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Home My WebLink AboutCT 01-09; La Costa Town Square Commercial; CMU Retaining Walls; 2013-07-01:oRi> CO] hntiai WISEMAN I ROHY STRUCTURAL ENGINEERS STRUCTURAL CALCULATIONS FOR LA COSTA TOWN SQUARE CIVIL CMU SITE WALLS CARLSBAD, CA JULY, 2013 W + R JOB #12-008.04 9915/\Aira Mesa Blvd. TEL (858) 536-5166 Suite 200 WRENGINEERS.COAA San Diego, CA 92131 FAX. (858) 536-5163 SAND PER CiviL GRAVEL PER CiviL DRAINA(3E * )*IATER- PROOFlNG PER ClvIl MAX. HI. WALL @ BIOSWALE SCALE: 3/4"=l'-0" Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title Job* Descr: LCTC- 12-008 7.33UDL+LL+SuO^ ^—Bsgrrrr—WBD Date; 30 JUL 2013 is Wall In File; z:\proiectsV12V12-008 la costa town square\calcs\civil s L^^^sJ°mlVsmf^^' ^""^ Cantilevered Retaining Wall Design Code: IBC 2009,AGI 318-08,ACI 530-08 License To : WISEMAN ROHY STRUCTURAL ENGINEERS Criteria Retained Height = 7,33 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00 : 1 Height of Soil over Toe = 16,00 in Water height over heel = 0,0 ft Soil Data Allow Soil Bearing = 2,500,0 psf Equivalent Fluid Pressure Method Heel Active Pressure 40,0 psf/ft Passive Pressure 300.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf FootingljSoil Friction 0.300 Soil height to Ignore = 12.00 for passive pressure = 12.00 in Surcharge Loads Surcharge Over Heel = 250.0 psf NOT Used To Resist Sliding & Overturning Surcharge Over Toe = 440.0 psf NOT Used for Sliding & Overturning 1 l^atera^oadApplie^ [AdjacentFooting^ Axial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Design Summary | 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 Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. 2.04 OK 1.53 OK 4,457 lbs 13.24 in Soil Pressure @ Toe = 1,677 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,500 psf Soil Pressure Less Than Allowable ACI Factored ACI Factored Toe Heel Footing Shear @ Toe Footing Shear @ Heel Allowable 2,012 psf 0 psf 6.9 psi OK 20.5 psi OK 82.2 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force less 100% Passive Force = less 67 % 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 IBC 2009,ACI 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 0.0 lbs 0,00 ft 0,00 in 0,00 ft Line Load 0,0 ft 0.300 2.252.3 lbs 2.559.4 lbs 895.8 lbs 0.0 lbs OK 0,0 lbs OK Stem Constmction li Top Stem 2nd stem OK Stem OK Design Height Above Ft£ ft = 2,67 0.00 Wall Material Above "Ht" Masonry Masonry Thickness = 8.00 12,00 Rebar Size = # 5 # 5 Rebar Spacing = 16.00 16.00 Rebar Placed at = Center Edge Design Data fb/FB + fa/Fa 0.771 0.907 Total Force @ Section lbs = 1,372,7 2,785.5 Moment,.,-Actual ft-# = 2,658.7 8,108.4 Moment Allowable ft-# = 3,446,5 8,939,3 Shear Actual psi = 30.5 25.8 Shear Allowable psi = 69.7 69.7 Wall Weight psf = 78.0 124.0 Rebar Depth 'd' in = 3,75 9.00 LAP SPLICE IF ABOVE in = 45,00 45,00 LAP SPLICE IF BELOW in = 45.00 HOOK EMBED INTO FTG in = 6.39 Masonry Data fm psi = 1,500 1,500 Fy psi = 60,000 60,000 Solid Grouting = Yes Yes Use Half Stresses = n/a No Modular Ratio 'n' = 21.48 21.48 Equiv, Solid Thick, in = 7.60 11.60 Masonry Block Type = Medium Weight Masonry Design Method = LRFD Concrete Data fc Fy psi = psi = Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title Job* Descr: LCTC - 7.33" (DL+LL+Sur) 12-008 Dsgnr WBD Page: Date; 30 JUL 2013 Is Wall In File; z:\proiects\12\12-008 la costa town square\calcs\civil s RetainPro 10 (c) 1987-2012, Build 10.13.6.24 Ucense: Kw-06055776 Cantilevered Retaining Wall Design License To : WISEMAN ROHY STRUCTURAL ENGINEERS Code: IBC 2009,ACI 318-08,AC1 530-08 Footing Dimensions & Strengths | | Footing Design Results ^ Toe Width = 2.38 ft Heel Width = 3.38 Totai Footing Width = 5.75 Footing Thickness = 15.00 In Key Width = 12.00 In Key Depth = 20.00 In Key Distance from Toe = 2.38 ft f c = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top 2.00 @ Btm.= 3,00 in Toe 2,012 62 35 27 6,87 82.16 #5 @ 18.00 in #5 @ 18.00 in #5@ 11.00 in Heel 0 psf 0 ft^ 50 ft-* 50ft-# 20.46 psi 82.16 psi Factored Pressure Mu': Upward Mu': Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Qther Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: #4@ 9.50 in, #5® 14,50 In, #6@ 20,50 in, #7@ 28,00 In, ^ummanj^^f^iv^^ Item Heel Active Pressure Surcharge over Heel Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil • Total ..OVERTURNING., Force Distance Moment lbs ft ft-# 1,472.3 780.0 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure •• 2.86 4.29 4,210.9 3,346.2 2,252.3 O.T.M. 7.557.1 2.04 4,456.8 lbs Soil Over Heel = Sloped Soil Over Heel Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Welght(s) Earth @ Stem Transitions = Footing Weighl = Key Weight Vert. Component = Force lbs .RESISTING Distance ft 1,915.0 Moment ft-# 4.56 8,737.0 348,3 1.19 413.6 694,6 2.79 1,936.3 170.9 3.21 548.2 1,078.1 2.88 3,099.6 250.0 2.88 718,8 Total = 4,456.8 lbs R.M.= 15,453.5 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Page: Title LCTC - 7.33" (Fact Seismic) Job* : 12-008 Dsgnr: WBD Date; 30 JUL 2013 Descr: Factored Seismic for Stem Design w/1/2 Surcharge is Wall in File; z:\projectsV12\12-008 la costa town square\calcs\clvil s RetainPro 10 (c) 1987-2012, Build 10.13.6,24 License: KW-06055776 Cantllevered Retaining Wall Design Code: lec 2009,ACI 318-08,ACI 530-08 License To : WISEMAN ROHY STRUCTURAL ENGINEERS Criteria Retained Height = 7,33 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00 : 1 Height of Soil over Toe = 16.00 in Water height over heel = 0,0 ft Soil Data Surcharge Loads Surcharge Over Heel = 125.0 psf NOT Used To Resist Sliding & Overturning Surcharge Over Toe = 220,0 psf NOT Used for Sliding & Overtuming Axial Load Applied to Stem ll Axial Dead Load = 0,0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Design Summary | Wall stability Ratios Overtuming 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 100% Passive Force = less 67 % Friction Force = Added Force Req'd „,.for 1.5 :1 Stability Load Factors Allow Soli Bearing = 3,333.0 psf Equivalent Fluid Pressure Method Heel Active Pressure 40.0 psf/ft Passive Pressure 400.