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Home My WebLink AboutCT 05-12; Ocean Street Residences; Structural Calculations (CMU Wall); 2013-05-29GOUVIS CO!l:-!i, t fio oro I, I . nc STRUCTURAL CALCULATIONS (A 35 Unit Condominlunn Complex) Ocean Street Site Retaining Walls For Wall Sections A-A, B-B, E-E, F-F, G-G from Civil Drawing Sheet 2 2303 Ocean Street Carlsbad, County of San Diego, CA Gouvis Job No.: 62851 5/29/2013 G Architect Dahlin Group Architecture. Planning 949.752. U,! 2 Dissakorn Eosakul, Director S5226 Exp. Date 6/30/2015 The attached calculations are valid only when bearing original or electronic signature of Dissakorn Eosakul, Hereon. 1 Site Retaining Wall Section A-A on Civil drawing Sheet 2 DK Eosakul Gouvis Engineering 4400 Campus Dr Newport Beach CA 92660 Title : 1. Existing CIWU wall w/o seismic Job# ; A-A(E) Dsgnr; GE Description... Page; Date: APR 10,2013 Retain Pro 9 © 1989 - 2011 Ver: 9.27 8171 Registration #: RP-1161345 RP9.27 This Wall in File: C:\Working Files\62851 Ocean Street\site Cantilevered Retaining Wall Design Code: CBC 2010 Criteria Retained Height = 1.00 ft Wall height above soil = 6.00 ft Slope Behind Wall = 0 00 ; 1 Height of Soil over Toe = 12.00 in Water 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 y Axial Dead Load = 0.0 lbs Axial Live Load = 0 0 lbs Axial Load Eccentricity = 0.0 in Design Summary | Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. Soil Pressure @ Toe Soil Pressure @ Heel Allowable Soil Pressure Less Than Allowable ACI Factored @ Toe ACI Factored @ Heel Footing Shear @ Toe = Footing Shear @ Heel = Allowable = Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 70.0 lbs less 67 % Passive Force = - 444.2 lbs less 100% Friction Force = - 375.7 lbs Added Force Req'd ....for 1.5 : 1 Stability Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method psf 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 FootingljSoil Friction 0.350 Soil height to ignore for passive pressure = 1200 in I Lj^tera^a^pplie^^terr^J [Adjacen^ooth^^ 33.78 OK 11.71 OK 1,073 lbs 3.60 in 95 psf OK 859 psf OK 2,000 psf 133 psf 1,203 psf 1.7 psi OK 0 0 psi OK 75.0 psi 0 0 lbs OK 0 0 lbs OK Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to 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 Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio 0.0 lbs 0 00ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 ^teiT^onstructic^ _ Design Height Above Ft£ ft = Wall IVlaterial 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 = Shear Actual psi = Shear Allowable psi = Wall Weight Rebar Depth 'd' in = L^P SPLICE IF ABOVE in = L^P SPLICE IF BELOW in = HOOK EMBED INTO FTG in = Top Stem Stem OK 0.00 = Masonry 8.00 # 4 48.00 = Center 0.011 28.0 9.3 821.7 0.6 69.7 78.0 3.75 36.00 8.40 Lap splice above base reduced by stress ratio IVIasonry Data - fm Fy Solid Grouting psi = psi = 1,500 60,000 Yes Load Factors — Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC2010 1 200 1.600 1.600 1.600 1.000 Modular Ratio 'n' Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy 21.48 in= 7.60 = Medium Weight = LRFD psi = psi = DK Eosakul Gouvis Engineering 4400 Campus Dr Newport Beach CA 92660 3 Title : 1. Existing CIVIU wall w/o seismic Page: Job # : A-A(E) Dsgnr: GE Date: APR 10,2013 Description... This Wall in File: C:\Working Files\62851 Ocean StreetVsite Retain Pro 9© 1989 - 2011 Ver: 9.27 8171 Registration #: RP-1161345 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 FooiHn^Dimensio^^ l^^ootin^esigi^esu^ Toe Width Heel Width Total Footing Width = Footing Thickness = Key Width Key Depth = Key Distance from Toe = fc = 2,500 psi Fy = Footing Concrete Density = Min. As % Cover @ Top 2.00 (| 1.58 ft 0.67 2.25 12.00 in 0.00 in 0.00 in 0.00 ft 60,000 psi 150.00 pcf 0.0018 Btm.= 3.00 in Toe Factored Pressure = 133 Mu': Upward = 628 Mu': Downward = 579 Mu: Design = 50 Actual 1-Way Shear = 1.67 Allow 1-Way Shear = 75,00 Toe Reinforcing = # 6 @ 19.75 in Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < 8 * Fr Key: No key defined Heel 1,203 psf 0 ft-# 0 ft-# Oft-# 0.00 psi 0.00 psi ^ummaiy^f^yertum & Resisting Forces & Moments item OVERTURNING Force Distance IMoment lbs ft ft-# Heel Active Pressure Surcharge over Heel Toe Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil • 70.0 0.67 0.67 46.7 Total 70.0 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure • O.T.M. = = 33.78 1,073.4 lbs 46.7 DESIGNER NOTES: Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) Earth @ Stem Transitions = Footing Weight = Key Weight Vert. Component = Force lbs .RESISTING Distance ft 2.25 Total = Moment 190.0 0.79 150.4 546.0 1.92 1,046.3 337.5 1.12 379.6 1,073.4 lbs R.M.= 1,576.2 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. .7 r-O" I 8.in Mas w/ #4 @ 48.in o/c Solid Grout Special Insp #6@19.75in @Toe Designer select all horiz. reinf. See Appendix A 3" 6'-0" r-O" r-0" 7'-0" DK Eosakul Gouvis Engineering 4400 Campus Dr Newport Beach CA 92660 Title : 2. Existing CMU wall w/ seismic Job# : A-A(E) Dsgnr; GE Description.... Page; Date; APR 10,2013 This Wall in File: C:\Working Files\62851 Ocean Street\site Retain Pro 9 © 1989 - 2011 Ver: 9.27 8171 Registration #: RP-1161345 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 Criteria Retained Height = 1.00 ft Wall height above soil = 6 00 ft Slope Behind Wall = 0.00 : 1 Height of Soil over Toe = 12.00 in Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel = o.O psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem y Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Stem Weight Seismic Load h Design Summary | Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. 1.53 OK 3.60 OK 1,073 lbs 7.39 in Lateral Sliding Force less 100% Passive Force = less 100% Friction Force = Added Force Req'd = ....for 1.5 ; 1 Stability Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2010 1.200 Xi&m 1.600 1.600 1.000 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 Footing||Soil 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 Sl '•% m7i . 71 'A':- 'm ••y'.v... "'J'l "'J'l Thumbnail I I Lateral Load Applied to Stem | [ Adjacent Footing Load 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 0.0 #/ft 0.00 ft 0.00 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 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 Soil Pressure @ Toe = 1,405 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,667 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,967 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 8.5 psi OK Footing Shear @ Heel = o.O psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) 288.4 lbs 663.0 lbs 375.7 lbs 0.0 lbs OK 0.0 lbs OK Stem Construction \ Top stem ^"•^^"••••^^"i"^"" stem OK Design Height Above Fte ft= o 00 Wall Material Above "Ht" = Masonry Thickness = 8.00 Rebar Size = #4 Rebar Spacing = 48.00 Rebar Placed at = Center Design Data ~ — ft3/FB + fa/Fa = 0.942 Total Force @ Section lbs = 246 4 MomenL...Actual ft-#= 773.7 Moment Allowable = 821.7 Shear Actual psi = 5.5 - ' "> •• Shear Allowable psi= 69.7 ' Wall Weight = 78.0 •: ' . Rebar Depth 'd' in = 3.75 ' ' LAP SPLICE IF ABOVE in = 36.00 LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = 8.40 Lap splice above base reduced by stress ratio Masonry Data fm psi= 1,500 Fy psi = 60,000 Solid Grouting = Yes Modular Ratio'n' = 21.48 Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy 7.60 Medium Weight LRFD psi = psi = DK Eosakul Gouvis Engineering 4400 Campus Dr Newport Beach CA 92660 Title : 2. Existing CMU wall w/ seismic Job# : A-A(E) Dsgnr: GE Description... Page: Date; APR 10,2013 This Wall in File: C:\Working Files\62851 Ocean Street\site Retain Pro 9 ©1989-2011 Ver: 9.27 8171 Registration #: RP-1161345 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 Footin^imension^^S^ Toe Width = 1.58 ft Heel Width = 0.67 Total Footing Width = 2.25 Footing Thickness = 12.00 in Key Width Key Depth Key Distance from Toe = fc = 2,500 psi Fy = Footing Concrete Density = Min. As % Cover @ Top 2.00 (§ l^^ootin^DesigrnRe^^ Toe Heel 0.00 in 0.00 in 0.00 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 1,967 2,007 579 1,428 8.49 75.00 #6 @ 19.75 in None Spec'd None Spec'd 0 psf 0 ft-# 0 ft-# Oft-# 0.00 psi 0.00 psi Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key; No key defined Summary of Overturning & Resisting Forces & Moments Item OVERTURNING Force Distance Moment lbs ft 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 70.0 0.67 0.67 46.7 218.4 4.50 982.8 Total 288.4 O.T.M. = 1,029.5 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. 1.53 1,073.4 lbs Force lbs ..RESISTING Distance ft Moment ft-# Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) Earth @ Stem Transitions = Footing Weight = Key Weight Vert. Component = 2.25 190.0 0.79 150.4 546.0 1.92 1,046.3 337.5 1.12 379.6 Total = 1,073.4 lbs R.M.= 1,576.2 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: r-O" 8.in Mas w/ #4 @ 48.in o/c Solid Grout Special Insp #6@19.75in @Toe Designer select all horiz. reinf. See Appendix A 9 288.4# If aBjacent 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 Retain Pro 9 © 1989 - 2011 Ver: 9.27 8171 Registration #: RP-1161345 RP9.27 Title : A. 8.65' high w/o seismic Job# : A-A Dsgnr: GE Description.... Page:. 10 Date: APR 10,2013 This Wall in File: C:\Working Files\62851 Ocean Street\site Cantilevered Retaining Wall Design code: CBC 2010 Criteria Retained Height = 8.65 ft Wall height above soil = 0.33 ft Slope Behind Wall = 0.00 : 1 Height of Soil over Toe = 12.00 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 Axial Load Applied to Stem i Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Design Summary | Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. 2.88 OK 1.80 OK 4,305 lbs 11.53 in Soil Pressure @ Toe = 785 psf OK Soil Pressure @ Heel = 172 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,099 psf ' ACI Factored @ Heel = 241 psf Footing Shear @ Toe = 9.7 psi OK Footing Shear @ Heel = 0 0 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 2,179.5 lbs less 67 % Passive Force = - 2,422.6 lbs less 100% Friction Force = - 1,506.9 lbs Added Force Req'd = o.O lbs OK ...for 1.5 : 1 Stability = 0.0 lbs OK 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 Soil Data J 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 Footing||Soil 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 Thumbnail I fLateral Load Applied to Stem ^ [AdjacentF^n^i:^ Lateral Load = o.O #/ft ...Height to Top = 0.00 ft ...Height to 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 Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio 977.0 lbs 2.25 ft 5.00 in 1.20 ft Line Load 1 Stem Construction Design Height Above Fte Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data ft)/FB + fa/Fa Total Force @ Section Top Stem 2nd ft = Stem OK 4.00 Masonry 8.00 # 5 16.00 Edge Stem OK 0.00 Masonry 12 00 # 6 8.00 Edge = 0.318 0.368 lbs= 927.6 2,626.1 Moment. ..Actual ft-#= 1,596.9 8,427.6 Moment Allowable ft-#= 5,015 8 22,886.5 Shear Actual psi= 14.7 24.3 Shear Allowable psi = 69.7 69.7 Wall Weight psf= 78.0 124.0 Rebar Depth 'd' in = 5.25 9.00 U\P SPLICE IF ABOVE in = 45 00 54 00 b^P SPLICE IF BELOW in = 45 00 HOOK EMBED INTO FTG in = 12 60 ho seisfv^ic Lap splice above base reduced by stress ratio Masonry Data - fm Fy Solid Grouting Modular Ratio 'n' Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc psi -• psi- in = 1,500 60,000 Yes 21.48 1,500 60,000 Yes 21.48 7.60 11.60 Medium Weight LRFD psi = psi = DK Eosakul Gouvis Engineering 4400 Campus Dr Newport Beach CA 92660 Title ; A. 8.65" high w/o seismic Job# : A-A Dsgnr: GE Description.... Page:. Date: APR 10,2013 This Wall in File: C:\Working Files\62851 Ocean Street\site Retain Pro 9 © 1989 - 2011 Ver: 9.27 8171 Registration #: RP-1161345 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 Footin^Dimensi^^ [^ootin^Design^es^^ Toe Width Heel Width Total Footing Width = Footing Thickness = Key Width Key Depth Key Distance from Toe = fc = 2,500 psi Fy Footing Concrete Density = Min. As % Cover @ Top 2.00 ( 8.00 ft 1.00 Toe 9.00 18.00 in 12.00 in 20.00 in 4.75 ft 60,000 psi 150.00 pcf 0.0018 1 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 Heel 1,099 28,471 16,437 12,034 9.67 75.00 #6 @ 17.00 in None Spec'd #5 @ 19.25 in 241 psf 0 ns 0 ft-# Oft-# 0.00 psi 0.00 psi Other Acceptable Sizes & Spacings Toe: #4@ 7.75 in, #5@ 12.00 in, #6@ 17.00 in, #7@ 23.00 in, #8@ 30.50 in #9@ 38 Heel: Not req'd, Mu < S * Fr Key: #4@ 12.50 in, #5@ 19.25 in, #6@ 27.25 in, #7@ 37.25 in. Sumniary^f^yertuntin^ Resisting Forces & Moments Item OVERTURNING Force Distance Moment lbs ft n-# Force .RESISTING Distance Moment Heel Active Pressure Surcharge over Heel Toe Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil • 1,802.9 296.0 80.5 3.38 5.08 0.83 6.49 6,099.8 1,502.4 522.5 Total 2,179.5 O.T.M. = 8,124.7 Resisting/Overturning Ratio = 2.88 Vertical Loads used for Soil Pressure = 4,305.4 lbs lbs ft ft-# Soil Over Heel 9.00 Sloped Soil Over Heel Surcharge Over Heel = 9.00 Adjacent Footing Load = Axial Dead Load on Stem = Axial Live Load on Stem = Soil Over Toe = 960 0 4.00 3,840.0 Surcharge Over Toe = 3,840.0 Stem Weight(s) 884.4 8.43 7,453.0 Earth @ Stem Transitions = 186.0 8.83 1,643.0 Footing Weight = 2,025.0 4.50 9,112.5 Key Weight 250.0 5.25 1,312.5 Vert. Component = Total = 4,305.4 lbs R.M.= 23,361.0 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: 1^ r-0" 8.in Mas w/ }£riuf''^ Special Insp I 12,in Mas w/^^.^J^jnp/c Special Insp I i -4^ 2 3/4" 4'-11 3/4" 3'-7 3/4'< -11 3/4" #6@17.in @ Toe Designer select all horiz. reinf. See Appendix A 35.- ••i?-y.v..-<hsaffj».>^.feiicy?i 4'-Q" 1'-6" 4'-9" r-0" 3'-3" 8'-0" I'-O" 9-0" ^ r-8" .•a lOO.psf Pp= 2422.6# 784.91 psf Adj Ftg Load = 977.# Ecc.= 5.in from CL 2179.5# 171.85psf 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 ; Al. 8.65'high w/seismic Job* : A-A Dsgnr: GE Description Page; 1^ Date; APR 10,2013 This Wall in File: C:\Working Files\62851 Ocean Street\site Retain Pro 9 © 1989 - 2011 Ver: 9.27 8171 Registration #: RP-1161345 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 Criteria Retained Height ' 8.65 ft Wall height above soil = 0.33 ft Slope Behind Wall = 0.00 : 1 Height of Soil over Toe = 12.00 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 Footing||Soil 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 350 Surcharge Over Heel Used To Resist Sliding & Ov\ Surcharge Over Toe Used for Sliding & Overturning LBtera\^adJ\ppl\e^^ "j Adjacent Footing Loa^ Axial Load Applied to Stem y Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0 0 in Stem Weight Seismic Load 1 Lateral Load = 1,402.0 #/ft ...Height to Top = 5.50 ft ...Height to Bottom = 4 50ft 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 1,110.0 lbs 2.25 ft 0.00 in 1.20 ft Line Load I Fp / Wp Weight Multiplier 0.400 g Added seismic base force Design Summary Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. Stem Construction Soil Pressure ( Soil Pressure ( Allowable ! Toe ! Heel 1.25 Ratio < 1 1.33 Ratio < 1 4,305 lbs 41.03 in 2,656 psf OK 0 psf OK 2,667 psf Soil Pressure Less Than Allowable ACI Factored i ACI Factored ( ! Toe ! Heel 3,719 psf 0 psf 11.3 psi OK 0 0 psi OK 75.0 psi Footing Shear @ Toe = Footing Shear @ Heel = Allowable = Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 3,844.2 lbs less 100% Passive Force = - 3!615.8lbs less 100% Friction Force = - 1,506.9 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 ; 1 Stability = 643.6 lbs NG I Top Stem Stem OK Design Height Above Fte ft= 4 00 Wall Material Above "Ht" = Masonry Thickness = 8.00 Rebar Size = #5 Rebar Spacing = 16 00 Rebar Placed at = Edge Design Data fb/FB + fa/Fa = 0.631 Total Force @ Section lbs= 2,422.3 Moment...Actual ft-*= 3,164.1 Moment Allowable ft-#= 5,015.8 Shear Actual psi = 38.4 Shear Allowable psi= 69.7 Wall Weight psf= 78 0 Rebar Depth 'd' ln= 5.25 LAP SPLICE IF ABOVE in = 45.00 LAP SPLICE IF BELOW in = 45.00 HOOK EMBED INTO FTG in = 2nd Stem OK 0.00 Masonry 12.00 # 6 8.00 Edge 0.712 4,268.1 16,294.5 22,886.5 395 69.7 124.0 9.00 54 00 12.60 Lap splice above base reduced by stress ratio Masonry Data 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 fm psi = 1,500 1,500 Fy psi = 60,000 60,000 Solid Grouting Yes Yes Modular Ratio 'n' -21.48 21.48 Equiv. Solid Thick. in = 7.60 11.60 Masonry Block Type = Medium Weight Masonry Design Method = LRFD Concrete Data fc Fy psi = psi = DK Eosakul Gouvis Engineering 4400 Campus Dr Newport Beach CA 92660 Title : A1. 8.65'high w/seismic Job# : A-A Dsgnr: GE Description.... Page;. is Date; APR 10,2013 Retain Pro 9 © 1989 - 2011 Ver: 9.27 8171 Registration #: RP-1161345 RP9.27 This Wall in File: C:\Working Files\628S1 Ocean Streettsite Cantilevered Retaining Wall Design Code: CBC 2010 FooUng^imensio^ Toe Width = 8.00 ft Heel Width = 1.00 Total Footing Width = 9.00 Footing Thickness = 18.00 in Key Width Key Depth Key Distance from Toe = fc = 2,500 psi Fy Footing Concrete Density = Min. As % Cover @ Top 2.00 ^ |_^ootin^esigr^esijlt^^^^^^^| Toe Heel 12.00 in 20.00 in 4.75 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 3,719 84,366 16,437 67,929 11.33 75.00 #7 @ 6.50 in None Spec'd #5 @ 19.25 in 0 psf 0ft-# 0 ft-# Oft-# 0.00 psi 0.00 psi Other Acceptable Sizes & Spacings Toe; #4@ 2.25 in, #5@ 3.25 in, #6@ 4.75 in, #7@ 6.50 in, #8@ 8.50 in #9@ 10 50 Heel: Not req'd, Mu < S * Fr Key: #4@ 12.50 in, #5@ 19.25 in, #6@ 27.25 in, #7@ 37.25 in, ^Summar^jofO^^ Item OVERTURNING Force Distance Moment lbs ft ft-# Force lbs .RESISTING 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 1,802.9 148.0 137.5 1,402.0 353.8 3.38 5.08 0.83 5.88 6.50 5.47 6,099.8 751.2 808.6 9,113.0 1,935.9 Total 3,844.2 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure -• O.T.M. = 18,708.4 1.25 4,305.4 lbs Soil Over Heel Sloped Soil Over Heel = Surcharge Over Heel Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) Earth @ Stem Transitions: Footing Weight = Key Weight Vert. Component = 9.00 9.00 960.0 4.00 3,840.0 884.4 8.43 7,453.0 186.0 8.83 1,643.0 2,025.0 4.50 9,112.5 250.0 5.25 1,312.5 If seismic included the min. OTM and sliding ratios may be 1.1 per IBC '09, 1807.2.3. Total: 4,305.4 lbs R.M.