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HomeMy WebLinkAboutCT 05-10; Poinsettia Properties The Tides; Retaining wall structural calculations; 2011-03-21GOUVIS consulting group, inc. ;_Jc/Vv/'.-7//W "/'•' MJift VfV-^3 STRUCTURAL CALCULATIONS (Residential Development) RECORD COPY Initial Date The Tides Site Retaining Wall Southwest corner of Poinsettia Lane & Lowder Lane Carlsbad, County of San Diego, CA >\V Q ft Gouvis Job No.: 62303 3/2172011 G Developer: K. Hovnanian Company Architect Hannouche Architects 949.752.1612 fax 949.752.5321 4400 Campus Drive Newport Beach, California 92660 Huan Nguyen, Director C64238 Exp. Date 6/30/2011 The attached calculations are valid only when bearing original or electronic signature of Huan Nguyen, Hereon. CD Z) CO CC Palm Springs, CA Pleasanton, CA Ho Chi Minh City, Vietnam (S GOUV1S u Title 1. Landscape Wall: Sound Wall on Top Job* : 62303 Dsgnr: GE Da Description.... This Wall in File: N:\62303\Stacked Retain etain Pro 2007 , 16-Apr-2008, (c) 1989-2008ww.retainpro.com/supportforiatestreiease CantHevered Retaining Wall Designegistration#:RP-1161345 2007013 a a Criteria | Retained Height = 2.25 ft Wall height above soil = 6.00 ft Slope Behind Wall = 0.00 : 1 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Wind on Stem = 0.0 psf Vertical component of active lateral soil pressure options: USED for Soil Pressure. NOT USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads | Surcharge Over Heel = 40.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem | Axial Dead Load = 60.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in 'Design Summary | Wall Stability Ratios Overturning = 2.28 OK Sliding = 1.95 OK Total Bearing Load = 1 ,532 Ibs ...resultantecc. = 7.68 in Soil Pressure @ Toe = 1 ,390 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 4,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1 ,604 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 0.0 psi OK Footing Shear @ Heel = 3.9 psi OK Allowable = 100.6 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 332.9 Ibs less 67 % Passive Force = - 1 17.3 Ibs less 100% Friction Force = - 530.4 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5:1 Stability = 0.0 Ibs OK O3d Fsctors Building Code CBC 2007 Dead Load 1 .200 Live Load 1 .600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1 .000 Soil Data | Allow Soil Bearing = 4,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 40.0 psf/ft Toe Active Pressure = 0.0 psf/ft Passive Pressure = 350.0 psf/ft Soil Density, Heel = 125.00pcf Soil Density, Toe 0.00 pcf Footing||Soil Friction = 0.360 Soil height to ignore for passive pressure = 0.00 in Lateral Load Applied to Stem | Lateral Load = 20.0 #/ft ...Height to Top = 8.25ft ...Height to Bottom = 4.25ft Stem Construction I Top stem Paae: * te: OCT 4,2010 ing WallVRetain P Code: CBC 2007 Footing Dimensions & Toe Width Heel Width Total Footing Width Footing Thickness = Key Width Key Depth Key Distance from Toe = fc = 4, 500 psi Fy = Footing Concrete Density = Min. As % = Cover® Top = 2. 00 in @ Adjacent Footing Load Adjacent Footing Load = Footing Width = Eccentricity = Wall to Ftg CL Dist Footing Type at Back of Wall Poisson's Ratio = 2nd Strengths | 0.00 ft 2.75 2.75 12.00 in 0.00 in 0.00 in 0.00ft 60,000 psi 150.00 pcf 0.0018 Btm.= 3.00 in 1 0.0 Ibs 0.00ft 0.00 in 0.00ft Line Load 0.0ft 0.300 Design Height Above Ftc ft = 425 0.00 Wall Material Above "Ht" = Fence Masonry Thickness = 8.00 RebarSize = #5 Rebar Spacing = 16.00 Rebar Placed at = Center fb/FB + fa/Fa Total Force @ Section Ibs = Moment.... Actual ft-# = Moment Allowable ft-# = Shear Actual psi = Shear Allowable = Wall Weight psf = Rebar Depth 'd' in = LAP SPLICE IF ABOVE in = LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = Masonry Data fm psi = Fs psi = Solid Grouting = Use Full Stresses 0.535 210.1 608.3 1,136.9 4.8 38.7 78.0 3.75 30.00 6.00 1,500 20,000 Yes Yes Modular Ratio 'n' = 21.48 Short Term Factor = 1.000 Equiv. Solid Thick. = 7.60 Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data f c psi = Fy psi = GOUVIS •- Title • 1.Landscape Wall: Sound Wall on Top Page: « Job# : 62303 Dsgnr: GE Date: OCT 4,2010 Description.... This Wall in File: N:\62303\Stacked Retaining Wall\Retain P Retain Pro 2007 , 16-Apr-2008. (c) 1989-2008 www.retainpro.com/support for latest release Registration #: RP-1161345 2007013 Cantilevered Retaining Wall Design Code: CBC 2007 Footing Design Results | Toe Heel Factored Pressure = 1 ,604 0 psf Mu' : Upward 0 0 ft-# Mu' : Downward = 0 0 ft-# Mu: Design = 0 973 ft-# Actual 1 -Way Shear = 0.00 3.90 osi Allow 1 -Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing 0.00 100.62 psi Other Acceptable Sizes & Spacings = None Spec'd = None Spec'd = None Spec'd 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 OVERTURNINGForce Distance Moment Ibs ft ft-# RESISTINGForce Distance Moment Ibs ft ft-# Heel Active Pressure = 252.9 Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = 80.0 Load @ Stem Above Soil = 1.17 0.33 7.25 296.5 580.0 Total = 332.9 O.T.M. = 876.5 Resisting/Overturning Ratio = 2.28 Vertical Loads used for Soil Pressure = 1,531.9 Ibs Vertical component of active pressure used for soil pressure Soil Over Heel = Sloped Soil Over Heel Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe . Surcharge Over Toe . Stem Weight(s) Earth @ Stem Transitions. Footing Weigh! . Key Weight Vert. Component . 585.9 83.3 60.0 331.5 412.5 58.6 1.71 1.71 0.33 0.33 1.38 2.75 1,001.0 142.4 20.0 110.5 567.2 161.1 Total'1,531.9 Ibs R.M.=2,002.2 DESIGNER NOTES: Fence 8.in Mas w/ #5 @ 1 6.in o/c Solid Grout, Spc Insp Designer select #0@0.in a|| noriz reinf @Heel See Appendix A 1 ! I fi 1 ' 4'-0" 1 \ // ^^- 2" i 1 * 2'-9" 2'-9"— — ^— k 6'-0" [ [ 2'-3" r k ' 8'-3" i T^ r-o"T DL= 60., LL= 0.#, Ecc= O.in 20.psl d GOUVIS Title 2.Wall#11 -Upper Cone. Ret Job# : 62303 Dsgnr: GE Description.... Page: Date: OCT 4,2010 This Wall in File: N:\62303\Stacked Retaining WallVRetain P Retain Pro 2007 , 16-Apr-2008, (c) 1989-2008 www.retainpro.com/support for latest release Registration #: RP-1161345 2007013 CantHevered Retaining Wall Designa a Code: CBC 2007 Criteria Retained Height = Wall height above soil = Slope Behind Wall Height of Soil over Toe = Water height over heel = 8.75ft 0.00ft 2.00 : 1 0.00 in 0.0ft |Soil Data Allow Soil Bearing = 4,000.0 psf Equivalent Fluid Pressure Method Wind on Stem = 0.0 psf Vertical component of active lateral soil pressure options: USED for Soil Pressure. USED for Sliding Resistance. USED for Overturning Resistance. Heel Active Pressure Toe Active Pressure Passive Pressure Soil Density, Heel Soil Density, Toe Footing||Soil Friction 40.0 psf/ft = 0.0 psf/ft = 350.0 psf/ft = 1 25.00 pcf 0.00 pcf = 0.360 = 0.00 in Footing Dimensions & Strengths | Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe Cover @ Top = 2.00 in 0.00ft 5.00 5.00 14. 00 in 12. 00 in 42.00 in 4.00ft y = 60,000 psi 150.00 pcf 0.0018 @ Btm.= 3.00 in Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Lateral Load Applied Lateral Load ...Height to Top ...Height to Bottom = to Stem 0.0 #/ft 0.00 ft 0.00ft 1 Adjacent Footing Load Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in *Design Summary Wall Stability Ratios Overturning Sliding Total Bearing Load ... resultant ecc. 2 18 OK 1.72 OK 9,617 Ibs 10.18 in Soil Pressure @ Toe = 3,881 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 4,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 4,054 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 0.0 psi OK Footing Shear @ Heel = 17.0 psi OK Allowable = 100.6 psi Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 3,494.5 Ibs less 67 % Passive Force = - 2,553.4 Ibs less 100% Friction Force = - 3,462.2 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5: 1 Stability = 0.0 Ibs OK Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2007 1 .200 1 .600 1.600 1.600 1.000 Adjacent Footing Load = Footing Width = Eccentricity = Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio = 1,750.0 Ibs 2.75ft 6.00 in 5.83ft Line Load -1.5ft 0.300 Stem Construction Design Height Above Ftc Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Ucaiyil L/dla 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 | ft = = = = = = = lbs = ft-# = = psi = psi = = in = in = in = Top Stem Stem OK 0.00 Concrete 10.00 # 6 12.00 Edge 0.638 3,287.0 9,270.8 14,526.4 35.9 100.6 125.0 7.63 20.93 HOOK EMBED INTO FTG in = Masonry Data 9.39 f m psi = Fs psi = Solid Grouting = Use Full Stresses = Modular Ratio 'n' = Short Term Factor = Equiv. Solid Thick. = Masonry Block Type = Masonry Design Method = Concrete Data fc psi= 4,500.0 Fy psi = 60,000.0 Medium Weight ASD G GOUV1S Title 2.Wall#11 -Upper Cone. Ret Job* : 62303 Dsgnr: GE Description.... Page:. Date: OCT 4,2010 This Wall in File: N:\62303\Stacked Retaining Wall\Retain P Retain Pro 2007 , 16-Apr-2008, (c) 1989-2008 www.retainpro.com/support for latest release Registration # : RP-1161345 2007013 Cantilevered Retaining Wall Design Code: CBC 2007 Footing Design Results Factored Pressure Mu' : Upward Mu': Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Toe 4,054 0 0 0 0.00 0.00 None Spec'd None Spec'd None Spec'd Heel Opsf Oft-# Oft-# 9,271 ft-# 17.00 psi 100.62 psi 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: #4@ 12.50 in, #5@ 19.25 in, #6@ 27.25 in, #7@ 37.25 in, Summary of Overturning & Resisting Forces & Moments I OVERTURNING Force Distance Moment tern Ibs ft ft-# Heel Active Pressure = foe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = ^dded Lateral Load = -oad @ Stem Above Soil = 2,880.0 4.00 11,520.0 0.39 614.5 3.25 1,994.2 Total = 3,494.5 O.T.M. = 13,514.2 Resisting/Overturning Ratio = 2.18 Vertical Loads used for Soil Pressure = 9,617.2 Ibs Vertical component of active pressure used for soil pressure Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe _ Surcharge Over Toe _ Stem Weight(s) Footing Weight _ Key Weight Vert. Component _ Total = RESISTING Force Distance Ibs ft 4,557.3 542.5 583.9 1,093.8 875.0 525.0 1,439.7 9,617.2 Ibs 2.92 3.61 3.33 0.00 0.42 2.50 4.50 5.00 R.M.= Moment ft-# 13,292.1 1,959.2 1,945.4 455.7 2,187.5 2,362.5 7,198.7 29,401.1 DESIGNER NOTES: 10.in Concw/#6@ 12.ino/c 2 1/2" 8'-9" #0@0.in @Heel Designer select all horiz. reinf. See Appendix A r 4'-0"r-o"-*+*—* r-2" 3'-6" Pp= 2553.4* Adj Ftg Load = 1750.# Ecc.= 6.in from CL G GOims Title 2a. Wall#11 w/Seismic Job* : 62303 Dsgnr: Description.... GE Page:. Date: MAR 15,2011 This Wall in File: N:\62303\Stacked Retaining WallVRetain P Retain Pro 2007 , 16-Apr-2008, (c) 1989-2008 www.retainpro.com/supportfor latest release Registration # : RP-1161345 2007013 Cantilevered Retaining Wall Design Code: CBC 2007 Criteria Retained Height = Wall height above soil = Slope Behind Wall Height of Soil over Toe = Water height over heel = 8.75ft 0.00ft 2.00 : 1 0.00 in 0.0ft 1 Soil Data Allow Soil Bearing = 5,000.0 psf Equivalent Fluid Pressure Method Wind on Stem = 0.0 psf Vertical component of active lateral soil pressure options: USED for Soil Pressure. USED for Sliding Resistance. USED for Overturning Resistance. Heel Active Pressure Toe Active Pressure Passive Pressure Soil Density, Heel Soil Density, Toe Footing||Soil Friction Soil height to ignore for passive pressure 40.0 psf/ft 0.0 psf/ft = 350.0 psf/ft = 125.00 pcf 0.00 pcf = 0.360 = 0.00 in Footing Dimensions & Strengths | Toe Width ,Heel Width Total Footing Width Footing Thickness = Key Width Key Depth Key Distance from Toe = 0.00ft 5.00 5.00 14.00 in 12.00 in 42.00 in 4.00ft fc = 4,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As% = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Lateral Load Applied Lateral Load ...Height to Top ...Height to Bottom - to Stem 0.0 #/ft 0.00ft 0.00ft 1 Adjacent Footing Load Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Stem Weight Seismic Load Fp/Wp Weight Multiplier = 0.400 Adjacent Footing Load = 1,750.0 Ibs Footing Width = 2.75 ft Eccentricity = 6.00 in Wall to Ftg CL Dist = 5.83 ft Footing Type Line Load Base Above/Below Soil at Back of Wall ~ n Poisson's Ratio = 0.300 Added seismic base force 437.5 Ibs *Design Summary /Vail Stability 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 = 1 1.84 OK 1.53 OK 9,617 Ibs 13.20 in 4,580 psf OK 0 psf OK 5,000 pSf Allowable 4,785 psf 0 psf 0.0 psi OK 20.6 psi OK 100.6 osi liding Calcs (Vertical Component Used) Lateral Sliding Force = 3,932.0 Ibs less 67 % Passive Force = - 2,553.4 Ibs less 1 00% Friction Force - - Added Force Req'd = ....for 1.5 : 1 Stability = oad Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E 3,462.2 Ibs 0.0 Ibs OK 0.0 Ibs OK CBC 2007 1.200 1.600 1.600 1.600 1.000 Stem Construction Design Height Above Ftc Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at fb/FB + fa/Fa Total Force @ Section Moment.... Actual Moment Allowable Shear Actual Shear Allowable Wall Weight Rebar Depth 'd' | Top Stem ft = = = = = = _ lbs = ft-# = = psi = psi = = in = LAP SPLICE IF ABOVE in = LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = Masonry Data fm Fs Solid Grouting Use Full Stresses Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy psi = psi = = = = = = = = psi = psi = Stem OK 0.00 Concrete 10.00 # 6 12.00 Edge 0.770 3,724.5 11,184.8 14,526.4 40.7 100.6 125.0 7.63 20.93 9.39 Medium Weight ASD 4,500.0 60,000.0 Page:to G GOUV1S' Job* : 62303 Description.... This Wall in File: Dsgnr: GE Date: MAR 15,2011 N:\62303\Stacked Retaining Wall\Retain P Retain Pro 2007 , 16-Apr-2008, (c) 1989-2008 www.retainpro.com/support for latest release Registration # : RP-1161345 2007013 Cantilevered Retaining Wall Design Code: CBC 2007 Footing Design Results Factored Pressure Mu': Upward Mu': Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Toe 4,785 0 0 0 0.00 0.00 None Spec'd None Spec'd None Spec'd JHeel Opsf Oft-# Oft-# 9,271 ft-# 20.60 psi 100.62 psi 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: #4@ 12.50 in, #5@ 19.25 in, #6@ 27.25 in, #7@ 37.25 in, Summary of Overturning & Resisting Forces & Moments fc OVERTURNING Force Distance Moment tern Ibs ft ft-# Heel Active Pressure = 2,880.0 roe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = 614.5 <\dded Lateral Load L.oad @ Stem Above Soil = Seismic Stem Self Wt = 437.5 4.00 11,520.0 0.39 3.25 1,994.2 5.54 2,424.5 Total = 3,932.0 O.T.M. = 15,938.7 Resisting/Overturning Ratio = 1.84 Vertical Loads used for Soil Pressure = 9,617.2 Ibs Vertical component of active pressure used for soil pressure Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe _ Surcharge Over Toe _ Stem Weight(s) Earth @ Stem Transitions _ Footing Weigh! Key Weight Vert. Component _ Total = RESISTING Force Distance Ibs ft 4,557.3 542.5 583.9 1,093.8 875.0 525.0 1,439.7 9,617.2 2.92 3.61 3.33 0.00 0.42 2.50 4.50 5.00 Ibs R.M.= Moment ft-# 13,292.1 1,959.2 1 ,945.4 455.7 2,187.5 2,362.5 7,198.7 29,401.1 DESIGNER NOTES: 10.in Cone w/#6 @ 12.in o/c 2 1/2" 8'-9"8'-9" #0@0.in @Heel Designer select all horiz. reinf. See Appendix A • r •« — 4'-0" 5'-0" 5'-0" * r-0" *• "T r-2" 3'-6" 2. AdjFtgLoad = 1750.# Ecc.= 6.in from CL Pp= 2553.4* a GOUVIS i( , Title 3.Wall#1 0-Lower Wall typ. area Job* : 62303 Dsgnr: GE Description.... This Wall in File: N:\62303\Stacked etain Pro 2007 , 16-Apr-2008, (c) 1989-2008ww.retainpro.com/supportforiatestreiease Cantilevered Retaining Wall Design egistration#:RP-1161345 2007013 Paae: Date: OCT 13,2010 Retaining Wall\Retain P Code: CBC 2007 Criteria | Retained Height = 9.75 tt Slope Behind Wall = 2.00 : 1 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Wind on Stem = 0.0 psf Vertical component of active lateral soil pressure options: USED for Soil Pressure. USED for Sliding Resistance. USED for Overturning Resistance. 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 | Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in 'Design Summary 1 Wall Stability Ratios Overturning - 2.97 OK Sliding = 1.50 OK Total Bearing Load = 25,554 Ibs ...resultant ecc. = 9.09 in Soil Pressure @ Toe = 3,717 psf OK Soil Pressure @ Heel = 1 ,393 psf OK Allowable = 4.000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 3,949 psf ACI Factored @ Heel = 1 ,480 psf Footing Shear @ Toe = 3.7 psi OK Footing Shear @ Heel = 25.1 psi OK Allowable = 100.6 psi Hiding Calcs (Vertical Component Used) Lateral Sliding Force = 12, 340.5 Ibs less 67 % Passive Force = - 9,322.2 Ibs less 100% Friction Force = - 9,199.5 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 : 1 Stability = 0.0 Ibs OK Building Code CBC 2007 Dead Load 1 .200 Live Load 1 .600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1 .000 Soil Data | Footing Dimensions & Strengths | Allow Soil Bearing = 4,000.0 psf Toe Width Equivalent Fluid Pressure Method Heel Width 1.00ft 9.00 Heel Active Pressure = 81.0 psf/ft Total Footing Width = 10.00 Toe Active Pressure = 40.0 psf/ft Footing Thickness = 14.00 in Passive Pressure = 350.0 psf/ft Soil Density, Heel = 125.00 pcf jg™ = 12.00 in Soil Density, Toe 125.00 pcf Key Distance from Toe = 3.00ft Footing||Soil Friction = 0.360 ....... f c = 4,500 psi Fy = 60,000 psi r . A ^rt . Footing Concrete Density — 1 50.00 pcftor passive pressure — u.uu in ... . 