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HomeMy WebLinkAboutCT 05-12; Ocean Street Residences; RETAINING WALL CT 05-12; 2013-07-15 (2)STRUCTURAL CALCULATIONS (A 35 Unit Condominium Complex) Ocean Street Retaining Walls on Sheet 28 o F Ot06 41^ 2303 Ocean Street Carlsbad, County of San Diego, CA Gouvis Job No.: 62851 9/24/2013 Architect; Dah/in Group Architecture . Planning 949.752.1612 4400 Campus Drive Dissakorn Eosakul, Director S5226 Exp. Date 6/30/2015 •' The attached calculations are valid only when bearing original or New/port Beach, CA electronic signature of Dissakorn Eosakul, Hereon. 92660 vww.gouvisgroup.com Hayward, CA Palm Springs, CA Ho Chi Minh City, Vietnam DETAIL 6 ON SHEET 28 DK Eosakul Gouvis Engineering 4400 Campus Dr Newport Beach CA 92660 rtit/fc/rVQ Title • HH1. 8'high w/o seismic ij^eye'* Job# :DET. 6 0N Dsgnr ( GE Page Date; APR 10,2013 4 Description.... This Wall in File: C:\Working Files\62851 Ocean Street\slte CXcVWe t^tloSe: CBC 2010 Retain Pro 9 ©1989-2011 Ver: 9.27 8171 Registration*: RP-1161346 RP9.27 Cantilevered Retaining Wall Design Criteria Retained Height - 9.00 tt Wail height above soil = 0.33 ft Slope Behind Wall = 0.00 ; 1 Height of Soil over Toe = 42.00 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 Ibs 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 Allow Soil Bearing = 2,000.0 psf^ Equivalent Fluid Pressure Method Heel Active Pressure Toe Active Pressure Passive Pressure Soii Density, Heel Soil Density, Toe FootingllSoil Friction Soil height to ignore for passive pressure 35.0 psf/ft 0.0 psf/ft 442.0 psf/ft 125.00 pcf 125.00 pcf 0.350 = 12.00 In I l^atera^oad^Applie^^ten jAdjacen^ootin^o^ Lateral Load = 135.0 #/ft ...Height to Top = 7.16 ft ...Height to Bottom = 6.16 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/Belov/ Soil at Back of Wall Poisson's Ratio 0.0 Ibs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 Stem Construction Top Stem 2nd 3.00 OK 2.38 OK 6,392 Ibs 8.06 in 1,513 psf OK 381 psf OK 2,000 psf 2,118 psf 534 psf 21.8 psi OK 17.6 psi OK 75.0 psi ACI Factored @ Toe = ACI Factored @ Heel .= Footing Shear @ Toe = Footing Shear @ Heei Allowable = Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 2,228.5 Ibs less 67 % Passive Force = - 3,076.6 Ibs less 100% Friction Force = - 2,237.2 Ibs Added Force Req'd = 0.0 lbs OK ....for 1.6 : 1 Stability = 0.0 ibs OK Load Factors ^^mmmma^mmmmmmm^ Stem OK Stem OK Design Height Above Ftg ft= 4.00 0.00 Wall Material Above "Ht" = Masonry Masonry Thickness = 8.00 12.00 Rebar Size = #5 #5 Rebar Spacing = 8.00 8.00 Rebar Placed at = Edge Edge Design Data ft)/FB+fa/Fa = 0.230 0.S62 Total Force @ Section lbs= 1,059.0 2,806.2 Moment...Actual ft-#= 2,085.8 9,517.5 Moment Allowable ft-#= 9,077.8 16,924.6 Shear Actual psi= 16.8 26.0 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= 45.00 45.00 Ij^P SPLICE IF BELOW in = 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 1.600 1.000 Masonry Data rm psi Fy psi Solid Grouting Modular Ratio'n' Equiv. Solid Thick, iviasonry Block Type Masonry Design Method = LRFD Concrete Data f c 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 Or Newport Beach CA 92660 Title : HH1. 8'high w/o seismic Job# : DET. 6 ON Dsgnr: GE Description.... Page; Date: APR 10,2013 This Wall in File; C:\Worklng FHes\62B51 Ocean Stfeet\slte Retain Pro 9 © 1989 - 2011 Ver: 9.27 8171 Registration #: RP-116134S RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 Toe Width = 3.75 ft Heel Width 3.00 Total Footing Width 6.75 Footing Thickness = 14.00 in Key Width 0.00 In Key Depth 0.00 In Key Distance from Toe = 0.00 ft rc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 160.00 pcf Min. As % 0.0018 Cover @ Top 2.00 @ Btm.= 3.00 in I Footing Design Results Toe Factored Pressure Mu': Upward Mu'; Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Heel 2.118 534 psf 14,438 1,797 ft-# 6,860 5,012 ft-# 7,578 3,215 ft-# 21.81 17.56 psi 75.00 75.00 psi #6@ 16.50 In #6@ 18.00 In None Spec'd Other Acceptable Sizes & Spacings Toe: #4@ 10.75 in, #6@ 16.50 in, #6@ 23.50 in, Heel: Not req'd, Mu < S * Fr Key: No key defined #7@ 31.75 in. #8@ 42.00 In, #9@ 4 &ummarjj_ofOve^^ Item OVERTURNING Force Distance Moment Ibs ft n-# Heel Active Pressure Surcharge over Heel • Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil = 1,808.8 284.7 135.0 3.39 5.08 1.56 7.83 6,129.9 1,447.1 1,056.6 Total 2,228.5 O.T.M. 8,633.5 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = 3.00 6,391.9 Ibs Soil Over Heel Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = /\xial 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 j Totah Force .RESISTING Distance Moment Ibs ft 2,250.0 5.75 12,937.5 200.0 5.75 1.150.0 1.640.6 1.88 3,076.2 911.7 4.17 3,805.6 208.3 4.58 954.9 1,181.3 3.38 3,986.7 6,391.9 Ibs R.M.= 25,910.9 * /\xlal live load NOT included in total displayed, or used resistance, but is included for soil pressure calculation. for overturning DESIGNER NOTES; .in Mas w/ #5 @ 8.in o/c Solid Grout Special Insp 3'-6' #5@16,5in @Toe #5@18.in @ Heel Designer select all horiz, reinf. See Appendix A 1 2228.5# 381.29psf 1512.6psf DK Eosakul Gouvis Engineering 4400 Campus Dr Newport Beach CA 92660 Title HH2. 