= 23,361.0 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES; #7@6.5in @ Toe Designer select all horiz. reinf. See Appendix A 8.in Mas w/ J^jn^o/c Special Insp '/ 12.inMasw/^^^.^^Jn^o/c Special Insp ^2 3/4" 4'-11 3/4" 4" I 3'-7 3/4'^ 4'-0" -11 3/4" r-6" 1'-8" 50.psf 1402.psf^ Pp= 3615.8# 2656.1 psf .dj Ftg Load = 1110.# EcG.= O.in from CL If adjacent footing or seismic loading is used, the numerical values are disolaved but the loading curve does not represent the composite loading. DK Eosakul Gouvis Engineering 4400 Campus Dr Newport Beach * CA 92660 Title ; A2. 7' high w/o seismic Job# ; A-A Dsgnr; GE Description... Page; 1^ Date: APR 10,2013 This Wall in File: C:\Working Files\62851 Ocean Street\site Retain Pro 9 © 1989-2011 Ver: 9.27 8171 Registration #: RP-1161345 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 Criteria Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Water height over heel 7.00 ft 0.33 ft 0.00 ; 1 12.00 in 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 Axial Load Applied to Stem ^ Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Design Summary | Wall Stability Ratios Overturning Sliding Total Bearing Load ..resultant ecc 3.14 OK 1.84 OK 3,327 lbs 8.22 in 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 Soil Data Allow Soil Bearing = 2,000.0 Equivalent Fluid Pressure Method Heel Active Pressure Toe Active Pressure Passive Pressure Soil Density, Heel Soil Density, Toe FootingljSoil Friction Soil height to ignore for passive pressure 35.0 0.0 442.0 12000 120.00 0.350 psf psf/ft psf/ft psf/ft pcf pcf 12.00 in fi Thumbnail ~\ I Lateral Load Applied to Stem^j [Adjacent Footing Load Soil Pressure @ Toe = 687 psf OK Soil Pressure @ Heel = 200 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 961 psf ACI Factored @ Heel = 281 psf Footing Shear @ Toe = 8.4 psi OK Footing Shear @ Heel = 0.0 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 1,537.7 lbs less 67 % Passive Force = - 1,665.8 lbs less 100% Friction Force = - 1,164.4 lbs Added Force Req'd = 0.0 lbs OK .. .for 1.5 ; 1 Stability = 0.0 lbs OK Lateral Load = o.O #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0 00ft 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 977.0 lbs 2.25 ft 5.00 in 1.20 ft Line Load -2.0 ft 0 300 Stem Construction Design Height Above Fte Wall Material Above "Hf Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data ft)/FB + fa/Fa Total Force @ Section lbs = MomenL...Actual ft-#: Moment Allowable ft-# = Shear Actual psi = Shear Allowable psi = Wall Weight psf = Rebar Depth 'd' in = U\P SPLICE IF ABOVE in = > LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in Top Stem 2nd Stem OK 3.33 Masonry 8.00 # 5 16.00 Edge Stem OK 0.00 Masonry 12 00 # 5 8.00 Edge 0.167 627.9 837.4 5,015.8 10.0 69.7 78.0 5.25 4500 45.00 0.282 1,822.7 4,775,7 16,924.6 16.9 69.7 124.0 9.00 45.00 10.50 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 = LRFD Concrete Data fc Fy 1,500 1,500 60,000 60,000 Yes Yes 21.48 21.48 7.60 11.60 = Medium Weight psi = psi = DK Eosakul Gouvis Engineering 4400 Campus Dr Newport Beach CA 92660 Title ; A2. 7' high w/o seismic Job# ; A-A Dsgnr: GE Description... Page: "^-^ Date: APR 10,2013 This Wall in File: C:\Working Files\62851 Ocean Street\site Retain Pro 9 © 1989 - 2011 Ver: 9.27 8171 Registration #: RP-1161345 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 Footin^Dimens^^ |_^ootin^esigt^tesult^^^J| Toe Width Heel Width Total Footing Width = Footing Thickness = Key Width Key Depth Key Distance from Toe = fc = 2,500 psi Fy = Footing Concrete Density = Min. As % Cover @ Top 2.00 @ 6.50 ft 1.00 Toe Heel 7.50 16.00 in 12.00 in 14.00 in 3.50 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 961 281 psf 17,250 0 ft-# 10,206 0 ft-# 7,044 0 ft-# 8.42 0.00 psi 75.00 0.00 psi #6@ 19.75 in None Spec'd None Spec'd Other Acceptable Sizes & Spacings Toe: #4@ 9.00 in, #5@ 14.00 in, #6@ 19.75 in, #7@ 26.75 in, #8@ 35.25 in, #9@ 44 Heel: Not req'd, Mu < S * Fr Key: Not req'd, Mu < S * Fr Summar^^verti^^ Item Heel Active Pressure Surcharge over Heel Toe Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil -• Total OVERTURNING Force Distance Moment lbs ft ft-# 1,215.3 243.1 79.4 1,537.7 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure 2.78 4.17 0.78 4.73 3,375.8 1,012.7 375.3 O.T.M. = 3.14 3,326.7 lbs 4,763.8 Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) Earth @ Stem Transitions = Footing Weight = Key Weight Vert. Component = Total •• Force .RESISTING Distance 3,326.7 lbs R.M.= Moment lbs ft ft-# 7.50 7.50 780.0 3.25 2,535.0 724.9 6.93 5,022.4 146.8 7.33 1,076.5 1,500.0 3.75 5,625.0 175.0 4.00 700.0 14,959.0 * Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: 8.in Mas w/ ;|5 ^6,in o/c #6@19.75in @Toe Designer select all horiz. reinf. See Appendix A jrout Special Insp 3'-6" r-o^ 3'-0" ^ 6'-6" r-O" ^ 7'-6" • lOO.psf Adj Ftg Load = 977.# Ecc.= 5.in from CL 686.76psf 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 ; A3. 7' high w/ seismic Job # : A-A Dsgnr: Description.... GE Page: Date; APR 10,2013 This Wall in File: C:\Working Files\62851 Ocean Street\site Retain Pro 9 © 1989 - 2011 Ver: 9.27 8171 Registration #: RP-1161345 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 Criteria Retained Height ~ 7.00 ft Wall height above soil = 0.33 ft Slope Behind Wall = 0.00 :1 Height of Soil over Toe = 12.00 in Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel = 50.0 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 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Soil Data Allow Soil Bearing = 2,667.0 psf Equivalent Fluid Pressure Method psf 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 = 12000 pcf Footing||Soil Friction 0.350 Soil height to ignore for passive pressure = 12.00 in Thumbnail I Ljl^teraKoa^tkpplie^^ [ Adjacent Footing Load Stem Weight Seismic Load 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 1,200.0 #/ft 4.30 ft 3.30 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 0.400 g Added seismic base force 1,110.0 lbs 2.25 ft 0.00 in 1.20 ft Line Load -20ft 0.300 290.0 lbs Design Summary Stem Construction Wall Stability Ratios Overturning Sliding Total Bearing Load ..resultant ecc. Soil Pressure @ Toe Soil Pressure @ Heel Allowable 1.25 Ratio < 1 1.23 Ratio < 1 3,327 lbs 34.07 in 2,436 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 3,410 psf 0 psf 10 6 psi OK 0.0 psi OK 75.0 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 = 2,960 5 lbs 2,486.3 lbs 1,164 4 lbs 0.0 lbs OK 790.1 lbs NG 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 Design Height Above Fte Wall Material Above "Ht" 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 Wall Weight Rebar Depth 'd' LAP SPLICE IF ABOVE LAP SPLICE IF BELOW Top Stem Stem OK 3.33 = Masonry 8.00 # 5 16.00 Edge 2nd Stem OK 0.00 Masonry 12.00 # 5 8.00 Edge lbs = ft-# = ft-# = psi = psi = psf = in = in = in = 0.298 1,846.8 1,494.1 5,015.8 29.3 69.7 78.0 5.25 45.00 45.00 HOOK EMBED INTO FTG in = 0.584 3,229.4 9,890 3 16,924.6 29.9 69.7 124.0 9.00 45.00 10.50 Lap splice above base reduced by stress ratio Masonry Data fm psi = 1,500 1,500 Fy psi = 60,000 60,000 Solid Grouting = Yes Yes Modular Ratio 'n' = 21.48 21.48 Equiv, Solid Thick in = 7.60 11.60 Masonry Block Type = Medium Weight Masonry Design Method = LRFD Concrete Data fc Fy psi = psi = DK Eosakul Gouvis Engineering 4400 Campus Dr Newport Beach CA 92660 Title : A3. 7' high w/ seismic Job# : A-A Dsgnr: GE Description.... Page; Date; APR 10,2013 This Wall in File: C:\Working Flles\628S1 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^imension^^t^ Toe Width = 6.50 ft Heel Width = i.oo Total Footing Width = 7.50 Footing Thickness = 16.00 in Key Width Key Depth = Key Distance from Toe = l^^ooting^DesJgnR^i^ fc = 2,500 psi Fy = Footing Concrete Density = Min. As % Cover @ Top 2.00 ^ 12.00 in 14.00 in 3.50 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 Toe Heel 3,410 0 psf 51,788 Oft-# 10,206 0 ft-# 41,582 Oft-# 10.60 0.00 psi 75.00 0.00 psi #6 @ 6.75 in None Spec'd None Spec'd Other Acceptable Sizes & Spacings Toe: #4@ 3.25 in, #5@ 4.75 in, #6@ 6.75 in, #7@ 9 25 in Heel: Not req'd, Mu < S * Fr Key: Not req'd, Mu < S * Fr #8@ 12.00 in,#9@ 15.25 .SummarY^f^yei^^ & Resisting Forces & Moments Item OVERTURNING Force Distance Moment lbs ft 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 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure RESISTING Force Distance Moment lbs ft ft^ 1,215.3 121.5 133.7 1,200.0 290.0 2.78 4.17 0.78 4.20 5.13 4.58 3,375.8 506.4 560.8 6,160.0 1,326.8 2,960.5 O.T.M. = 11,929 8 1.25 3,326.7 lbs Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe Stem Weight(s) Earth @ Stem Transitions = Footing Weight = Key Weight Vert. Component = If seismic included the min. OTM and sliding ratios may be 1.1 per IBC '09,1807.2.3. Total 7.50 7.50 780.0 3.25 2,535.0 724.9 6.93 5,022.4 146.8 7.33 1,076.5 1,500.0 3.75 5,625.0 175.0 4.00 700.0 3,326.7 lbs R.M.= 14,959.0 . .v^QVj .,^1 I I,., uucu III luidi uibpiayea, or usea resistance, but is included for soil pressure calculation. DESIGNER NOTES; 8.in Mas w/ ^5 ^ irout°''^ Special Insp r-O" #6(g6.75in @ Toe Designer select all horiz. reinf. See Appendix A 1200.psfl Pp= 2486.3# .4 50.psf ,dj Ftg Load = 1110.# Ecc.= O.in from CL 2960.5# 2435.7psf If adjacent footing or seismic loading is used, the numerical values are displayed, but the loading curve does not represent the composite loading. i.i. DK Eosakul Gouvis Engineering 4400 Campus Dr Newport Beach CA 92660 Title ; A4. 5' high w/o seismic Job# : A-A Dsgnr: GE Description... Page: Date; APR 10,2013 This Wall in File: C:\Working Files\62851 Ocean Street\site Retain Pro 9 ® 1989 - 2011 Ver; 9.27 8171 Registration #: RP-1161345 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 Criteria Retained Height = 5.00 ft Wall height above soil = 0.33 ft Slope Behind Wall = 0.00 : 1 Height of Soil over Toe = 12.00 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 Axial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0,0 in Design Summary | Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. Soil Pressure @ Toe Soil Pressure @ Heel Allowable Soil Pressure Less Than Allowable ACI Factored @ Toe = ACI Factored @ Heel Footing Shear @ Toe = Footing Shear @ Heel = Allowable = 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 = Soil Data Allow Soil Bearing = 2,000.0 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 Footing||Soil Friction 0.350 Soil height to ignore for passive pressure = 12.00 in 7' '//•/r.7\ •^•••1 Thumbnail I L^teran^oa^pplie^^ten | Adjacent Footing Load 3.00 OK 1.76 OK 2,033 lbs 7.88 in 635 psf OK 105 psf OK 2,000 psf 889 psf 147 psf 4.8 psi OK 0 0 psi OK 75.0 psi 920.6 lbs 904.9 lbs 711.4 lbs 0.0 lbs OK 0.0 lbs OK Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to 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 Footing Load = Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio 977.0 lbs 2.25 ft 5.00 in 1.20 ft Line Load -2.0 ft 0.300 Stem Construction | Top stem "••"•••^^^^^^^""J stem OK Design Height Above Fte ft= o.OO Wall Material Above "Ht" = Masonry Thickness = 8.00 Rebar Size = #5 Rebar Spacing = 8.00 Rebar Placed at = Edge Design Data ft3/FB + fa/Fa Total Force @ Section lbs = Moment... Actual ft-# = Moment Allowable = Shear Actual psi = Shear Allowable psi = Wall Weight Rebar Depth 'd' in = LAP SPLICE IF ABOVE in = U\P SPLICE IF BELOW in = HOOK EMBED INTO FTG in = 0.214 1,043.7 1,941.8 9,077.8 16.6 69.7 78 0 5.25 45.00 10.50 Lap splice above base reduced by stress ratio Masonry Data - fm Fy Solid Grouting psi = psi = 1,500 60,000 Yes 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 Modular Ratio 'n' Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy 21.48 in= 7.60 = Medium Weight = LRFD psi = psi = DK Eosakul Gouvis Engineering 4400 Campus Dr Newport Beach CA 92660 Title : A4. 5' high w/o seismic Job# : A-A Dsgnr: GE Description.... Page; ^? Date; APR 10,2013 This Wall in File: C:\Working Files\62851 Ocean Street\site Retain Pro 9 © 1989 - 2011 Ver: 9.27 8171 Registration*: RP-1161345 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 ^ooting^imension^^t^ Toe Width = 4.83 ft Heel Width = 0.67 Total Footing Width = 5.50 Footing Thickness = 14.00 in Key Width = 12.00 in Key Depth = 6.00 in Key Distance from Toe = 2.00 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top 2.00 @ Btm.= 3.00 in [^^ootin^esigr^esiilt^^^^ 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: Not req'd, Mu < S ' Fr Toe Heel 889 147 psf 8,287 2 ft-# 5,156 17 ft-# 3,132 15ft-# 4.82 0.00 psi 75.00 75.00 psi None Spec'd None Spec'd None Spec'd ^Summai^^ofO>^^ Item OVERTURNING Force Distance Moment lbs ft ft-# Heel Active Pressure Surcharge over Heel Toe Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil • 665.5 179.9 75.3 2.06 3.08 0.72 2.72 1,367.9 554.6 205.0 Total 920.6 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = O.T.M. = 2,127.5 3.00 2,032.6 lbs Force .RESISTING Distance Moment lbs ft ft-# Soil Over Heel 0.2 5.50 1.1 Sloped Soil Over Heel = Surcharge Over Heel = 0.0 5.50 0.2 Adjacent Footing Load = 0.0 5.50 0.2 Axial Dead Load on Stem = Axial Live Load on Stem = Soil Over Toe = 579.6 2 42 1,399.7 Surcharge Over Toe = 1,399.7 Stem Weight(s) 415.7 5.16 2,146.6 Earth @ Stem Transitions = 2,146.6 Footing Weight = 962.0 2.75 2,644.0 Key Weight 75.0 2.50 187.5 Vert. Component = Total = 2,032.6 lbs R.M.= 6,379.3 ' Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES; r-0' Designer select all horiz. reinf. See Appendix A 8.in Masw/#5(3[.8.ino/c SolidTSrout Special Insp 2'-0" r-O" 2'-6" 4'-10" 5'-6" I if ^• lOO.psf Pp= 904.87* Adj Ftg Load = 977.* Ecc.= 5.in from CL 920.64# 104.72psf 634.8psf . ,• ., 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 : A5. 5' high w/ seismic Job* : A-A Dsgnr: Description... GE Page; 2.0 Date; APR 10,2013 This Wall in File: C:\Working Files\62851 Ocean Street\site Retain Pro 9 © 1989 - 2011 Ver: 9.27 8171 Registration #: RP-1161345 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 Criteria 1 Retained Height - 5.00 ft Wall height above soil = 0.33 ft Slope Behind Wall = 0.00 ; 1 Height of Soil over Toe = 12 00 in Water height over heel = 0.0 ft Soil Data Allow Soil Bearing = 2,667.0 psf Equivalent Fluid Pressure Method J Heel Active Pressure Toe Active Pressure Passive Pressure Soil Density, Heel Soil Density, Toe FootingljSoil 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 Surcharge Loads Surcharge Over Heel = 50.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning y, •'•'''/ Thumbnail \ [^J^||a^ad^pplie^^tem^J [ Adjacent Footing Load Axial Load Applied to Stem Axial Dead Load = 0 0 lbs Axial Live Load = 0.0 lbs Axial 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 ; 675.0 */ft 3.10ft 2.10ft 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 Sten^eigh^eism^ Fp / Wp Weight Multiplier 0.400 g Added seismic base force 1,110.0 lbs 2 25ft 0.00 in 1.20 ft Line Load -2.0 ft 0.300 166.3 lbs Design Summary Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. Soil Pressure @ Toe Soil Pressure @ Heel Allowable Stem Construction Top Stem 1.25 Ratio < 1 1.20 Ratio < 1 2,032 lbs 25.48 in 2,166 psf OK 0 psf OK 2,667 psf Soil Pressure Less Than Allowable I ACI Factored @ Toe ACI Factored @ Heel Footing Shear @ Toe Footing Shear @ Heel Allowable 3,033 psf 0 psf 5 8 psi OK 0.0 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 = 1,717.3 lbs 1,350 6 lbs 711.3 lbs 0.0 lbs OK 514.2 lbs NG Design Height Above Fte ft = Wall Material Above "Ht" Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data ft)/FB + fa/Fa Total Force @ Section lbs = Moment...Actual ft-* = Moment Allowable Shear Actual psi = Shear Allowable psi = Wall Weight Rebar Depth 'd' in = LAP SPLICE IF ABOVE in = LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = Stem OK 0.00 Masonry 8.00 # 5 8.00 Edge 0.429 1,822.4 3,896 3 9,077.8 289 69.7 78 0 5.25 45.00 9.59 Lap splice above base reduced by stress ratio Masonry Data 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 fm psi = 1,500 Fy psi = 60,000 Solid Grouting = Yes Modular Ratio 'n' = 21.48 Equiv Solid Thick. in = 7.60 Masonry Block Type = Medium Weight Masonry Design Method = LRFD Concrete Data fc Fy psi = psi = DK Eosakul Gouvis Engineering 4400 Campus Dr Newport Beach CA 92660 Title : A5. 5' high w/ seismic Job* : A-A Dsgnr: GE Description... Page: : ^1 Date; APR 10,2013 This Wall In File: C:\Working Files\62851 Ocean Street\site Retain Pro 9 © 1989 - 2011 Ver: 9.27 8171 Registration*: RP-1161345 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 Footin^imensions^^t^gth Toe Width = 4.83 ft Heel Width = o.67 Total Footing Width = 5.50 Footing Thickness = 14.00 in Key Width = 12.00 in Key Depth = 6.00 in Key Distance from Toe = 2.00 ft [^^ootin^esigr^esulte fc = 3,000 psi Fy = Footing Concrete Density = Min. As % = Cover @ Top 2.00 @ 60,000 psi 150.00 pcf 0.0018 Btm.= 3.00 in Toe 3,033 25,241 5,156 20,086 5.83 82.16 #6 @ 12.00 in None Spec'd None Spec'd Heel 0 psf 0 ft-* 0 ft-* Oft-* 0.00 psi 0.00 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: #4@ 5.50 in, #5@ 8.50 in, #6@ 12.00 in, *7(? Heel: Not req'd, Mu < S * Fr Key; Not req'd, Mu < S * Fr 16.25 in, *8@ 21.50 in, *9@ 27. Summary of Overturning & Resisting Forces & Moments Item OVERTURNING Force Distance Moment lbs ft ft-* Force lbs ..RESISTING 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 665.5 89.9 120.6 675.0 166.3 2.06 3.08 0.72 2.33 3.77 3.83 1,367.9 277.3 281.7 2,542.5 637.2 Total 1,717.3 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure • O.T.M. = 5,106.6 1.25 2,032.3 lbs Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel = Adjacent Footing Load Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) Earth @ Stem Transitions = Footing Weight = Key Weight Vert. Component = 5.50 5.50 579.6 2.42 1,399.7 415.7 5.16 2,146.6 961.9 2.75 2,643.7 75.0 2.50 187.5 If seismic included the min. OTM and sliding ratios may be 1.1 per IBC '09,1807.2.3. Total = 2,032.3 lbs R.M.= 6,377.5 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES; r-O" #6@12.in @Toe 8.in Mas w/#5 ©8.in o/c SolidTSrout Special Insp Designer select all horiz. reinf. See Appendix A 2'-0" r-O" 77 '2 3/4" 2'-6" 4'-10" 5'-6" 3" 5'-0" 1'-2" 6" 5'-4" 675.ps Pp= 1350.6* 23 50.psf ,dj Ftg Load = 1110.