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Home My WebLink AboutCT 05-12; Ocean Street Residences; Site Retaining Walls Calculations; 2014-06-30STRUCTURAL CALCULATIONS (A 35 Unit Condominium Complex) CT n-o'o \)U)6^ 4TC*-^A Ocean Street Site Retaining Walls for SHEET 31 (^f* PU)64.76 "^A 2303 Ocean Street Carlsbad, County of San Diego, CA Gouvis Job No.: 62851 06/30/14 949.752.1612 Dissakorn Eosakul, Director 4400 Campus Drive ^5226 Exp. Date 6/30/2015 The attached calculations are valid only when bearing original or Newport Beach, CA electronic signature of Dissakorn Eosakul, Hereon. 92660 www.gouvisgroup.com Hayward, CA Palm Springs, CA Ho Chi Minh City, Vietnam g b CD 3 CO CC I DK Eosakul Gouvis Engineering 4400 Campus Dr Newport Beach CA 92660 DETAIL 13 Title • SHEET 30: 3' high w/O seismic Job* : DET. 13 Dsgnr: GE Description.... Page: Date: APR 10,2013 This Wall In File: C:\Worklng File8\62851 Ocean Street\8lte Retain Pro 9© 19B9 - 2011 Var: 9.27 8171 Registration #: RP-1161345 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 Criteria Retained Height = 4.00 ft Wail height above soil = 4.50 ft Slope Behind Wall = 0.00:1 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft Surctiarge Loads Surcharge Over Heel = 100.O 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 lbs Axial Uve Load = 0.0 lbs Axial Load Eccentricity = 0.0 In I I Soil Data Allow Soil Bearing Equivalent Fluid Pressure Heel Active Pressure Toe Active Pressure Passive Pressure Soil Density, Heel Soil Density, Toe Footing||Soil Friction Soii height to ignore for passive pressure ^^~^,0^0rQ^S^^ 65.0 psf/ft .<ltlflK-J' 442.0 psf/ft = 120.00 pcf = 120.00 pcf = 0,350 = 12.00 In j| [^te^^^^^^lje^to^^^^ |_Ad|acen^ootin^oad Lateral Load ...Height to Top ...Height to Botiom The above lateral load has been Increased by a factor of Wind on Exposed Stem : 0.0 #/ft 2.50 ft 1.50 ft 1.00 0.0 psf Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio Stem Weight Seismic Load It Fp/Wp Weight Multiplier 0.400 g Added seismic base force 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 140.4 lbs Design Summary | Wall Stability Ratios Overturning = 2.31 OK Sliding = 1.55 OK Total Bearing Load = 2,388 lbs ...resultant ecc. = 7.75 in Soil Pressure @ Toe = 1,074 paf OK Soil Pressure @ Heel = 50 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,504 psf ACI Factored @ Heel = 69 psf Footing Shear @ Toe = 12.0 psi OK Footing Shear @ Heel = 9.3 psi CK Allowable = 82.2 psi Stem Construction ~| Top stem 2nd Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force less 100% Passive Force = less 100% Friction Force = Added Force Req'd = ....for 1.5 :1 Stability = Load Factors 1,287.8 lbs 1,160.3 lbs 835.8 lbs 0.0 lbs OK 0.0 lbs OK Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2010 1.200 1.600 1.600 1.600 1.000 Design Height Above Ftg ft = Wall Material Above "Ht" Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force @ Section lbs = Moment...Actual ft-# = Moment Allowable ft-# = Shear Actual psi = Shear Allowable = Wall Weight psf = Rebar Depth 'd' in = LAP SPLICE IF ABOVE In = LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = 4.50 Fence Stem OK 0.00 Masonry 8.00 # 5 16.00 Edge 0.0 0.0 0.422 1,319.1 2,118.6 5,015.8 20.9 69.7 78.0 5.25 45.00 9.59 Lap splice above base reduced by stress ratio Masonry Data f m psi = Fy psi = Solid Grouting = Modular Ratio 'n' = Equiv. Solid Thick. Masonry Block Type = Masonry Design Method Concrete Data • f C psi = Fy psi = 1,500 60,000 Yes 21.48 7.60 Medium Weight LRFD DK Eosakul Gouvis Engineering 4400 Campus Dr Newport Beach CA 92660 Title • SHEE-T 30: 3' high w/O seismic Job # : DET. 13 Dsgnr: GE Description.... Page; Date: APR 10,2013 This Wall In File: C:\W0rkln9 Files\62851 Ocean Streettslte Retain Pro 9© 1989 - 2011 Ver: 9.27 8171 Registration #: RP-1161345 RP9.27 Cantilevered Retaining Wail Design Code: CBC 2010 ^ootin^imensipn [^Footin^|eslgi^Result^^^ Toe Width = . 