8" high w/ seismic Job # : DET. 6 ON Dsgnr: GE Description.... Page: Date: APR 10,2013 This Wall in File: C:\Worl<ing FllesV628S1 Ocean Street\slte Retain Pro 9 © 1989 - 2011 Ver: 9.27 8171 Registration #; RP-1161346 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 Criteria Retained Height -• 9.00 ft Wall height above soii = 0.33 ft Slope Behind Wall = 0.00 : 1 Height of Soil over Toe = 42.00 in Water height over heel = 0.0 ft Allow Soil Bearing = 2,682.0 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 = 110.00 pcf Soil Density, Toe = 110.00 pcf FootingllSoil Friction 0.350 Soil height to Ignore for passive pressure = 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 1 I Lateral Load Applied to Stem | | Adjacent Footing Load Axial Load Applied to Stem y Axial Dead Load = 0.0 lbs Axiai Live Load = 0.0 Ibs Axiai Load Eccentricity = 0.0 in Stem Weight Seismic Load ll Design Summary | Lateral Load = 668.0 #/ft ...Height to Top = 7.00 ft ...Height to Bottom. = 6.00 ft The above iaterai ioad 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 Soii at Back of Wall Poisson's Ratio = Fp/Wp Weight Multiplier 0.400 g Added seismic base force 0.0 Ibs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 364.7 Ibs Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. Soil Pressure Soil Pressure Allowable Toe Heel 1.66 OK 2.20 OK 5,800 ibs 21.27 in 2,413 psf OK 0 psf OK 2,682 psf Soi! Pressure Less Than Allowable Stem Construction Design Height Above Ftg 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 2nd ft = stem OK 4.00 Masonry 8.00 # 5 8.00 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 = 3,378 psf 0 psf 35.7 psi OK 24.8 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 = Load Factors 3,003.3 Ibs 4,591.9 lbs 2,030.0 lbs 0.0 lbs OK 0.0 ibs OK Moment Allowable Shear Actual Shear Allowable Wall Weight Rebar Depth 'd' LAP SPLICE IF ABOVE in LAP SPLICE IF BELOW in HOOK EMBED INTO FTG in Ib8 = ft-# = ft-# = psi = psi = psf = in = 0.5S6 1,661.6 3,698.0 6,475.8 26.4 69.7 78.0 5.25 45.00 45.00 0.808 3,529.8 13,682.1 16,924.6 32.7 69.7 124.0 9.00 45.00 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 Fy Solid Grouting Modular Ratio 'n' Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data ——— fc Fy 1,500 1,500 40,000 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 : HH2. 8' high w/ seismic Job# ; DET. SON Dsgnr: GE Description.... Page: Date: APR 10,2013 This Wall in Flle: C;\Working Files\628S1 Ocean Stfeet\site Retain Pro 9© 1989 - 2011 Ver: 9.27 8171 Registration #: RP-1161345 RP9.27 Cantilevered Retaining WaU Design Code: CBC 2010 FOoting^Dime^^ I^Footin^esign^esi^ 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 i§ 3.75 ft 3.00 6.75 14.00 in 0.00 in 0.00 in 0.00 ft 60,000 psi 150.00 pcf 0.0018 Btm.= 3.00 in Toe Heel Factored Pressure 3,378 0 psf Mu': Upward 19.528 3 ft-# Mu': Downward 6.272 4,331 ft-# Mu: Design 13.256 4,328 ft-# Actual 1-Way Shear 35.70 24.79 psi Allow 1-Way Shear 75.00 75.00 psi Toe Reinforcing = #5 @ 9.00 in Heel Reinforcing = #5 @ 15.00 in Key Reinforcing = None Spec'd other Acceptable Sizes & Spacings Toe: #4@ 6.25 in, #5@ 9.75 in. #6@ 13.75 In, #7@ 18.75 in, #8@ 24.75 in, #9@ 31. Heel: #4@ 9.75 in, #5@ 15.00 in, #6@ 21.50 in, #7@ 29.00 in, #8@ 38.25 In, #9@ 48 Key: No key defined Summary of Overturning & Resisting Forces & Moments Item OVERTURNING Force Distance Moment Ibs 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 1,808.8 161.7 668.0 364.7 3.39 5.08 1.56 7.67 5.29 3,003.3 O.T.M. = 1.66 5,800.1 Ibs 6,129.9 822.2 5,121.3 1,930.6 14,004.1 If seismic included the min. OTM and sliding ratios may be 1.1 per IBC'09,1807.2.3. Soil Over Heel Sloped Soli Over Heel = Surcharge Over Heel = Adjacent Footing Load = Ax\a\ Dead Load on Stem = * Ax\a\ Live Load on Stem = Soil Over Toe Surcharge Over Toe = Stem Welght(s) Earth @ Stem Transitions = Footing Weighl = Key Weight Vert. Component = Total: Force .RESISTING Distance 5,800.1 Ibs R.M.= Moment Ibs ft ft^ 1,980.0 5,75 11,385.0 100.0 5.75 575.0 1,443.8 1.88 2,707,0 911.7 183.3 1,181.3 4.17 4.58 3.38 3,805,6 840,3 3,986.7 23,299.6 ' Axial live load NOT included in total displayed, or used for overturning resistance, but Is included for soil pressure calculation. DESIGNER NOTES: #5@9.ln @ Toe #5@15.in @ Heel Designer select ail horiz. reinf. See Appendix A Pp=4591.9# 3003.3# 2412.7psf 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 • HH3. 3" high w/o seismic Job# : DET. 6 ON Dsgnr: GE Description.... Page: Date: APR 10,2013 This Wall in File: C:\Working Flles\628S1 Ocean Stre6t\slte 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 Heightof 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 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in £esignSummarj^ 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 = 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 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 = 110.00 pcf Soil Density, Toe = 110.00 pcf FootingllSoil Friction 0.350 Soil height to ignore for passive pressure = 12.00 in I I Lateral Load Applied to Stem ^ | Adjacent Footing Load 2.36 OK 1.71 OK 1,690 Ibs 6.17 in 908 psf OK 58 psf OK 2,000 psf 1,272 psf 81 psf 10.1 psi OK 6.9 psi OK 75.0 psi 731.6 Ibs 658.1 Ibs 591.6 Ibs 0.0 ibs OK 0.0 Ibs OK Lateral Load = 135.0#/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 Soii at Back of Wall Poisson's Ratio = 0.0 Ibs OOOft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 Stem Construction Top Stem Design Height Above Ft£ Wall Material Above "HI" Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa Total Force @ Section Ibs = 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 ft= 0.00 = Masonry 8.00 # 4 15.00 = Edge 0.560 786.6 1,274.6 2,274.3 12.5 69.7 78.0 5.25 36.00 8.40 Lap splice above base reduced by stress ratio Masonry Data f m psi = Fy psi = Solid Grouting = Modular Ratio 'n' Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data f c psi = Fy psi = 1,500 40,000 Yes 21.48 in = 7.60 = Medium Weight = LRFD DK Eosakul Gouvis Engineering .4400 Campus Dr Newport Beach CA 92680 Title ; HH3. 