# Ecc.= O.in from CL 1717.3* 2166.4psf 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 A6. 3' high w/o seismic Job* ; A-A Dsgnr: GE Description... Page; 2^ Date: APR 10,2013 This Wall in File: C:\Working Files\62851 Ocean Street\site ReUin Pro 9 © 1989 - 2011 Ver: 9.27 8171 Registration*: RP-1161345 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 Criteria Retained Height ~ Wall height above soil = Slope Behind Wall = Height of Soil over Toe = Water height over heel = 3.00 ft 0.33 ft 0.00 ; 1 12.00 in 0.0ft Surcharge Loads Surcharge Over Heel = lOO.Cipsf 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 Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Design Summary | Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. Soil Pressure @ Toe Soil Pressure @ Heel Allowable Lateral Sliding Force less 67 % Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 : 1 Stability Soil Data Allow Soil Bearing = 2,000.0 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 Footing||Soil Friction 0.350 Soil height to ignore for passive pressure = 12.00 in I L^tei^^a^pplie^^tenr^^j [Adjacent Footing Load 3.20 OK 2 00 OK 1,211 lbs 4.82 in 585 psf OK 108 psf OK 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 819 psf ACI Factored @ Heel = 151 psf Footing Shear @ Toe = 2.5 psi OK Footing Shear @ Heel = 0.0 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) 484.8 lbs 547.0 lbs 423.9 lbs 0.0 lbs OK 0.0 lbs OK Lateral Load = 0.0 */ft ...Height to Top = 0.00 ft ...Height to 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 Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio 977.0 lbs 2.25 ft 5.00 in 1.20 ft Line Load -2.0 ft 0.300 Stem Construction Design Height Above Fte Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force @ Section Moment. ..Actual Top Stem Stem OK 0.00 Masonry 8.00 * 5 16.00 Edge Moment Allowable Shear Actual Shear Allowable Wall Weight Rebar Depth 'd' LAP SPLICE IF ABOVE LAP SPLICE IF BELOW HOOK EMBED INTO FTG in = lbs = ft-* = psi = psi = in = in = in = 0.096 439.0 480.7 5,015.8 7.0 69 7 78.0 5.25 45.00 10.50 Lap splice above base reduced by stress ratio Masonry Data - fm Fy Solid Grouting psi = psi = 1,500 60,000 Yes 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 Modular Ratio 'n' Equiv. Solid Thick Masonry Block Type Masonry Design Method Concrete Data fc Fy 21.48 7.60 Medium Weight LRFD psi = psi = DK Eosakul Gouvis Engineering 4400 Campus Dr Newport Beach CA 92660 Title : A6. 3' high w/o seismic Job* : A-A Dsgnr: GE Description.... Page: Date; APR 10,2013 This Wall in File: C:\Working Files\62851 Ocean Street\site Retain Pro 9 © 1989-2011 Ver: 9.27 8171 Registration #: RP-1161345 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 Footin^imension^^t^^ [^^o^ingD^ign^sui^^^^ Toe Width Heel Width Total Footing Width = Footing Thickness = Key Width Key Depth = Key Distance from Toe = fc = 2,500 psi Fy Footing Concrete Density = Min. As % Cover @ Top 2.00 ( 2.83 ft 0.67 3.50 14.00 in 0.00 in 0.00 in 0 00ft 60,000 psi 150.00 pcf 0.0018 ! Btm.= 3.00 in Toe Factored Pressure = 819 Mu': Upward = 2,821 Mu': Downward = 1,854 Mu: Design = 967 Actual 1-Way Shear = 2.51 Allow 1-Way Shear = 75.00 Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: No key defined Heel 151 psf 0 ft-# 0 ft-* Oft-# 0.00 psi 0.00 psi Summai^ofOve^^ Item Force lbs ..OVERTURNING. Distance Moment Heel Active Pressure = Surcharge over Heel = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = 303.8 121.5 59.4 Total 484.8 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure • Force .RESISTING Distance Moment ft ft-* lbs ft ft-* 1 39 422.0 Soil Over Heel 3.50 2.08 253.2 Sloped Soil Over Heel = 0.72 Surcharge Over Heel = Adjacent Footing Load = 3.50 1.11 65.9 Axial Dead Load on Stem = * Axial Live Load dn Stem = Soil Over Toe = 339.6 1.42 480.5 Surcharge Over Toe = Stem Weight(s) 259.7 3.16 821.6 Earth @ Stem Transitions = O.T.M. = 741.0 Footing Weight = 611.9 1.75 1,069.8 3.20 Key Weight 1,211.3 lbs Vert. Component = Totah 1,211.3 lbs R.M.= 2,372.0 ' Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES; ^4 r-O" 8.in Mas w/#5 @ 16.in o/c SolidGrout Special Insp Designer select all horiz. reinf. See Appendix A 2 3/4" 3'-0" 3'-4" 1'-2" 3? lOO.psf Adj Ftg Load = 977.* Ecc.= 5.in from CL 484.78# 107.56psf 585.24psf 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 ; A7. 3' high w/ seismic Job # : A-A Dsgnr; Description..., GE Page: 2i Date; APR 10,2013 This Wall in File: C:\Working Files\62851 Ocean Street\site Retain Pro 9 © 1989 - 2011 Ver: 9.27 8171 Registration #: RP-1161345 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 Criteria 1 Retained Height = 3,00 ft Wall height above soil = 0.33 ft Slope Behind Wall = 0 00 : 1 Height of Soil over Toe = 12 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 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 FootingllSoil Friction 0.350 Soil height to ignore for passive pressure = 12.00 in Thumbnail Surcharge Loads Surcharge Over Heel = 50.0 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 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in I [Tate^^oa^ppiie^^te^^^ [Adjacent Footing Load Lateral Load ...Height to Top ...Height to Bottom The above lateral load has been increased by a factor of Wind on Exposed Stem : 300.0 */ft 1.90 ft 0.90 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 ^ten^Weigh^eismj^ Fp / Wp Weight Multiplier Design Summary Wall Stability Ratios Overturning Sliding Total Bearing Load ..resultant ecc. J Stem Construction 0.400 g Added seismic base force Top Stem 1,110.0 lbs 2.25 ft 0.00 in 1.20 ft Line Load -2.0 ft 0.300 103.9 lbs 1.41 Ratio < 1.46 Ratio < 1,211 lbs 14.18 in 1.5! 1.5! Stem OK 0.00 Masonry 8.00 * 5 16.00 Edge Soil Pressure @ Toe = 1,426 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,667 pgf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,996 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 3 6 psi OK Footing Shear @ Heel = o.O psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 847.9 lbs less 100% Passive Force = - 816.5 lbs less 100% Friction Force = - 423.9 lbs Added Force Req'd = 0.0 lbs OK ... for 1.5 ; 1 Stability = 31 5 lbs NG Design Height Above Fte Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa = 0.192 Total Force @ Section lbs = 769.4 Moment ...Actual ft-*= 964.8 Moment Allowable = 5,015.8 Shear Actual psi= 12.2 Shear Allowable psi = 69.7 Wall Weight = 78.0 Rebar Depth 'd' in = 5.25 U\P SPLICE IF ABOVE in = 45 00 U\P SPLICE IF BELOW in = HOOK EMBED INTO FTG in = 10.50 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 Fy Solid Grouting Modular Ratio 'n' Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy psi = psi = 1,500 60,000 Yes 21.48 7.60 Medium Weight LRFD psi = psi = DK Eosakul Gouvis Engineering 4400 Campus Dr Newport Beach CA 92660 Title ; A7. 3' high w/ seismic Job* : A-A Dsgnr: GE Description... Page: 33 Date: APR 10,2013 This Wall in File: C:\Working Files\62851 Ocean Street\site Retain Pro 9 © 1989 - 2011 Ver; 9.27 8171 Registration #: RP-1161345 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 Footin^ime^^ [^^Footin^esigi^Resu^ Toe Width Heel Width Total Footing Width = Footing Thickness = Key Width Key Depth = Key Distance from Toe = fc = 2,500 psi Fy = Footing Concrete Density = Min. As % Cover @ Top 2.00 (§ 2.83 ft 0.67 Toe Heel 3.50 14.00 in 0.00 in 0.00 in 0.00 ft 60,000 psi 150.00 pcf 0.0018 8tm.= 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 & Spacings Toe: #4@ 10.75 in, #5( Heel; Not req'd, Mu < S Key: No key defined 1,996 0 psf 5,974 0 ft-* 1,854 Oft-* 4,120 Oft-* 3.64 0.00 psi 75.00 0.00 psi #5 @ 16.50 in None Spec'd None Spec'd 16.50 in, #6@ 23.50 in, *7@ 31.75 in, #8@ 42.00 in, *9@ 4 Fr Summary pf Overturning & Resisting Forces & Moments 2 Item OVERTURNING Force Distance Moment lbs ft ft-* Force lbs .RESISTING Distance 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 Moment ft-# 303.8 60.8 79.5 300.0 103.9 1.39 2.08 0.72 0.92 2.57 2.83 422.0 126.6 73.1 770.0 294.2 Total 847.9 O.T.M. 1,685.9 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. 1,211 1.41 .3 lbs Soil Over Heel Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) Earth @ Stem Transitions = Footing Weight = Key Weight Vert. Component 3.50 3.50 339.6 1.42 480.5 259.7 3.16 821.6 611.9 1.75 1,069.8 Total = 1,211.3 lbs R.M.= 2,372 0 • Axial live load NOT included in total displayed, or used for overturnino resistance, but is included for soil pressure calculation. DESIGNER NOTES: 1*0 r-O" 8.in Mas w/#5 @ 16.in o/c SolidGrout Special Insp 2 3/4" #5@16.5in @ Toe Designer select all horiz. reinf. See Appendix A 3'-0" 3'-4" r-2" 300.ps Pp= 816.47* 50.psf ,dj Ftg Load = 1110.# Ecc.= O.in from CL 847.94* 1425.6psf If adjacent footing or seismic loading is used, the numerical values are displayed, but the loading curve does not represent the composite loading. Site Retainmg Wall Section B-B on Civil drawing Sheet 2 SHEET ^\ DK Eosakul Gouvis Engineering 4400 Campus Dr Newport Beach CA 92660 Title B. 8' high w/o seismic Job* B-B Dsgnr; GE Description... Page: Jti_ Date; APR 10,2013 This Wall in File: C:\Working Files\62851 Ocean Street\sitfi Retain Pro 9 © 1989 - 2011 Ver: 9.27 8171 Registration #: RP-1161345 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 Criteria Soil Data Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Water height over heel 8,00 ft Allow Soil Bearing = 2,000,0 psf 0,33 ft 2,00 ; 1 Equivalent Fluid Press ure Method 0,33 ft 2,00 ; 1 Heel Active Pressure 52,0 psf/ft 0,33 ft 2,00 ; 1 Toe Active Pressure 0,0 psf/ft 12,00 in Passive Pressure 442,0 psf/ft 0,0 ft Soil Density, Heel = 120,00 pcf Soil Density, Toe FootingllSoil Friction = 120,00 0,350 pcf Soil height to ignore for passive pressure = 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 Axial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Design Summary | Wall SUbility Ratios Overturning = Sliding = Total Bearing Load = ..resultant ecc. = Soil Pressure @ Toe = Soil Pressure @ Heel = Allowable = Soil Pressure Less Than ACI Factored @ Toe = ACI Factored @ Heel Footing Shear @ Toe = Footing Shear @ Heel = Allowable = Sliding Calcs (Vertical Compo Lateral Sliding Force = less 67 % Passive Force = - less 100% Fnction Force = - Added Force Req'd = . ..for 1,5 ; 1 Stability = Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2010 1.200 1.6Q0 1.600 1.600, i.m Thumbnail I I Lateral Load Applied to Stem | [Adjacent Footing Load 2 95 OK 1.56 OK 10,317 lbs 11.03 in 1,922 psf OK 436 psf OK 2,000 psf Allowable 2,691 psf 611 psf 32 0 psi OK 29.0 psi OK 75.0 psi ment NOT Used) 4,291 9 lbs 3,076.6 lbs 3,610.8 lbs 0.0 lbs OK 0.0 lbs OK Lateral Load = 0.0 */ft ...Height to Top = 0,00 ft ...Height to Bottom = 0 00ft The above lateral load has been increased 1,00 by a factor of Wind on Exposed Stem = 0,0 psf Stem Construction Top Stem Adjacent Footing Load = Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio 2nd 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0300 1 • Stem OK ft= 3.33 = Masonry 8.00 * 5 16.00 Edge Design Height Above Fte Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa = 0.432 Total Force @ Section lbs = 1,231,0 Moment...Actual ft-#= 2,168,3 Moment Allowable ft-*= 5,015,8 Shear Actual psi= 19.5 Shear Allowable psi= 69.7 Wall Weight psf= 78,0 Rebar Depth 'd' in = 5.25 UP SPLICE IF ABOVE in = 45 00 LAP SPLICE IF BELOW in = 45 00 HOOK EMBED INTO FTG in = Stem OK 0.00 Masonry 12.00 * 5 8 00 Edge 0.551 3,217.1 9,318.4 16,924.6 29 8 69.7 124,0 9,00 45,00 10,50 Lap splice above base reduced by stress ratio Masonry Data fm psi Fy ,-. psi Solid Grouting Modular Ratio 'n' Equiv, Solid Thick, in Masonry Block Type Masonry Design Method = LRFD Concrete Data fc psi = Fy psi = 1,500 1,500 60,000 60,000 Yes Yes 21.48 21.48 7.60 11.60 = Medium Weight DK Eosakul Gouvis Engineering 4400 Campus Dr Newport Beach CA 92660 Title : B. 8' high w/o seismic Job* : B-B Dsgnr GE Description ... Page; Date; APR 10,2013 This Wall in File: C:\Working Files\62851 Ocean Street\site Retain Pro 9 © 1989 • 2011 Ver; 9.27 8171 Registration*: RP-1161345 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 Footingmmensi^^ | Footing Design Results j Toe Width = 2.00 ft Heel Width = 6.75 Total Footing Width = 8.75 Footing Thickness = 14.00 in Key Width = 15.00 in Key Depth = 30 00 in Key Distance from Toe = 3.50 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover® Top 2.00 @ Btm.= 3.00 in Toe 2,691 6,359 1,045 5,314 32.00 75.00 *5@ 16.50 in *6@ 11.50 in *5 @ 14.50 in Heel 611 psf 19,550 ft-* 36,805 ft-* 17,255 ft-* 29.02 psi 75.00 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; *4@ 10.75 in, #5@ 16.50 in, *6@ 23.50 in, *7@ 31.75 in, #8@ 42 00 in #9© 4 Heel: #4@ 5.25 in, *5@ 8.25 in, *6@ 11.50 in, *7@ 15.75 in, *8@ 20 75 in *9@ 26 Key: *4@ 9.50 in, #5@ 14.50 in, *6@ 20.50 in, #7@ 28.00 in ' jummajy^f^yertu^^ Forces & Moments Item OVERTURNING Force Distance Moment lbs ft ft-* Force lbs .RESISTING 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 ^ 3,770.0 521.8 401 6.02 0.72 15,132.5 3,141.7 Total 4,291.9 O.T.M. = 18,274.2 Resisting/Overturning Ratio = 2.95 Vertical Loads used for Soil Pressure = 10,316.6 lbs Vertical component of active pressure NOT 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 Vert Component = 5,520.0 991.9 575.0 240.0 802.9 186.8 1,531.3 468.8 5.88 6.83 5.88 1.00 242 2.83 4.38 4.13 32,430.0 6,777.8 3,378.1 240.0 1,942.3 529.3 6,6992 1,933.6 Total = 10,316.6 lbs R.M.= 53 930 3 ' Axial live load NOT included in total displayed, or used for overturnino resistance, but is included for soil pressure cafculation. '"'""ly DESIGNER NOTES: 8.in Mas w/ #5 @ 16.in o/c SolicTGrout Special Insp r-O" #5@16.5in@Toe *6@11.5in @ Heel Designer select all horiz. reinf. See Appendix A Pp= 3076.6* 436.19psf 1921.9psf DK Eosakul Gouvis Engineering 4400 Campus Dr Newport Beach CA 92660 Title B1. 8'high w/seismic Job* B-B Dsgnr: GE Description.... Page; _Jrl Date; APR 10,2013 This Wall in File: C:\Working Files\62851 Ocean Street\site Retain Pro 9 ©1989 - 2011 Ver: 9.27 8171 Registration*; RP-1161345 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 Criteria Retained Height = 8.00 ft Wall height above soil = 0.33 ft Slope Behind Wall = 2.00:1 Height of Soil over Toe = 12.00 in Water height over heel = 0.0 ft Soil Data Allow Soil Bearing = 2,667.0 psf Equivalent Fluid Pressure Method Heel Active Pressure 52,0 psf/ft Toe Active Pressure 00 psf/ft Passive Pressure 442,0 psf/ft Soil Density, Heel = 120.00 pcf Soil Density, Toe = 120,00 pcf FootingllSoil Friction 0.350 Soil height to ignore for passive pressure = 12.00 in Thumbnail Surcharge Loads Surcharge Over Heel = 50 0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning J [^tera^oa^pplie^toSte^^ [Adjacen^ootin^^ad Axial Load Applied to Stem Axial Dead Load = 20 0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Stem Weight Seismic Load 1 Design Summary | Lateral Load = 1,518.0 #/ft Height to Top = 4 90ft ...Height to Bottom = 3.90 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 tc 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 0.00 ft Line Load 0.0ft 0.300 321.2 lbs J Stem Construction | Top stem 2nd Wall Stability Ratios Overturning = 1 ge OK Sliding , = 1.38 Ratio < Total Bearing Load = 10,049 lbs ...resultant ecc. = 21.96 in Soil Pressure @ Toe = 2,632 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,667 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 3,685 psf ACI Factored @ Heel = 0 psf Footing Shear® Toe = 43.9 psi OK Footing Shear® Heel = 42.0 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) 1.5! Lateral Sliding Force = less 100% Passive Force = less 100% Friction Force = Added Force Req'd = .. .for 1.5 ; 1 Stability = Load Factors 5.870.1 lbs 4,591.9 lbs 3.517.2 lbs 0.0 lbs OK 696.1 lbs NG Stem OK Stem OK Design Height Above Fte ft= 3 33 0.00 Wall Material Above "Ht" = Masonry Masonry Thickness = 8.00 12.00 Rebar Size = * 5 * 5 Rebar Spacing = 16.00 8.00 Rebar Placed at = Edge Edge Design Data ft)/FB +fa/Fa = 0.764 0.959 Total Force @ Section lbs= 2,743.1 4,778.9 Moment. .Actual ft-*= 3,804.6 16,072.8 Moment Allowable ft-#= 5,015.8 16,924.6 Shear Actual psi= 43.5 44.2 Shear Allowable psi= 69.7 69.7 Wall Weight psf= 78.0 124 0 .• ; Rebar Depth 'd' in= 5.25 9.00 Ljfl,P SPLICE IF ABOVE in = 45.00 45.00 LJ^P SPLICE IF BELOW ln= 45 00 HOOK EMBED INTO FTG in = 10 50 Lap splice above base reduced by stress ratio Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2010 1,200 1,600 1,600 1600 1.000 Masonry Data fm Fy Solid Grouting Modular Ratio'n' Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy 1,500 1,500 60,000 60,000 Yes Yes 21.48 21,48 7,60 11.60 = Medium Weight LRFD psi psi DK Eosakul Gouvis Engineering 4400 Campus Dr Newport Beach CA 92660 Title ; Bl. 8'high w/seismic Job* : B-B Dsgnr; GE Description... Page; Date APR 10,2013 This Wall in File: C:\Working Files\62851 Ocean Street\site Retain Pro 9 © 1989 - 2011 Ver; 9.27 8171 Registration #: RP-1161345 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 JFooting^Dinw^ Toe Width = 2 00 ft Heel Width = 6.75 Total Footing Width = 8.75 Footing Thickness = 14.00 in Key Width = 15.00 in Key Depth = 30 00 in Key Distance from Toe = 3.50 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min As % = 0 0018 Cover @ Top 2.00 @ Btm.= 3.00 in [^^ootin^esjgr^tesults^ Toe 3,685 8,411 1,045 7,366 4389 75.00 *5 @ 16.50 in *6 @ 10.25 in *5 @ 14.50 in Heel 0 psf 9,381 ft-* 35,365 ft-* 25,984 ft-* 42.03 psi 75.00 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; #4® 10.75 in, *5@ 16.50 in, *6@ 23.50 in, *7@ 31.75 in, *8@ 42 00 in #9® 4 Heel: *4@ 4.75 in, *5@ 7.25 in, *6@ 10.00 in, #7® 13.75 in, *8@ 18.00 in *9@ 22 Key; *4@ 9.50 in, *5@ 14.50 in, #6® 20.50 in, *7@ 28.00 in, ^Summar^of^Ove^^ Item OVERTURNING Force Distance Moment lbs ft ft-* ..RESISTING.. 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 ToUl 3,770.0 2609 1,518.0 321 2 4.01 6.02 0.72 5.57 4.85 O.TM. 15,1325 1,570.9 8,450.2 1,559.2 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = 5,870.1 O.TM. = 26,712.8 1.96 10,049.1 lbs Vertical component of active pressure NOT 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 = * Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) Earth @ Stem Transitions = Footing Weight = Key Weight Vert. Component = Force lbs Distance ft 5,520.0 5.88 991.9 6.83 287.5 5.88 20.0 2.50 240.0 1.00 802.9 2.42 186.8 2.83 1,531.3 4.38 468.8 4.13 Moment ft-* 32,430.0 6,777.8 1,689.1 50.0 240 0 1,942.3 529.3 6,699.2 1,933.6 Total = 10,049.1 lbs R.M.