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf FootingljSoil Friction 0.300 Soil height to ignore = 12,00 for passive pressure = 12,00 in I [^^tera^Loa^ppliedMtoSt^^ [A^acen^o^jng^^ad Lateral Load = 590.0 #/ft ...Height to Top = 5.00 ft .,,Helght to Bottom = 4,00 ft The above lateral load has been increased 1,40 by a factor of Wind on Exposed Stem = 0.0 psf 1.67 OK 1.76 OK 4,457 lbs 17,87 in 2,144 psf OK 0 psf OK 3,333 psf 2,573 psf 0 psf 17.7 psi OK 20.8 psi OK 82.2 psi Building Code Dead Load Live Load Earth, H Wind, W Seismic, E IBC 2009.ACI 1.200 1.600 1.600 1.600 1.000 Adjacent Footing Load Footing Width Eccentricity Wall to Ftg GL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio 0.0 lbs OOOft 0,00 in 0,00 ft Line Load 0.0 ft 0.300 Stem Construction ~| Top stem 2nd ft = Stem OK 2.67 Masonry 8.00 # 5 16.00 Center Stem OK 0.00 Masonry 12.00 # 5 16.00 Edge 2,452.3 lbs 3,412.5 lbs 895.8 lbs 0.0 lbs OK 0.0 lbs OK Design Height Above Ft£ Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa = 0.856 0.985 Total Force @ Section lbs= 1,623.8 2,842.4 Moment „ „Actual ft-#= 2,948.8 8,809,7 Moment Allowable ft-#= 3,446,5 8,939,3 Shear Actual psi= 36.1 26,3 Shear Allowable psl= 69.7 69.7 Wall Weight psf= 78.0 124.0 Rebar Depth 'd' ln= 3.75 9.00 LAP SPLICE IF ABOVE in = 45.00 45.00 LAP SPLICE IF BELOW in = 45.00 HOOK EMBED INTO FTG in = 6.39 Masonry Data fm Fy psi Solid Grouting Use Half Stresses Modular Ratio 'n' Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy 1,500 1,500 60,000 60,000 Yes Yes = n/a No 21.48 21.48 7.60 11.60 = Medium Weight = LRFD psi = psi = Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title • LCTC - 7.33'(Fact Seismic) Paoe: Job* : 12-008 Dsgnr: WBD Date; 30 JUL2013 Descr: Factored Seismic for Stem Design w/1/2 Surcharge is Wall in File: z:\projects\12\12-008 la costa town square\calcs\civll s RetainPro 10 (c) 1987-2012, Build 10.13.6.24 _ . „„ . „, „ „„ License: KW-06055776 Cantllevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To : WISEMAN ROHY STRUCTURAL ENGINEERS Footing Dimensions & Strengths | |^Footin^esigi^Resulte Toe Width Heel Width Total Footing Width = Footing Thickness = Key Width Key Depth Key Distance from Toe = fc = 3,000 psi Fy = Footing Concrete Density = Min. As % Cover @ Top 2.00 <§ 2.38 ft 3.38 5.75 15.00 in 12.00 in 20.00 in 2.38 ft 60,000 psi 150.00 pcf 0,0018 Btm,= 3,00 in Toe 2.573 79 24 55 17.66 82.16 #5 @ 18.00 in #5 @ 18.00 in #5 @ 11,00 in Heel 0 psf 0 ft-* 44 ft-* 44 ft-* 20.78 psi 82.16 psi Factored Pressure Mu': Upward Mu': Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel; Not req'd, Mu < S * Fr Key: #4@ 9.50 In, #5@ 14.50 in, *6@ 20.50 In, #7(? 28.00 in. ^ummar^^vei^^ Item ..OVERTURNING.. Force Distance Moment lbs ft ft-# Force lbs .RESISTING Distance ft Moment ft-# Heel Active Pressure = 1,472.3 2.86 4,210.9 Soil Over Heel = 1,915.0 4,56 8,737.0 Surcharge over Heel = 390.0 4.29 1,673.1 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = 590.0 5.75 3,392.5 Axial Dead Load on Stem = Load @ Stem Above Soil = * /Kx\a\ Live Load on Stem = Soil Over Toe = Surcharge Over Toe = 348,3 1.19 413.6 Stem Weight(s) Earth @ Stem Transitions = Footing Weighl = 694,6 2,79 1,936.3 2,452.3 O.T.M. 9,276.5 Stem Weight(s) Earth @ Stem Transitions = Footing Weighl = 694,6 2,79 1,936.3 Totel 2,452.3 O.T.M. 9,276.5 Stem Weight(s) Earth @ Stem Transitions = Footing Weighl = 170,9 1,078,1 3,21 2,88 548.2 3,099.6 Resisting/Overturning Ratio 1.67 Key Weight 250.0 2.88 718.8 Vertical Loads used for Soil Pressure = 4,456.8 lbs Vert, Component = Total = 4.456,8 lbs R.M.= 15,453.5 * Axial live load NOT mcluded in total displayed, or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title • LCTC-7.33'(Unfact Seismic) f^' Page: _2. Job* : 12-008 Dsgnr: WBD Date: 30 JUL 2013 Descr; Unfactored Seismic for Foundation Design w/1/2 Surcharge is Wall in File: z:\proiects\12\12-008 la costa town squareVcalcsNcivil s RetainPro 10 (c) 1987-2012, Build 10.13.6.24 _ ... i. r» • Ucense: KW-06055776 Cantiievered Retaming Wall Design License To : WISEMAN ROHY STRUCTURAL ENGINEERS Code: IBC 2009,ACI 318-08,ACI 530-08 Criteria Retained Height = 7.33 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 Soil Data | Allow Soil Bearing = 3,333.0 psf Equivalent Fluid Pressure Method Heel Active Pressure 40.0 psf/ft Passive Pressure 400.0 psf/ft Soil Density, Heel = 110,00 pcf Soil Density, Toe = 110.00 pcf FootingllSoil Friction 0,300 Soil height to Ignore = 12.00 for passive pressure = 12.00 in Surcharge Loads Surcharge Over Heel = 125.0 psf NOT Used To Resist Sliding & Overturning Surcharge Over Toe = 220.0 psf NOT Used for Sliding & Overturning Axial Load Applied to Stem ll /\xial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Design Summary | Wall Stebility Ratios Overturning Sliding Total Bearing Load ...resultant ecc. Soil Pressure @ Toe Soil Pressure @ Heel Allowable 1.65 OK 1.53 OK 4,370 lbs 17.82 In 2.096 psf OK 0 psf OK 3,333 psf