3'high w/o seismic Job# : DET. SON Dsgnr; GE Description.... Page:. Date: APR 10,2013 This Wall in File: C;\Worklng File8\628S1 Ocean Streettsite Retain Pro 9 ©1989-2011 Ver: 9.27 8171 Registration* RP-1161345 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 Footin^imensio^ Toe width = 1.75 ft Heel Width = 1.75 Total Footing Width = 3.50 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 ^ 12.00 in 4.00 in 1.50 ft 60,000 psi 150.00 pcf 0.0018 ! Btm.= 3.00 in l^^ooting^esjgi^esu^^ Toe Factored Pressure Mu': Upward Mu': Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing 1,272 1,936 659 1,268 10.09 75.00 None Spec'd None Spec'd 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 81 psf 174 ft-# 770 ft-# 597 ft-# 6.85 psi 75.00 psi Summary of Overturning & Resisting Forces & Moments Item OVERTURNING Force Distance Moment Ibs ft ft-# Heel Active Pressure = Surcharge over Heel = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = 437.5 159.1 135.0 1.67 2.50 0.67 3.00 729.2 397.7 405.0 Total 731.6 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = O.T.M. = 1,531.9 2.36 1,690.2 Ibs 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 Welght(s) Earth @ Stem Transitions' Footing Weighl, Key Weight Vert. Component = RESISTING Force Distance Moment lbs ft ft-# 476.7 108.3 192.5 337.7 525.0 50.0 2.96 2.96 0.88 2.08 1.75 2.00 1,410.1 320.5 168.4 703.6 918.8 100.0 Total = 1,690.2 Ibs R.M.= 3,621.4 * Axial live load NOT included in total displayed, or used for overturninq resistance, but is included for soil pressure calculation. DESIGNER NOTES: .in Mas w/ #4 @ 16.in o/c SolidGrout Special Insp r-O" Designer select all horiz. reinf. See Appendix A r-6" I'-O" r-O" r-9" 3'-6" 4'-0" 4'-4" r-O" —4*- 731.59# 57.598psf 908.25psf DK Eosakul Gouvis Engineering 4400 Campus Dr Newport Beach CA 92660 Title • HH4. 3" high w/ seismic John : DET, 6 ON Dsgnr: GE Description.... Page Date: APR 10,2013 This Wall In File: C:\Working Files\628S1 Ocean Stre6t\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 Wail = 0.00 :1 Height of Soil over Toe = 12.00 in Water height over heel = 0.0 ft ~| I Soil Data Allow Soil Bearing = 2,682.0 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 = 110.00 pcf Soil Density, Toe = 110.00 pcf FootingllSoil Friction 0.350 Soil height to ignore for passive pressure = 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 Axial Load Applied to Stem ii Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 Ibs /\xial Load Eccentricity = 0.0 in Stem Weight Seismic Load 1 Design Summary | Lateral Load = 300.0 #/ft ...Height to Top = 3.30 ft ...Height to Boltom = 2.30 ft The above lateral load has been increased 1.00 by a factor of Wind on Exposed Stem = 0.0 psf Adjacent Footing Load A^acentTootlng^^ Footing Width = Eccentricity = Wall to Ftg CL Dist Footing Type Base Above/Below Soii at Back of Wall Poisson's Ratio = Fp/Wp Weight Multiplier = 0.400 g Added seismic base force 0.0 Ibs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 135.1 Ibs Stem Construction Top Stem Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. Soil Pressure @ Toe Soil Pressure @ Heel Allowable 1.39 Ratio < 1 1.63 OK 1,636 Ibs 13.92 in 1,848 psf OK 0 psf OK 2,682 psf 5! Stem OK 0.00 Masonry 8.00 # 4 16.00 Edge Soil Pressure Less Than Allowable 2,587 psf 0 psf 15.8 psi OK 8.6 psi OK 76.0 psi ACI Factored @ Toe = ACI Factored @ Heel Footing Shear @ Toe = Footing Shear @ Heel Allowable = Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 952.1 lbs less 100% Passive Force = - 982.2 Ibs less 100% Friction Force = - 572.6 lbs Added Force Req'd = 0.0 lbs OK ... for 1.5 :1 Stability = 0.0 Ibs OK Load Factors Design Height Above Ftg ft = Wall Material Above "Ht" Thickness = Rebar Size = Rebar Spacing ~ Rebar Placed at = Design Data —— ftj/FB + fa/Fa = 0.850 Total Force @ Section Ibs = 984.9 Moment....Actual ft-#= 1,933.5 Moment Allowable = 2,274.3 Shear Actual psi= 15.6 Shear Allowable psi= 69.7 Wall Weight = 78.0 Rebar Depth 'd' in= 5.25 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 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 psi= 1,500 psi = 40,000 Yes 21.48 in= 7.60 = Medium Weight = LRFD psi = psi = DK Eosakul Oouvis Engineering 4400 Campus Or Newport Beach CA 92660 Title : HH4. 3' high w/ seismic Job* : DET. 6ON Dsgnr: GE Description.... Page: 1^ Date: APR 10,2013 Retain Pro 9 ©1989-2011 Ver: 9.27 8171 Reg Istration #: RP-1161345 RP9.27 Cantilevered Retaining Wall Design This Wall in File: C:\Working Files\62851 Ocean StfeetVsite Code: c6c 2010 FootingJDimens^^ Toe Width Heel width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe 1.75 ft 1.75 3.50 12.00 in 12.00 In 4.00 in 1.50 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 I Footing Design Results Toe Factored Pressure = 2,587 Mu': Upward = 3,168 Mu': Downward = 669 Mu; Design = 2,600 ActuaM-Way Shear = 15.83 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 0 psf 0 ft-# 708 ft-# 708ft-# 8.61 psi 75.00 psi Summary of Overturning & Resisting Forces & Moments Item OVERTURNING Force Distance Moment Ibs 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 = 437.5 79.5 300.0 135.1 1.67 2.50 0.67 3.80 3.17 729.2 198.9 1,140.0 427.6 Total 962.1 O.T.M. 2,495.6 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. 1.39 1,636.1 Ibs Force Ibs .RESISTING Distance ft Moment ft-# Soli 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 = 476.7 54.2 192.5 337.7 625.0 50.0 2.96 2.96 0.88 2.08 1.75 2.00 1,410.1 160.2 168.4 703.6 918.8 100.0 Total «= 1,636.1 Ibs R.M.