0/ nrtrnoMm. As % — u.uuio Cover @ Top = 2.00 in @ Btm.= 3.00 in Lateral Load Applied to Stem jj Adjacent Footing Lateral Load = 00#/ft Adjacent Footing Load ...Height to Top = 0.00ft Footing Width ...Height to Bottom = 0.00ft Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio Stem Construction I Top stem 2nd Design Height Above Ftc ft= 5.75 0.00 Wall Material Above "Ht" = Concrete Concrete Thickness = 10.00 16.00 Rebar Size = #6 #7 Rebar Spacing = 8.00 8.00 Rebar Placed at = Edge Edge fb/FB + fa/Fa = 0.065 0.621 Total Force @ Section Ibs = 1 ,091 .7 1 0,963.7 Moment.... Actual ft-#= 1,393.5 32,601.4 Moment Allowable ft-#= 21,361.2 52,538.6 Shear Actual psi= 11.9 67.4 Shear Allowable psi= 100.6 100.6 Wall Weight psf= 125.0 200.0 Rebar Depth 'd' in = 7.63 13.56 LAP SPLICE IF ABOVE in = 20.93 30.68 LAP SPLICE IF BELOW in = 20.93 HOOK EMBED INTO FTG in = 6.57 Masonry Data fm psi = Fs psi = Solid Grouting = Use Full Stresses = Modular Ratio 'n' = Short Term Factor = Equiv. Solid Thick. = Masonry Block Type = Medium Weight Masonry Design Method = ASD Cunuiete Da Id fc psi= 4,500.0 4,500.0 Fy psi= 60,000.0 60,000.0 Load | 9,750.0 Ibs 5.00ft 10.00 in 7.00 ft Line Load -2.0 ft 0.300 G Title 3.Wall#10-Lower Wall typ. area Job* : 62303 Dsgnr: GE Description.... Page:. Date: OCT 13,2010 GOUVIS This Wall in File: N:\62303\Stacked Retaining WallVRetain P Retain Pro 2007 , 16-Apr-2008, (c) 1989-2008 www.retainpro.com/support for latest release Registration #: RP-116134S 2007013 Cantilevered Retaining Wall Design Code: CBC 2007 Footing Design Results Factored Pressure Mu': Upward Mu': Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Toe 3,949 1,934 105 1,829 3.69 100.62 None Spec'd None Spec'd None Spec'd Heel 1,480 psf Oft-# Oft-# 32,601 ft* 25.10 psi 100.62 psi Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: #4@ 3.75 in, #5@ 5.75 in, #6@ 8.25 in, #7@ 11.25 in, #8@ 14.50 in, #9@ 18.5 Key: #4@ 12.50 in, #5@ 19.25 in, #6@ 27.25 in, #7@ 37.25 in, Summary of Overturning & Resisting Forces & Moments OVERTURNINGForce Distance Moment tern Ibs ft ft-# Heel Active Pressure = 8,811.3 roe Active Pressure = -27.2 Surcharge Over Toe = °idjacent Footing Load = 3,556.4 '\dded Lateral Load = Load @ Stem Above Soil = 4.92 43,322.1 0.39 -10.6 3.29 11,697.4 Total = 12,340.5 O.T.M. = 55,008.9 Resisting/Overturning Ratio = 2.97 Vertical Loads used for Soil Pressure = 25,554.3 Ibs Vertical component of active pressure used for soil pressure Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe _ Surcharge Over Toe _ Stem Weight(s) Earth @ Stem Transitions _ Footing Weighl _ Key Weight Vert. Component _ Total = RESISTING Force Distance Ibs ft 9,343.8 1,836.8 5,160.1 1,650.0 250.0 1,750.0 1,162.5 4,401.1 25,554.3 Ibs 6.17 7.44 6.23 0.00 1.59 2.08 5.00 3.50 10.00 R.M.= 1 Moment ft-# 57,619.8 13,674.0 32,143.0 2,625.0 520.8 8,750.0 4,068.8 44,011.2 163,412.6 DESIGNER NOTES: tO.in Cone w/#6 @ 8.in o/c 16.in Cone w/#7 @ 8.in o/c #0@0.in @Toe Designer select#0@0.in a|| noriz reinf @ Heel See Appendix A 2.,dj Ftg Load = 9750J Ecc.= 10.in from CL Pp= 9322.2# 12340J 1393.4psf 3717.5psf Title 3aWall#10w/Seismic Job* : 62303 Dsgnr: Description.... GE Page:. Date: MAR 15,2011 Goims i This Wall in File: N:\62303\Stacked Retaining WallVRetain P Retain Pro 2007 , 16-Apr-2008, (c) 1989-2008 www.retainpro.com/support for latest release Registration # : RP-1161345 2007013 Cantilevered Retaining Wall Design Code: CBC 2007 -€ Criteria | Retained Height = Wall height above soil = Slope Behind Wall = Height of Soil over Toe = Water height over heel = 9.75ft 0.00ft 2.00 : 1 0.00 in 0.0ft Soil Data Allow Soil Bearing = 5,000.0 psf Equivalent Fluid Pressure Method Wind on Stem = 0.0 psf Vertical component of active lateral soil pressure options: USED for Soil Pressure. USED for Sliding Resistance. USED for Overturning Resistance. Heel Active Pressure Toe Active Pressure Passive Pressure Soil Density, Heel Soil Density, Toe Footing] |Soil Friction Soil height to ignore for passive pressure 81 .0 psf/ft 40.0 psf/ft 350.0 psf/ft 1 25.00 pcf 1 25.00 pcf 0.478— 0 m) Footing Dimensions & Strengths | Toe Width Heel Width Total Footing Width Footing Thickness = Key Width Key Depth = Key Distance from Toe = 1.00ft 9.00 10.00 14.00 in 12.00 in 93.00 in 3.00ft 0.00 fc = 4,500 psi Fy = Footing Concrete Density = Min. As % Cover @ Top = 2.00 in @ 60,000 psi 150.00 pcf 0.0018 Btm.= 3.00 in 337-- Surcharge Loads Lateral Load Applied to Stem Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Adjacent Footing Load Lateral Load ...Height to Top ...Height to Bottom 0.0 #/ft 0.00ft 0.00ft Axial Load Applied to Stem i Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Stem Weight Seismic Load *Design Summary 1 J 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 Stem Construction 0.400 g Added seismic base force Top Stem 2nd 11450.0 Ibs 5.00ft 10.00 in 7.00ft Line Load -2.0ft 0.300 660.0 Ibs Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. 2.78 OK 1.61 OK 26,454 Ibs 10.86 in Design Height Above Ftc Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at • Stem OK ft= 5.75 = Concrete 10.00 # 6 8.00 Edge Stem OK 0.00 Concrete 16.00 # 7 8.00 Edge Soil Pressure @ Toe = 4,082 psf OK Soil Pressure @ Heel = 1,209 psf OK Allowable = 5,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 4,411 psf ACI Factored @ Heel = 1,306 psf Footing Shear @ Toe = 4.1 psi OK Footing Shear @ Heel = 21.2 psi OK Allowable = 100.6 psi Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 13,620.6 Ibs less 67 % Passive Force = - 9,322.2 Ibs less 100% Friction Force = - 12,645.0 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5: 1 Stability = 0.0 Ibs OK Load Factors r^oiyu Lsaia — — _ fb/FB + fa/Fa Total Force @ Section Ibs = 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 = 0.084 1,301.3 1,795.4 21,361.2 14.2 100.6 125.0 7.63 20.93 20.93 0.717 12,461.2 37,667.6 52,538.6 76.6 100.6 200.0 13.56 30.68 6.57 Masonry Datafm psi = psi = Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2007 1.200 1.600 1.600 1.600 1.000 Fs Solid Grouting = Use Full Stresses = Modular Ratio 'n' = Short Term Factor = Equiv. Solid Thick. = Masonry Block Type = Masonry Design Method = Concrete Data f c psi = Fy psi = Medium Weight ASD 4,500.0 60,000.0 4,500.0 60,000.0 Title 3a Wall#10 w/Seismic Job# : 62303 Dsgnr: GE Description.... Page: Date: MAR 15,2011 GOUVK This Wall in File: N:\62303\Stacked Retaining WallVRetain P Retain Pro 2007 , 16-Apr-2008, (c) 1989-2008 www.retainpro.com/support for latest release Registration # : RP-1161345 2007013 Cantilevered Retaining Wall Design Code: CBC 2007 Footing Design Results | Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Toe Heel 4,41 1 1 ,306 psf 2,154 Oft-# 105 Oft-# 2,049 34,795 ft-# 4.15 21.22psi 100.62 100.62 psi = None Spec'd = None Spec'd = None Spec'd Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: #4@ 3.50 in, #5@ 5.50 in, #6@ 7.75 in, #7<@ Key: #4@ 12.50 in, #5@ 19.25 in, #6@ 27.25 in, >10.50in,#8@ 13.75 in, #9(5 (f7@ 37.25 in, J17.2 Summary of Overturning & Resisting Forces & Moments OVERTURNING Force Distance Moment Item Ibs ft ft-# Heel Active Pressure = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Stem Self Wt 8,811.3 -27.2 4,176.5 660.0 4.92 0.39 3.29 5.52 43,322.1 -10.6 13,736.9 3,642.5 Total = 13,620.6 O.T.M. = 60,691.0 Resisting/Overturning Ratio = 2.78 Vertical Loads used for Soil Pressure = 26,454.0 Ibs Vertical component of active pressure used for soil pressure Soil Over Heel Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe _ Surcharge Over Toe _ Stem Weight(s) Earth @ Stem Transitions _ Footing Weigh) Key Weight Vert. Component _ Total = RESISTING Force Distance Ibs ft 9,343.8 1,836.8 6,059.8 1,650.0 250.0 1,750.0 1,162.5 4,401.1 26,454.0 Ibs 6.17 7.44 6.23 0.00 1.59 2.08 5.00 3.50 10.00 R.M.