Soil Pressure Less Than Allowable ACI Factored @ Toe ACI Factored @ Heel Footing Shear @ Toe Footing Shear @ Heel Allowable 2,515 psf 0 psf 18.0 psi OK 20.8 psi OK 82,2 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = less 100% Passive Force = less 67 % 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 IBC 2009,ACI 1.200 1.600 1.600 1.600 1.000 I I Lateral Load Applied toStemJ^ S^j^S^^^S^I^^SSi Lateral Load = 590.0 #/ft ...Height to Top = 5.00 ft ...Height to Bottom = 4.00 ft The above lateral load has been increased 1,00 by a factor of Wind on Exposed Stem = 0.0 psf Adjacent Footing Load = Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio 0.0 lbs 0.00 ft 0,00 in 0.00 ft Line Load 0.0 ft 0.300 2,452.3 lbs 2,868,1 lbs 878.3 lbs 0.0 lbs OK 0,0 lbs OK Stem Construction k Top stem 2nd Stem Construction Stem OK Stem OK Design Height Above Ft£ ft = 2.67 0.00 Wall Material Above "Ht" = Masonry Masonry Thickness = 8.00 12.00 Rebar Size = # 5 # 5 Rebar Spacing = 16.00 16.00 Rebar Placed at = Center Edge Design Data ftj/FB + fa/Fa = 0.856 0.985 Total Force @ Section lbs = 1,623.8 2,842.4 Moment,.,.Actual ft-# = 2,948.8 8,809.7 Moment .Allowable ft-# = 3,446,5 8,939.3 Shear Actual psl = 36,1 26,3 Shear Allowable psi = 69,7 69,7 Wall Weight psf = 78,0 124,0 Rebar Depth 'd' in = 3,75 9.00 LAP SPLICE IF ABOVE in = 45,00 45,00 LAP SPLICE IF BELOW in = 45,00 HOOK EMBED INTO FTG in = 6.39 Masonry Data fm psi = 1,500 1,500 Fy psi = 60,000 60,000 Solid Grouting = Yes Yes Use Half Stresses = n/a No Modular Ratio 'n' = 21.48 21.48 Equiv. Solid Thick. in = 7.60 11.60 Masonry Block Type = Medium Weight Masonry Design Method = LRFD Concrete Data • • fc psi = Fy psi = Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title • LCTC - 7.33'(Unfact Seismic) Page: ^ Job* : 12-008 Dsgnr: WBD Date; 30 JUL2013 Descr: Unfactored Seismic for Foundation Design w/1/2 Surcharge is Wall in File: z:\projects\12\12-008 la costa town square\calcsVcivil s RetainPro 10 (c) 1987-2012, Build 10.13.6.24 License: KW-06055776 Cantllevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To : WISEMAN ROHY STRUCTURAL ENGINEERS FootingDimer^^ [~Footin^Desig^Resu^ Toe Width 2.38 ft Heel Width 3.38 Total Footing Width = 5.75 Footing Thickness = 15.00 in Key Width 12.00 In Key Depth 20.00 in Key Distance from Toe = 2.38 ft fc = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0,0018 Cover @ Top 2.00 @ Btm,= 3,00 in Factored Pressure Mu': Upward Mu': Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing #5 #5 #5 Toe 2,515 77 22 55 18,00 82.16 18.00 in 18.00 in 11.00 In Heel 0 psf 0 ft-# 44 ft4f 44ft-# 20.78 psi 82.16 psi Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: #4@ 9,50 in, #5@ 14.50 In, #6@ 20.50 in, #7@ 28.00 in, Summary of Overturning & Resisting Forces & Moments Item OVERTURNING Force Distance Moment lbs ft ft-# Heel Active Pressure = Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = 1,472,3 390.0 590.0 2,86 4,29 5,75 4,210.9 1,673,1 3,392.5 Total 2,452.3 O.T.M. 9,276.5 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = 1.65 4,369.8 lbs Soil Over Heel = Sloped Soil Over Hee^ = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) Earth @ Stem Transitions = Footing Weighl = Key Weight Vert, Component = Force lbs ,.RESIST1NG Distance ft 1,915,0 Moment ft-* 4,56 8,737,0 261,3 1.19 310,2 694,6 2.79 1,936,3 170,9 3.21 548.2 1,078.1 2,88 3,099.6 250.0 2.88 718.8 Totel = 4,369.8 lbs R.M.= 15,350.1 'Axial live load NOT included in total displayed, or used for overturning resistance, but Is included for soil pressure calculation. DESIGNER NOTES: SAND F^R ClvlL- O^AVEL f^R CiviL DRAlNAC^ 4 WATER- PROOFING PER ClvlL EQ. 2-*4 CONT. EQ. CO -8'CMUf60LlDGROUT;W/ •5 (V) t CH; « Ife" O.C. / / 2 1/2" CLR. 12" CMU fSOLID GROUT; W/ *6 M fi lfc" < M M) fi 24" 1^-^—12" CONC WALL W/ «5 « 8" O.C. < ("2; CONT. «5 M) -DRAINAGE < WATER- PROOFING PER CiviL 9^-4" MAX. HT. WALL ® BIOSWALE SCALE: 3/4"=l'-0" Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title : LCTC-9.3 Job* : 12-008 Descr: • (DL+LL+Sur) _Dsgnr: Page: Date: 30 JUL 2013 is Wall In File; z:Vpro]ects\12\12-008 la costa town squareVcalcs\civll s RetainPro 10 (c) 1987-2012, Build 10.13.6.24 License; KW.06055776 Cantllevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To : WISEMAN ROHY STRUCTURAL ENGINEERS Criteria Retained Height = 9.33 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00 : 1 Height of Soil over Toe = 16.00 in Water height over heel = 0.0 ft I I Soil Data Surcharge Loads Surcharge Over Heel = 250.0 psf NOT Used To Resist Sliding & Overturning Surcharge Over Toe = 440.0 psf NOT Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0,0 lbs Axial Load Eccentricity = 0.0 in Design Summary | Wall Stebility 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 Caics (Vertical Component NOT Used) Lateral Sliding Force less 100% Passive Force = less 67 % Friction Force = Added Force Req'd ....for 1.5 : 1 Stability Load Factors Allow Soil Bearing = 2,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure 40.0 psf/ft Passive Pressure 300,0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf FootingllSoil Friction 0,300 Soil height to ignore for passive pressure = 12,00 in I I^^^J®^j^^^PPl|®^°J^^,,,^ [Adjacenl^^ Lateral Load = 0.0 #/ft ...Height to Top = OOOft ...