= 3,461.2 * /\xial live load NOT included In total displayed, or used for overturninq resistance, but is included for soil pressure calculation. DESIGNER NOTES: 8.in Masw/#4@16.lno/c Solid Grout Special Insp r-O" Designer select all horiz. reinf. See Appendix A r-6" r-9" i'-O" r-O" r-9" 3'.6" 4'-0" 4'-4" r-O' —^ Pp= 982 22# 952.14# 1848. Ipsf If adjacent footing or seismic loading is used, the numerical values are displayed, but the loading curve does not represent the composite loading. DETAIL 7 ON SHEET 28 DK Eosakul Gouvis Engineering 4400 Campus Dr Newport Beach CA 92660 Title : HI 10.33' high w/o seis Job# : DET. 7 ON Dsgnr: GE Description.... 101 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\628B1 Ocean Street\8ite Cantilevered Retaining Wall Design Code: CBC 2010 Critena Retained Height ~ 12.68 ft Wall height above soil = 0.33 ft Slope Behind Wall = 0.00 : 1 Height of Soil over Toe = 27.00 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 b Axial Dead Load = 0.0 lbs Ax\al Live Load = 0.0 Ibs 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 Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method psf Heel Active Pressure 55.0 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 ^^;:'iMv''^'^c-^:^^^^:<:^^-c^^j^^.:^is lliilltili ilii: il.. • i/t ...,..,',•1,;.'!^ is-.i <.-:..:.'f ,1. iuj^..ojfi'ftn(l jAjaAf.kjAJ.tr.jl ::-:;:i:-:,$|::f!^^^^^^^H •M' ^ , \ 1 ••lil at;!:*:?: Si;: illiillBMiliill ^ [^^ralXM^AppHedt^te^^^ | 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 7.500.0 Ibs 3.00 ft 0.00 in 9.00 ft Line Load -1.0 ft 0.300 3.05 OK 1.52 OK 16,409 Ibs 8.06 in 1,543 psf OK 844 psf OK 2,000 psf 2.177 psf 1,191 psf 49.0 psi OK 24.5 psi OK 100.6 psi ACI Factored @ Toe = ACI Factored @ Heei = Footing Shear @ Toe Footing Shear @ Heel = Allowable = Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 10.193.8 Ibs less 67 % Passive Force = - 9.727.4 Ibs less 100% Friction Force = - 5,743.2 Ibs Added Force Req'd = 0.0 lbs OK ....for 1.5:1 Stability = 0.0 Ibs OK Load Factors Stem Construction 1 Top stem 2nd 3rd 4th Design Height Above Ftg Stem OK Stem OK Slem OK Stem OK Design Height Above Ftg ft = 9.34 6.67 4.00 0.00 Waii Material Above "Ht" Masonry Masonry Masonry Conaete Thickness = 8.00 12.00 16.00 20.00 Rebar Size # 5 # 5 # 5 # 8 Rebar Spacing = 16.00 16.00 8.00 8.00 Rebar Placed at = Edge Edge Edge Edge Design Data ~ Edge fb/FB + fa/Fa = 0.176 0.555 0.676 0.640 Total Force @ Section lbs = 699.8 2,731.9 6,563.8 13,550.9 Moment....Actual ft-# = 883.8 4,959.9 17,102.0 57,091.6 Moment Allowable ft-# = 5,015.8 8,939.3 25,294.6 89,176.3 Shear Actual psi = 11.1 25.3 42.1 64.5 Shear Allowable psi = 69.7 69.7 69.7 100.6 Wall Weight psf = 78.0 124.0 164.0 250.0 Rebar Depth 'd' in = 5.25 9.00 13.00 17.50 LAP SPLICE IF ABOVE in = 45.00 45.00 45.00 22.45 LAP SPLICE IF BELOW ln = 45.00 45.00 12.00 HOOK EMBED INTO FTG In = Lap splice above base reduced by stress Masonry Data — 12 52 ratio fm psi = 1,500 1,500 1.500 Fy psi = 60,000 60,000 60.000 Solid Grouting Yes Yes Yes Modular Ratio 'n' -21.48 21.48 21.48 Equiv. Solid Thick. in = 7.60 11.60 15.60 Masonry Block Type Masonry Design Method Concrete Data fc Fy = Medium Weight = LRFD P8I = psi = 4,500.0 60,000.0 DK Eosakul Gouvis Engineering 4400 Campus Dr Newport Beach CA 92660 Title • H1 10.33'high w/o seis Job# : DET. 7 ON Dsgnr: GE Description.... 1^ Date: APR 10,2013 This Wall in File: C:\Working Flles\62851 Ocean Street\slte Retain Pro 9 ©1989 - 2011 Ver: 9.27 8171 Registration #: RP-1161345 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 FootingDime^ l^^ootin^jesign^Resu^ 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 ( 8.50 ft 5.25 13.75 18.00 in 29.00 in 53.00 in 8.00 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 Other Acceptable Sizes & Spacings Toe: #4@ 3.50 in. #5@ 5.25 in, #6@ 7.25 in. Heel: Not req'd, Mu < S * Fr Key: #4@ 4.50 In, #5@ 6.75 in, #6@ 9.50 in. Toe 2,177 71,301 25,035 46.266 48.96 100.62 #7 @ 10.00 in #5 @ 18.00 in # 6 @ 9.50 in J Heel 1,191 psf 8,193 ft-# 16,618 ft-# 8,425 ft-# 24.45 psi 100,62 psi 10.00 in, #8@ 13.00 in, #9@ 16.5 13.00 in, #8 Simimar^_o^>v^^ 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 Ibs ft ft-# 5,451.8 645.3 4,096.7 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = 4.69 7.04 1.25 4.77 25.587.0 4,543.1 19,544.9 10,193.8 O.T.M. 49,675.1 3.05 16,409.1 Ibs Soli Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = /\xlal 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 Ibs ft ftH# 5,409.4 11.96 64,687.4 358.3 11.96 4.285.1 894.9 12.31 11,019.6 2,295.0 4.25 9.753.8 2,047.4 9.18 18,786-7 709.2 9.77 6,926.8 3,093.8 6.88 21,269.5 1,601.0 9.21 14,742.9 16,409.1 tbs R.M.= 151,471.8 Total = * Ma\ live load NOT included in total displayed, or used for overtuming resistance, but is included for soil pressure calculation. DESIGNER NOTES: 8.In Mas w/ j^^j^ }^rou{^'^ Special Insp 2'-3' #7@10.in@Toe #5@18.ln@Heel Designer select all horiz. reinf. See Appendix A 10*t lOO.psf Pp= 9727.4# 843.8psf Adj Ftg Load = ' 75O0j^cc = from 01^ * ^^OOj^S 1543.psf If adjacent footing or seismic loading is used, the numerical values are displayed, but the loading curve does not represent the composite loading. 