= * Axial live load NOT included in total displayed, or used for resistance, but is included for soil pressure calculation. 52,291.3 overturning DESIGNER NOTES: ^3 ;.in Masw/#5@ 16.in o/c SoliO Grout Special Insp 12.in Mas w/#; Sol #5@16.5in @ Toe #6@10.25in @ Heel Designer select all horiz. reinf. See Appendix A 3'-6 1'-3" 4'-0" 2'-0" ^ 6'-9" 8'-9" ^ 2'-6" 1518.ps Pp= 4591.9* ./7m\i, 2632.psf 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 ; B2. 6' high w/o seismic Job* : B-B Dsgnr; GE Description... Date; Page; ^ i APR 10,2013 This Wall in File: C:\Working Files\62851 Ocean Street\site Retain Pro 9 © 1989 - 2011 Ver: 9.27 8171 Registration #: RP-1161345 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 Criteria Retained Height ' 6.00 ft Wall height above soil = 0.33 ft Slope Behind Wall = 2 00 ; 1 Height of Soil over Toe = 12.00 in Water height over heel = 0.0ft Surcharge Loads Surcharge Over Heel = 100.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem /\xial Dead Load 0.0 lbs Axial Live Load 0.0 lbs Axial Load Eccentricity 0.0 in Design Summary | Wall Stability Ratios Overturning Sliding Total Beanng Load ...resultant ecc. 2 66 OK 1 59 OK 6,555 lbs 11.19 in ACI Factored @ Toe ACI Factored @ Heel Footing Shear @ Toe Footing Shear @ Heel Allowable Lateral Sliding Force = less 67 % Passive Force = less 100% Friction Force = Added Force Req'd = .. .for 1.5 : 1 Stability = 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 Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure 52.0 psf/ft Toe Active Pressure 0.0 psf/ft Passive Pressure 442.0 psf/ft Soil Density, Heel = 120.00 pcf Soil Density, Toe = 12000 pcf FootingllSoil Friction 0.350 Soil height to ignore for passive pressure = 12.00 in Soil Pressure @ Toe = 1,876 psf OK Soil Pressure @ Heel = 140 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable 2,627 psf 196 psf 15.9 psi OK 18 4 psi OK 75,0 psi Sliding Calcs (Vertical Component NOT Used) 2.713.6 lbs 2.027.7 lbs 2,294.2 lbs 0,0 lbs OK 0,0 lbs OK Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft The above lateral load has been increased 1.00 by a factor of Wind on Exposed Stem = 0.0 psf Stem Construction Design Height Above Fte . Wall Matenal Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data ft5/FB + fa/Fa Top Stem Thumbnail Adjacent Footing Load Adjacent Footing Load Footing Width = Eccentricity = Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio 2nd 0 0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 Stem OK 2.67 Masonry 8.00 * 4 24.00 Edge Stem OK 0.00 Masonry 12.00 * 5 16.00 Edge 0.584 0.475 Total Force ® Section lbs= 692.2 1,913,6 Moment, ,,Actual ft-*= 896 5 4,243 2 Moment Allowable ft-*= 1,535,8 8,939,3 Shear Actual psi= 110 17,7 Shear Allowable psi= 69,7 69,7 Wall Weight psf= 78.0 124.0 Rebar Depth 'd' in = 5.25 9.00 ba,P SPLICE IF ABOVE in = 36 00 45.00 L^P SPLICE IF BELOW in = 36.00 HOOK EMBED INTO FTG in = 10.50 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 = LRFD Concrete Data fc psi = Fy psi = 1,500 1,500 40,000 60,000 Yes Yes 21.48 21.48 7.60 11.60 = Medium Weight DK Eosakul Gouvis Engineering 4400 Campus Or Newport Beach CA 92660 Title : 82. 6' high w/o seismic Job* B-B Dsgnr; GE Description... Page: Date: APR 10,2013 This Wall in File: C:\Working Files\62851 Ocean Street\site Retain Pro 9© 1989 - 2011 Ver: 9.27 8171 Registration*; RP-1161345 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 Footin^|mension^^tre^ Toe Width = 1.00 ft Heel Width = 5.50 Total Footing Width = 6.50 Footing Thickness = 14.00 in Key Width = 12.00 in Key Depth = 20.00 in Key Distance from Toe = 2 50 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover® Top 2.00 @ Btm.= 3 00 in JFootin£^^igr^esult^^^| Toe 2,627 1,931 323 1,608 15.90 75.00 None Spec'd *5 @ 15.00 in *5 @ 18.00 in Heel 196 psf 8,896 ft-* 18,492 ft-* 9,596 ft-* 18 40 psi 75,00 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@ 9 75 in, *5@ 15,00 in, #6® 21.00 in, *7® 28 75 in, *8® 37 75 in #9® 47 Key; *4@12.50in,*5@ 19 25in, *6@27.25in,*7® 37.25in, ' ^Summar^^o^ Item OVERTURNING Force Distance Moment lbs ft ft-* Heel Active Pressure = Surcharge over Heel = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load ® Stem Above Soil = 2,305.5 408.1 3.14 4.71 0.72 7,236.8 1,921.3 Total 2,713.6 O.T.M. = 9,158.0 2.66 6,554 8 lbs Vertical component of active pressure NOT used for soil pressure Resisting/Overturning Ratio Vertical Loads used for Soil Pressure • .RESISTING.. Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axiat Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) Earth @ Stem Transitions = Footing Weight = Key Weight Vert. Component = Force Distance Moment lbs ft ft-* 3,240.0 4.25 13,770.0 607.5 5.00 3,037.5 450.0 4.25 1,912.5 120 0 616.6 133.2 1,137,5 250,0 0.50 1.42 1.83 3.25 3.00 60.0 8773 244.2 3,696.9 7500 Total: 24,3483 6,554.8 lbs R.M.= ' Axial live load NOT included in total displayed, or used for overtumTna" resistance, but is included for soil pressure calculation, "*"=""""n9 DESIGNER NOTES; l in Mas w/ #4 @ 24.in o/c Solid3rout Special Insp 12.in Mas w/#5 @ 16.in o/c SolidGrout Special Insp r-O" #5@15.in @ Heel Designer select all horiz. reinf. See Appendix A r-0" «— 2'-6" r-0" 3'-0" 5'-6" 6'-6" Pp= 2027.7* 2713.6* 140.36psf 1876.5psf DK Eosakul Gouvis Engineering 4400 Campus Dr Newport Beach CA 92660 Title B3. 6' high w/ seismic Job* ; B-B Dsgnr; Description... GE Date; Page; SS APR 10,2013 This Wall in File: C:\Working Files\62851 Ocean Street\sitP 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 /Vxial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in J Retained Height = 6.00 ft Wall height above soil = 0.33 ft Slope Behind Wall = 2.00 ; 1 Height of Soil over Toe = 12.00 in Water height over heel = 0.0 ft Surcharge Over Heel = 50.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Soil Data Allow Soil Bearing Equivalent Fluid Pressure Method 2,667.0 psf Heel Active Pressure Toe Active Pressure Passive Pressure Soil Density, Heel Soil Density, Toe FootingllSoil Friction Soil height to ignore for passive pressure 52.0 psf/ft 0 0 psf/ft 442.0 psf/ft 120.00 pcf 120.00 pcf 0.350 12.00 in Thumbnail I [jLatera^a^pplie^oSt^^ [Adjacent Footing Load Lateral Load = 920.0 #/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 Stem Weight Seismic Load 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 0.0ft 0.300 246.6 lbs Design Summary Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. Soil Pressure @ Toe Soil Pressure @ Heel Allowable Soil Pressure Less Tha ACI Factored @ Toe ACI Factored @ Heel Footing Shear @ Toe Footing Shear ® Heel Allowable Sliding Calcs (Vertical Comp Lateral Sliding Force = less 100% Passive Force = less 100% Friction Force = Added Force Req'd = ... for 1.5 ; 1 Stability = Load Factors 1.77 OK 1.43 Ratio < 1. 6,330 lbs 19.66 in 2,619 psf OK 0 psf OK 2,667 psf n Allowable 3,667 psf 0 psf 22.6 psi OK 27.6 psi OK 75.0 psi onent NOT Used) 3,676.2 lbs 3,026.5 lbs 2,215.4 lbs 0.0 lbs OK 272.4 lbs NG ^teiTMConstruct^^ Design Height Above Fte 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 psi = Wall Weight psf = Rebar Depth 'd' in = L'VP SPLICE IF ABOVE in = L<\P SPLICE IF BELOW in = HOOK EMBED INTO FTG in = Top Stem 2nd Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2010 1.200 1600 1.600 1.600 1.000 Stem OK 2.67 Masonry 8.00 * 4 24.00 Edge Stem OK 0.00 Masonry 12.00 * 5 16.00 Edge 0.912 1,610.9 1,400.8 1,535.8 25.6 69.7 78.0 525 36 00 36.00 0.811 2.872.2 7,253.9 8,939.3 26.6 69.7 124.0 9.00 45.00 10.50 Lap splice above base reduced by stress ratio Masonry Data fm psi Fy psi Solid Grouting Modular Ratio 'n' Equiv. Solid Thick. in Masonry Block Type Masonry Design Method = LRFD Concrete Data fc psi = Fy psi = 1,500 1,500 40,000 60,000 Yes Yes 21.48 21.48 7.60 11.60 = Medium Weight Gouvis Engineering 4400 Campus Dr Newport Beach CA 92660 I me : bj. 6' high w/ seismic Job* : B-B Dsgnr; GE Description... Page; J b Date; APR 10,2013 This Wall in File: C:\Working Files\628S1 Ocean Street\sitP Retain Pro 9 ©1989 - 2011 Ver: 9.27 8171 Registration #; RP-1161345 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 Footing^imens^^ & Strengths j | Footing Design Results | Toe Width = 1.00 ft Heel Width = 5.50 Total Footing Width = 6.50 Footing Thickness = 14 go in Key Width = 12.00 in Key Depth = 20.OO in Key Distance from Toe = 2.50 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top 2.00 @ Btm.= 3.00 in Toe Heel 0 psf 3,707 ft-* 17,589 ft-* 13,882 ft-* 27.56 psi 75.00 psi Factored Pressure = 3,667 Mu'; Upward = 2,618 Mu'; Downward = 323 Mu; Design = 2,295 Actual 1-Way Shear = 22.62 Allow 1-Way Shear = 75.00 Toe Reinforcing = None Spec'd Heel Reinforcing = * 5 @ 10 50 in Key Reinforcing = # 5 ® 18.00 in Other Acceptable Sizes & Spacings Toe; Not req'd, Mu < S * Fr Heel; *4® 6.75 in, *5@ 10.25 in, *6® 14.50 in, *7 . _ , --^ . 19.75 in,, Key; #4® 12 50 in, *5@ 19.25 in, *6® 27.25 in, *7@ 37.25 in #8® 26.00 in, #9® 32 Summary of Overturning & Resisting Forces & Moments OVERTURNING. Force Distance Moment Item lbs ft ft-* Heel Active Pressure = 2,305.5 3.14 7,236.8 Surcharge over Heel = 204.0 4.71 960.6 Toe Active Pressure = 0.72 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = 920.0 4.37 4,017.3 Load @ Stem Above Soil = Seismic Stem Self Wt 246.6 3.97 978.4 Total 3,676.2 O.TM. = 13,193.1 Resisting/Overturning Ratio 1 .77 Vertical Loads used for Soil Pressure = 6,329.8 lbs Vertical component of active pressure NOT 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 * Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Stem Weight(s) Earth @ Stem Transitions Footing Weighl Key Weight Vert. Component RESISTING Force Distance lbs ft Moment ft-* = 3,240.0 4.25 13,770.0 — 607.5 5.00 3,037.5 = 2250 4.25 956.3 120.0 616.6 133.2 1,137.5 250.0 0.50 1.42 1.83 3.25 3.00 60.0 877.3 244.2 3,6969 750.0 Total = 6,329.8 lbs R.M.= 23 392 1 • Axial live load NOT included in total displayed, or used for overturnino resistance, but is included for soil pressure calculation DESIGNER NOTES; 4. .P- • ,i i.in Mas w/ #4 @ 24.in o/c SolitfGrout Special Insp 12.in Mas w/#5 @ 16.in o/c SolidGrout Special Insp r-0" #5@10.5in @ Heel Designer select all horiz. reinf. See Appendix A r-O" 2'-6" r-O" 3'-0" 5'-6" 6'-6" 920.psf] 3676.2* Pp= 3026.5* 2618.9psf If adjacent footing or seismic loading is used, the numerical values are displayed, but the loading curve does not represent the composite loading. S3 Site Retaining Wall Section E-E on Civil drawing Sheet 2 bc4«tlv DK Eosakul Gouvis Engineering 4400 Campus Dr Newport Beach CA 92660 Title E. 4' high w/o seismic Job* : E-E Dsgnr: Description... GE Page: _ Date: APR 10,2013 This Wall in File: C:\Working Files\62851 Ocean Street\site Retain Pro 9 © 1989 - 2011 Ver: 9.27 8171 Registration #; RP-1161345 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 Criteria Retained Height = 4,00 ft Wall height above soil = 0,33 ft Slope Behind Wall = 0,00 : 1 Height of Soil over Toe = 12,00 in Water height over heel = 0,0ft Surcharge Loads Surcharge Over Heel = 100 Opsf Used To Resist Sliding & Overturning Surcharge Over Toe = 0,0 psf Used for Sliding & Overturning I Axial Load Applied to Stem ^ Axial Dead Load = 0,0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Design Summary | Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. 4 68 OK 2.30 OK 2,689 lbs 4.55 in Soil Pressure @ Toe = 1,151 psf OK Soil Pressure @ Heel = 282 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,612 psf ACI Factored @ Heel = 395 psf Footing Shear @ Toe = 0.0 psi OK Footing Shear @ Heel = 4.0 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 583.3 lbs less 67 % Passive Force = - 402.0 lbs less 100% Friction Force = - 941.0 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 ; 1 Stability = 0 0 lbs OK Load Factors — Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2010 1,200 1,600 1.600 . l.iOO 1.000 Soil Data 1 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 FootingllSoil Friction Soil height to ignore for passive pressure 35,0 psf/ft 0,0 psf/ft 400,0 psf/ft 120,00 pcf 120.00 pcf 0.350 12.00 in _| [ Lateral Load Applied to Stem | [Adj^nt FootiniToad Lateral Load = o.O */ft ...Height to Top = 0.00 ft ...Height to Bottom = O.OO ft The above lateral load has been increased 1.00 by a factor of Wind on Exposed Stem = 0.0 psf Adjacent Footing Load = o.O lbs Footing Width = Q.OO ft Eccentricity = Q 00 in Wall to Ftg CL Dist = o.OO ft Footing Type Line Load ' Base Above/Below Soil at Back of Wall " 0 0ft Poisson's Ratio = 0,300 Stem Construction Top Stem ^^^"•^^^^•"^"^ Stem OK Design Height Above Fte ft= Q oo Wall Matenal Above "Ht" = Masonry Thickness = 8.00 Rebar Size = * 4 Rebar Spacing = 16.00 Rebar Placed at = Edge Design Data ~ flD/FB + fa/Fa Total Force @ Section lbs = Moment....Actual ft-* = Moment Allowable Shear Actual psi: Shear Allowable psi = Wall Weight Rebar Depth 'd' in = LAP SPLICE IF ABOVE in = t7\P SPLICE IF BELOW in = HOOK EMBED INTO FTG in = 0.427 634 7 970.7 2,2743 10.1 69.7 78.0 5.25 36.00 8.40 Lap splice above base reduced by stress ratio Masonry Data - fm Fy Solid Grouting Modular Ratio 'n' Equiv Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy psi= 1,500 psi= 40,000 Yes = 21.48 in = 7.60 = Medium Weight = LRFD psi = psi = DK Eosakul Gouvis Engineering 4400 Campus Dr Newport Beach CA 92660 Title ; E. 4' high w/o seismic Job* ; E-E Dsgnr; GE Description.... Page; M Date; APR 10,2013 This Wall in File: C:\Working Files\62851 Ocean Street\site Retain Pro 9 © 1989 - 2011 Ver; 9.27 8171 Registration #: RP-1161345 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 Footin^Dimen^^ Toe Width = 0.00 ft Heel Width = 3 75 Total Footing Width = 3.75 Footing Thickness = 12.00 in Key Width Key Depth Key Distance from Toe = fc = 2,500 psi Fy = Footing Concrete Density = Min. As % Cover @ Top 2.00 ® Btm.= 3.00 in 0.00 in 0.00 in 0.00 ft 40,000 psi 150.00 pcf 00018 I^^Foptin^DesignnM^^ Toe Heel Factored Pressure = 1,612 395 psf Mu'; Upward = 0 3,945 ft-* Mu': Downward = 0 5,503 ft-* Mu; Design = 0 1,558 ft-* Actual 1-Way Shear = 0 00 3.96 psi Allow 1-Way Shear = 0.00 75.00 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel; Not req'd, Mu < S * Fr Key; No key defined Summary of Overturning & Resisting Forces & Moments Item OVERTURNING Force Distance Moment lbs ft ft-* Heel Active Pressure = Surcharge over Heel = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = 437.5 145.8 1.67 2.50 0.67 729.2 364.6 Total 583.3 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure • O.T.M. = 1,093.8 4.68 2,688.6 lbs Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) Earth @ Stem Transitions = Footing Weight = Key Weight Vert. Component = Force lbs .RESISTING Distance ft 1,480.0 308.3 337.7 562.5 2.21 2.21 0.33 1.88 Total •• Moment ft-* 3,268.3 680.9 1126 1,054.7 2,688.6 lbs R.M.= 5,116.5 * Axial live load NOT included in total displayed, or used for overturnino resistance, but is included for soil pressure calculation. DESIGNER NOTES; Mn Mas w/#4 @ 16.in o/c Solia Grout Special Insp Designer select all horiz. reinf. See Appendix A lOO.psf Pp= 402.* 583.33* 282.47psf 1151.4psf DK Eosakul Gouvis Engineering 4400 Campus Dr Newport Beach CA 92660 Title ; El. 4'high w/seismic Job* ; E-E Dsgnr: Description.... GE Date; Page; APR 10,2013 This Wall in File: C:\Working Files\62851 Ocean Street\site Retain Pro 9 © 1989 - 2011 Ver: 9.27 8171 Registration #; RP-1161345 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 Criteria 1 Retained Height " 4.00 ft Wall height above soil = 0.33 ft Slope Behind Wall = 0.00 ; 1 Height of Soil over Toe = 12.00 in Water height over heel = 0.0ft Soil Data Allow Soil Bearing Equivalent Fluid Pressure Method 2,667.0 psf Heel Active Pressure Toe Active Pressure Passive Pressure Soil Density, Heel Soil Density, Toe FootingllSoil Friction Soil height to ignore for passive pressure 35.0 psf/ft 0.0 psf/ft 400.0 psf/ft 120.00 pcf 120.00 pcf 0.350 12.00 in ThuTfibnail Surcharge Loads Surcharge Over Heel = 50.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning I I Lateral Load Applied to Stem | [Adjacent Footing Load Axial Load Applied to Stem y /\xial 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 = 470 0 #/ft ...Height to Top = 2.50 ft ...Height to Bottom = 1.50 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 0.00 ft Line Load 0.0 ft 0.300 135.1 lbs Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. 1.74 OK 1.33 Ratio < 2,534 lbs 12.90 in Soil Pressure @ Toe = 2,113 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,667 psf Soil Pressure Less Than Allowable ACI Factored @ Toe ACI Factored @ Heel Footing Shear @ Toe Footing Shear @ Heel Allowable 2,958 psf 0 psf 0 0 psi OK 9 8 psi OK 75.0 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 1,115.5 lbs 600.0 lbs 887.0 lbs 0.0 lbs OK 186.2 lbs NG Stem Construction Design Height Above Fte ft = Wall Material Above "Ht" ^5! Thickness = Rebar Size = Rebar Spacing • 'V- ^ = Rebar Placed at = Design Data ft3/FB + fa/Fa Total Force @ Section lbs = Moment. ...Actual ft-# = Moment Allowable = Shear Actual psi = Shear Allowable psi = Wall Weight Rebar Depth 'd' in = U\P SPLICE IF ABOVE in = LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = Top Stem Stem OK 0.00 = Masonry 8.00 * 4 16.00 Edge 0.887 1,146.4 2,016.5 2,274.3 18,2 69,7 78,0 5.25 36.00 8.40 Lap splice above base reduced by stress ratio Masonry Data 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 fm psi = 1,500 Fy psi*= 40,000 Solid Grouting = Yes Modular Ratio 'n' = 21.48 Equiv. Solid Thick in = 7.60 Masonry Block Type = Medium Weight Masonry Design Method = LRFD Concrete Data fc Fy psi = psi = DK Eosakul Gouvis Engineering 4400 Campus Dr Newport Beach CA 92660 Title : El. 4'high w/seismic Job* : E-E Dsgnr: GE Description... Page; Date; APR 10,2013 This Wall in File: C:\Working Files\62851 Ocean Street\site ReUin Pro 9 © 1989 - 2011 Ver: 9.27 8171 Registration*: RP-1161345 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 Footing^imens^^ [^jFootin^esigi^Resi^^^ Toe Width = 0.00 ft Heel Width = 3.75 Total Footing Width = 3.75 Footing Thickness = 12 00 in Key Width = 0 00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft fc = 2,500 psi Fy = 40,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0 0018 Cover ® Top 2 00 @ Btm.