= Moment ft-# 57,619.8 13,674.0 37,747.5 2,625.0 520.8 8,750.0 4,068.8 44,011.2 169,017.0 DESIGNER NOTES: 2. 10.in Cone w/ #6 @ 8.in o/c 16.in Cone w/ #7 @ 8.in o/c #0@0.in @Toe Designer select #0@0.in all horiz. reinf. <S> Heel See Appendix A ,dj Ftg Load = 11450.# Ecc.= 10.in from CL 13621.# Pp= 9322.2# 1208.8psf 4082.psf Page:. G GOUVIS Job# : 62303 Dsgnr: GE Date: NOV 8,2010 Description.... This Wall in File: N:\62303\Stacked Retaining WallVRetain P etain Pro 2007 , 16-Apr-2008, (c) 1989-2008ww.retainpro.com/supportforiatestreiease Cantilevered Retaining Wall Design Code: CBC 2007egistration#:RP-1161345 2007013 a a Criteria | Retained Height = 9.50 ft Wall height above soil = 0.00 ft Slope Behind Wall = 2.00 : 1 Height of Soil over Toe = 12. 00 in Water height over heel = 0.0 ft Wind on Stem = 0.0 psf Vertical component of active lateral soil pressure options: USED for Soil Pressure. USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads | Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem ^ Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in 'Design Summary I Wall Stability Ratios Overturning = 2.85 OK Sliding = 1.50 OK Total Bearing Load = 24,386 Ibs ...resultant ecc. = 9.67 in Soil Pressure @ Toe = 3,617 psf OK Soil Pressure @ Heel = 1 ,260 psf OK Allowable = 4,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 3,694 psf ACI Factored @ Heel = 1 ,287 psf Footing Shear @ Toe = 3.2 psi OK Footing Shear @ Heel = 38.9 psi OK Allowable = 1 00.6 psi Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 12,628.1 Ibs less 67 % Passive Force = - 10,213.8 Ibs less 1 00% Friction Force = - 8,778.9 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5: 1 Stability = 0.0 Ibs OK oad Factors Building Code CBC 2007 Dead Load 1 .200 Live Load 1 .600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 Soil Data | Footing Dimensions & Allow Soil Bearing - 4,000.0 psf Toe Width Equivalent Fluid Pressure Method Heel Width = Heel Active Pressure = 90.0 psf/ft Total Footing Width = Toe Active Pressure = 0.0 psf/ft Footing Thickness = Passive Pressure = 350.0 psf/ft Soil Density, Heel = 125.00 pcf g™ I Soil Density, Toe 0.00 pcf Key Distance from Toe = FootingNSoil Friction = 0.360 o -, i. u». • fc = 4,500 psi Fy =Soil height to ignore Footing Concrete Density = for passive pressure = 0.00 in Min. A, % Cover© Top = 2.00 in @ Lateral Load Applied to Stem | Adjacent Footing Load Lateral Load = 0.0#/ft Adjacent Footing Load - ...Height to Top = 0.00ft Footing Width ...Height to Bottom = 0.00ft Eccentricity Wall to Ftg CL Dist Footing Type at Back of Wall Poisson's Ratio = Stem Construction 1 Top stem 2nd Design Height Above Ftc ft = 5.50 0.00 Wall Material Above "Ht" = Concrete Concrete Thickness = 10.00 16.00 RebarSize = #6 #7 Rebar Spacing = 8.00 8.00 Rebar Placed at = Edge Edge fb/FB + fa/Fa = 0.073 0.581 Total Force @ Section lbs= 1,218.6 10,617.9 Moment.... Actual ft-#= 1,553.0 30,547.4 Moment Allowable ft-#= 21,361.2 52,538.6 Shear Actual psi= 13.3 65.2 Shear Allowable psi= 100.6 100.6 Wall Weight psf= 125.0 200.0 Rebar Depth 'd' in= 7.63 13.56 LAP SPLICE IF ABOVE in = 20.93 30.68 LAP SPLICE IF BELOW in = 20.93 HOOK EMBED INTO FTG in = 6.57 f m psi = Fs psi = Solid Grouting = Use Full Stresses Modular Ratio 'n' = Short Term Factor = Equiv. Solid Thick. = Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data fc psi= 4,500.0 4,500.0 Fy psi= 60,000.0 60,000.0 Strengths | 1.00ft 9.00 10.00 14.00 in 12.00 in 86.00 in 3.00ft 60,000 psi 150.00 pcf 0.0018 Btm.= 3.00 in I 9,750.0 Ibs 10.00ft 20.00 in 8.75ft Line Load -2.0ft 0.300 G Title 4.Wall#10Bio-Wall@Bioretention Job* : 62303 Dsgnr: GE Description.... Page: Date: NOV 8,2010 GOIJV1S, This Wall in File: N:\62303\Stacked Retaining Wall\Retain P Retain Pro 2007 , 16-Apr-2008, (c) 1989-2008www.retainpro.com/supportforiatestreiease Cantilevered Retaining Wall Design Registration # : RP-116134S 2007013 _ a Code: CBC 2007 Footing Design Results ractored Pressure = Mu' : Upward = Mu' : Downward = Mu: Design = \ctuaM-WayShear = Mlowl-WayShear = "oe Reinforcing = Heel Reinforcing = <ey Reinforcing = Summary of Toe 3,694 1,807 180 1,627 3.24 100.62 None Spec'd None Spec'd None Spec'd Overturning & Heel 1,287 0 0 30,547 38.89 100.62 psfft-#ft-#ft-# psi psi Resisting Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: #4@ 4.00 in, #5@ 6.25 in, #6@ 8.75 in, #7® 12.00 in, #8@ 15.75 in, #9@ 19.7 Key: #4@ 12.50 in, #5@ 19.25 in, #6@ 27.25 in, #7@ 37.25 in, Forces & Moments 1 Item OVERTURNING Force Distance Moment Ibs ft ft-# RESISTING Force Distance Moment Ibs ft ft-# Heel Active Pressure = 9,461.3 Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = 3,166.9 Added Lateral Load = Load @ Stem Above Soil = 4.83 0.72 3.03 45,729.4 9,587.1 Total = 12,628.1 O.T.M. = 55,316.4 Resisting/Overturning Ratio = 2.85 Vertical Loads used for Soil Pressure = 24,385.7 Ibs Vertical component of active pressure used for soil pressure Soil Over Heel = Sloped Soil Over Heel Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe . Surcharge Over Toe . Stem Weight(s) Earth @ Stem Transitions. Footing Weight Key Weight ~ Vert. Component . 9,104.2 1,836.8 4,040.5 1,600.0 250.0 1,750.0 1,075.0 4,729.2 Total = 24,385.7 Ibs 6.17 7.44 6.17 0.00 0.50 1.59 2.08 5.00 3.50 10.00 R.M.= 56,142.4 13,674.0 24,916.7 2,541.7 520.8 8,750.0 3,762.5 47,292.0 157,600.0 DESIGNER NOTES: 10.in Cone w/ #6 @ 8.in o/c 16.in Cone w/#7 @ 8.in o/c T-0"" -2 1/2" #0@0.in @Toe Designer select #0@0.in all horiz. reinf. @ Heel See Appendix A 2 1/2" 3'-o" r-o"6'-0" ££9'-0" 4'-0" 9'-6" 5'-6" r-2- 7'-2" Adj Ftg Load = 9750.# Ecc.= 20.in from CL Pp= 10214J 1259.9psf 3617.3psf G Title 4a WalhOBio w/Seismic@Bio Job* : 62303 Dsgnr: GE Description.... Page:. Date: MAR 15,2011 GOUVIS This Wall in File: N:\62303\Stacked Retaining Wall\Retain P Retain Pro 2007 ,16-Apr-2008, (c) 1989-2008 www.retainpro.com/support for latest release Registration #: RP-1161345 2007013 Cantilevered Retaining Wall Design Code: CBC 2007 Criteria Retained Height = Wall height above soil = Slope Behind Wall Height of Soil over Toe = Water height over heel = 9.50ft 0.00ft 2.00 : 1 12.00 in 0.0ft Soil Data Allow Soil Bearing = 4,000.0 psf Equivalent Fluid Pressure Method Wind on Stem = 0.0 psf Vertical component of active lateral soil pressure options: USED for Soil Pressure. USED for Sliding Resistance. USED for Overturning Resistance. Heel Active Pressure Toe Active Pressure Passive Pressure Soil Density, Heel Soil Density, Toe Footing||Soil Friction Soil height to ignore for passive pressure 90.0 psf/ft 0.0 psf/ft 350.0 psf/ft 125.00 pcf 0.00 pcf 0.478-<v 0.00 in( Footing Dimensions & Strengths | Toe Width Heel Width Total Footing Width Footing Thickness = Key Width Key Depth Key Distance from Toe = 1.00ft 9.00 10.00 14.00 in 12.00 in 86.00 in 3.00ft fc = 4,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min.As% = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Lateral Load Applied to Stem || | Adjacent Footing Load Lateral Load ...Height to Top ...Height to Bottom 0.0 #/ft 0.00ft 0.00ft Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Stem Weight Seismic Load *Design Summary l J J Fp / Wp Weight Multiplier 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 11450.0 Ibs 10.00ft 20.00 in 8.75ft Line Load -2.0ft 0.300 640.0 Ibs Stem Construction Top Stem 2nd Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. 