1.75 fl: Heel Width = 2.50 Total Fooling Width = 4.25 Footing Thickness = 14.00 in Key Width = 12.00 in Key Depth = 10.00 in Key Distance from Toe = 1.76 fl; 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 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 & Spaclngs Toe; Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key; Not req'd, Mu < S * Fr Toe Heel 1,504 69 psf 2,366 589 ft-# 604 2,154 ft-* 1,762 1,565 ft-# 12.05 9.28 psi 82.16 82.16 psi None Speo'd None Spec'd None Spec'd Summary of Overturning & Resisting Forces & Moments Item OVERTU RNI NG~r Force Distance Moment lbs ft ft-# Force lbs -RESISTING;::.T Distance ft Moment ft-# Heel Active Pressure = Surcharge over Heel = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Stem Self Wt = 867.6 279.9 1.72 2.58 0.56 1.494.1 723.0 140,4 3.42 479.7 Total 1,287.8 O.T.M. 2,696.8 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = If seismic included the min. OTM and sliding ratios may be 1.1 per IBC "09, 1807.2.3. 2.31 2,388.1 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 = Fooling Weight = Key Weight Vert. Component = 880.0 183.3 105.0 351.0 743.8 125.0 3.33 3.33 0.88 2.08 2.13 2,26 2,933.3 611.1 91.9 731.3 1.580.6 281.3 Total' 2,388.1 lbs R.M.= 6,229.3 ' Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: Fence I Designer select all horiz. rainf. See Appendix A 1'-9 r-9" r-o" r-6" 2'-6" 4'-3" lOO.psf A Pp= 1160.3# |V^i'^;ci?.'M 1287.8# 49.61psf 1074.2psf If adjacent footing or seismic loading is used, the numerical values are displayed but the loading curve does not represent the composite loading. DK Eosakul Gouvis Engineering 4400 Campus Dr Newport Beach CA 92660 Title • SHEET 30 Job# : DET. 13 Description.... 3' high w/ seismic Dsgnr; GE Page; Date; APR 10,2013 This Wall in File: C:\Working Files\62851 Ocean Street\slte Retain Pro 9 © 1989 - 2011 Ver: 9.27 8171 Registration #: RP-1161345 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 I I Criteria Retained Height = 4.00 ft Wall height above soil = 4.50 ft Slope Behind Wall = 0.00:1 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft Soil Data Allow Soil Bearing = 2,667.0 psf Equivalent Fluid Pressure Method Heel Active Pressure Toe Active Pressure Passive Pressure Soil Density, Heel Soil Density, Toe FootingllSoii Friction Soil height to ignore for passive pressure 65.0 psf/ft 0.0 psf/ft 442,0 psf/ft 120.00 pcf 120.00 pcf 0.350 12.00 in Surcharge Loads Surcharge Over Heel = 100.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning li- |X^tgmLLQa-ri_AppUadJiLStem | Adjac-ent lLOQtir>g.Load Axial Load Applied to Stem ^ Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Stem Weight Seismic Load 1 Design Summary | Lateral Load = ...Height to Top = ...Height to Bottom = The above lateral load has been increased by a factor of Wind on Exposed Stem : Fp/Wp Weight Multiplier 470.0 #/ft 2.50 ft 1.50 ft 1,00 b.O 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 = 0.400 g Added seismic base force 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 140.4 lbs Stem Construction | Top stem 2nd Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. Soil Pressure @ Toe Soil Pressure @ Heel Allowable 1.49 Ratio < 1 1.14 Ratio < 1 2,388 lbs 15.23 in 1,860 psf OK 0 psf OK 2,667 psf Soil Pressure Less Than Allowable 2,604 psf 0 psf 19.1 psi OK 14.2 psi OK 82.2 psi ACI Factored @ Toe = ACI Factored @ Heel = Footing Shear @ Toe = Footing Shear @ Heel = Allowable = Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 1,757.8 lbs iess 100% Passive Force = - 1,160.3 lbs less 100% Friction Force = - 835.8 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 ; 1 Stability = 640.7 lbs NG Load Factors Stem OK Design Height Above Fte ft= 4.50 0.00 Wall Material Above "Ht" = Fence Masonry Thickness = 8.00 Rebar Size = #5 Rebar Spacing = 16.00 Rebar Placed at = Edge Design Data — —__ fb/FB + fa/Fa = 0.610 Total Force @ Section lbs= 0.0 1,789.1 Moment,...Actual