= 3.00 in Toe Heel 2,958 0 psf 0 1,408 ft-* 0 5,081 ft-* 0 3,673 ft-* 000 9.79 psi 0.00 75.00 psi None Spec'd None Spec'd None Spec'd 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® 11.75 in, *5@ 18.25 in, *6@ 25.75 in, *7(? Key: No key defined 35.25 in, *8@ 46.25 in, *9@ 4 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 Total OVERTURNING Force Distance Moment lbs ft ft.* 437.5 72.9 470.0 135.1 1.67 2.50 0.67 3.00 3.17 729.2 1823 1,410.0 427.6 1,115.5 O.TM. = 2,749.0 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. 1.74 2,534.4 lbs RESISTING Force Distance Moment lbs ft ft^ Soil Over Heel = 1,480.0 Sloped Soil Over Heel Surcharge Over Heel = 154.2 Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 337.7 Earth @ Stem Transitions = Footing Weight = 562.5 Key Weight Vert. Component = 2.21 2.21 0.33 1.88 Total = 2,534.4 lbs R.M.= 3,268.3 340.5 112.6 1,054.7 4,776 1 * Axial live load NOT included in total displayed, or used for overturnina resistance, but is included for soil pressure calculation ^ DESIGNER NOTES: 8.in Mas w/ #4 @ 16.in o/c Solicf Grout Special Insp Designer select all horiz. reinf. See Appendix A 3'-9" 3'-9" 50.psf 470.ps •it • ,jl J 'y'.ftg:.' Pp= 600.* 1115.5* 2112.5psf If ac^acent footing or seismic loading is used, the numerical values are displayed but the loading curve does not represent the composite loading. ' i Site Retaining Wall Section F-F on Civil drawing Sheet 2 SHEET 4400 Campus Or Newport Beach CA 92660 Description... Dsgnr; GE Date; APR 10,2013 This Wall in File: C:\Working Files\62851 Ocean Street\site Retain Pro 9 ©1989 - 2011 Ver: 9.27 8171 Registration #: RP-1161345 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 Criteria i Retained Height - 4.00 ft Wall height above soil = 0.33 ft Slope Behind Wall = 0.00 ; 1 Height of Soil over Toe = 12.00 in Water height over heel = 0.0ft Surcharge Loads Surcharge Over Heel = 100.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0 0 psf Used for Sliding & Overturning Axial Load Applied to Stem ll Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Design Summary | Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. 4.28 OK 1.85 OK 2,689 lbs 5.00 in Soil Pressure @ Toe = 1,195 psf OK Soil Pressure @ Heel = 239 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe ACI Factored @ Heel Footing Shear @ Toe Footing Shear @ Heel Allowable 1,673 psf 334 psf 0.0 psi OK 4.3 psi OK 75.0 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 726.6 lbs 402.0 lbs 941.0 lbs 0.0 lbs OK 0.0 lbs OK 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 Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method psf Heel Active Pressure 36.0 psf/ft Toe Active Pressure 0.0 psf/ft Passive Pressure 400.0 psf/ft Soil Density, Heel = 120.00 pcf Soil Density, Toe = 120.00 pcf FootingllSoil Friction 0.350 Soil height to ignore for passive pressure = 12.00 in J jj [^^tera^a^ppHedloStem^ [Adjacent Footing Load Lateral Load = 0.0#/ft ...Height to Top = 0.00 ft ...Height to 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 Footing Load = Footing Width Eccentricity = Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio = 2,500.0 lbs 1 00 ft 0.00 in 7.00 ft Line Load -1.0ft 0.300 Stem Construction Top Stem Design Height Above Fte 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 = Shear Actual psi = Shear Allowable psi = Wall Weight Rebar Depth 'd' in = LAP SPLICE IF ABOVE in = U\P SPLICE IF BELOW in = HOOK EMBED INTO FTG in = • Stem OK ft= 0.00 = Masonry 8.00 * 4 16.00 Edge 0.437 699.5 994.3 2,274.3 11.1 69.7 78.0 525 36.00 8.40 Lap splice above base reduced by stress ratio Masonry Data fm Fy Solid Grouting Modular Ratio 'i Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy psi = psi = 1,500 40.000 Yes ' 21.48 7.60 Medium Weight LRFD psi = DK Eosakul Gouvis Engineering 4400 Campus Dr Newport Beach CA 92660 Title F. 4' high w/o seismic Job* : F-F Dsgnr; GE Descnption.... Date; Page; APR 10,2013 This Wall in File: C:\Working Files\62851 Ocean StreetVsite Retain Pro 9 © 1989 - 2011 Ver; 9.27 8171 Registration*: RP-1161345 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 JFooting^irr^^ Toe Width = 0.00 ft Heel Width = 3.75 Total Footing Width = 3.75 Footing Thickness = 12.00 in Key Width Key Depth Key Distance from Toe = fc = 2,500 psi Fy Footing Concrete Density = Min. As % Cover® Top 2.00 ( 0.00 in 0.00 in 0.00 ft 40,000 psi 150.00 pcf 0.0018 ! Btm.= 3.00 in [^^ootin^Desig^esui^^^^^^^^J 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; No key defined Toe Heel 1,673 334 psf 0 3,808 ft-* 0 5,503 ft-* 0 1,695 ft-* 0.00 4.25 psi 0.00 75.00 psi None Spec'd None Spec'd None Spec'd ^ummarjr^of^^ Item OVERTURNING Force Distance Moment lbs ft ft-* Heel Active Pressure Surcharge over Heel Toe Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil = 437.5 145.8 143.3 1.67 2.50 0.67 0.71 729.2 364.6 102.3 Total 726.6 O.T.M. 1,196.0 Resisting/Overturning Ratio = 4.28 Vertical Loads used for Soil Pressure = 2,688.6 lbs Soil Over Heel Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) Earth @ Stem Transitions: Footing Weighl = Key Weight Vert. Component = RESISTING Force Distance Moment lbs ft ft-# 1,480.0 308 3 337 7 562.5 2.21 2.21 0.33 1.88 Totah 2,6886 lbs R.M.= 3,268.3 680.9 112.6 1,054.7 5,116.5 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: i.in Mas w/ #4 @ 16.in o/c Solia Grout Special Insp Designer select all horiz. reinf. See Appendix A 7 lOO.psf Adj Ftg Load = 2500.* Ecc.= O.in from CL I e 726.62* 238.83psf f 1195.1 psf 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 Fl. 4'high w/seismic Job* : F-F Dsgnr; GE Description... Date: Page; APR 10,2013 This Wall in File: C:\Working Fiies\62851 Ocean Street\site ReUin Pro 9 © 1989 - 2011 Ver; 9.27 8171 Registration #: RP-1161345 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 Criteria I Retained Height " 4.00 ft Wall height above soil = 0.33 ft Slope Behind Wall = 0 00 ; 1 Height of Soil over Toe = 12 00 in Water height over heel = 0.0 ft Soil Data Allow Soil Bearing = 2,667.0 psf Equivalent Fluid Pressure Method psf Heel Active Pressure 35.0 psf/ft Toe Active Pressure 0.0 psf/ft Passive Pressure 400.0 psf/ft Soil Density, Heel = 120.00 pcf Soil Density, Toe = 120.00 pcf FootingllSoil Friction 0.350 Soil height to ignore for passive pressure = 12.00 in tKurhbnail Surcharge Loads Surcharge Over Heel = 50.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning I I Lateral Load Applied to Stem | (A^acentFootin^^^a^^^ 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 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 0.400 g Added seismic base force 2,500.0 lbs 1.00 ft 0.00 in 7.00 ft Line Load -1.0ft 0.300 135.1 lbs Stem Construction Top Stem Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc 1 68 OK 1.18 Ratio < 2,534 lbs 13.39 in 15! Soil Pressure @ Toe = 2,225 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,667 psf Soil Pressure Less Than Allowable ACI Factored @ Toe ACI Factored @ Heel Footing Shear @ Toe Footing Shear @ Heel Allowable 3,115 psf 0 psf 0.0 psi OK .10.4 psi OK 75.0 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 1,258.8 lbs 600.0 lbs 887 0 lbs 0.0 lbs OK 401.2 lbs NG Design Height Above Fte 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 = Shear Actual psi = Shear Allowable psi = Wall Weight Rebar Depth 'd' in = Ljfl,P SPLICE IF ABOVE in = Lft,P SPLICE IF BELOW in = HOOK EMBED INTO FTG in = Stem OK 0.00 Masonry 8.00 # 4 16.00 Edge 0.897 1,211.2 2.040.2 2,274.3 19.2 69.7 78.0 5.25 36.00 8.40 Lap splice above base reduced by stress ratio Masonry Data 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 fm psi = 1,500 Fy psi = 40,000 Solid Grouting = Yes Modular Ratio 'n' = 21.48 Equiv. Solid Thick in = 7.60 Masonry Block Type = Medium Weight Masonry Design Method = LRFD Concrete Data fc Fy psi = psi = DK Eosakul Gouvis Engineering 4400 Campus Dr Newport Beach CA 92660 Title ; Fl. 4" high w/seismic Job* ; F-F Dsgnr: GE Description... Page: ^ Date APR 10,2013 This Wall in File: C:\Working Files\62851 Ocean Street\site ReUin Pro 9 ©1989-2011 Ver: 9.27 8171 Registration #: RP-1161345 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 FootingDim^^ j^^^Footing^D^igi^esi^ Toe Width = 0.00 ft Heel Width = 3.75 Total Footing Width = 3.75 Footing Thickness = 12.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft fc = 2,500 psi Fy = 40,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover® Top 2 00 @Btm= 3.00 in Toe 3,115 0 0 0 0.00 0.00 None Spec'd *5® 18.25 in None Spec'd Heel 0 psf 1,281 ft-* 5,081 ft-* 3,799 ft-* 10.44 psi 75.00 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@ 11.75 in, *5@ 18.25 in, *6® 25.75 in, *7@ 35.25 in, *8@ 46.25 in, *9@ 4 Key: No key defined Smmnar^fOver^^ 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-# 437.5 72.9 143.3 470.0 135.1 1.67 2.50 0.67 0.71 3.00 3.17 729.2 182.3 102.3 1,410.0 427.6 1,258 8 O.T.M. 2,851.3 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. 1.68 2,534.4 lbs Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) Earth @ Stem Transitions = Footing Weighl = Key Weight Vert. Component = RESISTING Force Distance Moment lbs ft ft..* 1,480.0 154.2 337.7 562.5 221 2.21 0.33 1.88 Totah 3,268.3 340.5 112.6 1,054.7 2,534.4 lbs R.M.= 4,776.1 • Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES; I.In Mas w/ #4 @ 16.in o/c SolicTGrout Special Insp #5®18.25in @ Heel Designer select all horiz. reinf. See Appendix A 3'-9" 3'-9" -i 50.psf Adj Ftg Load = 2500.* Ecc.= O.in from CL 470.ps: I Pp= 600.# 1258.8* 2224.8psf L^.ffl'i^f °'' 1®'^""'*= 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 ; F2. 6' high w/o seismic Job* ; F-F Dsgnr; GE Description.... Date: Page; APR 10,2013 This Wall in File: C:\Working Files\62851 Ocean Street\sitP ReUin Pro 9 © 1989 - 2011 Ver; 9.27 8171 Registration #: RP-1161345 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 Criteria Retained Height = 6.00 ft Wall height above soil = 0.33 ft Slope Behind Wall = 0.00 ; 1 Height of Soil over Toe = 12.00 in Water height over heel = 0.0ft Surcharge Loads Surcharge Over Heel = 100.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem b /Vxial Dead Load = 0.0 lbs Axia\ Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Design Summary | Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. 4 30 OK 1.67 OK 5,249 lbs 5.42 in Soil Pressure @ Toe = 1,424 psf OK Soil Pressure @ Heel = 484 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe ACI Factored @ Heel 2,001 psf 680 psf 6 0 psi OK 7.3 psi OK 75.0 psi Footing Shear @ Toe = Footing Shear ® Heel = Allowable = Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 1,590.0 lbs less 67 % Passive Force = - 818.9 lbs less 100% Fnction Force = - 1,837.2 lbs Added Force Req'd = 0.0 lbs OK ...for 1.5 : 1 Stability = 0.0 lbs OK 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 Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method I Heel Active Pressure Toe Active Pressure Passive Pressure Soil Density, Heel Soil Density, Toe FootingllSoil Friction Soil height to ignore for passive pressure 35.0 psf/ft 0.0 psf/ft 400.0 psf/ft 120.00 pcf 120.00 pcf 0.350 12.00 in Thumbnail I ! Lateral Load Applied to Stem | [Adjacent Footing Load Lateral Load = o.O #/ft Height to Top = 0.00 ft ...Height to 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 Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio 2,500 0 lbs 1.00 ft 0.00 in 7.00 ft Line Load -1.0ft 0.300 Stem Construction Design Height Above Fte Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data ft3/FB + fa/Fa Total Force @ Section Moment....Actual Top Stem 2nd Stem OK 2.67 Masonry 8.00 * 4 24.00 Edge Stem OK 0.00 Masonry 12.00 * 5 16.00 Edge Moment Allowable Shear Actual Shear Allowable Wall Weight Rebar Depth 'd' LAP SPLICE IF ABOVE LAP SPLICE IF BELOW HOOK EMBED INTO FTG in lbs = ft-# = ft-* = psi = psi = psf = in = in = in = 0.394 475.4 604.8 1,535.8 7.5 69.7 78.0 5.25 36 00 36.00 0.376 1,750.0 3,361.6 8,939.3 16.2 69.7 124.0 9.00 45.00 10.50 Lap splice above base reduced by stress ratio Masonry Data - fm Fy Solid Grouting Modular Ratio 'n' psi Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc 1,500 1,500 40,000 60,000 Yes Yes 21.48 21.48 7.60 11.60 = Medium Weight = LRFD psi = psi = 4400 Campus Dr Newport Beach CA 92660 ReUin Pro 9 © 1989 • 2011 Ver: 9.27 8171 Registration #: RP-1161345 RP9.27 JODff : F-F Description.... Dsgnr: GE Date: APR 10,2013 This Wall in File: C:\Working Files\62851 Ocean Stro^twita Cantilevered Retaining Wall Design code: CBC 2010 Footing Dimensions & Strengths "j | Footing Design Results k Toe Width Heel Width Total Footing Width Footing Thickness = Key Width Key Depth Key Distance from Toe = fc = 2,500 psi Fy Footing Concrete Density = Min. As % Cover @ Top 2.00 @ Btm.= 3 00 in 12.00 in 6.00 in 2 00ft 60,000 psi 150.00 pcf 0.0018 Toe Factored Pressure = 2,001 Mu'; Upward = '546 Mu'; Downward = 116 Mu: Design = 430 Actual 1-Way Shear = 5.97 Allow 1-Way Shear = 75.00 Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe; Not req'd, Mu < S * Fr Heel; Not req'd, Mu < S ' Fr Key; Not req'd, Mu < S * Fr Heel 680 psf 9,216 ft-* 12,761 ft-* 3,545 ft-* 7.32 psi 75.00 psi 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 = Force lbs Distance ft Moment ft-* 8988 2.39 2,147.2 209.0 3.58 749.0 0.72 482.2 1.59 764.7 Force lbs ..RESISTING Distance ft Total 1,590.0 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = O.T.M. = 3,660.9 4.30 5,249.2 lbs 2,880.0 400.0 122.0 60.0 616.6 133.2 962.5 75.0 3.50 3.50 5.33 0.25 0.92 1.33 2.75 2.50 Moment ft-* DESIGNER NOTES: Soil Over Heel Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) Earth @ Stem Transitions = Footing Weight = Key Weight Vert. Component = , Total = 5,249.2 lbs R.M.= 15 726 4 Axial live load NOT included in total disolaved or USPH fnr ' resistance, but is included for soH pSre^Matfon °^^'^"^"'"9 10,080.0 1,400.0 650.4 15.0 569.0 177.6 2,646.9 187.5 ^3 I 8.in Mas w/ #4 @ 24.in o/c Solfcf Grout Special Insp 12.in Mas w/ #5 @ 16.in o/c Solif Grout Special Insp 1'-0"|^ Designer select all horiz. reinf. See Appendix A So lOO.psf Adj Ftg Load = 2500.* Ecc.= O.in from CL Pp= 818.89* 1590.# 484.35psf 1424.5psf ll.ftl^hf seismic loading is used, the numerical values are displayed but the loading curve does not represent the composite loading. "Hi^yea, DK Eosakul Gouvis Engineering 4400 Campus Dr Newport Beach CA 92660 Title F3. 6' high w/ seismic Job* : F-F Dsgnr; Description.... GE Date Page; QI APR 10,2013 This Wall in File: C:\Working Files\62851 Ocean Street\sitP Retain Pro 9 ©1989 - 2011 Ver; 9.27 8171 Registration U: RP-1161345 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 Criteria 1 Retained Height = 6.00 ft Wall height above soil = 0.33 ft Slope Behind Wall = o 00 1 Height of Soil over Toe = 12.00 in Water height over heel = 0.0 ft Soil Data 1 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 FootingllSoil Friction Soil height to ignore for passive pressure 35.0 psf/ft 0.0 psf/ft 400.0 psf/ft 120 00 pcf 120.00 pcf 0.350 12.00 in Surcharge Loads Surcharge Over Heel = 50,0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Thumbnail I I Lateral Load Applied to Stem "| [Adjacent Footing 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 ll Design Summary | Lateral Load = 920.0 */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 2,500.0 lbs 1.00 ft 0.00 in 7.00 ft Line Load -1.0 ft 0.300 246.6 lbs Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. J 1.81 OK 1.13 Ratio < 1. 5,049 lbs 16.97 in Soil Pressure @ Toe = 2,520 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,667 psf Soil Pressure Less Than Allowable ACI Factored @ Toe ACI Factored @ Heel Footing Shear @ Toe Footing Shear @ Heel Allowable 3,540 psf 0 psf 11.4 psi OK 18.5 psi OK 75.0 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 2,652 1 lbs 1,222.2 lbs 1,767.2 lbs 0.0 lbs OK 988.8 lbs NG Stem Construction Design Height Above Ftg ft Wall Material Above "Hf ' Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data ~ fl3/FB + fa/Fa Total Force @ Section lbs = Moment ...Actual ft-*; Moment Allowable ft-* = Shear Actual psi = Shear Allowable psi = Wall Weight psf = Rebar Depth 'd' in = L^P SPLICE IF ABOVE in = U\P SPLICE IF BELOW in = HOOK EMBED INTO FTG in = Top Stem Stem OK 2.67 = Masonry 8.00 * 4 24,00 Edge 0.763 1,431,9 1,172,0 1,535.8 22.7 69.7 78.0 5.25 36.00 36.00 2nd Stem OK 0.00 Masonry 12.00 # 5 16.00 Edge 0.736 2,776.6 6,576.2 8,939.3 25.7 69.7 124.0 9.00 45.00 10.50 Lap splice above base reduced by stress ratio Masonry Data 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 fm psi = 1,500 1,500 Fy psi = 40,000 60,000 Solid Grouting = Yes Yes Modular Ratio 'n' = 21.48 21,48 Equiv. Solid Thick. in = 7,60 11,60 Masonry Block Type = Medium Weight Masonry Design Method = LRFD Concrete Data fc Fy psi • psi = DK Eosakul Gouvis Engineering 4400 Campus Dr Newport Beach CA 92660 Title ; F3. 6' high w/ seismic Job* : F-F Dsgnr: GE Description... Page; Date; APR 10,2013 This Wall in File: C:\Working Files\62851 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£imension j^Footin^esigi^Result^^ Toe Width = 0.50 ft Heel Width = 5 00 Total Footing Width = 5.50 Footing Thickness = 14 00 in Key Width = 12.00 in Key Depth = 6 00 in Key Distance from Toe = 2.00 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top 2.00 @ Btm.= 3.00 in Toe 3,540 934 116 817 11.44 75.00 None Spec'd *5 @ 15.00 in None Spec'd Heel 0 psf 3,086 ft-* 12,039 ft-* 8,952 ft-* 18.52 psi 75.00 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@ 9.75 in, #5® 15.00 in, *6® 21.50 in, #7@ 29.00 in, *8@ 38.25 in, *9@ 48 Key; Not req'd, Mu < S * Fr ^ummar^^vertu^^ ..OVERTURNING., Force Distance Item lbs ft Heel Active Pressure = 898.8 2.39 Surcharge over Heel = 104.5 3.58 Toe Active Pressure = 0.72 Surcharge Over Toe = Adjacent Footing Load = 482 2 1.59 Added Lateral Load 920.0 4.37 Load ® Stem Above Soil = Seismic Stem Self Wt 246.6 3.97 Total 2,652.1 O.TM. Resisting/Overturning Ratio = Moment ft-* 2,147.2 374.5 764.7 4,017.3 978.4 8,282.1 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. 