2.68 OK 1.61 OK 25,090 Ibs 11.46 in Soil Pressure @ Toe = 3,946 psf OK Soil Pressure @ Heel = 1,072 psf OK Allowable = 4,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 4,094 psf ACI Factored @ Heel = 1,112 psf Footing Shear @ Toe = 3.6 psi OK Footing Shear @ Heel = 36.3 psi OK Allowable = 100.6 psi Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 13,820.3 Ibs less 67 % Passive Force = - 10,213.8 Ibs less 100% Friction Force = - 11,993.1 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5: 1 Stability = 0.0 Ibs OK Load Factors Design Height Above Ftc ft = Wall Material Above "Ht" Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = fb/FB + fa/Fa Total Force @ Section Ibs = 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 = Stem OK 5.50 Concrete 10.00 # 6 8.00 Edge 0.092 1,430.2 1,956.0 21,361.2 15.6 100.6 125.0 7.63 20.93 20.93 Stem OK 0.00 Concrete 16.00 # 7 8.00 Edge 0.666 11,976.2 34,995.8 52,538.6 73.6 100.6 200.0 13.56 30.68 HOOK EMBED INTO FTG in = Masonry Data fm 6.57 psi = psi = Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2007 1.200 1.600 1.600 1.600 1.000 Fs Solid Grouting = Use Full Stresses = Modular Ratio 'n' = Short Term Factor = Equiv. Solid Thick. = Masonry Block Type = Masonry Design Method = Concrete Data fc psi = Fy psi = Medium Weight ASD 4,500.0 60,000.0 4,500.0 60,000.0 G Title 4a WalMOBio w/Seismic@Bio Job* : 62303 Dsgnr: GE Description.... Page:. Date: MAR 15,2011 GOUVJS This Wall in File: N:\62303\Stacked Retaining Wall\Retain P Retain Pro 2007 , 16-Apr-2008. (c) 1989-2008 www.retainpro.com/support for latest release Registration # : RP-1161345 2007013 Cantilevered Retaining Wall Design Code: CBC 2007 Footing Design Results | Toe Heel Factored Pressure = 4,094 1,112 psf Mu1 : Upward = 1 ,997 0 ft-# Mu' : Downward = 180 0 ft-# Mu: Design = 1,817 32,286 ft-# Actual 1 -Way Shear = 3.64 36.35 psi Allow 1 -Way Shear = 100.62 100.62 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Summary of Overturning & Resisting Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: #4@ 3.75 in, #5@ 5.75 in, #6@ 8.25 in, #7@ 11.25 in, #8@ 14.75 in, #9@ 18.7 Key: #4@ 12.50 in, #5@ 19.25 in, #6@ 27.25 in, #7@ 37.25 in, Forces & Moments J Item OVERTURNING Force Distance Moment Ibs ft ft-# Heel Active Pressure = 9,461.3 4.83 45,729.4 Toe Active Pressure = 0.72 Surcharge Over Toe = Adjacent Footing Load = 3,719.0 3.03 11,258.7 Added Lateral Load = Load @ Stem Above Soil = Seismic Stem Self Wt = 640.0 5.40 3,456.7 Total RESISTING Force Distance Moment Ibs ft ft-# = 13,820.3 O.T.M. = 60,444.7 Resisting/Overturning Ratio = 2.68 Vertical Loads used for Soil Pressure = 25,090.2 Ibs Vertical component of active pressure used for soil pressure Soil Over Heel = Sloped Soil Over Heel Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe . Surcharge Over Toe . Stem Weight(s) ! Earth @ Stem Transitions. Footing Weigh) . Key Weight ~ Vert. Component . 9,104.2 1,836.8 4,745.0 1,600.0 250.0 1,750.0 1,075.0 4,729.2 Total = 25,090.2 6.17 7.44 6.17 0.00 0.50 1.59 2.08 5.00 3.50 10.00 Ibs R.M.= 56,142.4 13,674.0 29,261.1 2,541.7 520.8 8,750.0 3,762.5 47,292.0 161,944.4 DESIGNER NOTES: 10.in Cone w/ #6 @ 8.in o/c 16.in Cone w/ #7 @ 8. r-o1" i #0@0.in @Toe Di #0@0.in -c @ Heel Se n o/c 88^ jsigner select ill horiz. reinf. e Appendix A * * • * - ^ +-2 1/2" *• * * , *-2 1/2" r-o" 3'-0"r-o" • 6'-0" 9'-0" i 4'-0" 5'-6" 2" — ^ 3" \ t ' 7'-2" 9'-6" J 9'-6" 1 Adj FtgLoad = 11450.# Ecc.= 20.in from CL Pp=10214.# 1071.9psf 3946.1psf a GOUV1S " Title 5. Walls#1 8,23,24,25,33 Job* : 62303 Dsgnr: GE Description.... This Wall in File: N:\62303\Stacked etain Pro 2007 , 16-Apr-2008, (c) 1989-2008ww.retainpro.com/supportforiatestreiease CantJIevered Retaining Wall Designegistration#:RP-1161345 2007013 ° ° Criteria | Retained Height = 7.00 ft Wall height above soil = 0.00 ft Slope Behind Wall = 2.00 : 1 Height of Soil over Toe = 12.00 in Water height over heel = 0.0 ft Wind on Stem = 0.0 psf Vertical component of active lateral soil pressure options: USED for Soil Pressure. NOT USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads | Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem | Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in 'Design Summary 1 l/Vall Stability Ratios Overturning = 1.94 QK Sliding = 1.69 OK Total Bearing Load = 3,530 Ibs .. .resultant ecc. = 6.33 in Soil Pressure @ Toe = 1 ,336 psf OK Soil Pressure @ Heel = 233 psf OK Allowable = 3,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 982 psf ACI Factored @ Heel = 171 psf Footing Shear @ Toe = 9.8 psi OK Footing Shear @ Heel = 0.0 psi OK Allowable = 100.6 psi iliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 2,432.0 Ibs less 100% Passive Force = - 3,286.1 Ibs less 1 00% Friction Force = - 833.3 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 : 1 Stability = 0.0 Ibs OK oad Factors Building Code CBC 2007 Dead Load 1 .200 Live Load 1 .600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 Paqe: Date: FEB 8,2011 Retaining Wall\Retain P Code: CBC 2007 Soil Data | Footing Dimensions & Strengths | Allow Soil Bearing = 3,000.0 psf Toe Width Equivalent Fluid Pressure Method Heel Width 3.50ft 1.00 Heel Active Pressure = 76.0 psf/ft Total Footing Width = 4.50 Toe Active Pressure = 0.0 psf/ft Footing Thickness = 12.00 in Passive Pressure = 350.0 psf/ft Soil Density, Heel = 125.00pcf jgJJ* I £«JJ Soil Density, Toe 125.00 pcf Key Distance from Toe = 3.50ft Footing||Soil Friction = 0.360„ f c = 4,500 psi Fy = 60,000 psi for passive pressure = 0.00 in ... . 0/ n nnHOMin. As % = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Lateral Load Applied to Stem | Adjacent Footing Lateral Load = 0.0#/ft Adjacent Footing Load ...Height to Top = 0.00ft Footing Width ...Height to Bottom = 0.00ft Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio Stem Construction I Top stem 2nd Design Height Above Ftc ft= 3.33 0.00 Wall Material Above "Ht" = Masonry Masonry Thickness = 8.00 12.00 Rebar Size = #4 #5 Rebar Spacing = 16.00 8.00 Rebar Placed at = Edge Edge fb/FB + fa/Fa = 0.525 0.705 Total Force @ Section Ibs = 51 1 .8 1 ,862.0 Moment.... Actual ft-#= 626.1 4,344.7 Moment Allowable ft-#= 1,193.2 6,158.6 Shear Actual psi= 8.0 17.5 Shear Allowable psi= 38.7 38.7 Wall Weight psf= 78.0 124.0 Rebar Depth 'd' in= 5.25 9.00 LAP SPLICE IF ABOVE in = 24.00 30.00 LAP SPLICE IF BELOW in = 24.00 HOOK EMBED INTO FTG in = 6.00 Masonry Data fm psi= 1,500 1,500 Fs psi= 20,000 20,000 Solid Grouting = Yes Yes Use Full Stresses = Yes Yes Modular Ratio 'n' = 21.48 21.48 Short Term Factor = 1 .000 1 .000 Equiv. Solid Thick. in= 7.60 11.60 Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data f c psi = Fy psi = Load | 0.0 Ibs 0.00ft 0.00 in 0.00 ft Line Load 0.0ft 0.300 Page:. Q Job# : 62303 Description.... GOUVIS ^ _ ^ at This Wall in File: Retain Pro 2007 , 16-Apr-2008, (c) 1989-2008www.retainpro.com/supportforiatestreiease Cantilevered Retaining Wall Design Registration #:RP-1 161 345 2007013 Footing Design Results | Toe Heel Factored Pressure = 982 1 71 psf Mu' : Upward = 5,320 0 ft-# Mu' : Downward = 2,320 0 ft-# Mu: Design = 3,000 Oft-# Actual 1 -Way Shear = 9.83 0.00 psi Allow 1 -Way Shear = 100.62 0.00 psi Other Acceptable Sizes & Spacings Toe Reinforcing = None Spec'd Toe: Not req'd, Mu < S * Fr Heel Reinforcing = None Spec'd Heel: Not req'd, Mu < S * Fr Key Reinforcing = None Spec'd Key: #4@ 12.50 in, #5@ 19.25 in, #6@ 27.25 Dsgnr: GE Date: FEB 8,2011 N:\62303\Stacked Retaining Wall\Retain P Code: CBC 2007 in, #7@ 37.25 in, Summary of Overturning & Resisting Forces & Moments | OVERTURNING Force Distance Moment Item Ibs ft ft-# Heel Active Pressure = 2,432.0 2.67 6,485.3 Soil Over Heel Toe Active Pressure = 0.67 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = Load @ Stem Above Soil = Soil Over Toe _ Surcharge Over Toe _ Stem Weight(s) Total = 2,432.0 O.T.M. = 6,485.3 Footing Weight ~ Resisting/Overturning Ratio = 1.94 Key Weight Vertical Loads used for Soil Pressure = 3,530.0 Ibs Vert. Component Total =Vertical component of active pressure used for soil pressure RESISTING Force Distance Moment Ibs ft ft-# 4.50 4.50 0.00 437.5 1.75 765.6 699.2 3.93 2,749.0 152.9 4.33 662.6 675.0 2.25 1,518.8 350.0 4.00 1,400.0 1,215.4 4.50 5,469.4 3,530.0 Ibs R.M.= 12,565.4 DESIGNER NOTES: ! 