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 2.13 OK 1.57 OK 6,399 lbs 14.45 in 1,856 psf OK 0 psf OK 2,500 psf 2,227 psf 0 psf 10.9 psi OK 28.1 psi OK 82.2 psi Building Code Dead Load Live Load Earth, H Wind, W Seismic, E IBC 2009,ACI 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 0.0 lbs OOOft 0,00 in 0.00 ft Line Load OOft 0,300 Top Stem 2nd Stem OK 5.34 Masonry 8.00 # 5 16.00 Center 3,200.5 lbs 3.726.0 lbs 1.286.1 lbs 0.0 lbs OK 0,0 lbs OK Stem Construction |. Design Height Above Fte ft: Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Date ft)/FB + fa/Fa = 0.533 Total Force @ Section lbs = 1,089,8 Moment....Actual ft-#= 1,835.4 Moment Allowable ft-#= 3,446,5 Shear Actual psi= 24,2 Shear Allowable psi= 69,7 Wall Weight psf= 78,0 Rebar Depth 'd' in= 3.75 LAP SPLICE IF ABOVE in= 45,00 LAP SPLICE IF BELOW in = 45.00 HOOK EMBED INTO FTG in = Masonry Data fm psi Fy psi Solid Grouting 3rd stem OK 2.67 Masonry 12.00 # 5 16.00 Edge Stem OK 0.00 Concrete 12.00 # 5 8.00 Edge 0.713 2,388.1 6,376.9 8,939 3 22.1 69,7 124,0 9.00 45.00 21.36 0.736 4,142.7 14,993,9 20,360.5 33.9 82.2 150.0 10.19 21.36 9.59 Use Half Stresses Modular Ratio 'n' Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy 1,500 1,500 60,000 60,000 Yes Yes = n/a No 21.48 21.48 7.60 11.60 = Medium Weight LRFD psi = psi = 3,000.0 60,000,0 Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title Job* Descr: LCTC - 9.33' (DL+LL+Sur) 12-008 Dsgnr: WBD Page:. Date: 30 JUL 2013 is Wall in File: z:\projects\12\12-008 la costa town square\calcs\clvil s RetainPro 10 (c) 1987-2012, Build 10.13.6.24 License: KW-06055776 Cantllevered Retaining Wall Design Code: IBC 2009,ACi 318-08,ACI 530-08 License To : WISEMAN ROHY STRUCTURAL ENGINEERS Footing^iimens^ I^Footin^Desigi^esuIt^^^^ Toe Width Heel Width Total Footing Width = Footing Thickness = Key Width Key Depth = Key Distance from Toe = fc = 3,000 psi Fy Footing Concrete Density = Min. As % Cover @ Top 2.00 i 3.00 ft 4.00 7.00 15.00 in 12.00 in 30.00 in 3.00 ft 60,000 psi 150.00 pcf 0.0018 ! Btm.= 3.00 in Toe 2.227 8,580 4,979 3,601 10.86 82,16 #5@ 18.00 in #5 @ 18.00 in #5® 11.00 in Heel 0 psf 1,303 ft-* 8,366 ft-# 7,062 ft-* 28.15 psi 82.16 psi Factored Pressure Mu': Upward Mu': Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: #4® 7.50 In, #5@ 11.50 In, #6@ 16.50 In, #7@ 22.25 in, #8® 29.50 in, #9® 37 Key: #4® 9.50 in, #5® 14.50 in, #6® 20.50 in, #7® 28,00 in, Summary of Overturning & Resisting Forces & Moments Item Heel Active Pressure Surcharge over Heel Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil = Total OVERTURNING Force Distance Moment lbs ft ft-# 2,238.7 961.8 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = 3.53 5,29 7.895.2 5,088.0 3.200.5 O.T.M. 12,983.3 2.13 6,398.6 lbs Soil Over Heel Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) Earth @ Stem Transitions = Footing Weighl = Key Weight Vert. Component = Force ..RESISTING Distence Moment lbs ft ft-* 3,081.0 5.50 16,954,5 440.3 1.50 • 660,9 1,042.8 3.45 3,600,0 146.3 3.84 561,1 1,313.3 3.50 4,599,0 375.0 3.50 1,313,3 6,398.6 lbs R.M.= 27,688,7 Total = ' Axial live load NOT Included in total displayed, or used for overtuming resistance, but Is included for soil pressure cafculation. DESIGNER NOTES: Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title LCTC - 9.33" (Factored Seis) Job* : 12-008 Dsgnr: WBD Date; 30 JUL 2013 Descr: Factored Seismic for Stem Design w/1/2 Surcharge is Wall in File; z:\projectsV12\12-008 la costa town square\calcsVclvll s RetainPro 10 (c) 1987-2012, Build 10.13.6.24 Ucense; KW-06055776 Cantllevercd Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To : WISEMAN ROHY STRUCTURAL ENGINEERS Criteria Retained Height = 9,33 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00 : 1 Height of Soil over Toe = 16.00 in Water height over heel = 0,0 ft I I Soil Data Allow Soil Bearing = 3,333.0 psf Equivalent Fluid Pressure Method Heel Active Pressure 40,0 psf/ft Passive Pressure 400.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf FootingllSoil Friction 0.300 Soil height to ignore = 12,00 for passive pressure = 12,00 in Surcharge Loads Surcharge Over Heel = 125.0 psf NOT Used To Resist Sliding & Overturning Surcharge Over Toe = 220.0 psf NOT Used for Sliding & Overturning I I Lateral Load Applied to Stem || | Adjacent Footing Load Axial Load Applied to Stem Lateral Load ...Height to Top ...Height to Bottom The above lateral load has been increased by a factor of Axial Dead Load = 0.0 lbs Wind on Exposed Stem = c Axial Live Load = 0.0 lbs Wind on Exposed Stem = Axial Load Eccentricity = 0.0 In Design Summary | Stem Construction 900.0 #/ft 7.00 ft 6.00 ft 1.40 0.0 psf Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio 0.0 lbs OOOft 0.00 in OOOft Line Load 0.0 ft 0,300 Wall Stebility Ratios Overturning Sliding Total Bearing Load ...resultant ecc. 1.59 OK 1.73 OK 6,399 lbs 22.76 in Soil Pressure @ Toe = 2,657 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 3.333 psf Soil Pressure Less Than Allowable 3,188 psf 0 psf 25.2 psi OK 31.7 psi OK 82.2 psi ACI Factored @ Toe = ACI Factored @ Heel = Footing Shear @ Toe = Footing Shear @ Heel = Allowable = Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 3,619.6 lbs less 100% Passive Force = - 4,968.1 lbs less 67 % Friction Force = - 1,286.1 lbs Added Force Req'd = 0.0 lbs OK ..