4 DK Eosakul Gouvis Engineering 4400 Campus Dr Newport Beach CA 92660 Title : H210.33" high w/seis Job# : DET. 7 ON Dsgnr; GE Description.... Page: Date: APR 10,2013 This Wall in File: C:\Working Flle8\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 Criteria Retained Height ~ 12.58ft Wall height above soil = 0.33 ft Slope Behind Wall = 0.00 : 1 Height of Soil over Toe = 27.00 in Water height over heel = 0.0 ft Soii Data Allow Soil Bearing = 2.683.0 psf Equivalent Fluid Pressure Method psf Heel Active Pressure 55.0 psf/ft i \ Toe Active Pressure 0.0 psf/ft Passive Pressure 442.0 psf/ft Soil Density, Heel = 120.00 pcf Soli Density, Toe = 120.00 pcf FootingllSoil Friction 0.350 Soil height to ignore for passive pressure = 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 I I Lateral Load Applied to Stem | | Adjacent Footing Load Axial Load Applied to Stem y Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 Ibs 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 = 3.675.0 m 7.40 ft 6.40 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 Stem Construction Top Stem 2nd 3rd 7,500.0 Ibs 3.00 ft 0.00 in 9.00 ft Line Load -1.0 ft 0.300 704.7 Ibs 4th Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. Soil Pressure @ Toe Soil Pressure @ Heel Allowable ft = 1.80 OK 1.42 Ratio < 1 16,230 Ibs 33.56 in 2,653 psf OK 0 psf OK 2,683 psf 51 Stem OK 9.34 = Masonry 8.00 # 5 16.00 Edge 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 = 14.250.8 Ibs less 100% Passive Force = - 14,518.5 lbs less 100% Friction Force = - 5.680.5 Ibs Added Force Req'd = ....for 1.5 :1 Stability = Load Factors 3,743 psf 0 psf 78.8 psi OK 44.8 psi OK 100.6 psi 0.0 lbs OK 1,177.3 Ibs NG Design Height Above Ftg Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa = 0.177 Total Force @ Seclion Ibs = 692.4 MomenL...Actual ft^= 890.1 Moment Allowable ft-#= 5.015.8 Shear Actual psi= 11.0 Shear Allowable psi= 69.7 Wall Weight psf= 78.0 Rebar Depth 'd' in= 5.25 LAP SPLICE IF ABOVE in = 45.00 LAP SPLICE IF BELOW in = 46.00 HOOK EMBED INTO FTG in = Lap splice above base reduced by stress ratio IWasonry Data ——— — Stem OK Stem OK Stem OK 6.67 4.00 0.00 Masonry Masonry Concrete 12.00 16.00 20.00 # 5 # 6 # 8 16.00 8.00 8.00 Edge Edge Edge 0.668 0.804 0.937 5,441.8 10,343.1 17.583.6 5,971.8 27,967.7 83,581.4 8,939.3 34,766.5 89,176.3 50.4 66.3 94.2 69.7 69.7 100.6 124.0 164.0 250.0 9.00 13.00 17.50 45.00 54.00 32.86 45.00 16.84 12.52 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 1,500 Fy psi = 60,000 60,000 60,000 Solid Grouting = Yes Yes Yes Modular Ratio 'n' = 21.48 21.48 21.48 Equiv. Solid Thick. in = 7.60 11.60 15.60 Masonry Block Type = Medium Weight Masonry Design Method LRFD Concrete Data fc Fy psi = psi = 4,500.0 60,000.0 DK Eosakul Gouvis Engineering 4400 Campus Dr Newport Beach CA 92660 Title ' H2 10.33'high w/seis Job# : DET, 7 ON Dsgnr: GE Description.... Page:J^ Date: APR 10,2013 This Wall in File: C:\Working Files\62861 Ocean Street\site Retain Pro 9 © 1989 - 2011 Ver; 9.27 8171 Registration #: RP.116134S RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 HMniiHM^M^^MinM^S^^^I [^oot|ngjDesig^esu]^^^^ Toe Width Heel Width Total Footing Width = Footing Thickness = Key Width Key Depth = Key Distance from Toe = fo = 4.500 psi Fy Footing Concrete Density = Min. As % Cover® Top 2.00 ( 8.50 ft 5.25 13.75 18.00 in 29.00 in 53.00 in 8.00 ft 60.000 psi 150.00 pcf 0.0018 ! Btm.= 3.00 in Toe Factored Pressure 3,743 0 psf Mu': Upward = 103,914 451 ft-# Mu': Downward 25,035 16,106 ft-# Mu: Design 78,880 15,653 ft-# Actual 1-Way Shear 78.82 44.81 psi Allow 1-Way Shear 100.62 100.62 psi Toe Reinforcing = #7® 5,75 In Heel Reinforcing = #5@11.25in Key Reinforcing = #6 @ 9.50 in Other Acceptable Sizes & Spacings Toe: #4® 2.00 in, #5® 3.00 in, #6® 4.25 in, #7® 5.75 In, #8® 7.50 in, #9® 9.50 i Heei: #4® 7.25 in, #5® 11.25 in, #6® 15.00 in, #7® 21.75 in, #8® 28.50 in, #9® 36 Key: #4® 4.50 In, #5® 6.75 in, #6® 9.50 in, #7® 13.00 In, #8 Summary of Overturning & Resisting Forces & Moments Force Distance Moment Item Ibs ft ft-# Heel Active Pressure = 5,451.8 4.69 25,587.0 Surcharge over Heel = 322.7 7.04 2,271.6 Toe Active Pressure = 1.25 Surcharge Over Toe = Adjacent Footing Load = 4,096.7 4.77 19,544.9 Added Lateral Load = 3.675.0 8.40 30,870.0 Load @ Stem Above Soil = Seismic Stem Self Wt = 819.0 6.90 5,262.2 Total 14,250.8 O.T.M. = 83,135.6 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. 1.80 16,229.9 Ibs 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 Welght(s) Earth @ Stem Transitions = Footing Weight = Key Weight = Vert. Component = Total = ..RESISTING.. Force Distance Moment Ibs ft ft-# 5,409.4 11.96 64,687.4 179.2 11.96 2,142.5 894.9 12.31 11,019.6 2.295.0 4.26 9,753.8 2,047.4 9.18 18,786.7 709.2 9.77 6,926.8 3,093.8 6.88 21,269.5 1,601.0 9.21 14,742.9 16,229.9 Ibs R.M.= 149,329.2 ' Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: 2'-3" #7@5.75in @ Toe #5@11.25in@He4l Designer select ali horiz. reinf. See Appendix A 8.inMasw/^J^^Jn^o/c PJI Special Insp // ^/^2 3/4" A'' 12.in Mas w/3^^jg ^out°^° Special Insp 3'-6 3/4" 2'-8" Ji 12'-7" i2'-ir 2'-8" 4'-0" 2" —^ 3* 1'-6" 4'-5" Pp= 14518.# 2652.9psf If adiacent footing or seismic loading is used, the numerical values are displayed, but (he loading curve does not represent the composite loading. DK Eosakul Gouvis Engineering 4400 Campus Dr Newport Beach CA 92660 Title • H2A 10.33'high w/sels Job # : DET. 7 ON Dsgnr: GE Description..,, Paoe: Date: APR 10,2013 This Wall in File: C:\Working Fll8s\628S1 Ocean StreetVslta Retain Pro 9 © 1989 - 2011 Ver; 9.27 8171 Registration #: RP-1161346 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 Criteria Retained Height = 12.58 ft Wail height above soil = 0.33 ft Slope Behind Wall = 0.00 : 1 Height of Soil over Toe = 27.00 in Water height over heei = 0.0 ft Soil Data 1 Allow Soil Bearing = 2,667.0 psf Equivalent Fluid Pressure Method Heel Active Pressure 55.0 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 Th]ii|*ibHs!.l . Surcharge Loads Surcharge Over Heei = 50.O psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning I I^Latera^a^pplie^^ten^^ | Adjacent Footing Load Axial Load Applied to Stem Ma\ Dead Load = 0.0 ibs Axial Live Load = 0.0 ibs 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 = 3,675.0 #/ft 7.40 ft 6.40 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 Sten^Veigh^eismi^^a^ Fp / Wp Weight Multiplier 0.400 g Added seismic base force 7,500.0 Ibs 3.00 ft 0.00 in 9.00 ft Line Load -1,0ft O.300 648.4 Ibs Design Summary Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. Soil Pressure @ Toe Soil Pressure @ Heel Allowable 1.81 OK 1.42 Ratio < 1. 