16.in o/c Solid Grout, Spc Insp r-0" #0@0.in @Toe Designer select #0@0.in a|| noriz reinf @ Heel See Appendix A Pp=3286.1# 232.61 psf 1336.3psf GOUVIS Title 5aWalls#18,23,24,25,33 w/Seismic Page: Job# : 62303 Dsgnr: GE Date: MAR 15,2011 Description.... This Wall in File: N:\62303\Stacked Retaining Wall\Retain P Retain Pro 2007 , 16-Apr-2008, (c) 1989-2008www.retainpro.com/supportforiatestreiease Cantilevered Retaining Wall Design Registration # : RP-1161345 2007013 a Code: CBC 2007 Criteria | Retained Height = Wall height above soil = Slope Behind Wall = Height of Soil over Toe = Water height over heel = 7.00ft 0.00ft 2.00 : 1 12.00 in 0.0ft Soil Data _| | Footing Dimensions & Strengths fc Allow Soil Bearing = 3,000.0 psf Equivalent Fluid Pressure Method Wind on Stem = 0.0 psf Vertical component of active lateral soil pressure options: USED for Soil Pressure. NOT USED for Sliding Resistance. USED for Overturning Resistance. Heel Active Pressure Toe Active Pressure Passive Pressure Soil Density, Heel Soil Density, Toe Footing||Soil Friction Soil height to ignore for passive pressure 76.0 psf/ft 0.0 psf/ft = 350.0 psf/ft = 125.00 pcf 125.00 pcf = 0.360 = 0.00 in Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe 3.50ft 1.00 4.50 12.00 in 12.00 in 28.00 in 3.50ft fc = 4,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As% = 0.0018 Cover® Top = 2.00 in @ Btm.= 3.00 in Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning I [ Lateral Load Applied to Stem | [Adjacent Footing Load Lateral Load ...Height to Top ...Height to Bottom o.o #/ft 0.00 ft 0.00ft Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in 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 Ibs 0.00ft 0.00 in 0.00ft Line Load 0.0ft 0.300 SteriWeightSeismicLoa 'Design Summary Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultantecc. 1.72 OK 1.57 OK 3,530 Ibs 9.10 in , / Wp Weight Multiplier Stem Construction Design Height Above Ftc Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at = 0.400 gy Added seismic base force 198.6 Ibs ~fc Top Stem ft= 3.33 = Masonry 8.00 # 4 16.00 = Edge 2nd Stem OK 0.00 Masonry 12.00 # 5 8.00 Edge Soil Pressure @ Toe = 1,577 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 3,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe ACI Factored @ Heel Footing Shear @ Toe = Footing Shear @ Heel = Allowable = 1,159 psf 0 psf 11.2 psi OK 0.0 psi OK 100.6 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 2,630.6 Ibs less 100% Passive Force = - 3,286.1 Ibs less 100% Friction Force = - 833.3 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 : 1 Stability = 0.0 Ibs OK Load Factors fb/FB +fa/Fa = 0.650 0.805 Total Force @ Section lbs= 593.1 2,060.6 Moment....Actual ft-#= 775.3 4,959.8 Moment Allowable ft-#= 1,193.2 6,158.6 Shear Actual psi= 9.2 19.1 Shear Allowable psi= 38.7 38.7 Wall Weight psf= 78.0 124.0 Rebar Depth 'd' in= 5.25 9.00 LAP SPLICE IF ABOVE in= 24.00 30.00 LAP SPLICE IF BELOW in = 24.00 HOOK EMBED INTO FTG in = 6.00 Masonry Data fm psi = psi = Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2007 1.200 1.600 1.600 1.600 1.000 Fs Solid Grouting Use Full Stresses Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type = Masonry Design Method = Concrete Data f c psi = Fy psi = m = 1,500 20,000 Yes Yes 21.48 1.000 7.60 Medium Weight ASD 1,500 20,000 Yes Yes 21.48 1.000 11.60 G GOUVTSWOI IMS Title 5aWalls#18,23,24,25,33 w/Seismic Page: Job* ; 62303 Dsgnr: GE Date: MAR 15,2011 Description.... This Wall in File: N:\62303\Stacked Retaining Wall\Retain P Retain Pro 2007 , 16-Apr-2008, (c) 1989-2008www.retainpro.com/supportforiatestreiease Cantilevered Retaining Wall Design Registration # : RP-1161345 2007013 Code: CBC 2007 Footing Design Results Factored Pressure Mu': Upward Mu': Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing To 1,159 5,874 2,320 3,554 11.18 100.62 None Spec'd None Spec'd None Spec'd J 0 psf OfM* Oft-# Oft-# 0.00 psi 0.00 psi Other Acceptable Sizes & Spacings Toe: #4@ 13.25 in, #5® 20.50 in, #6@ 29.00 in, #7@ 39.25 in, #8@ 48.25 in, #9@ 4 Heel: Not req'd, Mu < S * Fr Key: #4@ 12.50 in, #5@ 19.25 in, #6@ 27.25 in, #7@ 37.25 in, Summary of Overturning & Resisting Forces & Moments OVERTURNING Force Distance Moment tern Ibs ft ft-# Heel Active Pressure = 2,432.0 roe Active Pressure = Surcharge Over Toe = 'Adjacent Footing Load = \dded Lateral Load _oad @ Stem Above Soil = Seismic Stem Self Wt = 198.6 2.67 6,485.3 0.67 4.10 813.7 Total = 2,630.6 O.T.M. = 7,299.1 Resisting/Overturning Ratio = 1 .72 Vertical Loads used for Soil Pressure = 3,530.0 Ibs Vertical component of active pressure used for soil pressure Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe _ Surcharge Over Toe _ Stem Weight(s) Earth @ Stem Transitions _ Footing Weigh! Key Weight Vert. Component _ Total = RESISTING Force Distance Ibs ft 437.5 699.2 152.9 675.0 350.0 1,215.4 3,530.0 Ibs 4.50 4.50 0.00 1.75 3.93 4.33 2.25 4.00 4.50 R.M.= 1 Moment ft-# 765.6 2,749.0 662.6 1,518.8 1,400.0 5,469.4 12,565.4 DESIGNER NOTES: r-o" S.in Mas w/#4@ 16.ino/c Solid Grout, Spc Insp #0@0.in @Toe Designer select #0@0.in a|| norlz reinf @ Heel See Appendix A Pp= 3286.1# 1577.4psf G GOUV1S Title 6.Wall#7 @Bioretention Job* : 62303 Dsgnr: GE Da Description.... This Wall in File: N:\62303\Stacked Retain Paae: te: MAR 15,2011 ing Wall\Retain P Btain Pro 2007 , 16-Apr-2008, (c) 1989-2008ww.retainpro.com/supportforiatestreiease Cantilevered Retaining Wall Design Code: CBC 2007egistration#:RP-1161345 2007013 ° ° Criteria | Retained Height = 9.50 ft Wall height above soil = 0.00 ft Slope Behind Wall = 2.00 : 1 Height of Soil over Toe = 12. 00 in Water height over heel = 0.0 ft Wind on Stem = 0.0 psf Vertical component of active lateral soil pressure options: USED for Soil Pressure. USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads | Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem | Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in 'Design Summary | Mall Stability Ratios Overturning = 2.85 OK Sliding = 1.50 OK Total Bearing Load = 24,386 Ibs ...resultant ecc. = 9.67 in Soil Pressure @ Toe = 3,617 psf OK Soil Pressure @ Heel = 1 ,260 psf OK Allowable = 4,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 3,694 psf ACI Factored @ Heel = 1 ,287 psf Footing Shear @ Toe = 3.2 psi OK Footing Shear @ Heel = 38.9 psi OK Allowable = 100.6 psi tiding Calcs (Vertical Component Used) Lateral Sliding Force = 12,628.1 Ibs less 67 % Passive Force = -10,213.8 Ibs less 100% Friction Force = - 8,778.9 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 : 1 Stability = 0.0 Ibs OK oad Factors Building Code CBC 2007 Dead Load 1 .200 Live Load 1 .600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 Soil Data | Footing Dimensions & Allow Soil Bearing - 4,000.0 psf Toe Width Equivalent Fluid Pressure Method Heel Width = Heel Active Pressure = 90.0 psf/ft Total Footing Width = Toe Active Pressure = 0.0 psf/ft Footing Thickness Passive Pressure = 350.0 psf/ft Soil Density, Heel = 125.00 pcf Ke^Defth = Soil Density, Toe 0.00 pcf Key Distance from Toe = Footing||Soil Friction = 0.360 ....... f c = 4,500 psi Fy =Soil height to ignore Footing Concrete Density =for passive pressure = 0.00 in ... .a „. 'Mm. AS /o - Cover® Top = 2.00 in @ Strengths | 1.00ft 9.00 10.00 14.00 in 12.00 in 86.00 in 3.00ft 60,000 psi 150.00 pcf 0.0018 Btm.= 3.00 in Lateral Load Applied to Stem | Adjacent Footing Load | Lateral Load = 0.0#/ft Adjacent Footing Load = ...Height to Top = 0.00ft Footing Width ...Height to Bottom = 0.00ft Eccentricity Wall to Ftg CL Dist Footing Type at Back of Wall Poisson's Ratio = Stem Construction | Top stem 2nd Design Height Above Ftc ft= 5.50 0.00 Wall Material Above "Ht" = Concrete Concrete Thickness = 10.00 16.00 Rebar Size = #6 #7 Rebar Spacing = 8.00 8.00 Rebar Placed at = Edge Edge fb/FB + fa/Fa = 0.073 0.581 Total Force @ Section lbs= 1,218.6 10,617.9 Moment.... Actual ft-#= 1,553.0 30,547.4 Moment Allowable ft-#= 21,361.2 52,538.6 Shear Actual psi= 13.3 65.2 Shear Allowable psi= 100.6 100.6 Wall Weight psf= 125.0 200.0 Rebar Depth 'd1 in = 7.63 13.56 LAP SPLICE IF ABOVE in= 20.93 30.68 LAP SPLICE IF BELOW in = 20.93 HOOK EMBED INTO FTG in = 6.57 Masonry Data fm psi = Fs psi = Solid Grouting = Use Full Stresses = Modular Ratio 'n' = Short Term Factor = Equiv. Solid Thick. = Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data fc psi= 4,500.0 4,500.0 Fy psi= 60,000.0 60,000.0 9,750.0 Ibs 10.00ft 20.00 in 8.75ft Line Load -2.0ft 0.300 G Title 6.Wall#7 ©Bioretention Job* : 62303 Dsgnr: GE Description.... Page:. Date: MAR 15,2011 GOUVIS This Wall in File: N:\62303\Stacked Retaining WallXRetain P Retain Pro 2007 , 16-Apr-2008, (c) 1989-2008 www.retainpro.com/support for latest release Registration #: RP-1161345 2007013 Cantilevered Retaining Wall Design Code: CBC 2007 