fl-#= 0.0 3.058.6 Moment Allowable ft-#= 5,015.8 Shear Actual psl= 28.4 Shear Allowable = 69.7 Wall Weight psf= 78.0 Rebar Depth 'd' in= 5.25 UP SPLICE IF ABOVE in= 45.00 LAP SPLICE IF BELOW ln = HOOK EMBED INTO FTG in = 9-59 Lap splice above base reduced by stress ratio Masonry Data f m psi = Fy psi = Solid Grouting = Modular Ratio 'n' = 1,500 60,000 Yes 21.48 Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2010 1.200 1.600 1.600 1.600 1.000 Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data f c psi = Fy psi = 7.60 = Medium Weight = LRFD DK Eosakul Gouvis Engineering 4400 Campus Dr Newport Beach CA 92660 Title SHEET 30: 3' high w/ seismic Job# : DET. 13 Dsgnr: GE Description.... Date; APR 10,2013 This Wall in File: C:\Worklng Files\62861 Ocean Street\slte Retain Pro 9 © 19B9 - 2011 Ver: 9,27 8171 Registration ft RP-1161345 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 Footing Dimensions & Strengths | | Footing Design Results | 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 1.75 ft 2.60 4.25 14.00 in 12.00 in 10.00 in 1.75 ft 60,000 psi 150.00 pcf 0.0018 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 Other Acceptable Sizes & Spaclngs Toe: Not req'd, Mu < S * Fr Heel; Not req'd, Mu < S * Fr Key; Not req'd, Mu < S * Fr Toe Heel 2,604 0 psf 3,593 6ft-# 604 2,154 ft-# 2,989 2,149 ft-# 19.11 14.22 psi 82.16 82.16 psi None Spec'd None Spec'd None Spec'd Summary of Overturning & Resisting Forces & Mmnents^ Item OVERTURNING Force Distance Moment lbs ft ft-# Force lbs .RESISTING Distance ft IVloment ft-* Heel Active Pressure = Surcharge over Heel = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Stem Self Wt Total 867.6 279.9 470.0 140.4 1.72 2.58 0.56 3.17 3.42 1,494.1 723.0 1,488.3 479.7 1,757.8 O.T.M. = Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = If seismic included the min. OTM and sliding ratios maybe 1.1 per IBC'09,1807.2.3. 4,185.2 1.49 2,388.1 lbs Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Ma\ Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) Earth @ Stem Transitions: Footing Weigh! = Key Weight Vert. Component = 880.0 183.3 105.0 351.0 743.8 126.0 3.33 3.33 0.88 2.08 2.13 2.25 2,933.3 611.1 91.9 731.3 ,580.5 281.3 Total" 2,388.1 lbs R.M.= 6,229.3 ' Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES; Fence I l.in Mas w/ #5 @ 16.in o/c Solid Grout Special insp Designer select all horiz. reinf. See Appendix A r-9" r-9" r-o" r-6" 2'-6" 4'-3'' lOO.psf 470.psl Pp=1160.3# 1757.8# 1859.9psf If adjacent footing or seismic loading Is used, the numerical values are displayed, but the loading curve does not represent the composite loading. DK Eosakul Gouvis Engineering 4400 Campus Dr Newport Beach CA 92660 DIET 14 Title • SHEE:T 30: 3.5' high w/ seismic Job # ; DET. 14 Dsgnr: GE Description..,. Page; Date; APR 10,2013 This Wall in File: C:\Worklng Files\62851 Ocean Streettelte Retain Pro 9 ©1989-2011 Ver: 9.27 8171 Registration M: RP-1161345 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 I Criteria Retained Height - 5.25 ft Wall height above soil = 5.17 ft Slope Behind Wall = 0.00 :1 Height of Soil over Toe = 29.00 in Water height over heel = 0.0 ft I I Soil Data Allow Soil Bearing = 2.667.0 psf Equivalent Fluid Pressure Method Heel Active Pressure Toe Active Pressure Passive Pressure Soil Density. Heel Soil Density, Toe FootingllSoii Friction Soil height to ignore for passive pressure 65.0 psf/ft 0.0 psf/ft 442.0 psf/ft 120.00 pcf 120.00 pcf 0.350 12.00 in liiifiiiSPiil Surcharge Loads Surcharge Over Heel = 100.