1.81 5,049.2 lbs Soil Over Heel Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) Earth @ Stem Transitions = Footing Weighl = Key Weight Vert. Component = .RESISTING.. Force Distance Moment lbs ft ft-* 2,880.0 3.50 10,080 200.0 3.50 700 122.0 5.33 650 600 616.6 133.2 962.5 75.0 0.25 092 1.33 2.75 2.50 Total • 5,049.2 lbs R.M.= 15.0 569.0 177.6 2,646.9 187.5 15,026.4 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: i3 8.in Mas wl #4 @ 24.in o/c SolE Grout Special Insp #5@15.in @ Heel Designer select all horiz. reinf. See Appendix A 2'-0" r-O" 2'-6" 6" — 5'-0" H-5'-6" 50.psf Adj Ftg Load = 2500.* Ecc.= O.in from CL 920.psi Pp= 1222.2* 2652.1* 2520.1 psf If adjacent footing or seismic loading is used, the numerical values are displayed, but the loading curve does not represent the composite loading. . 1";. -.ffi DK Eosakul Gouvis Engineering 4400 Campus Dr Newport Beach CA 92660 Title ; F4. 8' high w/o seismic Job* : F-F Dsgnr; GE Description... Date; Page;_^ APR 10,2013 This Wall in File: C:\Working Files\62851 Ocean Street\site Retain Pro 9 © 1989 - 2011 Ver; 9.27 8171 Registration*; RP-1161345 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 Criteria Retained Height = 8 00ft Wall height above soil = 0.33 ft Slope Behind Wall = 0.00 1 Height of Soil over Toe = 12.00 in Water height over heel = 0.0 ft I I Soil Data Surcharge Loads Surcharge Over Heel = 100.0 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 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Design Summary | Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. Soil Pressure @ Toe Soil Pressure @ Heel Allowable Soil Pressure Less Than Allowable Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2010 1.200 1 600 1.600 • 1.600 1.000 Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure 35.0 psf/ft Toe Active Pressure 0.0 psf/ft Passive Pressure 400.0 psf/ft Soil Density, Heel = 120.00 pcf Soil Density, Toe = 120.00 pcf FootingllSoil Friction 0.350 Soil height to ignore for passive pressure = 12.00 in Thumbn(|i|-; I [^tera^a^pplie^^terr^J [AdjacentFootii^^ 5 57 OK 1.77 OK 10,149 lbs 4.51 in 1,690 psf OK 929 psf OK 2,000 psf 2,400 psf 1,319 psf 7.7 psi OK 0 3 psi OK 75.0 psi ACI Factored ® Toe = ACI Factored @ Heel Footing Shear @ Toe = Footing Shear @ Heel = Allowable = Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 2,542.2 lbs less 67 % Passive Force = - 941.7 lbs less 100% Friction Force = - 3,552.2 lbs Added Force Req'd = 0.0 lbs OK ... for 1.5 ; 1 Stability = 0.0 lbs OK Load Factors Lateral Load = 0.0 */ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft The above lateral load has been increased 1.00 by a factor of Wind on Exposed Stem = 0.0 psf Stem Construction Design Height Above Fte Wall Matenal Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force @ Section Top Stem Adjacent Footing Load = Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio 2nd 2,500.0 lbs 1.00 ft 0.00 in 7.00 ft Line Load -1.0ft 0.300 ft = Stem OK 4.00 Masonry 8.00 # 4 16.00 Edge Stem OK 0.00 Masonry 12.00 * 5 8.00 Edge 0.437 0.486 lbs= 699.5 3,159.5 Moment...Actual ft-*= 994 3 8,231.8 Moment Allowable ft-*= 2,274.3 16.924.6 Shear Actual psi= 11.1 29.3 Shear. Allowable psi= 69.7 69.7 Wall Weight psf= 78.0 124.0 Rebar Depth 'd' in= 5.25 9.00 LAP SPLICE IF ABOVE in= 36 00 45.00 LAP SPLICE IF BELOW in= 36 00 HOOK EMBED INTO FTG in = 10.50 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 = LRFD Concrete Data fc psi = Fy psi = 1,500 1,500 40,000 60,000 Yes Yes 21.48 21.48 7.60 11.60 = Medium Weight DK Eosakul Gouvis Engineering 4400 Campus Dr Newport Beach CA 92660 Title : F4. 8' high w/o seismic Job* : F-F Dsgnr; GE Description... Page; Date; APR 10,2013 This Wall in File: C:\Working Files\62851 Ocean Street\site ReUin Pro 9 © 1989 - 2011 Ver: 9.27 8171 Registration*: RP-1161345 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 Toe Width = 0.50 ft Heel Width = 7.25 Total Footing Width = 7.75 Footing Thickness = 14 00 in Key Width = 12.00 in Key Depth = 8.00 in Key Distance from Toe = 3.00 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top 2.00 @ Btm.= 3 00 in [^^^Foo^ng^Desigi^es^ Toe Heel Factored Pressure = 2,400 1,319 psf Mu': Upward = 665 34,249 ft-* Mu'; Downward = 116 36,948 ft-* Mu; Design = 549 2,698 ft-* Actual 1-Way Shear = 7.65 0.27 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe; Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key; Not req'd, Mu < S * Fr ^umman^ofOv^^ .OVERTURNING.. Force Distance Moment Item lbs ft ft-* Heel Active Pressure = 1,470.5 3.06 4,493.2 Surcharge over Heel = 267.4 4 58 1,225.4 Toe Active Pressure = 0.72 Surcharge Over Toe = Adjacent Footing Load = 804.3 2.56 2,058.6 Adderf Lateral Load = Load ® Stem Above Soil = Total 2,542.2 O.T.M. = 7,777.2 Resisting/Overturning Ratio = 5.57 RESISTING Force Distance Moment lbs ft ft-* Vertical Loads used for Soil Pressure •• 10,149.1 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 = Footing Weighl = Key Weight Vert. Component = 6,000.0 625.0 1,014.2 60.0 833.7 160.0 1,356.3 100.0 4.63 4.63 5.96 0.25 0,93 1.33 3 88 3.50 27,750.0 2,8906 6,042.6 15.0 777.5 213,3 5,255.5 350,0 Total = 10,149,1 lbs R.M.= 43,294.5 ' Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: S.in Mas w/ ^^^^ ^rcilP'^ Special Insp 12.inMasw/||.^^,nj0/c Special Insp •7' 1'-0"|^ Designer select all horiz. reinf. See Appendix A Pp= 941.72* 1690.2psf lOO.psf Adj Ftg Load = 2500.* Ecc.= O.in from CL 2542.2* 928.91 psf If adiacent 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 F5. 8' high w/ seismic Job* : F-F Dsgnr; Description... GE Date Page; ^-3 APR 10,2013 This Wall in File: C:\Working Files\62851 Ocean Street\site Retain Pro 9 © 1989 - 2011 Ver; 9.27 8171 Registration #; RP-1161345 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 Criteria J Retained Height = 8.00 ft Wall height above soil = 0 33ft Slope Behind Wall = 0 00:1 Height of Soil over Toe = 12.00 in Water height over heel = 0.0 ft Soil Data i Allow Soil Bearing = 2,682.0 psf Equivalent Fluid Press ure Method Heel Active Pressure 35.0 psf/ft Toe Active Pressure 00 psf/ft Passive Pressure 4000 psf/ft Soil Density, Heel = 120.00 pcf Soil Density, Toe = 120.00 pcf FootingllSoil Friction 0.350 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Surcharge Over Heel = 50 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 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 = I / Wp Weight Multiplier 1,520.0 */ft 4 90 ft 3.90 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 0.400 g Added seismic base force 2,500.0 lbs 1.00 ft 0.00 in 7.00 ft Line Load -1.0ft 0.300 333.5 lbs Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc Soil Pressure @ Toe Soil Pressure @ Heel Allowable Soil Pressure Less Than Allowable 2 43 OK 1.14 Ratio < 1. 9,837 lbs 16.48 in 2,622 psf OK 0 psf OK 2,682 psf Stem Construction Design Height Above Fte Wall Material Above "Ht" ' Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Top Stem 2nd Stem OK 4.00 Masonry 8.00 * 4 16.00 Edge Stem OK 0.00 Masonry 12.00 * 5 8.00 Edge ACI Factored @ Toe ACI Factored @ Heel Footing Shear @ Toe Footing Shear @ Heel Allowable 3,724 psf 0 psf 12 6 psi OK 10.8 psi OK 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 4,262.0 lbs less 100% Passive Force = - 1,405.6 lbs less 100% Friction Force = - 3,442.8 lbs Added Force Req'd = 0.0 lbs OK .. .for 1.5 : 1 Stability = 1,544.6 lbs NG Load Factors = 0754 0.910 Total Force @ Section lbs = 2,109.2 4,826.3 Moment...Actual ft-* = 1,715.8 15,402.8 Moment Allowable ft-*= 2,274.3 16,924.6 Shear Actual psi= 33.5 44.7 Shear Allowable psi= 69,7 69.7 Wall Weight psf= 78,0 124,0 Rebar Depth 'd' in = 5,25 9,00 LAP SPLICE IF ABOVE in = 36 00 45 00 LAP SPLICE IF BELOW in = 36 00 HOOK EMBED INTO FTG in = 10 50 Lap splice above base reduced by stress ratio 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. in Masonry Block Type Masonry Design Method = LRFD Concrete Data f c psi = Fy psi = 1,500 1,500 40,000 60,000 Yes Yes 21.48 21,48 7,60 11.60 = Medium Weight DK Eosakul Gouvis Engineering 4400 Campus Dr Newport Beach CA 92660 Title ; F5. 8" high w/ seismic Job* : F-F Dsgnr; GE Description... Page: ^ €> Date: APR 10,2013 This Wall in File: C:\Working Files\62851 Ocean Street\site ReUin Pro 9 ©1989 -2011 Ver: 9.27 8171 Registration*: RP-1161345 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 ^ootin^Dimension^ Toe Width = 0.50 ft Heel Width = 7.25 Total Footing Width = 7 75 Footing Thickness = 14.00 in Key Width = 12.00 in Key Depth = 8.00 in Key Distance from Toe = 3 00 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover® Top 2 00 @ Btm.= 3.00 in [^^ootin^esign^Res^^ Toe Heel Factored Pressure = 3,724 0 psf Mu'; Upward = 1,013 20,234 ft-* Mu': Downward = 116 35,258 ft-* Mu: Design = 896 15,023 ft-* Actual 1-Way Shear = 12.55 10 76 psi Allow 1-Way Shear = 75 00 75.00 psi Toe Reinforcing = None Spec'd Heel Reinforcing = * 6 @ 13.50 in Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe; Not req'd, Mu < S * Fr Heel; *4@ 6.25 in, *5@ 9.50 in, #6^ Key; Not req'd, Mu < S * Fr 13.50 in, #7® 18.25 in, *8@ 24.00 in, *9@ 30. Summar^^f^ve^^ Item OVERTURNING.. Force Distance lbs ft Moment ft-* RESISTING Force Distance lbs ft Moment ft-* Heel Active Pressure = 1,470.5 3.06 4,493.2 Soil Over Heel 6,000.0 4.63 27,750.0 Surcharge over Heel = 133.7 4.58 612.7 Sloped Soil Over Heel 27,750.0 Toe Active Pressure = 0.72 Surcharge Over Heel = 312.5 4.63 1,445.3 Surcharge Over Toe = Adjacent Footing Load = 1,014.2 5.96 6,042.6 Adjacent Footing Load 804.3 2.56 2,058.6 Axial Dead Load on Stem = Added Lateral Load = 1,520.0 5.57 8,461.3 * Axial Live Load on Stem = Load @ Stem Above Soil = Soil Over Toe = Surcharge Over Toe = 60.0 025 15.0 Seismic Stem Self Wt 333.5 4.85 1,618.7 Stem Weight(s) = 833.7 0.93 777.5 Earth @ Stem Transitions = Footing Weight = 160.0 1,356.3 1.33 3.88 213.3 5,255.5 Total 4,262.0 O.T.M. = 17,244.6 Earth @ Stem Transitions = Footing Weight = 160.0 1,356.3 1.33 3.88 213.3 5,255.5 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure 2.43 9,836.6 lbs Key Weight Vert. Component = 100.0 3.50 350.0 If seismic included the min OTM and sliding ratios may be 11 per IBC '09, 1807.2.3. Total = 9,836.6 lbs R.M.= 41,849.2 ' Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: 3i 8.in Mas w/J^^j^ Jfrout°^^ Special Insp 12.inMasw/J^|.^^.n,o/c Special Insp i'-o"F #6®13.5in ® Heel Designer select all horiz. reinf. See Appendix A 9> 50.psf Adj Ftg Load = 2500.* Ecc.= O.in from CL 1520.psl^ Pp= 1405.6* 4262.* 2621.7psf If adjacent footing or seismic loading is used, the numerical values are displayed, but the loading curve does not represent the composite loading. 93 Site Retaining Wall Section G-G on Civil drawing Sheet 2 DK Eosakul Gouvis Engineering 4400 Campus Dr Newport Beach CA 92660 Title G. 4' high w/o seismic Job* : G-G Dsgnr: GE Description.... Page: 3 Date APR 10,2013 This Wall in File: C:\Working Files\62851 Ocean Street\site Retain Pro 9 ©1989 - 2011 Ver; 9.27 8171 Registration #; RP-1161345 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 Criteria 1 Retained Height = 4.00 ft Wall height above soil = 0.33 ft Slope Behind Wall = 0 00 : 1 Height of Soil over Toe = 12.00 in Water height over heel = 0.0ft Surcharge Loads Surcharge Over Heel / 250 0 psf Used To Resist Sliding ^ Overturning Surcharge Over Toe t 0.0 psf Used for Sliding & OvertVning Axial Load Applied to Axial Dead Load = o 0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Design Summary Wall stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. 4 04 OK 2 03 OK 3,471 lbs 5.29 in Soil Pressure @ Toe = 1,441 psf OK Soil Pressure @ Heel = 294 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe ACI Factored @ Heel Footing Shear @ Toe Footing Shear @ Heel Allowable 2,018 psf 412 psf 0.0 psi OK 5 7 psi OK 75 0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 843.9 lbs less 67 % Passive Force = - 495 1 lbs less 100% Friction Force = - 1,214 9 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 0.0 lbs OK 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 Soil Data -1 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 FootingllSoil Friction Soil height to ignore for passive pressure 35.0 psf/ft 0 0 psf/ft 400.0 psf/ft 120.00 pcf 120.00 pcf 0.350 12.00 in Thijmbnaii LateraOoadj^pplie^^ [Adjacent Footing Load " ^ Lateral Load = 0.0*/ft ...Height to Top = 0.00 ft ...Height to 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 Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 Stem Construction Design Height Above Fte Wall Matenal 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 = Shear Actual psi = Shear Allowable psi = Wall Weight Rebar Depth 'd' in = LAP SPLICE IF ABOVE in = U\P SPLICE IF BELOW in = HOOK EMBED INTO FTG in Top Stem Stem OK 0.00 Masonry 8.00 # 5 24.00 Edge 0.652 914.7 1,530.7 2,347.0 14.5 69.7 78.0 5.25 45.00 10.50 Lap splice above base reduced by stress ratio Masonry Data fm Fy Solid Grouting Modular Ratio 'n' Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy psi= 1,500 psi= 40,000 Yes 21.48 in= 7.60 = Medium Weight = LRFD psi : psi •- DK Eosakul Gouvis Engineering 4400 Campus Dr Newport Beach CA 92660 Title : G. 4' high w/o seismic Job* : G-G Dsgnr: GE Description... Page; 3S Date: APR 10,2013 This Wall in File: C:\Working Files\62851 Ocean Street\sitP ReUin Pro 9 ©1989 -2011 Ver: 9.27 8171 Registration*: RP-1161345 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 Footing^imensi^^ Toe Width Heel Width Total Footing Width = Footing Thickness = Key Width Key Depth Key Distance from Toe = fc = 2,500 psi Fy Footing Concrete Density = Min. As % Cover® Top 2.00 ^ 0.00 ft 4.00 I Footing Design Results Toe J 4.00 14.00 in 0.00 in 0.00 in 0.00 ft 40,000 psi 150.00 pcf 0.0018 I 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 2,018 0 0 0 0.00 0.00 None Spec'd None Spec'd None Spec'd Heel 412 psf 5,392 ft-* 8,067 ft-* 2,675 ft-* 5.70 psi 75.00 psi Other Acceptable Sizes & Spacings Toe; Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key; No key defined Summary of Overturning & Resisting Forces & Moments Item OVERTURNING Force Distance Moment lbs ft ft-* Force lbs ..RESISTING Distance ft Heel Active Pressure Surcharge over Heel Toe Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil • 467.2 376.7 1.72 2.58 0.72 804 5 973.2 Total 843.9 O.TM. 1,777.8 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = DESIGNER NOTES; 4.04 3,471.1 lbs Soil Over Heel = 1,600.0 Sloped Soil Over Heel Surcharge Over Heel = 833.3 Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 337.7 Earth @ Stem Transitions = Footing Weight = 700.0 Key Weight Vert. Component = Moment ft-* 2.33 2.33 3,733.3 1,944.4 0.33 2.00 112.6 1,400.0 Total = 3,471.1 lbs R.M.= * Axial live load NOT included in total displayed, or used for resistance, but is included for soil pressure calculation. 7,190.4 overturning I.in Mas w/i^5 & 24.in o/c rcroul aoliffGrout Special Insp Designer select all horiz. reinf. See Appendix A Pp= 495.06* 9? 250.psf 843.89* 1441.4psf DK Eosakul Gouvis Engineering 4400 Campus Dr Newport Beach CA 92660 ReUin Pro 9 © 1989 - 2011 Ver; 9.27 8171 Registration #: RP-1161345 RP9.27 Title ; Gl. 4'high w/seismic Job* : G-G Dsgnr; Descnption... GE Date; Page; 3 S _ APR 10,2013 This Wall in File: C:\Working Files\62851 Ocean Strestt^itc Cantilevered Retaining Wall Design code: CBC 2010 Retained Height = Wall height above soil = Slope Behind Wall Height of Soil over Toe = Water height over heel = 4.00 ft 0.33 ft 0.00 ; 1 12.00 in 0.0 ft Allow Soil Bearing = 2,667 0 Equivalent Fluid Pressure Method Heel Active Pressure = 35,0 Toe Active Pressure = 0,0 Passive Pressure = 400,0 Soil Density, Heel = 120.00 Soil Density, Toe = 120.00 FootingllSoil Friction = 0.350 Soil height to ignore for passive pressure = 12 00 psf psf/ft psf/ft psf/ft pcf pcf Surcharge Loads Surcharge Over Heel = 250.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning I I Lateral Load Applied to Stem | [Adjacent Foolii^^T^^^ ^ ^ Lateral Load Avn n«/» AriiaTon^nntin^^foI^^^^^^^^^^P^™* 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 h Design Summary | Lateral Load = 470.0 */ft ...Height to Top = 2.50 ft ...Height to Bottom = 1.50 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 Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc 1 93 OK 1.35 Ratio < 1. 3,471 lbs 11.99 in Soil Pressure @ Toe Soil Pressure @ Heel Allowable 2,312 psf OK 0 psf OK 2,667 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 3,237 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 0.0 psi OK Footing Shear® Heel = 10.5 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 1 449 Q 155 less 100% Passive Force = - 738.9 lbs less 100% Friction Force = - 1,214.9 lbs Added Force Req'd = o.O lbs OK ...for 1.5 ; 1 Stability = 219.7 lbs NG Stem Construction Design Height Above Fte Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force ® Section J 0.400 g Added seismic base force Top Stem 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 135.1 lbs ft = Stem OK 0.00 Masonry 8.00 * 5 24.00 Edge lbs = ft-# = Moment... Actual Moment Allowable Shear Actual Shear Allowable Wall Weight Rebar Depth 'd' LAP SPLICE IF ABOVE LAP SPLICE IF BELOW HOOK EMBED INTO FTG in psi psi -• in: in: in = 0.801 1,519.8 2,763.1 3,449.9 24.1 69.7 78.0 5.25 45.00 10.50 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 Fy Solid Grouting Modular Ratio 'n' Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy psi = psi = 1,500 60,000 Yes 21.48 in = 7.60 = Medium Weight = LRFD psi = psi = DK Eosakul Gouvis Engineering 4400 Campus Dr Newport Beach CA 92660 Title ; Gl. 4'high w/seismic Job* : G-G Dsgnr; GE Description ... Page: 35 Date: APR 10,2013 This Wall in File: C:\Working Files\62851 Ocean Street\site ReUin Pro 9 ©1989-2011 Ver: 9.27 8171 Registration*: RP-1161345 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 Footing^imensii^^ UiL^^iS^^iSi^S^^liLiii^i Toe Width Heel Width Total Footing Width = Footing Thickness = Key Width Key Depth Key Distance from Toe = fc = 2,500 psi Fy Footing Concrete Density = Min. As % Cover® Top 2.00 ( 0.00 ft 4.00 4,00 14.00 in 0.00 in 0.00 in 0.00 ft 40,000 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 & Spacings Toe; Not req'd, Mu < S * Fr Heel: *4@ 9.75 in, *5® 15.O0 in, #6(^ Key; No key defined Toe 3,237 0 0 0 000 000 None Spec'd *5@ 15.00 in None Spec'd Heel 0 psf 2,816 ft-* 8,067 ft-* 5,250 ft-* 10.50 psi 75.00 psi 21.50 in, *7® 29.00 in, *8® 38.25 in, *9@ 48 Summai^^vert^^ ..OVERTURNING.. Force Distance Item lbs ft Heel Active Pressure = 467.2 1.72 Surcharge over Heel = 376.7 2.58 Toe Active Pressure = 0.72 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = 470.0 3.17 Load @ Stem Above Soil = Seismic Stem Self Wt 135.1 3.33 Total 1,449.0 O.T.M. Resisting/Overturning Ratio = Moment ft-* 804.5 973.2 1,488.3 450.1 3,716.2 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. 