Footing Design Results Factored Pressure Mu' : Upward Mu': Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Toe 3,694 1,807 180 1,627 Heel 1,287 psf Oft-# Oft-# 30,547 ft-# 3.24 38.89 psi 100.62 100.62 psi None Spec'd None Spec'd None Spec'd Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: #4@ 4.00 in, #5@ 6.25 in, #6@ 8.75 in, #7@ 12.00 in, #8@ 15.75 in, Key: #4@ 12.50 in, #5@ 19.25 in, #6@ 27.25 in, #7® 37.25 in, 19.7 Summary of Overturning & Resisting Forces & Moments Item ..... OVERTURNING ..... Force Distance Moment Ibs ft ft-# ..... RESISTING .....Force Distance Ibs ft Heel Active Pressure = 9,461.3 Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = 3,166.9 Added Lateral Load = Load @ Stem Above Soil = 4.83 0.72 3.03 45,729.4 9,587.1 Total = 12,628.1 O.T.M. = 55,316.4 Resisting/Overturning Ratio = 2.85 Vertical Loads used for Soil Pressure = 24,385.7 Ibs Vertical component of active pressure used for soil pressure Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe _ Surcharge Over Toe _ Stem Weight(s) Earth @ Stem Transitions _ Footing Weight _ Key Weight Vert. Component _ 9,104.2 1 ,836.8 4,040.5 1,600.0 250.0 1,750.0 1,075.0 4,729.2 Total = 24,385.7 Ibs 6.17 7.44 6.17 0.00 0.50 1.59 2.08 5.00 3.50 10.00 R.M.= Moment 56,142.4 13,674.0 24,916.7 2,541.7 520.8 8,750.0 3,762.5 47,292.0 157,600.0 DESIGNER NOTES: 10.in Cone w/ #6 @ 8.in o/c 16. in Cone w/ #7 @ 8. in o/c i #0@0.in @Toe 1 <$^ Designer select #0@0.in all horiz. reinf. @ Heel See Appendix A * • * -* * ' 'i i i W •*-2 1/2" *• * I *-2 1/2" r-0" 3'-0" • * 6'-0" 9'-0" I 4'-0" 1 i 5'-6" 2" *~T r-2"' I y, f ' r-2" j 9'-6" i 9'-6" Adj Ftg Load = 9750.# Ecc.= 20.in from CL Pp= 10214J 1259.9psf 3617.3psf G Title 6a. Wall#7 w/Seismic Job* : 62303 Dsgnr: GE Description.... Page:. Date: MAR 15,2011 GOUV1& This Wall in File: N:\62303\Stacked Retaining Wall\Retain P Retain Pro 2007 , 16-Apr-2008, (c) 1989-2008www.retainpro.com/supportfonatestreiease Cantilevered Retaining Wall Design Registration # : RP-1161345 2007013 _ °Code: CBC 2007 Criteria | Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe = Water height over heel = 9.50ft 0.00ft 2.00 : 1 12.00 in 0.0ft Wind on Stem = 0.0 psf Vertical component of active lateral soil pressure options: USED for Soil Pressure. USED for Sliding Resistance. USED for Overturning Resistance. Soil Data Allow Soil Bearing 1 = 4,000.0 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 90.0 psf/ft 0.0 psf/ft = 350.0 psf/ft = 125.00 pcf 0.00 pcf = 0.478 «v = 0.00 in ( * Footing Dimensions & Toe Width Heel Width Total Footing Width = Footing Thickness = Key Width Key Depth = Key Distance from Toe = fc = 4,500 psi Fy = Footing Concrete Density = Min. As % = tl*l<T*ttyCover@Top = 2.00 in @ Strengths ~| 1.00ft 9.00 10.00 14.00 in 12.00 in 86.00 in 3.00ft 60,000 psi 150. 00 pcf 0.0018 Btm.= 3.00 in Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Lateral Load Applied to Stem | Lateral Load ...Height to Top ...Height to Bottom 0.0 #/ft 0.00 ft 0.00 ft Adjacent Footing Load Axial Load Applied to Stem || Axial Dead Load = Axial Live Load = Axial Load Eccentricity = 0.0 Ibs 0.0 Ibs 0.0 in Stem Weight Seismic Load | Fp / wp Weight Multiplier Adjacent Footing Load = 11450.0 Ibs Footing Width = 10.00ft Eccentricity = 20.00 in Wall to Ftg CL Dist = 8.75 ft Footing Type Line Load Base Above/Below Soil at Back of Wall ~ ° Poisson's Ratio = 0.300 = 0.400 g Added seismic base force 640.0 Ibs *Design Summary 1 Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. 2.68 OK 1.61 OK 25,090 Ibs 11.46 in Soil Pressure @ Toe = 3,946 psf OK Soil Pressure @ Heel = 1,072 psf OK Allowable = 4,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 4,094 psf AC I Factored @ Heel = 1,112 psf Footing Shear @ Toe = 3.6 psi OK Footing Shear @ Heel = 36.3 psi OK Allowable = 100.6 psi Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 13,820.3 Ibs less 67 % Passive Force = -10,213.8 Ibs less 100% Friction Force = - 11,993.1 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5: 1 Stability = 0.0 Ibs OK Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E Stem Construction | Design Height Above Ftc ft Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at rift^inn ftitiL/COl^ll LsdLd fb/FB + fa/Fa Total Force @ Section Ibs 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 Masonry Datafm psi Fs psi Solid Grouting Top Stem Stem OK 5.50 = Concrete 10.00 # 6 8.00 = Edge 0.092 = 1,430.2 1,956.0 = 21,361.2 15.6 100.6 125.0 7.63 20.93 = 20.93 = = = = 2nd Stem OK 0.00 Concrete 16.00 # 7 8.00 Edge 0.666 11,976.2 34,995.8 52,538.6 73.6 100.6 200.0 13.56 30.68 6.57 CBC 2007 1.200 1.600 1.600 1.600 1.000 Use Full Stresses : Modular Ratio 'n' = Short Term Factor = Equiv. Solid Thick. : Masonry Block Type : Masonry Design Method = Concrete Data f c psi = Fy psi = Medium Weight ASD 4,500.0 60,000.0 4,500.0 60,000.0 <i Title 6a. Wall#7 w/Seismic Job# : 62303 Dsgnr: GE Description.... Page:. Date: MAR 15,2011 COUNTS This Wall in File: N:\62303\Stacked Retaining Wall\Retain P Retain Pro 2007 , 16-Apr-2008, (c) 1989-2008www.retainpro.com/supportforiatestreiease Cantilevered Retaining Wall Design Registration # : RP-116134S 2007013 _ °Code: CBC 2007 Footing Design Results Factored Pressure Mu': Upward Mu': Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Toe 4,094 1,997 180 1,817 Heel 1,112 psf Oft-# Oft-# 32,286 ft-# 3.64 36.35 psi 100.62 100.62 psi None Spec'd None Spec'd None Spec'd Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: #4@ 3.75 in, #5@ 5.75 in, #6@ 8.25 in, #7@ 11.25 in, #8@ 14.75 in, Key: #4@ 12.50 in, #5@ 19.25 in, #6@ 27.25 in, #7@ 37.25 in, 18.7 ^Summary of Overturning & Resisting Forces & Moments OVERTURNING Item Heel Active Pressure Toe Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil Seismic Stem Self Wt Total Resisting/Overturning = = = = = = = = Force Ibs 9,461.3 3,719.0 640.0 13,820.3 Distance ft 4.83 0.72 3.03 5.40 O.T.M. = Ratio Vertical Loads used for Soil Pressure = 25,090 Moment ft-# 45,729.4 11,258.7 3,456.7 60,444.7 2.68 2 Ibs Vertical component of active pressure used for soil pressure Soil Over Heel Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe _ Surcharge Over Toe _ Stem Weight(s) Earth @ Stem Transitions. Footing Weigh) _ Key Weight Vert. Component _ Total = RESISTINGForce Ibs 9,104.2 1,836.8 4,745.0 1,600.0 250.0 1,750.0 1,075.0 4,729.2 25,090.2 Distance ft 6.17 7.44 6.17 0.00 0.50 1.59 2.08 5.00 3.50 10.00 Ibs R.M.= Moment ft-# 56,142.4 13,674.0 29,261.1 2,541.7 520.8 8,750.0 3,762.5 47,292.0 161,944.4 DESIGNER NOTES: 2. 16. in Cone w/ #7 @ 8. in o/c 1'-0"'' #0@0.in @Toe §^ Designer select #0@0.in all horiz. reinf. @ Heel See Appendix A * * *-2 1/2" !» t *• * ••-2 1/2" r-0" 3'-0"r-o" * 6'-0" 9'-0" 1 4'-0" 5'-6" 2" — * 3" 1 t J 7'-2" / 9'-6" 1 9'-6" i AdjFtgLoad = 11450.# Ecc.= 20.in from CL Pp=10214.# 1071.9psf 3946.1psf Title : 7.Wall#8 @Bioretention Page:. G GOUV1S •-. . ' Job* : 62303 Dsgnr: GE Description.... This Wall in File: N:\62303\Stacked etain Pro 2007 , 16-Apr-2008, (c) 1989-2008ww.retainpro.com/supportforiatestreiease Cantilevered Retaining Wall Designegistration # : RP-1 161345 2007013 ° ° Criteria | Retained Height = 4.00 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00 : 1 Height of Soil over Toe = 1 2.00 in Water height over heel = 0.0 ft Wind on Stem = 0.0 psf Vertical component of active lateral soil pressure options: USED for Soil Pressure. USED for Sliding Resistance. USED for Overturning Resistance. 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 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in 'Design Summary 1 /Vail Stability Ratios Overturning = 3.13 OK Sliding = 2.82 OK Total Bearing Load = 2,239 Ibs ...resultantecc. = 3.89 in Soil Pressure @ Toe = 1 ,230 psf OK Soil Pressure @ Heel = 263 psf OK Allowable = 3,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1 ,384 psf ACI Factored @ Heel = 296 psf Footing Shear @ Toe = 0.0 psi OK Footing Shear @ Heel = 6.9 psi OK Allowable = 100.6 psi liding Calcs (Vertical Component Used) Lateral Sliding Force = 660.0 Ibs less 67 % Passive Force = - 1,055. 