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning ][ I Lateral Load Applied to Stem "jj | Adjacent Footing Loa^ Axial Load Applied to Stem /Vxial Dead Load = 0.0 lbs Axial Live Load = 0,0 lbs /\xial Load Eccentricity = 0.0 in Lateral Load = ...Height to Top = ...Height to Botiom = The above lateral load has been increased by a factor of Wind on Exposed Stem = 675.0 #/ft 3.10 ft 2.10 ft 1.00 0.0 psf Adjacent Footing Load Footing Width Eccenlficity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio Sten^WeightSeiS^^ Fp / % Weight Multiplier 0.400 g Added seismic base force 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 199.7 lbs I Stem Construction | . Top stem 2nd ^••••••••^••^^••••1^^ stem Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. Soil Pressure @ Toe Soil Pressure @ Heel Allowable 1.67 OK 1.88 OK 3,849 lbs 18.39 in 2,348 psf OK 0 psf OK 2,667 psf Soil Pressure Less Than Allowable ACI Factored @ Toe ACI Factored @ Heel Footing Shear @ Toe Footing Shear® Heel Allowable 3,288 psf 0 psf 25.9 psi OK 21.3 psi OK 82.2 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 2,550.4 lbs less 100% Passive Force = - 3,463.9 lbs less 100% Friction Force = - 1,347.1 lbs Added Force Req'd = 0.0 lbs OK ..,.for1.5 : 1 Stability = 0.0 lbs OK Design Height Above Ft£ Wall Material Above "Ht" Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data -— fb/FB + fa/Fa Total Force @ Section lbs = Moment....Actual ft-# = Moment Allowable ft-# = Shear Actual psi = Shear Allowable = Wall Weight psf = Rebar Depth 'd' ln = LAP SPLICE IF ABOVE ln = LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = 6.40 Fence Stem OK 0.00 Masonry 8.00 # 5 8.00 Edge 0.0 0.0 0.672 2,762.9 6,096.5 9,077.8 43.9 69.7 78.0 5.25 45.00 9.69 Lap splice above base reduced by stress ratio Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2010 1.200 1.600 1.600 1,600 1.000 Masonry Data f m psi = Fy psi = Solid Grouting Modular Ratio 'n' = Equiv. Solid Thick. = Masonry Block Type Masonry Design Method Concrete Data fc psi Fy psi 1,500 60.000 Yes 21.48 7.60 = Medium Weight = LRFD DK Eosakul Gouvis Engineering 4400 Campus Dr Newport Beach CA 92660 Title SHEIET 30: 3.5' high w/ seismic Job# : DET. 14 Dsgnr; GE Description.... Dale; APR 10,2013 This Wall in File; C;\Workln9 Flles\628S1 Ocean StreBt\site Retain Pro9®1989-2011 Ver: 9.27 8171 Registration #; RP-1161346 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 Footin^imension^^tn^^ [^ootin^esig^esul^ Toe Width 2.25 K Heel Width 3.00 Total Footing Width = 5.25 Footing Thickness = 14,00 in Key Width 12.00 in Key Depth = 6.00 in Key Distance from Toe = 2.25 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 Factored Pressure Mu': Upward Mu': Downward Mu: Design Actual 1-Way Shear Altow 1 -Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Toe 1 Heel 3,288 7,241 1,901 5,340 25.90 82.16 #5@ 16.50 In None Spec'd None Spec'd 0 psf 25 ft-# 4,022 ft-# 3,997 ft-# 21.29 psi 82.16 psi Other Acceptable Sizes & Spaclngs Toe: #4@ 10.75 in, #5@ 16.50 in, #5@ 23.50 in. Heel: Not req'd, Mu < S * Fr Key; Not req'd, Mu < S * Fr #7@ 31.75 in. #8@ 42.00 in, #9@ 4 ^ummar^of^^ Item Heel Active Pressure = Surcharge over Heel = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Stem Self Wt Total OVERTURNING Force Distance Moment lbs ft ft-# 1.338.1 347.6 675.0 199.7 2.14 3.21 1.19 3.77 4.37 2,862.1 1,115.1 2,542.5 871.9 2,560.4 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = O.T.M. = 1.57 3,848.8 lbs 7,391.7 Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel = Adjacent Fooling Load = Axial Dead Load on Stem = ' Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem WeiQht(s) = Earth @ Stem Transitions = Footing Weigh! = Key Weight Vert. Component = RESISTING Force Distance Moment lbs ft ft-# 1,470.0 233.3 652.5 499.2 918.8 75.0 4.08 4.08 1.13 2.58 2.63 2.75 Total • 3,848.8 lbs R.M.' 6,002.5 952.8 734.1 1,289.6 2,411.7 206.3 11,596.9 If seismic included the min. OTM and sliding ratios may be 1.1 per IBC '09,1807.2.3. ' Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES; Fence 8.1nMasw/#5@8.lno/c Solid Grout Special Insp 2'-5' #5@16.5in@Toe Designer select all horiz. reinf. See Appendix A 2'-3" r-0" 2'-0" ^ I ^ 2'-3" ^ w 3'-0" I:^ ^ lOO.psf 675. ps' 2560.4# 2348.4psf If adjacent footing or seismic loading Is used, the numerical values are displayed, but