:v) or flatter backcut to be properiy benched (6) Footing (1) Waterproofing membrane, (2) Gravel: Clean, crushed, % to 1)2 Inch, (3) Filter fabric: Mirafi MON or approved equivalent. (4) Pipe: 4-lnch-diameter perforated PVC, Schedule 40, or approved alternative with minimum of 1 percent gradient sloped to suitable, approved outlet point (perforations down), (5) Weep hole: Minimum 2-inch diameter placed at 20-foo{ centers along the wall and placed 3 inches above finished surface. Design civil engineer to provide drainage at toe of wall. No weep holes for below-grade walla (6) Footing: If bench Is created behind the footing greater than the footing width, use level fill or cut natural earth materials. An additional "heel" drain will likely be required by geotechnical consullant. 0 RETAINING WALL DETAIL - ALTERNATIVE A Detail