3 Ibs less 100% Friction Force = - 805.9 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5: 1 Stability = 0.0 Ibs OK oad Factors Building Code CBC 2007 Dead Load 1 .200 Live Load 1 .600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1 .000 Date: MAR 15,2011 Retaining Wall\Retain P Code: CBC 2007 Soil Data | Footing Dimensions & Strengths | Allow Soil Bearing = 3,000.0 psf Toe Width Equivalent Fluid Pressure Method Heel Width 0.50ft 2.50 Heel Active Pressure = 40.0 psf/ft Total Footing Width = 3.00 Toe Active Pressure = 0.0 psf/ft Footing Thickness = 12 00 in Passive Pressure = 350.0 psf/ft Soil Density Hee, = 125.00 pcf %™* ! ™* Soil Density, Toe 0.00 pcf Key Distance from Toe = 0.50ft Footing||Soil Friction = 0.360 c -i h ' ht t • fc = 4, 500 psi Fy = 60,000 psi for passive pressure = 0.00 in ... ... nnX^oMm. AS To — U.UUlo Cover® Top = 2.00 in @ Btm.= 3.00 in Lateral Load Applied to Stem | Adjacent Footing Lateral Load = 00#/ft Adjacent Footing Load ...Height to Top = 0.00ft Footing Width ...Height to Bottom = 0.00ft Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio Stem Construction | Top stem Design Height Above Ftc ft= o.OO Wall Material Above "Ht" = Concrete Thickness = 10.00 Rebar Size = #5 Rebar Spacing = 16.00 Rebar Placed at = Edge fb/FB + fa/Fa = 0.130 Total Force @ Section Ibs = 716.8 Moment.... Actual ft-#= 1,092.3 Moment Allowable = 8,406.7 Shear Actual psi= 7.3 Shear Allowable psi= 100.6 Wall Weight = 125.0 Rebar Depth 'd1 in= 8.19 LAP SPLICE IF ABOVE in = 1 7.44 LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = 7.83 Masonry Data f m psi = Fs psi = Solid Grouting = Use Full Stresses = Modular Ratio 'n' = Short Term Factor = Equiv. Solid Thick. = Masonry Block Type = Medium Weight Masonry Design Method = ASD fc psi= 4,500.0 Fy psi = 60,000.0 Load | 0.0 Ibs 0.00 ft = 0.00 in 0.00 ft Line Load 0.0ft 0.300 Q Title 7.Wall#8 @Bioretention Job* : 62303 Dsgnr: GE Description.... Page:. Date: MAR 15,2011 GOUVIS This Wall in File: N:\62303\Stacked Retaining Wall\Retain P Retain Pro 2007 , 16-Apr-2008, (c) 1989-2008 www.retainpro.com/support for latest release Registration # : RP-1161345 2007013 Cantilevered Retaining Wall Design Code: CBC 2007 Footing Design Results || Toe Heel Factored Pressure = 1 ,384 296 psf Mu1 : Upward = 165 691 ft-# Mu' : Downward = 41 1,675ft-# Mu: Design = 124 985 ft-# Actual 1 -Way Shear = 0.00 6.95 psi Allow 1 -Way Shear = 100.62 100.62 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Summary of Overturning & Resisting Other Acceptable Sizes Toe: Not req'd, Mu < S Heel: Not req'd, Mu < S Key: Not req'd, Mu < S Forces & Moments & Spacings *Fr *Fr *Fr 1 Item OVERTURNING Force Distance Moment Ibs ft ft-# Heel Active Pressure = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = 660.0 1.87 0.67 1,233.3 Total = 660.0 O.T.M. = 1,233.3 Resisting/Overturning Ratio = 3.13 Vertical Loads used for Soil Pressure = 2,238.7 Ibs Vertical component of active pressure used for soil pressure Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = 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-# 833.3 2.17 1,805.6 166.7 2.17 361.1 0.00 0.25 0.92 1.50 1.00 3.00 Total = 2,238.7 Ibs R.M.= 3,866.1 500.0 450.0 150.0 138.7 458.3 675.0 150.0 416.1 DESIGNER NOTES: 10.in Cone w/ #5 @ 16.in o/c r-o-* #0@0.in @Toe #0@0.in @Heel 3/4" 2" Ii Designer select all horiz. reinf. See Appendix A r-o"r-6" 6" 2'-6" 4'-0"4'-0" r-o" 100-psf 660.# 1229.8psf Page:. G GOUVIS Job# : 62303 Description.... This Wall in Retain Pro 2007 , 16-Apr-2008, (c) 1989-2008www.retainpro.com/supportforiatestreiease CantNevered Retaining Wall DesignRegistration # : RP-1 161 345 2007013 Dsgnr: GE Date: MAR 15,2011 File: N:\62303\Stacked Retaining Wall\Retain P Code: CBC 2007 Criteria | Retained Height = 4.00 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00 : 1 Height of Soil over Toe = 12.00 in Water height over heel = 0.0 ft Wind on Stem = 0.0 psf Vertical component of active lateral soil pressure options: USED for Soil Pressure. USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads fc 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 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Stem Weight Seismic Load fc F 'Design Summary fc Wall Stability Ratios Overturning = 2.11 OK Sliding = 2.16 OK Total Bearing Load = 2,239 Ibs ... resultant ecc. = 7.10 in Soil Pressure @ Toe = 1 ,644 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 3,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1 ,850 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 0.0 psi OK Footing Shear @ Heel = 9.9 psi OK Allowable = 100.6 psi Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 860.0 Ibs less 67 % Passive Force = - 1 ,055.3 Ibs less 100% Friction Force = - 805.9 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 : 1 Stability = 0.0 Ibs OK Load Factors Building Code CBC 2007 Dead Load 1 .200 Live Load 1 .600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 Soil Data fc Allow Soil Bearing = 3,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 40.0 psf/ft Toe Active Pressure = 0.0 psf/ft Passive Pressure = 350.0 psf/ft Soil Density, Heel = 125.00 pcf Soil Density, Toe 0.00 pcf Footing||Soil Friction = 0.360 Soil height to ignore for passive pressure = 0.00 in Lateral Load Applied to Stem fc Lateral Load = 0.0 #/ft ...Height to Top = 0.00ft ...Height to Bottom = 0.00ft "VNp / Wp Weight Multiplier = 0.400 g Stem Construction fc Top stem Footing Dimensions & Toe Width - Heel Width Total Footing Width Footing Thickness = Key Width Key Depth = Key Distance from Toe = fc = 4,500 psi Fy = Footing Concrete Density = Min. As % Cover® Top = 2.00 in @ Adjacent Footing Load Adjacent Footing Load Footing Width = Eccentricity = Wall to Ftg CL Dist Footing Type at Back of Wall Poisson's Ratio = Added seismic base force Strengths fc 0.50ft 2.50 3.00 12.00 in 12. 00 in 12.00 in 0.50ft 60,000 psi 150.00 pcf 0.0018 Btm.= 3.00 in 1 0.0 Ibs 0.00ft 0.00 in 0.00ft Line Load 0.0ft 0.300 200.0 Ibs Design Height Above Ftc ft = 0.00 Wall Material Above "Ht" = Concrete Thickness = 10.00 Rebar Size = #5 Rebar Spacing = 16.00 Rebar Placed at = Edge fb/FB + fa/Fa = 0.178 Total Force @ Section lbs= 916.8 Moment.... Actual ft-#= 1,492.3 Moment Allowable = 8,406.7 Shear Actual psi= 9.3 Shear Allowable psi= 100.6 Wall Weight = 125.0 Rebar Depth 'd1 in= 8.19 LAP SPLICE IF ABOVE in= 17.44 LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = 7.83 f m psi = Fs psi = Solid Grouting = Use Full Stresses = Modular Ratio 'n' = Short Term Factor = Equiv. Solid Thick. = Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data fc psi= 4,500.0 Fy psi = 60,000.0 G Title 7a. Wall#8 w/Seismic Job* : 62303 Dsgnr: GE Description.... Page:. Date: MAR 15,2011 GOUVIS This Wall in File: N:\62303\Stacked Retaining WallXRetain P Retain Pro 2007 , 16-Apr-2008, (c) 1989-2008www.retainpro.com/supportfonatestreiease Cantilevered Retaining Wall Design Registration #: RP-1161345 2007013 Code: CBC 2007 Footing Design Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1 -Way Shear Allow 1 -Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Results = === - == = Toe 1,850 217 41 176 0.00 100.62 None Spec'd None Spec'd None Spec'd I Heel 0 0 0 psf ft-# ft-# 1 ,092 ft-# 9.93 100.62 psi psi Other Acceptable Toe: Heel Key: Not req'd, Not req'd, Not req'd, Sizes Mu Mu Mu <S <S<s & Spacings *Fr *Fr *Fr Summary of Overturning & Resisting Forces & Moments Item OVERTURNING Force Distance Moment Ibs ft ft-# RESISTING Force Distance Moment Ibs ft fW* Heel Active Pressure = 660.0 1.87 Toe Active Pressure = 0.67 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Stem Self Wt = 200.0 3.00 Total 1,233.3 600.0 O.T.M. = 1,833.3 2.11 2,238.7 Ibs Vertical component of active pressure used for soil pressure 860.0 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = Soil Over Heel = Sloped Soil Over Heel Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe . Surcharge Over Toe . Stem Weight(s) Earth @ Stem Transitions. Footing Weight . Key Weight Vert. Component . Total' 833.3 166.7 2.17 1,805.6 2.17 361.1 0.00 0.25 0.92 1.50 1.00 3.00 2,238.7 Ibs R.M.= 3,866.1 500.0 450.0 150.0 138.7 458.3 675.0 150.0 416.1 DESIGNER NOTES: 10.in Cone w/ #5 @ 16.in o/c mr* #0@0.in @Toe #0@0.in @ Hee, Designer select all horiz. reinf. See Appendix A 4'-0"4'-0" 3/4" r-o" r-o" 6" r-o" r-6"«—*+* » 2'-6" 3'-0" lOO.psf 860.# Pp= 1055.3# 1643.7psf