16,253 Ibs 32.96 In 2,625 psf OK 0 psf OK 2,667 psf Soil Pressure Less Than Allowable 3,705 psf 0 psf 78.2 psi OK 44.4 psi OK 100.6 psi ACI Factored @ Toe = ACI Factored @ Heel Footmg Shear @ Toe = Footing Shear @ Heel = Allowable = Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 14,194.5 Ibs less 100% Passive Force = - 14,518.5 Ibs less 100% Friction Force = - 5,688.4 Ibs Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 1,084.8 Ibs NG Load Factors — Building Code Dead Load Live Load Earth, H Wind, W Seismic, E Stem Construction Design Height Above Ftg Wall Material Above "HI" • Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data 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 UP SPLICE IF BELOW In HOOK EMBED INTO FTG In Lap splice above base reduced by stress ratio Masonry Data -— Top Stem 2nd 3rd 4th Stem OK Stem OK Stem OK Slem OK = 9.34 6.67 4.00 0.00 = Masonry Masonry Masonry Concrete = 6.00 10.00 16.00 20.00 = # 5 # 5 # 6 # 8 = 16.00 16.00 8.00 8,00 = Edge Edge Edge Edge = 0.350 0.817 0.796 0.931 663.8 5,385.4 10,286.8 17,527.3 839.2 6,807.5 27,653.0 83,041.4 2,400.2 7,108.3 34,766.5 89,176.3 20.1 61.9 65.9 94.0 = 69.7 69.7 69.7 100.6 58.0 98.0 164.0 250.0 = 2.75 7.25 13.00 17.50 45.00 46.00 54.00 32.65 -45.00 45.00 16.65 12.52 CBC 2010 1,200 1.600 1.600 1.600 1.000 fm psi = 1,500 1,500 1,500 Fy psi = 60,000 60,000, 60,000 Solid Grouting Yes Yes Yes Modular Ratio 'n' 21,48 21.48 21.48 Equiv. Solid Thick in = 5,60 9.60 15.60 Masonry Block Type = Medium Weight Masonry Design Method = LRFD Concrete Data fc Fy psi = psi = 4,500.0 60,000.0 DK Eosakul Gouvis Engineering 4400 Campus Dr Newport Beach CA 92660 Title • H2A 10.33'high w/sels Job# ; DET. TON Dsgnr: GE Description.... Page: ^ ^ Q' Date: APR 10,2013 This Wall In Flie: C:\Working FIIBS\62851 Ocean StreetVslte Retain Pro9©1989-2011 Ver: 9.27 8171 Registration*: RP-1161345 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 Footin^imensioi^^ Toe Width = 8.50 ft Heel Width = 5.25 Total Footing Width = 13.75 Footing Thickness = 18.00 in Key Width Key Depth Key Distance from Toe = fc = 4.500 psi Fy •• Footing Concrete Density = Min. As % Cover @ Top 2.00 29.00 in 53.00 In 8.00 ft 60,000 psi 150.00 pcf 0.0018 ! Bfm.= 3.00 in I Footing Design Results ]| Toe Heel Factored Pressure = Mu': Upward Mu': Downward Mu: Design Actual 1 -Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing 0 psf 544 ft-# 16,105 ft-# 15.560 ft-# 44.37 psi 100.62 psi 3,705 103,218 25,035 78.184 78.25 100.62 #7 ©5.75 in #5® 11.25 in # 6 @ 9.50 in Other Acceptable Sizes & Spacings Toe: #4® 2.00 in. #5® 3.00 in. #6© 4.25 In, #7® 5.75 in, #8© 7.50 in, #9® 9.50 i Heel: #4® 7.25 in, #5® 11.25 in, #6® 16.00 In. #7® 21.75 in, #8® 28.50 In, #9@ 36 Key: #4® 4.50 In. #5® 6.75 In, #6® 9.50 in, #7® 13.00 in. #8 ^ummai^ofOvertui^^ Item Force ibs 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 = 5,451.8 322.7 4,096.7 3,675.0 4.69 7.04 1.25 4.77 8.40 25,587.0 2.271.6 19.544.9 30,870.0 Seismic Stem Self Wt = 762.6 6.54 4,637.6 Total = 14,194.5 O.TM. = 82,511.1 Resisting/Overturning Ratio Vertical Loads used for Soii Pressure 1.81 16,252.7 Ibs 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 Ibs ft ft-# 5,409.4 11.96 64,687.4 179.2 11.95 2,142.5 940.3 12.23 11,500.3 2.295.0 4.25 9,753.8 1,906.6 9.17 17,492.1 827.4 9.69 8,018.3 3,093.8 6.88 21,269.5 1,601.0 9.21 14,742.9 16,252.7 Ibs R.M.= 149,606.8 If seismic included the min. OTM and sliding ratios may be 1.1 per IBC '09,1807.2.3. Totah * /Sixial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: 6.in Mas w/ Special insp Solfd irout"'*^ 2'-3" lO.in Mas w/ i^^^ 3^f-'l^'°'° #7@5.75in @ Toe #5@11.25in^Heil Designer select all horiz. reinf. See Appendix A 3675.psl 50.psf Adj Ftg Load = 1: Ecc.= O.in from Pp= 14518.# 2624.6psf If adjacent footing or seismic loading is used, the numerical values are displayed, but the loading curve does not represent the composite loading. I,. r ''I" Mi f^ XX o, 51M 1 0 z 11 .pi.(S. M T I Ir Title Block Line 1 You can clianges this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title; Engineer; Project Descr: Proiect ID: Primed: 19SEP 2013,10.02Al.t Lie. #: KW-06000093 Description : 1 • 20" thick concrete wall 0-4 feet Licensee: GOUVIS ENGINEERiNG Calculations per ACI 318-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set: ASCE 7-05 1/2 7.50 fo fr= fc' \\i Density X Ltwt Factor Elastic Modulus = fy - Main Rebar = E - Main Rebar = 4.50 ksi 503.12 psi 145.0 pcf 1.0 3,122.0 l(si 60.0 ksi 29,000.0 ksi (j) Phi Values P Flexure: 0.90 Shear: 0.750 0.8250 Fy-Stirrups 40.0 ksi E-Stirrups = 29,000.0 ksi Stirrup Bar Size # = # 3 Number of Resisting Legs Per Stirrup = 2 Load Combination ASCE 7-05 H(21) Rectangular Section, Widtti = 24.0 in, Height = 20.0 In Span#1 Reinforcing,... ZM at 2.750 in from Top, from 0.0 to 4.0 ft In this span 24" w X 20" h Span=4.0 ft Sen/ice loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Moment: H = 104.80 k-ft, Location = 4.0 fl from left end of this span, (Earth Moment) Point Load : H = 21.0 k @ 0.0 ft, (Point Earth) I Maximum Bending Stress Ratio = 0.954: 1 j Section used for this span Typical Section