the loading curve does not represent the composite loading. I DK Eosakul Gouvis Engineering 4400 Campus Dr Newport Beach CA 92660 Title • SHEET 30: 3.5" high w/O seismic Job # : DET. 14 Dsgnr: GE Description.... Page:. Date; APR 10,2013 This Wall in File: C:\Worklng Flle5\628S1 Ocean StfeetVsite Retain Pro 9 ©1989-2011 Var: 9.27 8171 Registration #; RP.1161345 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 Criteria Retained Height - 5.25 ft Wall height above soii = 5.17 ft Slope Behind Wall = 0.00 ; 1 Height of Soil over Toe = 29.00 In Water height over heel = 0.0 ft Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure Toe Active Pressure Passive Pressure Soil Density, Heel Soil Density, Toe FootingllSoii Friction Soil height to ignore for passive pressure 65.0 ps'f/ft 0.0 ps:f/ft 442.0 psf/ft 120.00 pcf 120.00 pcf 0.350 12.00 In Surcharge Loads Surcharge Over Heel = 100.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning I [ Lateral Load Applied to Stem ~^ Axial Load A^led to Stem Axial Dead Load = 0.0 lbs /\xlal Live Load = 0.0 lbs /\xial Load Eccentricity = 0.0 In Lateral Load = ...Height to Top = ...Height to Bottom = The above lateral load has been Increased by a factor of Wind on Exposed Stem = 0.0 #/ft 3.10ft 2.10 ft 1.00 0.0 psf Adjacent Footing Load AdjacenTPootin^oaS^^^ Footing Width = Eccentricity = Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio = Stem Weight Seismic Load ~k Fp/Wp Weight Multiplier 0.400 g Added seismic base force 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 199.7 lbs 1 Design Summary I [Ste^^onstmctio^^^l^ Top stem 2nd Wall Stability Ratios Overturning Sikling Total Bearing Load ...resultant ecc. Soil Pressure @ Toe Soil Pressure @ Heel Allowable 2,39 OK 1.95 OK 3,849 lbs 10.46 in 1,464 psf OK 3 psf OK 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe ACI Factored @ Heel Footing Shear @ Toe Fooling Shear @ Heel Allowable 2,049 psf 4 psf 16.1 psi OK 14,0 psi OK 82.2 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = less 67 % Passive Force = less 100% Friction Force = Added Force Req'd = ....for 1.5:1 Stability = 1,885.4 lbs 2,320.8 lbs 1.347.1 lbs 0.0 lbs OK 0.0 lbs OK Design Height Above Ft£ Wall Material Above "Ht" Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data — ft3/FB + fa/Fa Total Force @ Section lbs = Moment....Actual ft-# = Moment Allowable ft-# = Shear Actual psi = Shear Allowable = Wall Weight psf = Rebar Depth 'd' ln = LAP SPLICE IF ABOVE in = LAP SPLICE IF BELOW ln = HOOK EMBED INTO FTG in = 6.40 Fence Stem OK 0.00 Masonry 8.00 # 5 8.00 Edge 0.0 0.0 0.478 2,087.9 4.341.5 9.077.8 33.1 69.7 78.0 5.25 45.00 9.59 Lap splice above base reduced by stress ratio Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2010 1.200 1.600 1.600 1.600 1,000 Masonry Data fm psi = Fy psi = Solid Grouting = Modular Ratio 'n' = Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data —• fc psl = Fy psi = 1,500 60,000 Yes 21.48 7.60 = Medium Weight = LRFD I DK Eosakul Gouvis Engineering 44O0 Campus Dr Newport Beach CA 92660 Title • SHEEET 30: 3.6' high w/O seismic Job# : DET. 14 Dsgnr; GE Description.... Page;. Date; APR 10,2013 This Wall In File: C:\Worklng FllesV628S1 Ocean Street\site Retain Pro 9©1989 - 2011 Ver: 9.27 8171 Registration*: RP-1161345 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 Footing Dimensions & Strengths | | Footing Design Results ~| Toe Width 2.25 ft Heel Width 3.00 Total Footing Width = 5.25 Footing Thickness = 14.00 in Key Width 12.00 in Key Depth = 6.00 in Key Distance from Toe = 2.25 ft fc = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Covei- @ 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 Other Acceptable Sizes & Spaclngs Toe: Not req'd, Mu < S * Fr Heel; Not req'd, Mu < S * Fr Key: Not req'd, Mu < S * Fr Toe Heel 2.049 4 psf 5,067 1,026 ft-# 1,901 4.022 ft-# 3.166 2,996 «•# 16.10 14.01 psi 82.16 82.16 psi None Spec'd None Spec'd None Spec'd Summary of Overturning & Resisting Forces & Moments Item Heel Active Pressure = Surcharge over Heel = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Stem Self Wt • OVERTURNING Force Distance Moment lbs ft m RESISTING Force Distance Moment lbs ft ft-# 1,338.1 347.6 2.14 3.21 1.19 2,862.1 1,115,1 199.7 4.37 871.9 Total 1,885.4 O.T.M. 4,849.2 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = If seismic included the min. OTM and sliding ratios maybe 1.1 per IBC'09,1807.2.3. 