„for 1.5 :1 Stability = 0,0 lbs OK Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E IBC 2009,AC1 1.200 1,600 1.600 1.600 1.000 Design Height Above Ft£ ft = Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fblFB + fa/Fa Total Force ® Section lbs Moment...Actual ft-* Moment Allowable ft-# Shear Actual psi Shear Allowable psi Wall Weight psf Rebar Depth 'd' In LAP SPLICE IF ABOVE LAP SPLICE IF BELOW in HOOK EMBED INTO FTG in Masonry Data fm psi Fy psi Solid Grouting Use Half Stresses Modular Ratio 'n' Equiv. Solid Thick, Masonry Block Type Masonry Design Method Concrete Data fc Fy Top Stem 2nd 3rd Stem OK Stem OK Stem OK 5.34 2.67 0.00 = Masonry Masonry Concrete 8.00 12.00 12.00 # 5 # 5 # 5 16.00 16.00 8.00 = Center Edge Edge = 0.667 0.919 0.868 = 1,699.6 2,803.7 4,364.1 = 2,300.5 8,211,0 17,678.5 = 3,446.5 8,939.3 20,360.5 37.8 26.0 40.1 69.7 69.7 82.2 78.0 124.0 150.0 3.75 9.00 10.19 45,00 45.00 21,36 45.00 21.36 = 9,59 1,500 1,500 60,000 60,000 Yes Yes = n/a No 21.48 21,48 7.60 11.60 = Medium Weight = LRFD i = 3,000.0 i = 60,000,0 Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title • LCTC - 9.33'(Factored Seis) Page: Job* : 12-008 Dsgnr; WBD Date: 30 JUL 2013 Descr: Factored Seismic for Stem Design w/1/2 Surcharge is Wall in File; z:\projects\12\12-008 la costa town squareVcalcsVcivil s RetainPro 10 (c) 1987-2012, Build 10.13.6.24 . , ^ . License: KW-06055776 Cantllevered Retainmg Wall Design License To : WISEMAN ROHY STRUCTURAL ENGINEERS Code: IBC 2009,ACI 318-08.ACI 530-08 Footing Dimensions & Strengths | | Footing Design Results | Toe Width Heel Width Total Footing Width = Footing Thickness = Key Width Key Depth = Key Distance from Toe = fc = 3,000 psi Fy Footing Concrete Density = MIn. As %> Cover @ Top 2.00 ( 3.00 ft 4.00 7.00 15,00 in 12,00 in 30,00 in 3,00 ft 60,000 psi 150,00 pcf 0.0018 Btm.= 3.00 in Factored Pressure Mu': Upward Mu': Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing #5 #5 #5 Toe 3,188 11,381 3,393 7,988 25,18 82,16 18,00 in 18,00 in 11,00 in Heel 0 psf 60 ft-# 7,464 ft-* 7,405 ft-* 31.69 psi 82.16 psi Other Acceptable Sizes & Spacings Toe: #4® 7.50 in, *5@ 11.50 in, #6® 16.50 In, #7® 22.25 in, #8(J Heel: #4® 7.50 in, #5® 11.50 in, #6® 16.50 in, *7@ 22.25 in, #8^ Key: #4® 9.50 in, #5® 14.50 in, #6® 20.50 in, #7® 28.00 in. 29.50 in, #9® 37 29.50 in, #9® 37 Summai^fOjj^^ Item ..OVERTURNING., Force Distence Moment lbs ft ft-* Force lbs .RESISTING Distance ft Moment ft-* Heel Active Pressure = 2,238.7 3.53 7,895.2 Soil Over Heel = 3,081.0 5.50 16,954,5 Surcharge over Heel = 480.9 5.29 2,544.0 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = 900.0 7.75 6,975.0 Axial Dead Load on Stem = Load @ Stem Above Soil = * Axial Live Load on Stem = Soil Over Toe = 440.3 1.50 660,9 Surcharge Over Toe = Stem Welght(s) 1,042.8 3.45 3,600,0 Totel 3.619.6 O.T.M. 17,414.3 Surcharge Over Toe = Stem Welght(s) 1,042.8 3.45 3,600,0 Totel 3.619.6 O.T.M. 17,414.3 Earth @ Stem Transitions = Footing Weighl = 146,3 1,313.3 3.84 3,50 561.1 4,599,0 Resisting/Overturning Ratio = 1.59 Key Weight 375.0 3,50 1,313.3 Vertical Loads used for Soil Pressure = 6,398,6 lbs Vert. Component = Totel = 6.398.6 lbs R.M.= 27,688,7 ' Axial live load NOT included in totai displayed, or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title • LCTC - 9.33'(Untect Seis) Page: _1L_ Job* : 12.008 Dsgnr; WBD Date; 30 JUL 2013 Descr; Unfactored Seismic for Foundation Design w/1/2 Surcharge is Wall in File: z:\projects\12\12-008 la costa town square\calcs\clvil s RetainPro 10 (c) 1987-2012, Build 10.13.6.24 ^ Ucense: KW.060S5776 Cantllevered Retaining Wall Design License To : WISEMAN ROHY STRUCTURAL ENGINEERS Code: IBC 2009,ACI 318-08,ACI 530-08 Criteria Retained Height = 9.33 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00 :1 Height of Soil over Toe = 16.00 in Water height over heel = 0.0 ft I I Soil Data Allow Soil Bearing = 3,333.0 psf Equivalent Fluid Pressure Method Heel Active Pressure 40.0 psf/ft Passive Pressure 400.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf FootingllSoil Friction 0.300 Soil height to Ignore = 12.00 for passive pressure = 12.00 in Surcharge Loads Surcharge Over Heel = 125.0 psf NOT Used To Resist Sliding & Overturning Surcharge Over Toe = 220.0 psf NOT Used for Sliding & Overturning i [^^^^^^^^^SSH^^iI^iJl^^^^ lAdJacentjF^^ Axial Load Applied to Stem Lateral Load ...Height to Top ...Height to Bottom The above lateral load has been increased Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0 Axial Live Load = 0.0 lbs Wind on Exposed Stem = Axial Load Eccentricity = 0.0 in Design Summary | Stem Construction 900.0 #/ft 7.00 ft 6.00 ft 1.00 0.0 psf Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio 0.0 lbs OOOft 0,00 in 0,00 ft Line Load 0.0 ft 0.300 Wall Stebility Ratios Overturning Sliding Total Bearing Load ...resultant ecc. 1.59 OK 1.73 OK 6,399 lbs 22.76 In Soil Pressure @ Toe = 2,657 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 3,333 psf Soil Pressure Less Than Allowable Design Height Above Ft£ Wali Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Date fblFB + fa/Fa 'k Top Stem 2nd 3rd Stem OK 5.34 Masonry 8.00 # 5 16.00 Center Stem OK 2.67 Masonry 12.00 # 5 16.00 Edge Stem OK 0.00 Concrete 12.00 # 5 8.00 Edge ACI Factored @ Toe ACI Factored @ Heel Footing Shear @ Toe Footing Shear @ Heel Allowable 3,188 psf 0 psf 25.2 psi OK 31.7 psi OK 82.2 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force less 100% Passive Force = less 67 % Friction Force = Added Force Req'd = ....for 1.5 :1 Stability = 3,619,6 lbs 4,968,1 lbs 1,286.1 lbs 0.0 lbs OK 0.0 lbs OK 0.667 0.919 0.868 Total Force @ Section lbs= 1,699.6 2,803.7 4,364.1 Moment...Actual ft-#= 2,300.5 8,211.0 17,678.5 Moment Allowable ft-#= 3,446.5 8,939.3 20,360.5 Shear Actual psi= 37.8 26.0 40.1 Shear Allowable psi= 69.7 69.7 82.2 Wall Weight psf= 78.0 124.0 150.0 Rebar Depth 'd' in= 3.75 9.00 10.19 LAP SPLICE IF ABOVE in= 45.00 45.00 