I Mu: Applied -167.680 l<-ft I Mn * Phi: Allowable 175.711 l<-ft I Load Combination +1,20D-t€.50Lr+1.60L+1.60H j Location of maximum on span 0.000ft i Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.000 in Ratio = 0.000 in Ratio = 0.074 in Ration 0.000 in Ratio = 0<360 0<360 1294 999 <180 Support notation: Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum HOnly 21.000 21.000 Between 0.00 to 0.00 fl, PhNcl2 < Vu <= PhiVc, Req'd Vs = Min 11.5.6,3, use stirrups spaced at 7.000 in Between 0,01 to 3.99 ft. Vu < PhlVc/2, Req'd Vs = Not Reqd. use stiraips spaced at O.OOO in Load Combination , ^,, L(x)ation{fii — Segment Length Span# in Span Mu:Max phi'Mnx Stress Ratio Bending Stress Results (k-ft) MAXimum BENDING Envelope Span#1 1 4.000 -167.68 175.71 0.95 +1,40D Span# 1 1 4.000 -167.68 175.71 0.95 +1.20D-K),50Lr+1,60L+1.60H Tille Block Line 1 You can changes this area using the'Settings" menu item and Ihen using the "Printing & Title Block' selection. Title Block Line 6 Project Titie: Engineer: Project Descr: Proiect ID: Pnnted: 18$EP2013, mMA f m iLic, #:KW-06000093 Licensee GOUVIS ENGINEERING Description : 1 • 20" thick concrele wall 0-4 feet Load Combinalkin Location (ft) Bending Stress Results (k-ft) Segmenl Lenglh Span # in Span Mu: Max Phl'Mnx Stress Ratio Span #1 1 4.000 -167,68 175.71 0.95 *1.20D+1,60LtO.50S+1.60H Span # 1 1 4.000 -157,68 175.71 0.95 +1.20D+1.60Lr-tO.5OL Span ft 1 1 4.000 -167,68 175.71 0.95 +1.20D+1.60Lr-K).eOW Span # 1 1 4.000 -167,68 175.71 0.95 +1.20D-K).50L+1.60S Span # 1 1 4.000 -167.68 175.71 0.95 +1.20D+1.60S-tO.8OW Span #1 1 4.000 -167.68 175.71 0.95 +1.20D-iO.50Lr-»O.5OL+1.6OW Span # 1 1 4.000 -167.68 175.71 0.95 +1.20D-t<1.60L-K).60S+1.60W Span # 1 1 4.000 -167.68 175.71 0.95 +1.20D+O.50L+O,2OS->£ Span # 1 1 4.000 -167.68 175.71 0.95 •<O.90D+1.60W+1,60H Span #1 1 4.000 -167.68 17571 0.95 4O.90D4E+1.60H Span#1 1 4.000 -167.68 17571 0.95 ' Oy#li Maxlrtiutn Deflections • li|ifac|,q];( Load Combination Span Max."-" Dell I .ocation In Span Load Gomblnalion Max."+" Defl HOnly 1 0.0741 ) 4.000 0.0000 Location in Span OOOO Title Block Line 1 You can changes this area using the "Settings" menu ilem and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer: Project Descr: Proiect ID: Primed: 19 SEP 2013.10.02/J.1 Description: 2.16' thick CMU wall 4-6.67 feet f^n 1/2 ff=fc^'^*7.50 V Density X Ltwt Factor Elastic Modulus fy-Main Rebar - E - Main Rebar = C 2007, ASCE 7-05 Calculations per ACI 318-05, IBC 2006 Load Combination Set: ASCE 7-05 1.50 ksi\^ ({) Phi Values Flexure : 0.90 290.474 psi ] Shear: 0.750 120.0pcf / Pi = 0.850 1.0 I 750.0 ksi V Fv-StirruDS 40.0 ksi Fy - Stirrups 60 Oksi \ E-Stirrups = 29,000.0ksi 29,000^0 ksi ^ Stirrup Bar Size #= # 3 Number of Resisting Legs Per Stirrup = 2 Load Combination ASCE 7-05 H(12.5) 24" WX 16" h Span=2.670 ft Rectangular Section, Width = 24.0 in, Height = 16.0 in Span #1 Reinforcing.... 3-#6 at 2.750 in from Top, from 0.0 to 2,670 ft in this span Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Moment: H = 35,0 k-ft, Location = 2.670 ft from left end of this span, (Earth Moment) Point Load : H = 12.50 k @ 0,0 ft, (Point Earth) Maximum Bending Stress Ratio = Section used for this span Mu : Applied Mn * Phi: Allowable Desian OK 0.789: 1 Typical Section -56.0 k-ft 71.018 k-ft Load Combination Location of maximum on span Span # where maximum occurs +1.20D+<l,50Lr+1.60L+1.60H 0.000ft Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.000 in Ratio 0.000 in Ratio 0.054 in Ratio 0.000 in Ratio O<360 O<360 1192 999<180 Support notation: Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum HOnly 12.500 12.500 Between 0.00 fo 0.00 ft, PiiiVc < Vu, Req'd Vs = 1.474, use stirrups spaced at 6.000 in Between 0.01 to 2.66 ft, Vu < PhiVc/2, Req'd Vs = Not Reqd. use stirrups spaced at 0.000 in Load Combination Segment Length Span# Louitioii (f in Span Bending Stress Results (k-ft ] Mu: Max Phi*Mnx ^^ress Ratio MAXimum BENDING Envelope Span#1 1 2,670 -56.00 71.02 0.79 +1.40D Span# 1 1 2.670 -56.00 71.02 0.79 +1.20D-K).50Lr+1.60L4-1.60H Title Block Line 1 You can changes this area using the "Settings" menu item and then using Ihe "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer: Project Descr: Project ID: Printed: 19 SEP 2013.10:02At,t Uc. # : KW'06000093 Description: 2.16" thick CMU wall 4-6.67 feet Licensee: GOUVIS ENGINEERING Load Combination Location (ft in Span ^ Bending Stress Results (k-ft) Segment Length Span# Location (ft in Span Mu: Max Phi*Mnx Stress Ratio Span # 1 +1.20D+1.60L-K).50S+1.60H 1 2,670 -56.00 71.02 0.79 Span # 1 +1i20D+1.60Lr+O.50L 1 2.670 -56.00 71.02 0.79 Span # 1 +1.20D+1.60Lr-K).80W 1 2.670 -56.00 71.02 0.79 Span # 1 +1.20D+O.50L+1.60S 1 2,670 -56.00 71.02 0.79 Span # 1 +1.20D+1.60S-K).80W 1 2.670 -56.00 71.02 0.79 Span # 1 +1,20D-K),50Lr-K).50L+1.60W 1 2,670 -56.00 71.02 0.79 Span # 1 +1.20D-f0.50L40.50S+1,60W 1 2.670 -56.00 71.02 0.79 Span # 1 +1.20D-K),50L-K),20S+E 1 2.670 -56.00 71.02 0,79 Span U 1 •^.90D+1.60W+1.60H 1 2.670 -56.00 71.02 0.79 Span # 1 -tO.90D-^+1.60H 1 2.670 -56.00 71.02 0.79 Span # 1 1 2,670 -56.00 71.02 0.79 Load Combination span Max,"-" Defl [ Location in Span Loati Combination Max."+«Defl HOnly 1 0.0537 ) 2.670 0.0000 0.000 Title Block Line 1 You can changes this area using Ihe "Settings' menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer: Project Descr: Project ID: 1' Printed: 19 SEP 2013.10.02Af,t M2MlWttllB8iiiKK GOUVIS ENGINEERING Descfjplion: 3.12" thick CMU wall 6.67-9.33 feet Calculations per ACI 318-05, IBC 2006. CBC 2007, ASCE 7-05 Load Combination Set: ASCE 7-05 / fc ^,5 fr= fc ' 7.50 V|/ Density X Ltwt Factor Elastic Modulus = fy - Main Rebar = E - Main Rebar = 1,50 ksi 290.474 psi 120.0 pcf 1.0 750.0 ksi Fy - Stirrups 60.0 ksi J |:^^'^^SP%. , 29,000.0 ksi Stirrup Bar Stze # Number of Resisting Legs Per Stirrup Phi Values Flexure: 0.90 Shear: 0.750 0.850 40.0 ksi 29,000.0 ksi # 3 2 Load Combination ASCE 7-05 16 In H{4.5) 16"wx12"h Span=2.670 ft li|^tiQii.