2.39 3,848.8 lbs Soil Over Heel Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axia\ Dead Load on Stem = * fi>x\a\ Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weighl(s) Earth @ Stem Transitions = Footing Weight = Key Weight Vert. Component = 1.470.0 233.3 652.5 499.2 918.8 75.0 4.08 4.08 1.13 2.58 2.63 2.75 5.002.5 952.8 734.1 1.289.6 2.411.7 206.3 Totals 3,848.8 lbs R.M.= 11,596.9 ' Axial live load NOT included In total displayed or used for overturning resistance, but Is Included for soil pressure calculation. DESIGNER NOTES; Fence 8.in Mas w/ #5 @ 8.1n o/c Solid Grout 2'-5' Designer select all horiz. reinf. See Appendix A 2'-3" r-0" 2'-0" 2'-3'' 3'-0" 5'-3" lOO.psf Pp= 2320.8# 1885.4# 2.6875psf 1463.5psf If adjacent footing or seismic loading Is used, the numerical values are displayed, but the loading curve does not represent the composite loading. DK Eosakul Gouvis Engineering 4400 Campus Dr Newport Beach CA 92660 DET 15 Title • SHEET 30: 5.6'high w/seismic Job# : DET. 15 Dsgnr: GE Description.... Page; Date: APR 10,2013 This Wall In File; C:\Worklng Files\62851 Ocean Street\sile Retain Pro 9 ©1989 -2011 Ver: 9.27 8171 Registration #: RP-1161345 RP9.27 Cantilevered Retaining Wall Design Code; CBC 2010 Criteria Surcharge Loads Axial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Ma\ Load Eccentricity = 0.0 in 1 Retained Height - 6.50 ft Wall height above soil = 4.50 ft Siope Behind Wall = 0.00 : 1 Heightof Soil over Toe = 3.00 In Water height over heel = 0.0 ft Surcharge Over Heel = 100.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Soil Data | Allow Soil Bearing = 2,667.0 psf Equivalent Fluid Pressure Method Heel Active Pressure 35.0 psf/ft Toe Active Pressure 0.0 psf/ft Passive Pressure 442.0 psf/ft' Soil Density, Heel = 120.00 pcf Soil Density. Toe = 120.00 pcf FootingllSoii Friction = 0.350 Soii height to ignore = 12.00 for passive pressure = 12.00 in ^ l^tera^^a^Applied^^tett^Jl [Adjacen^ootin^oad^ Lateral Load ...Height to Top ...Height to Bottom The above lateral load has been increased by a factor of Wind on Exposed Stem : 920.0 #/ft 3.70 ft 2.70 ft 1.00 0.0 psf Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soii at Back of Wall Poisson's Ratio Stem Weight Seismic Load ~j| Fp/Wp Weight Multiplier 0.400 g Added seismic base force 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 218.4 lbs ^DesigHT^umma^ I 1 Stem Construction | Top stem 2nd Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. Soil Pressure @ Toe Soil Pressure @ Heel Allowable 1.50 OK 1.12 Ratio <1 3,773 lbs 17.90 in 2,220 psf OK 0 psf OK 2,667 psf 5! Soil Pressure Less Than Allowable ACI Factored @ Toe ACI Factored @ Heel Footing Shear @ Toe Footing Shear @ Heel Allowable 3.107 psf 0 psf 31.9 psi OK 24.5 psi OK 82.2 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force less 100% Passive Force = less 100% Friction Force = Added Force Req'd ....for 1.5:1 Stability Load Factors 2,390.6 lbs 1,350.6 lbs 1,320.6 lbs 0.0 lbs OK 914.8 lbs NG Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2010 1.200 1.600 1.600 1.600 1.000 Design Height Above Ft£ ft = Wall Material Above "Ht" = Thickness = Rebar Size = Rebar Spacing = Rebar Placed al = Design Data ———— fb/FB + fa/Fa Total Force @ Section lbs = Moment....Actual ft-# = Moment Allowable ft-# = Shear Actual psi = Shear Allowable = Wall Weight psf = Rebar Depth 'd' in = LAP SPLICE IF ABOVE In = LAP SPLICE IF BELOW In = HOOK EMBED INTO FTG in = 7.00 Fence Stem OK 0.00 