21.36 LAP SPLICE IF BELOW in= 45.00 21.36 HOOK EMBED INTO FTG In = 9.59 Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E IBC 2009,ACI 1.200 1.600 1.600 1.600 1.000 Masonry Data fm psi Fy psi Solid Grouting Use Half Stresses Modular Ratio 'n' Equiv. Solid Thick. Masonry Block Type Masonry Design Method = LRFD Concrete Data f c psi = Fy psi = 1,500 1,500 60,000 60,000 Yes Yes = n/a No 21.48 21.48 7.60 11.60 = Medium Weight 3,000.0 60,000.0 Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title • LCTC - 9.33'(Unfact Seis) Page: \^ Job* : 12-008 Dsgnr: WBD Date: 30 JUL2013 Descr: Unfactored Seismic for Foundation Design w/1/2 Surcharge is Wall in File: z:\projects\12\12-008 la costa town square\calcsVcivil s RetainPro 10 (c) 1987-2012, Build 10.13.6.24 License: KW-06055776 Cantllevcred Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To : WISEMAN ROHY STRUCTURAL ENGINEERS ^ootin^^Dimen^ |^^ootin^esigi^Resijlt^^j| Toe Width Heel Width Total Footing Width = Footing Thickness = Key Width Key Depth = Key Distance from Toe = fc = 3,000 psi Fy = Footing Concrete Density = Min. As % Cover @ Top 2.00 @ 3.00 ft 4.00 7.00 15.00 in 12.00 in 30,00 in 3.00 ft 60,000 psi 150.00 pcf 0.0018 Btm.= 3.00 In Toe 3,188 11,381 3,393 7,988 25.18 82.16 #5® 18.00 in #5® 18.00 in #5® 11.00 in Heel 0 psf 60 ft-* 7,464 ft-* 7,405 m 31.69 psi 82.16 psi Factored Pressure Mu': Upward Mu': Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Other Acceptable Sizes & Spacings Toe: #4® 7.50 in, #5® 11.50 in, #6® 16.50 In, Heei: #4@ 7.50 in, #5® 11.50 In, #6® 16.50 in, Key: #4® 9.50 In, #5® 14.50 In, #6® 20.50 In, 22.25 in, 22.25 in, 28,00 in, 29,50 in, 29,50 In, 37 37 Summary of Overturning & Resisting Forces & Moments Item OVERTURNING Force Distence Moment lbs ft ft-* Heel Active Pressure Surcharge over Heel Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil • 2,238.7 3.53 480.9 5.29 900.0 7.75 7,895.2 2.544.0 6,975.0 Totel 3,619.6 O.T.M. 17,414.3 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = 1.59 6,398,6 lbs Soil Over Heel Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) Earth @ Stem Transitions = Footing Weighl = Key Weight Vert. Component = Force .RESISTING Distence Moment lbs ft ft-# 3,081.0 5.50 16,954.5 440.3 1.50 660.9 1,042.8 3.45 3,600.0 146.3 3.84 561.1 1,313.3 3.50 4,599.0 375.0 3.50 1,313.3 6,398.6 lbs R.M.= 27,688.7 Totel = * Axial live load NOT included In total displayed, or used for overturning resistance, but is Included for soil pressure calculation. DESIGNER NOTES: 7'-4" MAX. HT. COMBINATION WALL SCALE: 3/4M'-0' Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title Job* Descr; LCTC - 7.33' U (DL+LL+Sur) 12-008 Dsgnr: WBD Page: Date: 30 JUL 2013 Is Wall in File: z:\projects\12\12-008 la costa town square\calcs\civll s RetainPro 10 (c) 1987-2012, Build 10.13.6.24 License: KW-06055776 Cantllevered Retaining Wall Design License To : WISEMAN ROHY STRUCTURAL ENGINEERS Code: IBC 2009,ACI 318-08,ACI 530-08 Criteria Retained Height = 7.33 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 I I Soil Data Allow Soil Bearing = 2,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure 40.0 psf/ft Passive Pressure 300.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf FootingllSoil Friction = 0.300 Soil height to ignore = 12.00 for passive pressure = 12.00 in Surcharge Loads Surcharge Over Heel = 250.0 psf NOT Used To Resist Sliding & Overturning Surcharge Over Toe = 440.0 psf NOT Used for Sliding & Overturning k I Lateral Load Applied to Stem | | Adjacent Footing Load Axial Load Applied to Stem Lateral Load ...Height to Top ...Height to Bottom The above lateral load has been increased by a factor of Axial Dead Load = 0.0 lbs Wind on Exposed Stem = c Axial Live Load = 0.0 lbs Wind on Exposed Stem = Axial Load Eccentricity = 0.0 in Design Summary | Stem Construction 0.0 #/ft 0.00 ft 0.00 ft 1.00 0.0 psf Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0,0 ft 0.300 Wall Stebility Ratios Overtuming = 1.87 OK Slab Resists All Sliding ! Total Bearing Load ...resultant ecc. 3,186 lbs 17,10 in Soil Pressure @ Toe = 1,024 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,228 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 16.7 psi OK Footing Shear @ Heel = 5.3 psi OK Allowable = 82.2 psi Sliding Calcs Slab Resists All Sliding I Lateral Sliding Force = 2,252.3 lbs Design Height Above Ft£ Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data ft)/FB + fa/Fa ^ Top Stem 2nd Stem OK 2.67 Masonry 8.00 # 5 16.00 Center Stem OK 0.00 Masonry 12.00 # 5 16.00 Edge 0.771 0.907 Total Force ® Section lbs= 1,372.7 2,785.5 Moment...Actual ft-*= 2,658.7 8,108,4 Moment Allowable ft-*= 3,446.5 8,939,3 Shear Actual psi= 30.5 25,8 Shear Allowable psi= 69,7 69.7 Wall Weight psf= 78.0 124.0 Rebar Depth 'd' in= 3.75 9.00 LAP SPLICE IF ABOVE in = 45,00 45.00 LAP SPLICE IF BELOW in = 45.00 HOOK EMBED INTO FTG in = 6.39 Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E IBC 2009,ACI 1,200 1,600 1,600 1,600 1,000 Masonry Data fm psi Fy psi Solid Grouting Use Half Stresses Modular Ratio 'n' Equiv. Solid Thick. Masonry Block Type Masonry Design Method = LRFD Concrete Data f c psi = Fy psi = 1,500 1,500 60,000 60,000 Yes Yes = n/a No 21.48 21.48 7.60 11.60 = Medium Weight Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title Job* Descr; - LCTC - 7.33' U (DL+LL+Sur) : 12-008 Dsgnr; WBD Page: Date: 30 JUL 2013 is Wall in File: z;\projectsV12V12-008 la costa town square\calcs\civil s RetainPro 10 (c) 1987-2012, Build 10.13.6.24 ^ . ^. „„ License: KW-06055776 Cantllevered Retaining Wall Design Code; IBC 2009,ACI 318-08,ACI 530-08 License To : WISEMAN ROHY STRUCTURAL ENGINEERS Footing Dimensions & Strengths | Toe Width 5.50 ft Heel Width 1.50 Total Footing Width = 7.00 Footing Thickness = 15,00 in Key Width 0.00 in Key Depth 0.00 in Key Distance from Toe = OOOft fc = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top 2.00 @ Btm.