^^R0ihf(>):^la^De{^i§. \ Vv ^ Rectangular Seclion, Width = 16.0 in, Height = 12.0 in Span#1 Reinforcing.... 1-#5 at 3.0 in from Top, from 0.0 to 2.670 ft in this span iaMl!IMSaiMiii!»i§iiil Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Moment; H = 4.970 k-ft, Location = 2.670 ft from left end of this span, (Earth Moment) ^ Point Lc^d: H = 4.50^k||a0^ Earth) Maximum Bending Stress Ratio Section used for this span Mu : Applied Mn * Phi: Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.667:1 Typical Section -7.952 k-ft 11.919 it-ft +1,20D+0.50Lr+1.60L+1.60H 0.000 ft Span # 1 Maximum Deflection IVlax Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0,000 in Ration 0.000 in Ration 0.018 in Ratio • 0.000in Ration 0<360 0<360 3616 999<180 Support notation; Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum HOnly •liiraiiiiiwi 4.500 -• • - 4.500 Between 0.00 to 0.00 ff, PhiVG/2 < Vu <= PhiVc, Req'd Vs = Min 11.4.5.1, use stirrups spaced at 4.000 In Between 0.01 to 2.66 ft, Vu < PhiVc/2. Req'd Vs = Not Reqd, use stinxips spaced at 0.000 in mmmmmmmm mmmmmmmmmm Segment Length Location (ft) Span # In Span Bending Stress Results (k-ft) Mu: Max Phl'Mnx Stress Ratio MAXimum BEI^DING Envelope Span#1 1 2,670 +1.40D Span#1 1 2.670 +1.20D-K),50Lr+1.60L+1.60H -7.95 -7.95 11.92 11.92 0.67 0.67 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer; Project Descr; Project ID; 1 Printed; 19 SEP 2013,10:02At,t Lie. # : KW-OG000093 Description; 3.12' thick CMU wall 6,67-9.33 feet Licensee : GOUVIS ENGINEERING Load Combination Segment Length Span# Location (ft) in Span Bending Stress Results Mu :'Max phi'^nx (k-ft) Stress Ratio Span # 1 1 2.670 -7.95 11.92 o;67 +1.20D+1.60L-K1,50S+1,60H Span # 1 1 2.670 -7.95 11.92 0.67 +1.20D+1,60Lr-K).50L Span # 1 1 2.670 -7.95 11.92 0.67 +1.20D+1.60Lr+0.80W Span # 1 1 2.670 -7.95 11.92 0.67 -I-1.20D+0.50L+1.60S Span # 1 1 2.670 -7.95 11.92 0.67 +1,20D+1.60S40,80W Span # 1 1 2.670 -7.95 11.92 0.67 +1.20D-H3.50Lr+O.50L+1.60W Span # 1 1 2.670 -7.95 11.92 0.67 +1.20D-K).50L+0.50S+1.60W Span # 1 1 2,670 -7.95 11.92 0.67 +1.20D+O.50L-K).20S+€ Span # 1 1 2,670 -7.95 11.92 0.67 •H).90D+1.60W+1.60H Span#1 1 2.670 -7,95 11.92 0.67 •tO.90D+£+1.60H Span # 1 1 2.670 -7.95 11.92 0.67 Load Combinatton HOnly Span Max. "-"Defl \ Location in Span Load Combination Max,"+" Dell Locafion in Span 0.0177 2.670 0,0000 0.000 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Tille Block" selection. Title Block Line 6 Project Tille: Engineer; Project Descr: Project ID: Wo Printed: 19 SEP 2013.10.02At,1 1 Description in: 4.8" thick CMU wall 9.33-12.67 feet ^e.ek)t^ ji^TO^^H'^ i<5 tnc<A-e/V^ Calculations per ACI 318-05, IBC 2006, CBQ 2007, ASCE 7-05 Load Combination Set: ASCE 7-05 fc = 1.50 ksi fr = fc * 7.50 = 290.474 psi Density = 120.0 pcf / p X Ltwt Factor = 1.0 Elastic Modulus = 750.0 ksi d) Phi Values Flexure: 0.90 Shear: 0.750 0.850 fy - Main Rebar E - Main Rebar Fy - Stirrups 40.0 ksi 40 Oksi E-Stirrups = 29,000.0ksi 29,000^0 ksi Stirrup Bar Size #= # 3 Number of Resisting Legs Per Stirrup = 2 Load Combination ASCE 7-05 16 in H(0.5) 16"wx 12" h Span=3.330 ft Rectangular Section, Width = 16.0 in, Height = 12,0 in Span#1 Reinforcing,.,, 1-#5 at 2.750 in from Top, from 0.0 to 3,330 ft in this span Service loads entered. Load Factors wilt be applied for calculations. Load for Span Number 1 Moment: H = 0.740 k-ft, Location = 3.330 ft from left end of this span, (Earth Moment) Point Load : H = 0.50 k @. 0,0 ft, (Point Earth) Maximum Bending Stress Ratio = 0.142:1 Section used for this span Typical Section Mu: Applied -1.184 k-ft Mn * Phi: Allowable 8.320 k-ft Load Combination +1,20D+O.50Lr+1.60L+1,60H Location of maximum on span 0.000ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.000 in Ratio = O<360 0.000 in Ratio = O<360 0.004 in Ratio = 19478 0.000 in Ratio = 999<180 Support notation: Far left is #1 Load Combination Support 1 Support 2 Overall f^Ximum HOnly 0.500 0.500 Entire Beam Span Length: Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Load Combination Segment Length Span# Location (fl in Span Bending Stress Results (k-ft ] Mu: Max Phi*Mrtx Stress Ratio MAXimum BENDIhJG Envelope Span#1 1 3.330 -1.18 8.32 0,14 +1.40D Span# 1 1 3,330 -1.18 6.32 0.14 +1.20DtO.50Lr+1,60L+1.60H Span# 1 1 3.330 -1.18 8.32 0.14 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title; Engineer; Project Descr: Project ID: lit Lie. #: KW-06000093 DesCTiption : 4.8" thick CMU wall 9.33-12,67 feet Licensee: GOUVIS ENGINEERING Load Combination Segment Length Location (ft) Span# in span Bending Stress Results (k-ft) Mu: Max Phi'Mnx Stress Ratio +1.20D+1.60L+O.50S+1.60H Span # 1 +1,20D+1.60Lr4O.50L Span#1 +1.20D+1.60Lr-»O.80W Span # 1 +1.20D-*O.50L+1.60S Span # 1 +1.20D+1.60S-tO.80W Span # 1 +1.20D^.50Lr+O.50L+1.6OW Span#1 +1.20D-K).50L-K).50S+1.60W Span # 1 +1.20D-K].50L4O.2OS-fE Span # 1 +O.90D+1.60W+1.60H Span#1 4O.90D+E+1.60H Span # 1 iSiiiiiMiiiiii Load Combinatton HOnly ~~ 3.330 3.330 3.330 3.330 3.330 3,330 3,330 3.330 3.330 3.330 -1,18 -1.18 -1.18 -1.18 -1.18 -1.18 -1.18 -1.18 -1.18 -1.18 8.32 8.32 8.32 8.32 8.32 8.32 8.32 8.32 8.32 8.32 0.14 0.14 0.14 0.14 0.14 0,14 0,14 0.14 0.14 0.14 Span Max. "-"Defl \ Location In Span Load Combination Max."+" Defl Location in Span 1 0.0041 3.330 O.OOOO 0.000