1.93 3,471.1 lbs Force lbs ..RESISTING Distance ft Soil Over Heel = 1,600.0 Sloped Soil Over Heel = Surcharge Over Heel = 833.3 Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 337 7 Earth @ Stem Transitions = Footing Weight = 700.0 Key Weight = Vert. Component = 2.33 2.33 0.33 2.00 Moment ft-# 3,733.3 1,944.4 112.6 1,400.0 Total = 3,471.1 lbs R.M.= 7,190.4 • Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES; too I.in Mas w/*5 @ 24.in o/c Solid Grout Special Insp *5@15.in @ Heel Designer select all horiz. reinf. See Appendix A 4'-0" • 4'-0" • 250.psf 470.ps Pp= 738.89* 1449.* 2312.psf y • •7 f- 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 G2. 6' high w/o seismic Job* : G-G Dsgnr: GE Description.... 1 Page: ^ Date; APR 10,2013 This Wall in File: C:\Working Files\62851 Ocean Street\site Retain Pro 9 © 1989 - 2011 Ver: 9.27 8171 Registration*: RP-1161345 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 Criteria J Retained Height ' 6.00 ft Wall height above soil = 0.33 ft Slope Behind Wall = 0.00; 1 Height of Soil over Toe = 12.00 in Water height over heel = 0 0 ft Surcharge Loads Surcharge Over Heel = 250.0 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 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Design Summary | Wall Stability Ratios Overturning Sliding Total Bearing Load resultant ecc. Soil Pressure @ Toe Soil Pressure @ Heel Allowable Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,105 psf ACI Factored @ Heel = 823 psf Footing Shear @ Toe = 6.4 psi OK Footing Shear @ Heel = 11.0 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 1,421 4 lbs less 67 % Passive Force = - 818.9 lbs less 100% Friction Force = - 2,104.7 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 0.0 lbs OK 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 Soil Data Allow Soil Beanng = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure Toe Active Pressure Passive Pressure Soil Density, Heel Soil Density, Toe FootingllSoil Friction Soil height to ignore for passive pressure 35.0 psf/ft 0.0 psf/ft 400.0 psf/ft 120.00 pcf 120 00 pcf 0.350 12.00 in I [LateraTEoa^ppiie^ [ Adjacent Footing Load 4.67 OK 2 06 OK 6,014 lbs 5.03 in 1,504 psf OK 588 psf OK 2,000 psf Lateral Load = 0.0*/ft ...Height to Top = 0.00 ft ...Height to 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 Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio 0,0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0 0ft 0.300 Stem Construction Top Stem 2nd Design Height Above Fte ft = Wall Material Above "Hf Thickness . = Rebar Size , ' = Rebar Spacing v = Rebar Placed at = Design Data fb/FB + fa/Fa Total Force @ Section lbs = Moment,...Actual ft-* = Moment Allowable ft-* = Shear Actual psi = Shear Allowable psi = Wall Weight psf = Rebar Depth 'd' in = La,P SPLICE IF ABOVE in = LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = Stem OK 2.67 Masonry 8.00 * 4 16.00 Edge Stem OK 0.00 Masonry 12.00 * 5 16.00 Edge 0.436 699.0 991.5 2,274.3 11.1 69.7 78.0 5.25 36.00 36.00 0.460 1,708.0 4,116.0 8,939.3 15.8 69.7 124.0 9.00 4500 10 50 Lap splice above base reduced by stress ratio Masonry Data fm psi Fy psi Solid Grouting Modular Ratio 'n' Equiv. Solid Thick. in Masonry Block Type Masonry Design Method = LRFD Concrete Data — f c psi = Fy psi = 1,500 1,500 40,000 60,000 Yes Yes 21.48 21 48 7.60 11.60 = Medium Weight DK Eosakul Gouvis Engineering 4400 Campus Dr Newport Beach CA 92660 Title : G2. 6' high w/o seismic Job* : G-G Dsgnr; GE Description... Page; i 03 Date; APR 10,2013 This Wall in File: C:\Working Files\62851 Ocean Street\site Retain Pro 9 © 1989 - 2011 Ver: 9.27 8171 Registration #; RP-1161345 RP9.27 Cantilevered Retaining Wali Design Code: CBC 2010 Footin^Dimensi^^ Toe Width = 0.50 ft Heel Width = 5.25 Total Footing Width = 5.75 Footing Thickness = 14.00 in Key Width = 12.00 in Key Depth = 6.00 in Key Distance from Toe = 2.00 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150 00 pcf Min. As % = 0.0018 Cover ® Top 2.00 ® Btm.= 3.00 in I^JFootin^iesigr^Resi^ Toe Heel Factored Pressure = 2,105 823 psf Mu': Upward = 576 11,721 ft-* Mu'; Downward = 116 16,737ft-* Mu; Design = 460 5,015 ft-* Actual 1-Way Shear = 6.40 10.96 psi Allow 1-Way Shear = 75.00 75 00 psi Toe Reinforcing = None Spec'd Heel Reinforcing = *5@ 15.00 in Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe; Not req'd, Mu < S * Fr Heel; *4@ 9.75 in, *5® 15.00 in, #6® 21.50 in, #7® 29.00 in, *8@ 38.25 in, *9@ 48 Key; Not req'd, Mu < S * Fr ^ummar^^vert^^ Item Heel Active Pressure = Surcharge over Heel = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Total ..OVERTURNING.. Force Distance Moment lbs ft ft-* 898.8 2.39 2,147.2 522.6 3.58 1,872.5 0.72 1,421.4 O.T.M. 4,019.7 Resisting/Overturning Ratio = 4.67 Vertical Loads used for Soil Pressure = 6,013.5 lbs Soil Over Heel Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = • Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) Earth @ Stem Transitions = Footing Weighl = Key Weight Vert. Component = Force .RESISTING Distance Moment lbs ft ft-* 3,060.0 3.63 11,092.5 1,062.5 3.63 3,851.6 60.0 0.25 15.0 616.6 0.92 569.0 133.2 1.33 177.6 1,006.3 2.88 2,893.0 75.0 2.50 187.5 Total = 6,013 5 lbs R.M.= 18,786.1 ' Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: 1 ©Y 8.in Mas w/ ^4 Special Insp 12.in Mas w/ ft5 @ 16.in o/c Jirer Gl solin Grout Special Insp #5@15.in @ Heel Designer select all horiz. reinf. See Appendix A 2'-0" r-0" 2'-9" ^ 6" 5 -3" ^ 5'-9" [o3 250.psf Pp= 818.89* 1421.4* 588.07psf 1503.6psf DK Eosakul Gouvis Engineering 4400 Campus Dr Newport Beach CA 92660 Title G3. 6' high w/ seismic Job* G-G Dsgnr: Description... GE Page; lot Date APR 10,2013 This Wall in File: C:\Working Files\62851 Ocean Street\site ReUin Pro 9 ©1989 -2011 Ver; 9,27 8171 Registration #; RP-1161345 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 Criteria Retained Height = 6.00 ft Wall heighl above soil = 0.33 ft Slope Behind Wall = 0,00:1 Height of Soil over Toe = 12,00 in Water height over heel = 0,0 ft Soil Data Allow Soil Bearing = 2,667,0 psf Equivalent Fluid Pressure Method Heel Active Pressure 35,0 psf/ft Toe Active Pressure 0,0 psf/ft Passive Pressure 400,0 psf/ft Soil Density, Heel = 120.00 pcf Soil Density, Toe = 120.00 pcf FootingllSoil Fnction 0.350 Soil height to ignore for passive pressure = 12.00 in Thumbnail Surcharge Loads Surcharge Over Heel = 250 0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0 0 psf Used for Sliding & Overturning I [^tera^adAppiie^oSte | Adjacent Footing Load Axial Load Applied to Stem ^ Axial Dead Load = 0 0 lbs /Vxial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Stem Weight Seismic Load 1 Design Summary | Lateral Load = 920.0 #/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 0.00 ft Line Load 0,0ft 0,300 246,6 lbs Wall Stability Ratios Overturning Sliding Total Beanng Load ,, resultant ecc. Soil Pressure @ Toe Soil Pressure @ Heel Allowable Soil Pressure Less Than Allowable 2 08 OK 1,29 Ratio < 1. 6,014 lbs 15.00 in 2,467 psf OK 0 psf OK 2,667 psf ft = ACI Factored @ Toe ACI Factored @ Heel Footing Shear @ Toe Footing Shear® Heel Allowable 3,454 psf 0 psf 11.3 psi OK 21.7 psi OK 75.0 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 = 2,588.0 lbs 1,222.2 lbs 2,104.7 lbs 0.0 lbs OK 555 1 lbs NG Stem Construction Design Height Above Fte Wall Matenal 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 psi = Wall Weight psf = Rebar Depth 'd' in = U\P SPLICE IF ABOVE in = LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = Top Stem 2nd Stem OK 2.67 Masonry 800 * 4 16.00 Edge Stem OK 0.00 Masonry 12.00 * 5 16.00 Edge 0.742 1,733.2 1,688.1 2,274.3 27.5 69.7 78.0 5.25 36.00 36.00 0.867 2,874.6 7,750.7 8,939.3 266 69,7 124.0 9.00 45.00 10.50 Lap splice above base reduced by stress ratio Masonry Data 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 fm psi = 1,500 1,500 Fy psi = 40,000 60,000 Solid Grouting = Yes Yes Modular Ratio 'n' = 21,48 21 48 Equiv. Solid Thick in = 7,60 11.60 Masonry Block Type = Medium Weight Masonry Design Method = LRFD Concrete Data fc Fy psi = psi = DK Eosakul Gouvis Engineering 4400 Campus Dr Newport Beach CA 92660 Title ; G3. 8' high wl seismic Job* ; G-G Dsgnr; GE Description... Page; Date; APR 10,2013 This Wall in File: C:\Working Files\628S1 Ocean Street\site ReUin Pro 9 ©1989-2011 Ver; 9.27 8171 Registration #; RP-1161345 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 Footing^ensions & Strengths | Footing Design Results ^ Toe Width Heel Width Total Footing Width = Footing Thickness = Key Width Key Depth Key Distance from Toe = fc = 2,500 psi Fy Footing Concrete Density = Min. As % Cover ® Top 2.00 (! 0.50 ft 5.25 Toe 5.75 14.00 in 12.00 in 6 00 in 2.00 ft 60,000 psi 150.00 pcf 0.0018 I 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 Heel 3,454 0 psf 922 5,623 ft-* 116 16,737 ft-* 806 11,113ft-* 11.27 21.67 psi 75 00 75.00 psi None Spec'd *5@ 12.75 in None Spec'd Other Acceptable Sizes & Spacings Toe; Not req'd, Mu < S * Fr Heel: *4@ 8.25 in, *5® 12.75 in, *6® 18.25 in, *7@ 24.75 in, *8® 32 50 in #9S> 41 Key: Not req'd, Mu < S * Fr ' Summary of Overturning & Resisting Forces & Moments Item OVERTURNING Force Distance Moment lbs ft 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 898.8 522.6 920.0 246.6 2.39 3.58 0.72 4.37 2,588.0 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure • 3.97 O.T.M. 2,147.2 1,872 5 4,017.3 978.4 9,015.4 2.08 6,013.5 lbs If seismic included the min OTM and sliding ratios may be 1.1 per IBC '09, 1807.2.3. Force lbs .RESISTING Distance ft Moment 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 Weighl = Key Weight Vert. Component = 3,060.0 1,062.5 60.0 616.6 133.2 1,006.3 75.0 3.63 363 0.25 0.92 1.33 2 88 2.50 11,092.5 3,851.6 15 0 569.0 177.6 2,893.0 187.5 Total = 6,013.5 lbs R.M.= 18 786 1 * Axial live load NOT included in total displayed, or used for overturnina resistance, but is included for soil pressure calculation, °^^""'^"'"9 DESIGNER NOTES; 10^ I.in Mas w/ #4 @ 16.in o/c Soira Grout Special Insp 12.in Mas w/|i5|. #5@12.75in @ Heel Designer select all horiz. reinf. See Appendix A 2'-0" r-0" 2'-9" 5'-3" 5'-9" •Pm, 920,psl| Pp= 1222.2# 250.psf 2588.* 2467.4psf If adjacent footing or seismic loading is used, the numerical values are displayed, but the loading curve does not represent the composite loading. tu DK Eosakul Gouvis Engineering 4400 Campus Dr Newport Beach CA 92660 Title G4, 8' high w/o seismic Job* : G-G Dsgnr; GE Descnption... Date; Page __1j_0 APR 10,2013 This WaH in File: C:\Working Files\62851 Ocean Street\site ReUin Pro 9 © 1989 - 2011 Ver; 9.27 8171 Registration #; RP-1161345 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 Criteria Retained Height " 8.00 ft Wall height above soil = 0.33 ft Slope Behind Wall = 0 00 ; 1 Height of Soil over Toe = 12.00 in Water heighl over heel = 0.0ft Surcharge Loads Surcharge Over Heel = 250 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 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. Soil Pressure @ Toe Soil Pressure @ Heel Allowable Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,417 psf ACI Factored @ Heel = 1,228 psf Footing Shear @ Toe = 7.7 psi OK Footing Shear @ Heel = 13.4 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 2,138.9 lbs less 67 % Passive Force = - 818.9 lbs less 100% Fnction Force = - 3,759.0 lbs Added Force Req'd = 0.0 lbs OK ... for 1.5 : 1 Stability = 0.0 lbs OK Load Factors — Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2010 1.200 16^ - 1.600 '1.000 Soil Data Allow Soil Beanng = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure Toe Active Pressure Passive Pressure Soil Density, Heel Soil Density, Toe FootingllSoil Friction Soil height to ignore for passive pressure 35.0 psf/ft 0.0 psf/ft 400.0 psf/ft 120.00 pcf 120,00 pcf 0.350 12.00 in Thumbnail I I Lateral Load Applied to Stem | [Adjacent Footing Load 6.23 OK 2.14 OK 10,740 lbs 5.38 in 1,727 psf OK 877 psf OK 2,000 psf Lateral Load = 0.0 */ft ...Height to Top = 0.00 ft ...Height to 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 Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio 0.0 lbs 0.00 ft 0.00 in 0,00 ft Line Load 0,0 ft 0,300 Stem Construction Design Height Above Fte Wall Matenal Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data ft3/FB + fa/Fa Total Force ® Section Moment,,,Actual Top Stem 2nd Stem OK 4,00 Masonry 8,00 * 5 16,00 Edge Stem OK 0,00 Masonry 12.00 * 5 8.00 Edge Moment Allowable Shear Actual Shear Allowable Wall Weight Rebar Depth 'd' LAP SPLICE IF ABOVE LAP SPLICE IF BELOW HOOK EMBED INTO FTG in = lbs = ft-* = ft-* = psi = psi = psf = in = in = in = 0.305 914.7 1,530,7 5,015,8 14,5 69,7 78.0 5.25 45.00 4500 0.503 2,725.3 8,512.0 16,924.6 25.2 69.7 124.0 9.00 45.00 10.50 Lap splice above base reduced by stress ratio Masonry Data fm psi Fy psi Solid Grouting Modular Ratio 'n' Equiv. Solid Thick. in Masonry Block Type Masonry Design Method = LRFD Concrete Data —— fc psi = Fy psi = 1,500 1,500 60,000 60,000 Yes Yes 21.48 21.48 7.60 11.60 = Medium Weight DK Eosakul Gouvis Engineering 4400 Campus Dr Newport Beach CA 92660 Title : G4. 8' high w/o seismic Job* : G-G Dsgnr; GE Description... 11 Date Page ' 'j APR 10,2013 This Wall in File: C:\Working Files\62851 Ocean Street\sitt» ReUin Pro 9 ©1989 -2011 Ver: 9.27 8171 Registration #; RP-1161345 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 Footing^Dimensio^ Toe Width = 0.50 ft Heel Width = 7.75 Total Footing Width Footing Thickness = Key Width Key Depth Key Distance from Toe = 825 14.00 in 12.00 in 6.00 in 3.00 ft fc = 2,500 psi Fy Footing Concrete Density = Min. As % Cover ® Top 2.00 60,000 psi 150.00 pcf 0.0018 @ Btm.= 3.00 in l^^ootin^Desigi^esult^^ Toe Heel Factored Pressure Mu'; Upward Mu': Downward Mu; Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing 2,417 1,228 psf 670 38,324 ft-# 116 48,731 ft-# 554 10,407 ft-# 7.72 13 43 psi 75.00 75.00 psi None Spec'd *5 @ 13.75 in None Spec'd Other Acceptable Sizes & Spacings Toe; Not req'd, Mu < S * Fr Heel; *4® 9.00 in, *5@ 13.75 in, #6® 19.50 in, *7® 26.50 in, *8@ 34 75 in Key: Not req'd, Mu < S * Fr #9@ 44 Summary of Overturning & Resisting Forces & Moments Item OVERTURNING Force Distance Moment lbs ft ft-* Heel Active Pressure Surcharge over Heel Toe Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load ® Stem Above Soil • 1,470.5 668.4 3.06 4.58 0.72 4,493.2 3,063.5 Total 2,1389 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure -• O.T.M. 7,556.7 6.23 10,740.0 lbs Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) Earth @ Stem Transitions: Footing Weight = Key Weight Vert. Component = .RESISTING.. Force Distance Moment lbs ft ft-* 6,4800 4.88 31,590.0 1,687.5 4.88 8,226.6 60.0 833.7 160.0 1,443.8 75.0 0.25 0.93 1.33 4 13 3.50 15.0 777.5 213.3 5,955.5 262.5 Total = 10,740 0 lbs R.M.= 47,040 3 * Axial live load NOT included in total displayed, or used for overturninn resistance, but is included for soil pressure calculation. '='^""""a DESIGNER NOTES; in I.in Mas w/^^^J^^.np/c Special InsD 12.in Mas "^'^^•^^^^'^^f/c #5@13.75in @ Heel Designer select all horiz. reinf. See Appendix A 3'-0" r-O" 4'-3" 6" 7'-9" 8' -3" -3" »• Pp= 818.89* 250.psf 2138.9* 877.02psf 1726.6psf DK Eosakul Gouvis Engineering 4400 Campus Dr Newport Beach CA 92660 Title ; G5. 8' high w/ seismic Job* : G-G Dsgnr; Description... GE Date; Page; lh_ APR 10,2013 This Wall in File: C:\Working Files\62851 Ocean Street\sitp Retain Pro 9 © 1989 - 2011 Ver: 9.27 8171 Registration #: RP-1161345 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 Criteria 1 Retained Height ~ 8.00 ft Wall height above soil = 0.33 ft Slope Behind Wall = 0.00 ; 1 Height of Soil over Toe = 12.00 in Water height over heel = 0.0 ft Soil Data Allow Soil Bearing = 2,682.0 psf Equivalent Fluid Pressure Method psf Heel Active Pressure 35.0 psf/ft Toe Active Pressure 0.0 psf/ft Passive Pressure 400.0 psf/ft Soil Density, Heel = 120,00 pcf Soil Density, Toe = 120,00 pcf FootingllSoil Friction 0,350 Soil height to ignore for passive pressure = 12,00 in Thumbnail Surcharge Loads Surcharge Over Heel = 250 0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0,0 psf Used for Sliding & Overturning I I Lateral Load Applied to Stem ^ [Adjacent FootingLoad Axial Load Applied to Stem Axial Dead Load = 0,0 lbs Axial Live Load = 0,0 lbs Axia\ 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 = 1,520.0 #/ft 4.90 ft 3.90 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 ^ten^eigh^eiSft^^ 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 0.300 333.5 lbs Design Summary Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc Soil Pressure @ Toe Soil Pressure @ Heel Allowable I [^Stem Construction | Top stem 2nd 2.67 OK 1 25 Ratio < 10,740 lbs '- 16.65 in 2,615 psf OK 0 psf OK 2,682 psf 1.5! Soil Pressure Less Than Allowable ACI Factored @ Toe = 3,661 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 12,4 psi OK Footing Shear® Heel = 24,5 psi OK Allowable = 75,0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 3,992,4 lbs less 100% Passive Force = - 1,222,2 lbs less 100% Friction Force = - 3,759,0 lbs ' Added Force Req'd = 0.0 lbs OK ... for 1.5 : 1 Stability = 1,007.4 lbs NG Design Height Above Fte Wall Material Above "Ht Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force @ Section Moment. ...Actual Stem OK 4.00 Masonry 8.00 # 5 1600 Edge Stem OK 0.00 Masonry 12.00 * 5 8.00 Edge Moment Allowable Shear Actual Shear Allowable Wall Weight Rebar Depth 'd' LAP SPLICE IF ABOVE LAP SPLICE IF BELOW HOOK EMBED INTO FTG in Ibs^ ft-*: ft-*: psi = psi : psf = in: in = in = 0.486 2,417.8 2,438.7 5,015.8 38.4 69.7 78.0 525 45.00 45.00 0.971 4,578,8 16,429,7 16,924,6 424 69,7 124,0 9.00 45.00 10.50 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 Fy Solid Grouting Modular Ratio 'n' Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy psi 1,500 1,500 60,000 60,000 Yes Yes 21.48 21.48 7.60 11.60 = Medium Weight LRFD psi : psi : DK Eosakul Gouvis Engineering 4400 Campus Or Newport Beach CA 92660 Title : G5. 