= 3.00 in 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 1,228 38 33 5 16.71 82.16 *5® 18,00 in #5® 18.00 in #5® 11.00 in 0 psf 0 ft-* 50 ft-* 50 ft-* 5.31 psi 82.16 psi Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: No key defined Summar^^v^^ Item .OVERTURNING., Force Distence Moment lbs ft ft-# Heel Active Pressure Surcharge over Heel Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil • 1,472.3 780.0 2.86 4.29 4,210.9 3,346.2 Totel 2,252.3 O.T.M. 7,557.1 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = 1.87 3,186.1 lbs Force ..RESISTING Distence Moment lbs ft ft-* Soil Over Heel = 403,2 6.75 2,721.3 Sloped Soil Over Hee' = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = '* /^xial Live Load on Stem = Soil Over Toe = 605,0 2.75 1,663,8 Surcharge Over Toe = Stem Weight(s) 694.6 5.91 4,106.8 Earth @ Stem Transitions = 170,9 6.33 1,082 2 Footing Weight = 1,312.5 3.50 4,593.8 Key Weight Vert. Component = Totel = 3,186.1 lbs R.M.= 14,167.7 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title • LCTC - 7.33'U (Fact Seis) Page: Job* : 12-008 Dsgnr; WBD Date; 30 JUL2013 Descr; Factored Seismic for Stem Design w/1/2 Surcharge is Wall in File: z:\projects\12V12-008 la costa town square\calcs\clvil s RetainPro 10 (c) 1987-2012, Build 10.13.6.24 License: KW-06055776 Cantilevered Retaining Wall Design Code: IBC 2009,ACi 318-08,ACI 530-08 License To : WISEMAN ROHY STRUCTURAL ENGINEERS Criteria Retained Height = 7.33 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 I I Soil Data Surcharge Loads Surcharge Over Heel = 125.0 psf NOT Used To Resist Sliding & Overturning Surcharge Over Toe = 220.0 psf NOT Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 In Design Summary | Wall Stebility Ratios Overturning = 1.53 Slab Resists All Sliding I OK Total Bearing Load ...resultant ecc. 3,186 lbs 23,58 in Allow Soil Bearing = 3,333.0 psf Equivalent Fluid Pressure Method Heel Active Pressure 40.0 psf/ft Passive Pressure 400,0 psf/ft Soil Density, Heel = 110,00 pcf Soil Density, Toe = 110.00 pcf FootingllSoil Friction 0.300 Soil height to ignore for passive pressure = 12.00 in jj [TateraT^ad^Appn^^ [^ac^tFootin^Load Lateral Load = 590.0 #/ft ...Height to Top = 5,00 ft ...Height to Bottom = 4.00 ft The above lateral load has been increased 1.40 by a factor of Wind on Exposed Stem = 0.0 psf Soil Pressure @ Toe = 1,384 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 3,333 psf Soil Pressure Less Than Allowable ACl Factored @ Toe = 1,660 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 2.3 psi OK Footing Shear @ Heel = 4.6 psi OK Allowable = 82.2 psi Sliding Calcs Slab Resists All Sliding I Lateral Sliding Force = 2,452.3 lbs Stem Construction | _ Design Height Above Fte ft: Wall Material Above "Ht" Thickness = Rebar Size Rebar Spacing Rebar Placed at Design Data ftj/FB + fa/Fa Total Force @ Section lbs • Moment....Actual ft-*: Moment Allowable ft-* •• Shear Actual psi •• Shear Allowable psi • Wall Weight psf^ Rebar Depth 'd' in ^ LAP SPLICE IF ABOVE in •• LAP SPLICE IF BELOW in '• HOOK EMBED INTO FTG in •• Top Stem Adjacent Footing Load = Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Beiow Soil at Back of Wall Poisson's Ratio 2nd 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 Stem OK 2.67 Masonry 8.00 * 5 16.00 Center Stem OK 0.00 Masonry 12.00 # 5 16.00 Edge 0.856 1,623.8 2,948.8 3,446.5 36.1 69.7 78.0 3.75 45.00 45.00 0.98S 2,842.4 8,809.7 8,939.3 26.3 69.7 124.0 9,00 45.00 6.39 Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E IBC 2009,ACI 1.200 1,600 1.600 1.600 1.000 Masonry Data fm psi Fy psi Solid Grouting Use Half Stresses Modular Ratio 'n' Equiv. Solid Thick. Masonry Block Type Masonry Design Method = LRFD Concrete Data f c psi = Fy psi = 1,500 1,500 60,000 60,000 Yes Yes = n/a No 21.48 21.48 7.60 11.60 = Medium Weight Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title - LCTC - 7.33' U (Fact Seis) Page: \U Job* : 12-008 Dsgnr; WBD Date: 30 JUL2013 Descr: Factored Seismic for Stem Design w/1/2 Surcharge is Wall in File; z:\projects\12V12-008 la costa town square\calcsVcivil s RetainPro 10 (c) 1987-2012, Build 10.13.6.24 License: KW.O6055776 Cantllevered Retaining Wali Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To : WISEMAN ROHY STRUCTURAL ENGINEERS ^ootin^miension^^S^ j^^ooting^Desigi^esi^^ Toe Width Heel Width Total Footing Width = Footing Thickness = Key Width Key Depth = Key Distance from Toe = fc = 3,000 psi Fy Footing Concrete Density = MIn. As % Cover @ Top 2,00 ( 5,50 ft 1.50 7.00 15.00 In 0.00 In 0.00 In 0,00 ft 60,000 psi 150,00 pcf 0.0018 Btm.