Masonry 8.00 # 5 8.00 Edge 0.0 0.0 0.799 2,624.7 7,257.4 9,077.8 41.7 69.7 78.0 5.25 45.00 9.59 Lap splice above base reduced by stress ratio Masonry Data f m psi = Fy psi = Solid Grouting = Modular Ratio 'n' = Equiv. Solid Thick. Masonry Block Type Masonry Design Method = Concrete Data f c psi = Fy psi = 1,500 60,000 Yes 21.48 7.60 Medium Weight LRFD DK Eosakul Gouvis Engineering 4400 Campus Dr Newport Beach CA 92660 Title ' SHEIET 30: 5.5'high w/seismic Job* : DET. 16 Dsgnr: GE Date: APR 10,2013 Description,,.. This Wall in File: C:\Working Fll68\628S1 Ocean Streettslte Retain Pro 9©1989 -2011 Ver: 9.27 8171 Registralion #: RP-1161345 RP9.27 Cantilevered Retaining Wail Design Code: CBC 2010 Footing Dimensions & Strengths Toe Width 2.25 ft Heel Width 3.00 Total Footing Width = 5.25 Footing Thickness = 14.00 in Key Width 12.00 in Key Depth 15.00 in Key Distance from Toe = 2.25 ft f c = 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 Jj I^^Footin^DesignJResi^ Toe Factored Pressure Mu': Upward Mu'; Downward Mu; Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Hgej 3,107 0 psf 6,924 42 ft-# 838 4,678 ft-* 6,086 4,636 ft-* 31.90 24.54 psi 82.16 82.16 psi # 5 @ 16.50 in #5 @ 15.00 in None Spec'd Other Acceptable Sizes & Spaclngs Toe: #4@ 10.75 in, #5@ 16.50 in, #6@ 23.50 in Hfeel: «(g 9.75 In. #5@ T5.00 in. 21:60 in Key; Not req'd. Mu < S * Fr 31.75 In 29:^00 in 42.00 in, #9@ 4 39.25'1n'. *fg@ 48 ^Summarjr_o^ Item Heel Active Pressure = Surcharge over Heel = Toe Active Pressure Surcharge Over Toe = Adjaqent Footing Load = Added Lateral Load Load @ Stem Above Soil • Seismic Stem Self Wt •• OVEF^TURNING Force Distance Moment lbs ft ft-# 1,028.6 223.6 920.0 218.4 2.56 3.83 0.47 4.37 4.67 2,628.7 857.2 4,017.3 1,019.2 Total Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = 2,390.6 O.T.M. = 8,522.4 1.50 3,773.1 lbs 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 = /Vxiai Dead Load on Stem = * Axial Live Load on Stfem = Soil Over Toe = Surcharge Over Toe = Stem Welght(s) = Earth @ Stem Transitions = Footing Weigh! = Key Weight Vert. Component = RESISTING Force Distance Moment lbs ft ft-* 1,820.0 233.3 4.08 4.08 7,431.7 952.8 67.5 1.13 75.9 546.0 2.68 1,410.5 918.8 2.63 2,411.7 187.5 2.75 515.6 Total" 3,773.1 lbs R.M.= 12,798.2 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES; Fence I l.in Mas w/ #5 @ 8.in o/c SolidGrout Special insp 3"- *5@16.5in @To6 #5@15.in@Heel Designer select all horiz. reinf. See Appendix A 2'-3" 2'-3" r-0" 2'-0" M 3'-0" 5'-3" 920.psl Pp= 1350.6# 2390.6# 2219.6psf If adjacent footing or seismic loading is used, the numerical values are displayed, but the loading curve does not represent the composite loading. DK Eosakul Gouvis Engineering 4400 Campus Dr Newport Beach CA 92660 Title • SHEIET 30: 5.5" high w/O seismic Page: Job# : DET. 15 Dsgnr; GE Date: APR 10,2013 Description... This Wall In File: C:\Worklng Files\62851 Ocean StreetVsite Retain Pro 9 © 1989 - 2011 Ver: 9.27 8171 Registration* RP-116134S RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 Criteria Retained Height = 6.50 ft Wall height above soil = 4.50 ft Slope Behind Wall = 0.00 : 1 Height of Soil over Toe = 3.00 in Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel = 100.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning ^xiaUjOad^AgpliedJb^ Axial Dead Load = 0.0 lbs /\xlal Live Load = 0.0 lbs /\xial Load Eccentricity = 0.0 in Stem Weight Seismic Load Soil Data Allow Soil Bearing = 2.000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure Toe Active Pressure Passive Pressure Soil Density. Heel Soil Density, Toe FootingllSoii Friction Soil height to ignore for passive pressure 35.0 psf/ft 0.0 psf/ft 442.0 psf/ft 120.00 pcf 120.00 pcf 0.350 12.00 in I [LateraKoad^Ap^^ [Adjacen^ootin^oad Lateral Load = 0.0 #/ft ...Height to Top = 3.70 ft ...Height to Bottom = 2.70 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 Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio Fp / Wp Weight Multiplier = 0.400 g Added seismic base force 0.0 lbs 0.00 ft 0.00 In O.OO ft Line Load 0.0 ft 0.300 218.4 lbs Design Summary | Wall Stability Ratios Overturning = 2.84 OK Sliding = 1.51 OK Total Bearing Load = 3,773 lbs ...resultant ecc. = 5.12 in Soil Pressure @ Toe = 1,069 psf OK Soil Pressure @ Heel = 368 psf OK Allowable = 2,000 psf Stem Construction Top Stem 2nd Soil Pressure Less Than Allowable 1,497 psf 515 psf 17.7 psi OK 12.9 psi OK 82.2 psi ACI Factored @ Toe = ACI Factored @ Heel Footing Shear @ Toe = Fooling Shear @ Heel = Allowable = Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 1,470.6 lbs less 67 % Passive Force = - 904.9 lbs less 100% Friction Force = - 1,320.6 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 ; 1 Stability = 0.0 lt)s OK Load Factors Buliding Code Dead Load Live Load Earth, H Wind.W Seismic, E CBC 2010 1.2C0 1.600 1.600 1.600 1.000 ^^^••HaaaM^^rt Stem OK Design Height Above Ftg ft= 7.00 0.00 Wail Material Above "Ht" = Fence Masonry Thickness = 8.00 Rebar Size = #5 Rebar Spacing = 8.00 Rebar Placed at = Edge Design Data — ftj/FB + fa/Fa = 0.475 Total Force @ Section lbs= 0,0 1.704.7 Moment....Actual ft-#= 0.0 4.313.4 Moment Allowable ft-#= 9.077.8 Shear Actual psi= 27.1 Shear Allowable = 69.7 Wall Weight psf= 78.0 Rebar Depth 'd' in= 5.25 LAP SPLICE IF ABOVE in = 45.00 LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = 9.59 Lap splice above base reduced by stress ratio Masonry Data fm psi = Fy psi = Solid Grouting = Modular Ratio 'n' = Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data _____ f 0 psi = Fy psi = 1,500 60,000 Yes 21.48 7.80 = Medium Weight = LRFD DK Eosakul Gouvis Engineering 4400 Campus Dr Newport Beach CA 92660 Title • SHEET 30: S.5' high w/O seismic Job# : DET. 16 Dsgnr: GE Description.... Date: APR 10,2013 This Wall in File: C:\Worklng File3\628S1 Ocean Street\site Retain Pro 9 © 1989 - 2011 Ver: 9.27 8171 Registration*: RP-1161346 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 Footing Dimensions & Strengths | | Footing Design Results ~| Toe Width Heel Width Total Footing Width = Footing Thickness = Key Width Key Depth Key Distance from Toe = f c = 3,000 psi Fy Footing Concrete Density = Min. As % = Cover @ Top 2.00 ( 2.25 ft 3.00 5.25 14.00 in 12.00 in 15.00 In 2.25 ft 60.000 psi 150.00 pcf 0.0018 ! 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 Other Acceptable Sizes & Spaclngs Toe; Not req'd. Mu < S * Fr Heel; Not req'd, Mu < S * Fr Key; Not req'd, Mu < S * Fr Toe Heel 1,497 515 psf 3,932 2,097 ft^* 838 4,678 ft-* 3,094 2,581 ft-# 17.75 12.91 psi 82.16 82.16 psi None Spec'd None Spec'd None Spec'd I Summary of Overturning & Resisting Forces & Moments Item Heel Active Pressure = Surcharge over Heel = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load Load @ Stem Above Soil = Seismic Stem Self Wt OVERTURNING Force Distance Moment lbs ft ft-* 1,028,6 223.6 2.56 3.83 0.47 2,628.7 857.2 218.4 4.67 1,019.2 Total Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = 1,470,6 O.T.M. = 4,505.0 2.84 3.773.1 lbs 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 = foda\ Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe Surcharge Over Toe = Stem Vyelght{s) = Earth ^ Stem Transitions = Footing Weight Key Weight . Vert. Component = Total = RESISTING Force Distance Moment lbs ft ft-# 1,820.0 233.3 67.5 546.0 918.8 187.5 4.08 4.08 1.13 2.58 2.63 2.75 3,773.1 lbs R.M.= 7,431.7 952.8 75.9 1.410.5 2.411.7 515.6 12,798.2 * Axial live load NOT included in total displayed, or used for overturning resistance, but Is included for soil pressure calculation. DESIGNER NOTES; 8.ln Mas w/ #5 @ 8.in o/c Solid Grout Designer select all horiz, reinf. See Appendix A 2'-3" 2'-3" r-o" 2'-0" 3'-0" 5'-3" 1 Pp= 904.87# 1470.6# 367.95psf 1069.4psf If adjacent footing or seismic loading Is used, the numerical values are displayed, but the loading curve does not represent the composite loading.