8' high w/ seismic Job* : G-G Dsgnr: GE Description... Page: US Date; APR 10,2013 This Wall in File: C:\Working Files\62851 Ocean StreetVsite ReUin Pro 9 © 1989 - 2011 Ver: 9.27 8171 Registration #; RP-1161345 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 Footin^imensfons^^^ [^^ootin^esigi^esuUs^J Toe Width Heel Width Total Footing Width = Footing Thickness = Key Width Key Depth Key Distance from Toe = fc = 2,500 psi Fy Footing Concrete Density = Min. As % Cover® Top 2 00 0.50 ft 7.75 8.25 14.00 in 12.00 in 6.00 in 3.00 ft = 60,000 psi 150.00 pcf 0.0018 ® Btm.= 3.00 in Toe Heel Factored Pressure 3,661 0 psf Mu' ; Upward 998 25,085 ft-* Mu': Downward 116 48,731 ft-* Mu; Design 882 23,645 ft-* Actual 1-Way Shear 12.35 24.50 psi Allow 1-Way Shear 75.00 75.00 psi Toe Reinforcing = None Spec'd Heel Reinforcing = *5@7.75in Key Reinforcing = None Spec'd other Acceptable Sizes & Spacings Toe; Not req'd, Mu < S * Fr Heel: *4@ 5.00 in, *5® 7.75 in, *6® 11.00 in, *7@ 15.00 in, *8@ 19.75 in #9® 25 Key; Not req'd, Mu < S * Fr ^Summar^ 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 Totel OVERTURNING Force Oistence Moment lbs ft ft-* 1,470.5 668.4 1,520.0 3335 3,992.4 3.06 4 58 0.72 5.57 4.85 O.T.M. 4,493.2 3,063.5 8,461.3 1,618.7 17,636.7 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. 2.67 10,740.0 lbs Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) Earth @ Stem Transitions: Footing Weighl = Key Weight Vert. Component = Force lbs .RESISTING Oistence ft 6,480.0 1,687.5 60.0 8337 160.0 1,443.8 75.0 4.88 4.8 0.25 0.93 1 33 4.13 3.50 Totel '• Moment ft-* 31,590.0 8,226.6 15.0 777.5 213.3 5,955.5 262.5 10,740.0 lbs R.M.= 47,040.3 * Axial live load NOT included in total displayed, or used for overturnina resistance, but is included for soil pressure calculation. DESIGNER NOTES: i.in Mas w/ t^j^ J^riut"^"^ Special Insp 12.inMasw/^|.^^,n,o/c Special Insp 1'-0"|~ '/ -2 3/4" 4'-4" 8'-0" 8'-4'.' 4'-0" 2" #5@7.75in @ Heel Designer select all horiz. reinf. See Appendix A ^- i 6" 3'-0" r-O" 8'-3" 4'-3" :m'. 250.psf 1520.psf^ Pp= 1222.2* 2615.3psf 3992.4# If adiacent 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 G6. 10' high w/o seismic Job* ; G-G Dsgnr; GE Description.... Page: JjJ Date; APR 10,2013 This Wall in File: C:\Working Files\62851 Ocean Street\site Retain Pro 9 © 1989 - 2011 Ver: 9.27 8171 Registration #: RP-1161345 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 Criteria Retained Height = 10.00 ft Wall height above soil = 0 33ft Slope Behind Wall = 0.00 ; 1 Height of Soil over Toe = 12.00 in Water height over heel = 0 0 ft Surcharge Loads Surcharge Over Heel = 250.0 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 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in 1 Design Summary | Wall Stebility Ratios Overturning = 6.31 OK Sliding = 2.01 OK Total Bearing Load = 15,033 lbs ...resultant ecc. = 3.46 in Soil Pressure ( Soil Pressure ( Allowable > Toe I Heel Soil Pressure Less Than Allowable ACI Factored @ Toe ACI Factored @ Heel Footing Shear @ Toe Footing Shear @ Heel Allowable 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 = Load Factors 3,152.9 lbs 1,072.0 lbs 5,261.4 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 Soil Data Allow Soil Bearing = 2,0000 psf Equivalent Fluid Press ure Method Heel Active Pressure 35.0 psf/ft Toe Active Pressure 0.0 psf/ft Passive Pressure 400.0 psf/ft Soil Density, Heel = 120.00 pcf Soil Density, Toe = 120.00 pcf FootingllSoil Friction 0.350 Soil height to ignore , for passive pressure = 12.00 in ll [TateraKoad^ppMe^^Ste^^^ 1,714 psf OK 1,219 psf OK 2,000 psf 2,400 psf 1.706 psf 15.9 psi OK 17.8 psi OK 75.0 psi 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 O.OO ft 0.00 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 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 Stem Construction Design Height Above Fte Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data ft5/FB + fa/Fa Total Force @ Section Moment...Actual Top Stem 2nd Stem OK 4.67 Masonry 800 # 6 16.00 Edge Stem OK 0.00 Masonry 12.00 * 7 8.00 Edge Moment Allowable Shear Actual Shear Allowable Wall Weight Rebar Depth 'd' LAP SPLICE IF ABOVE LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = lbs = ft-*: ft-# = psi = psi : psf = in : in = 0.449 1,417.3 3,070.4 6,835.4 22.5 69.7 78.0 5.25 54.00 54 00 0.518 3,966.7 15,166.7 29,302.9 36.7 69.7 124.0 9.00 63.00 14.70 Lap splice above base reduced by stress ratio Masonry Data - fm Fy Solid Grouting psi psi Modular Ratio 'n' Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Date fc Fy 1,500 1,500 60,000 60,000 Yes Yes 21.48 21.48 7.60 11.60 = Medium Weight LRFD psi : psi : DK Eosakul Gouvis Engineering 4400 Campus Dr Newport Beach CA 92660 Title ; G6.10' high w/o seismic Job* ; G-G Dsgnr: GE Description... Page: \1% Date APR 10,2013 This Wall in File: C:\Working Files\62851 Ocean Street\site ReUin Pro 9 © 1989 - 2011 Ver: 9.27 8171 Registration #: RP-1161345 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 FoolUn^imet^^ [^^ootin^esign^esult^^j Toe Width Heel Width Total Footing Width = Footing Thickness = Key Width Key Depth Key Distance from Toe = fc = 2,500 psi Fy Footing Concrete Density = Min. As % Cover @ Top 2.00 ( 1.50 ft 8.75 10.25 18.00 in 12.00 in 6.00 in 4.00 ft 60,000 psi 150.00 pcf 0.0018 ! Btm.= 3.00 in Toe Heel Factored Pressure 2,400 1,706 psf Mu'; Upward 3,615 60,378 ft-* Mu'; Downward 740 76,640 ft-* Mu: Design 2,875 16,262 ft-* Actual 1-Way Shear 15.88 17.77 psi Allow 1-Way Shear 75.00 75.00 psi Toe Reinforcing = None Spec'd Heel Reinforcing = *6® 16 00 n Key Reinforcing = None Spec'd other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: *4@ 7 25 in, *5@ 11 25 in, #6@ 16.00 in, *7® 21.75 in, #8® 28.50 in, *9@ 36 Key; Not req'd, Mu < S * Fr ^Summar^^j^Ove^ Item OVERTURNING Force Oistence Moment lbs ft ft-* Heel Active Pressure Surcharge over Heel Toe Active Pressure Surcharge Over Toe Adjaceht Footing Load Added Lateral Load Load @ Stem Above Soil • 2,314.4 838.5 3.83 5.75 0.83 8,871.8 4,821.6 Totel 3,152.9 O.T.M. = 13,693.4 Resisting/Overturning Ratio = 6.31 Vertical Loads used for Soil Pressure = 15,032 5 lbs Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) Earth @ Stem Transitions = Footing Weighl = Key Weight Vert. Component = Force ..RESISTING Oistence Totel = 15,032 5 lbs R.M.= Moment lbs ft ft-* 9,300.0 6.38 59,287.5 1,937.5 6.38 12,351.6 180.0 0.75 135.0 1,020.6 1.93 1,967.5 213.2 2.33 497.5 2,306.3 5.13 11,819.5 75.0 4 50 337,5 86,396.1 * Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: i: • {)tJO l,inMasw/#|^^^^^np/c Special Insp 12.inMasw/|7,.^.,np/c #6@16.in@Heel Designer select all horiz. reinf. See Appendix A 250.psf Pp= 1072.* 3152.9* 1218.8psf 1714.4psf DK Eosakul Gouvis Engineering 4400 Campus Dr Newport Beach CA 92660 Title G7. 10'high w/seismic Job* : G-G Dsgnr; GE Description... Page; ill Date APR 10,2013 This Wall in File: C:\Working Files\62851 Ocean Street\site ReUin Pro 9 ©1989 -2011 Ver; 9.27 8171 Registration*; RP-1161345 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 Criteria Retained Height 9 50ft Wail height above soil = 0 33ft Slope Behind Wall = 0 00 ; 1 Height of Soil over Toe = 12.00 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 FootingllSoil Friction Soil height to ignore for passive pressure 35 0 psf/ft 0.0 psf/ft 400.0 psf/ft 120.00 pcf 120.00 pcf 0.350 12.00 in Thumbnail Surcharge Loads Surcharge Over Heel = 250.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning I [^teral^a^pplie^^ten^J [Adjacen^ootin^oad Axial Load Applied to Stem ^ Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs /\xial 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 2,270.0 */ft 6.10ft 5.10ft 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 0.400 g Added seismic base force 0.0 lbs 0.00 ft 0.00 in 0 00 ft Line Load 0.0 ft 0.300 392.6 lbs Stem Construction I Top Stem 2nd Wall Stebility Ratios Overturning Sliding Total Bearing Load resultant ecc. Soil Pressure @ Toe Soil Pressure ® Heel Allowable 2.72 OK 1.20 Ratio < 1 14,509 lbs 17.89 in 2,651 psf OK 180 psf OK 2.667 psf Soil Pressure Less Than Allowable ACI Factored ACI Factored Toe _ Heel Footing Shear @ Toe Footing Shear @ Heel Allowable 3,711 psf 252 psf 25 4 psi 31.3 psi 75.0 psi OK OK 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 5,582 2 lbs 1,600.0 lbs 5,078.0 lbs 0 0 lbs OK 1,695.3 lbs NG Design Height Above Fte ft = Wall Material Above "Ht" Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Date fb/FB + fa/Fa Total Force @ Section lbs = Moment....Actual ft-* = Moment Allowable ft-* = Shear Actual psi = Shear Allowable psi = Wall Weight psf = Rebar Depth 'd' in = LAP SPLICE IF ABOVE in = LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = Stem OK 4.67 Masonry 8.00 # 6 16.00 Edge Stem OK 0.00 Masonry 12.00 * 7 8.00 Edge 0.723 3,647.7 4,939.0 6,835.4 57.9 69.7 78.0 5.25 54.00 54.00 0.945 6,298.0 27,686.8 29,302.9 58.3 69.7 124.0 9.00 63.00 14.70 Lap splice above base reduced by stress ratio Masonry Date Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2010 1.200 1.600 1.600 1.60O 1:000 fm psi = 1,500 1,500 Fy psi = 60,000 60,000 Solid Grouting ^ = Yes Yes Modular Ratio 'n' 4 = 21.48 21,48 Equiv. Solid Thick. in = 7.60 11,60 Masonry Block Type = Medium Weight Masonry Design Method = LRFD Concrete Date fc Fy psi : psi = DK Eosakul Gouvis Engineering 4400 Campus Dr Newport Beach CA 92660 Title : G7.10' high w/ seismic Job* : G-G Dsgnr: GE Description,,,, Page; Date; APR 10,2013 This Wall in File: C:\Working Files\62851 Ocean Street\site Retain Pro 9 © 1989 - 2011 Ver; 9.27 8171 Registration*; RP-1161345 RP9.27 Cantilevered Retaining Wail Design Code: CBC 2010 ^Footing^imens^ Toe Width = 1,50 ft Heel Width = 8,75 Total Footing Width = 10 25 Footing Thickness = 18,00 in Key Width = 12.00 in Key Depth = 6.00 in Key Distance from Toe = 4 00 ft f c = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover® Top 2.00 ® Btm.= 3.00 in |_^ootin^DesignJResi^^ Toe Heel Factored Pressure Mu': Upward Mu': Downward Mu; Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing 3,711 5,381 740 4,642 2544 75.00 None Spec'd #6® 8.75 in None Spec'd 252 psf 36,865 ft-* 73,952 ft-# 37,087 ft-* 31.30 psi 75.00 psi Other Acceptable Sizes & Spacings Toe; Not req'd, Mu < S * Fr Heel: #4® 4.00 in, *5® 6.00 in, #6® 8.75 in,*7@ 11 75 in,*8@ 15.50 in,*9® 19.5 Key: Not req'd, Mu < S * Fr ^Summar^ofOvertu^^ ..OVERTURNING.. Force Distence Moment Item lbs ft ft-* Heel Active Pressure = 2,117.5 3.67 7,764.2 Surcharge over Heel = 802.1 5.50 4,411.5 Toe Active Pressure = 0.83 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = 2,270.0 7.10 16,117.0 Load ® Stem Above Soil = Seismic Stem Self Wt 392.6 5.85 2,297.0 Totel 5,582.2 O.TM. = 30,589.6 Resisting/Overturning Ratio 2 .72 Vertical Loads used for Soil Pressure = 14,508.5 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 = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weighl(s) Earth @ Stem Transitions = Footing Weight = Key Weight Vert. Component = .RESISTING., Force Distence Moment lbs ft ft-* 8,835.0 6.38 56,323 1,937.5 6.38 12,351 180.0 981.6 193.2 2,306.3 75.0 0.75 1.93 2.33 5.13 4.50 Toteh 135.0 1,896.0 450.8 11,819.5 337.5 14,508.5 lbs R.M.= 83,313.6 ' Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: 8.in Mas w/ #^^i^ }§rSu{'^^ Special Insp 12.inMasw/^J|.^^^np/c •. Special Insp r-O" #6@8.75in ® Heel Designer select all horiz. reinf. See Appendix A 250.psf 2270.psf| Pp= 1600.* 2650.9psf 5582.2* 180.08psf If adiacent footing or seismic loading is used, the numerical values are displayed, but the loading curve does not represent the composite loading. Calculation for Seismic Loads from Soils 1 ^'^s i<V„ o. oh. deVctit' re ClKs) "5 T 3' 7 Maith 19,2013 P/W 1205-06 Page 16 ill Report No. 1205-D6-B-3 buiWing cbcies, including the Califbmia Building Code (CBC), reqliire tiiat structures be ^et back or footings deepened, where subject to the influence of these riatural prbcesses. For the subject site, 'where foundatiCMis for residential structures are to ^ist in piroxinrity to slopes, the footings should be emt)edded to satisfy the requireniehts presented in Figiiire 1. FIGURE 1 tTACEOF FOOTING TOI' OF SLOPE H/3 Bin' NEED NOT EXCEF-D 40 rr. MAX. ' ' • »2 hBUT NEED NOT EXCEED 15 FT. IVJAX. " 7.1.8 C<ohmte; ittesign The results of sulfate testing (conducted by others) indicate that the soil exhibits "low" sulfate concentrations when classified in accordance with ACI 318-05 Table 4.3.1 (per 2010 CBC). Resistivity and chloride testing indicates that onsite soils arc "moderately" corrosive to metals. In the past on similar projects, corrosion protection typically consisted of non-metallic piping for water lines to and below the slabs or by installing above slab plumbing. Consultation with a corrosion engineer Is recommendedi Gorrosion 7.1.9 C6ireen;fiioii$l iitsta The following eailh pressures are, recomm ended for the design of conventional retaining-Walls onsite bacj^filled'wiliii select granular fill; StSatic iCase^ LeyelBaclgBU Goiefficients Coefficient of Active Pressure: Ka- .0.28 Coefficient of Passive Pressure: Kp - 3.54 Coefficient of at Rest Pressure: Ko - 0.47 Equivalent Fluid Pressure fpsf/lin.ft) 35 442 55 ADVANCED GEOTECHNICAL SOLUTIONS, INC. March 19,2013 Page 17 PAV 1205-06 Report No. I 205-06-B-3 Rankijie Equivalent Fluid 2»1 BackfiU Coefliciertts Pressure (psf/rin.ft.) Coefficient pf Active Pressure: = 0.42 52 Coefficient of Passive Pressure: Descending Kp (-)= 1.34 167 Coefficient of At Rest Pressure: K„ - 0.65 81 S^isinie Gase In addition to the above static pressures, unrestrained retaining walls should be designed to resist seismic loading. In order to be considered unrestrained, retaining walls should be allowed to rotate a minimum of roughly 0.004 times the wall height. The seismic load can be modeled as a thrust load applied at a point 0.6H above the base ofthe wall, where H is equal to the height ofthe wall. This seismic load (in pounds per lineal foot of wall) is represented by the foi lowing eq uation: ^ Where;: - 1^.?S H;,^Meight of the wall (fe^t) y = soil density " 125 pounds per cubic foot (pet) k|, = seismic pseUdostatic coefficient = 0.4* peak horizontal ground acceleration /g Walls should be designed to resist the combined effects of static pressures and the above seismic thrust load. The foundations for retaining walls of appurtenant structures structurally separated fi-om the building structures^ may bear on properiy compacted fill. A bearing value of 2,000 psf may be used for design of retaining walls. Retaining wall footings should be designed "to resist the lateral forces by passive soil resistance and/or base frictioil as recommended for foundation lateral resistance. To relieve the potential for hydrostatic pressure Wall backfill should consist of a Hree draining backfill (sand equivalent "SE" >20) and a heel drain should be constructed. Tbe heel drain should be place at the heel of the wail and should consist of a 4-inch diameter perforated pipe (SDR35 or SCHD 40) surrounded by 4 cubic feet of crushed rock (3/4-inch) per lineal foot, wrapped in filter fabric (Mirafi* 140N or equivalent). Proper drainage devices should be installed along the top of the wall backfill, which should be properly sloped to prevent surface water ponding adjacent to the wail. In addition to the wall drainage system, for building perimeter walls extending below the finished grade, the wall should be waterproofed and/or damp-proofed to effectively seal tlie wall from moisture infiltration through the wall section to the interior wall face. The wall should be backfilled with granular soils placed in loose lifts no greater than 8-inches thick, at or near optimum moisture content, and mechanically compacted to a minimum 90 percent relative compaction as determined by ASTM Test Method D1557. Flooding or jetting of backfill materials generally do npt result in the required degree and uniformity of compaction and, therefore, is not recommended. The soils engineer or his representative should observe the retaining wall footings, ADVANCED GEOTECHNICAL SOLUTIONS, INC. March 19,2013 P/W 1205-06 ReportNo. Page 18 12Q5-06-B-3 130 backdrain installation and be present during placement of the wall backfill to confirm that the walls are properly backfilled and compacted. VVAtERPRObFWG MFMBRANf (OPTIONAL) \ pRovioe DRAIN AGR SWALE 1:1 (HiV) OR PIATTER SOBS rnure PEww>RAnoj« oowNANo suHROONOeo ey A MtiiWUMOF 1 CUBICHOrl OH 3l4lNq;H HOCKOKAW'KOVtO fcC)UI«i(Lfc»lt SUHSinUl 6 ANO WflAlltS) IN MHAH MO H.IW HABrflC 0« AlfWVtO tou ivAutw»situsni orfc 7.2 UTILITY TREMCILEXC AVATION All utility trenches should be shored or laid back in accordance with applicable OSHA standards. Excavations in bedrock areas should be made in consideration of underlying geologic structure. AGS should be consulted on these issues during constmction. 7.3 UTILITY TRENCH BACKFFLL Mainline and lateral utility trench backfill should be compacted to at least 90 percent of maximum dry density as determined by ASTM D 1557. Onsite soils will not be suitable for use as bedding material but will be suitable for use in backfill, provided oversized materials are removed. No surcharge loads should be imposed above excavations. This includes spoil piles, lumber, concrete trucks or other construction materials and equipment. Drainage above excavations should be directed away from the banks. Care should be taken to avoid saturation of the soils. Compaction should be accomplished by mechanical means. Jetting of native soils will not be acceptable. ADVANCED GEOTECHNICAL SOLUTIONS, INC.