= 3.00 in Toe Factored Pressure = 1,660 Mu': Upward = 51 Mu': Downward = 22 Mu: Design = 29 Actual 1-Way Shear = 2.31 Allow 1-Way Shear = 82.16 Toe Reinforcing = # 5 @ 18,00 in Heel Reinforcing = # 5 ® 18.00 In Key Reinforcing = * 5 ® 11.00 In Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: No key defined Heel 0 psf 0 ft-* 44 ft-* 44 ft-* 4.64 psi 82.16 psi Summary of Overturning & Resisting Forces & Moments Item OVERTURNING Force Distance Moment lbs ft ft-* Heel Active Pressure = Surcharge over Heel = Surcharge Over Toe = Adjacent Fooling Load = Added Lateral Load = Load ® Stem Above Soil = 1,472.3 2.86 390.0 4.29 590.0 5.75 4,210.9 1,673.1 3,392.5 Total 2,452.3 O.T.M. 9,276.5 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = 1.53 3,186.1 lbs Force .RESISTING Distence Moment Soli Over Heel Sloped Soil Over Hee: = Surcharge Over Heel = Adjacent Footing Load = /\xiai Dead Load on Stem = * /^xial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = Earth ® Stem Transitions = Footing Weighl = Key Weight Vert. Component = lbs ft ft-* 403.2 6.75 2,721.3 605.0 2.75 1,663.8 694.6 5.91 4,106.8 170.9 6.33 1,082,2 1,312.5 3.50 4,593,8 Total = 3,186.1 lbs R.M.= 14,167.7 * Axial live load NOT Included In total displayed, or used for overtuming resistance, but Is included for soil pressure calculation. DESIGNER NOTES: Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title • LCTC - 7.33' U (Unfact Seis) Page: W Job* : 12-008 Dsgnr: WBD Date; 30 JUL 2013 Descr: Unfactored Seismic for Foundation Design w/1/2 Surcharge is Wall in File: z:\proiectsV12\12-008 la costa town square\calcs\civil s Lt^enJi'°Kw^6o7^76"^' ^""^ Cantilevcred Retainmg Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To : WISEMAN ROHY STRUCTURAL ENGINEERS Criteria Retained Height = 7.33 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 J I Soil Data Surcharge Loads Surcharge Over Heel = 125.0 psf NOT Used To Resist Sliding & Overturning Surcharge Over Toe = 220.0 psf NOT Used for Sliding & Overturning Axial Load Applied to Stem y /Vxial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Design Summary | Wall Stebility Ratios Overturning - 1.53 Slab Resists All Sliding ! OK Total Bearing Load ...resultant ecc. 3,186 lbs 23.58 in Allow Soil Bearing = 3,333.0 psf Equivalent Fluid Pressure Method Heel Active Pressure 40.0 psf/ft Passive Pressure 400.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf FootingllSoil Friction 0.300 Soil height to ignore = 12.00 for passive pressure = 12.00 in I |Latera^oa^ppliedtoSte^ [Adjacen^ootin^oad Lateral Load = 590.0 #/ft ...Height to Top = 5.00 ft ...Height to Bottom = 4.00 ft The above lateral load has been increased 1.00 by a factor of Wind on Exposed Stem = 0.0 psf Soil Pressure ® Toe = 1,384 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 3,333 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,660 psf ACI Factored @ Heel = 0 psf Footing Shear ® Toe = 2.3 psi OK Footing Shear @ Heel = 4.6 psi OK Allowable = 82.2 psi Sliding Calcs Slab Resists All Sliding ! Lateral Sliding Force = 2,452.3 lbs Stem Construction | Top stem ^-mmmmmm^^ammmmmimmimmM stem OK Design Height Above Fte ft= 2.67 Wall Material Above "Ht" = Masonry Thickness = 8.00 Rebar Size = #5 Rebar Spacing = 16.00 Rebar Placed at = Center Design Data ftj/FB + fa/Fa = 0.856 Total Force ® Section lbs = 1,623.8 Moment...Actual ft-*= 2,948.8 Moment Allowable ft-*= 3,446.5 Shear Actual psi= 36.1 Shear Allowable psi= 69.7 Wall Weight psf= 78.0 Rebar Depth 'd' in= 3.75 LAP SPLICE IF ABOVE in= 45.00 LAP SPUCE IF BELOW in = 45.00 HOOK EMBED INTO FTG 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 2nd 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 Stem OK 0.00 Masonry 12.00 # 5 16.00 Edge 0.985 2,842.4 8,809.7 8,939.3 26.3 69.7 124.0 9.00 45.00 6.39 Masonry Data Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E IBC 2009,ACI 1.200 1.600 1,600 1,600 1,000 fm psi = 1,500 1,500 Fy psi = 60,000 60,000 Solid Grouting = Yes Yes Use Half Stresses = n/a No Modular Ratio 'n' • 21.48 21.48 Equiv. Solid Thick. In = 7.60 11.60 Masonry Block Type = Medium Weight Masonry Design Method = LRFD Concrete Data fc psi = Fy psi = Use menu item Settings > Printing 81 Title Block to set these five lines of information for your program. Title • LCTC-7.33'U (Unfact Seis) Page: Job* : 12-008 Dsgnr: WBD Date: 30 JUL 2013 Descr: Unfactored Seismic for Foundation Design w/1/2 Surcharge is Wall in File: z:\projects\12\12-008 la costa town square\calcs\clvil s RetainPro 10 (c) 1987-2012, License: KW-06055776 License To : WISEMAN Build 10.13.6.24 Cantilevered Retaining Wall Design ROHY STRUCTURAL ENGINEERS Code: IBC 2009,ACI 318-08,ACI 530-08 Footing Dimensions & Strengths | | Footing Design Results ~| Toe Width 5.50 ft Heel Width 1.50 Total Footing Width = 7.00 Footing Thickness = 15.00 in Key Width 0.00 In Key Depth 0.00 In Key Distance from Toe = 0,00 ft fc = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % 0.0018 Cover @ Top 2.00 ® Btm.= 3,00 In Factored Pressure Mu': Upward Mu': Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing #5 #5 #5 Toe 1,660 51 22 29 2.31 82.16 18.00 In 18,00 In 11,00 In Heel 0 psf 0 ft-* 44 ft-* 44 ft^ 4.64 psi 82.16 psi Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel; Not req'd, Mu < S * Fr Key: No key defined Item Heel Active Pressure Surcharge over Heel Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load ® Stem Above Soil • Total .OVERTURNING., Force Distance Moment lbs ft ft-* 1,472.3 390.0 590.0 2.86 4.29 5.75 4,210.9 1,673.1 3,392.5 2,452.3 O.T.M. 9,276,5 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = 1.53 3,186,1 lbs Force .RESISTING Distance Moment Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = /Vxial Dead Load on Stem = * /Vxial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) Earth @ Stem Transitions = Footing Weighl = Key Weight Vert, Component = lbs ft ft-* 403,2 6.75 2,721.3 605.0 2.75 1,663.8 694.6 5.91 4,106.8 170.9 6.33 1,082.2 1,312.5 3,50 4,593.8 Totel = 3,186.1 lbs R.M.= 14,167.7 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: