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HomeMy WebLinkAboutHMP 15-01; MARTIN RESIDENCE; CANTILEVERED RETAINING WALL DESIGN; 2014-05-08JOB SOWARDS AND BROWN ENGINEERING SHEET NO. 2187 Newcastle Ave., Suite 202 CALCULATED BY___________________ DATE CARDIFF BY THE SEA, CALIFORNIA 92007 CHECKED BY DATE SCALE PRODUCT 204-1 Got, Mm 01471. 1 Use menu item Settings > Printing & Title Block Title : Martin Site Wall A Page: to set these five lines of information Job # : 13-036 Dsgnr: RDS Date: 8 MAY 2014 for your program. Descr: Driveway wall A @ Adams Ave. Temp Const Condition Wall in File: c:\users\bob\documents\retainpro 10 project files\13-036 RetainPro 10 (c) 1987-2012, Build 10.13.8.31 License: KW-06057201 Cantilevered Retaining Wall Design ode: CBC 201 0,ACI 318-08,ACI 530-08 License To: ROBERT SOWARDS J F VW, A eO t Criteria JSoil Data Retained Height = 11.20 ft Wall height above soil = 0.00 ft Allow Soil Bearing = 6,078.0 psf Equivalent Fluid Pressure Method $ Heel Active Pressure = 36.0 psf/ft I + Slope Behind Wall = 0.00:1 = I C Height of Soil over Toe = 6.00 in Passive Pressure = 444.0 psf/ft Water height over heel = 0.0 ft Soil Density, Heel = 120.00 pcf Soil Density, Toe FootingJSoil Friction = 120.00 pcf = 0.400 FS C ( ( Soil height to ignore for passive pressure = 12.00 in tg I I I [1 1 I Lsurcharge Loads -- Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning LAxial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in F Earth Pressure Seismic Load Multiplier Used = 18.000 (Multiplier used on soil density) LLateral Load Applied to Stem • Lateral Load = 0.0 #/ft Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft The above lateral load has been increased 1.00 by a factor of Wind on Exposed Stem = 0.0 psf Uniform Seismic Force = 201.582 Total Seismic Force = 2,593.487 djacent Footing Load Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil - at Back of Wall - 0 0 ft Poisson's Ratio = 0.300 ' Total Bearing Load = 6,792 lbs resultant ecc. = 32.16 in Soil Pressure @ Toe = 4,791 psf OK Soil Pressure © Heel = 0 psf OK Allowable = 6,078 psf Soil Pressure Less Than Allowable ACt Factored © Toe = 5,749 psf ACt Factored @ Heel = 0 psf Footing Shear @ Toe = 35.7 psi OK Footing Shear © Heel = 19.0 psi OK Allowable = 75.0 psi Sliding Caics (Vertical Component NOT Used) Lateral Sliding Force = 4,794.9 lbs less 100% Passive Force= - 2,369.5 lbs less 100% Friction Force = - 2,716.8 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5: 1 Stability = 2,106.0 lbs NG Load Factors Building Code CBC 2010,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 poting Dimensions & strengthsj Toe Width = 4.00 ft Heel Width = 3.25 Total Footing Width = 7.25 Footing Thickness = 20.00 in Key Width = 12.00 in Key Depth = 15.00 in Key Distance from Toe = 3.50 ft 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Mm. As % = 0.0018 Cover @ Top 2.00 © Btm.= 3.00 in I I I I Masonry Data fm psi = 1,500 Fs psi= 24,000 Solid Grouting = Yes Use Half Stresses = n/a Modular Ratio 'n'= 21.48 Short Term Factor 1.000 Equiv. Solid Thick. in= 11.60 Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data f'c psi = 2,500.0 Fy psi = 60,000.0 Footing Design Results Toe Heel Factored Pressure = 5,749 0 psf Mu': Upward = 30,663 0 ft-# Mu': Downward = 2,976 4,151 ft-# Mu: Design = 27,687 4,151 ft-# Actual 1-Way Shear = 35.69 18.97 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = #8 @ 18.00 in Heel Reinforcing = #6 © 16.00 in Key Reinforcing = #5 © 16.00 in Other Acceptable Sizes & Spacings Toe: #4© 4.75 in, #5© 7.50 in, #6@ 10.50 in, #7@ 14.25 in, #8@ 18.75 in, #9© 23. Heel: Not req'd, Mu <5 * Fr Key: #4© 9.50 in, #5@ 14.50 in, #6© 20.50 in, #7@ 28.00 in, p Stem Stem OK 4.50 Masonry 12.00 #6 16.00 Edge 2nd Stem OK 0.00 Concrete 14.00 #8 16.00 Edge 0.931 0.907 1,373.2 5,869.5 4,970.0 26,124.7 5,340.9 28,797.8 12.7 26.2 38.7 75.0 124.0 175.0 9.00 11.50 54.00 47.04 28.08 16.80 Use menu item Settings > Printing & Title Block Title : Martin Site Wall A Page: to set these five lines of information Job # : 13-036 Dsgnr: RDS Date: 8 MAY 2014 for your program. Descr: Driveway wall A @ Adams Ave. Temp Const Condition RetainPro 10 (c) 1987.2012, Build 10.13.8.31 Wall in File: c:\users\bob\documents\retainpro 10 project files\13-036 License: KW-06057201 Cantilevered Retaining Wall Design ode: CBC 2010,ACI 318-08,ACI 530-08 License To: ROBERT SOWARDS L !n Summary ... ]I stem Construction 1 - Wall Stability Ratios Design Height Above FtS ft= Overturning = 1.24 Ratio < 1.5! Wall Material Above "Ht" = Sliding = 1.06 Ratio < 1.5! Thickness = I I I Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force © Section lbs = Moment .... Actual ft-#= Moment.....Allowable ft-# = Shear.....Actual psi = Shear.....Allowable psi = Wall Weight psf= Rebar Depth 'd' in= LAP SPLICE IF ABOVE in = LAP SPLICE IF BELOW in = HOOK EMBED INTO FIG in = 14 I Use menu item Settings> Printing & Title Block Title : Martin Site Wall A Page: to set these five lines of information Job # : 13-036 Dsgnr: RDS Date: 8 MAY 2014 for your program. Descr: Driveway wall A @ Adams Ave. Temp Const Condition I RetainPro 10 (c) 1987-2012, Build 10.13.8.31 License To: ROBERT SOWARDS - License: KW-06057201 Cantilevered Retaining Wall Design ode: CBC 2010,AC1318-08,AC1530-08 Wall in File: c:\users\bob\documents\retainpro 10 project files13-036 Summary Overturning Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs It ft-# Heel Active Pressure = 2,979.5 4.29 12,777.6 Soil Over Heel = 2,799.8 6.21 17,381.8 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load © Stem Above Soil = Seismic Earth Load = 1,815.4 7.72 14,014.1 Total 4,794.9 O.T.M. 26,791.7 Resisting/Overturning Ratio = 1.24 Vertical Loads used for Soil Pressure = 6,791.9 lbs If seismic included the mm. OTM and sliding ratios may be 1.1 per IBC '09, 1807.2.3. I I I I Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = 240.0 2.00 480.0 Surcharge Over Toe = Stem Weight(s) = 1,618.2 4.54 7,347.4 Earth @ Stem Transitions= 134.0 5.08 681.1 Footing Weighi = 1,812.5 3.63 6,570.3 Key Weight = 187.5 4.00 750.0 Vert. Component = TotaI 6,791.9 lbs R.M. 33,210.6 * Axial live load NOT included in total displayed or used for resistance, but is included for soil pressure calculation. overturning I I DESIGNER NOTES: I I n 1 1 i I Li Li I El I I I 1 I I #8@18.lI #6@16.il 1 See Appendix A I Li I Pp= 2369.5# LI I I I I L I I I Li I I I If adjacent footing or seismic loading is used, the numerical values are display I but the loading curve does not represent the composite loading. I I CBC 2010,ACI 1.200 1.600 1.600 1.600 1.000 Load Factors I Building Code Dead Load Live Load Earth,H Wind,W Seismic, E I Use menu item Settings> Printing & Title Block Title : Martin Site Wall A Page: to set these five lines of information Job # : 13-036 Dsgnr: RDS Date: 8 MAY 2014 for your program. Descr: Driveway wall A @ Adams Ave. Temp Const Condition Wall in File: c:\users\bob\documents\retainpro 10 øroiect files\13-036 RetainPro 10 (c) 1987-2012, Build 10.13.8.31 License: KW-06057201 Cantilevered Retaining Wall Design ode: CBC 2010,ACI 318-08,ACI 530-08 License To: ROBERT SOWARDS V\JAt4' 4N2 Lcreria 1 Soil Data Retained Height = 11.20 ft Allow Soil Bearing = 6,078.0 psf Equivalent Fluid Pressure Method / Wall height above soil = 0.00 ft Heel Active Pressure = 36.0 I /QL Slope Behind Wall = 0.00:1 psf/ft = Height of Soil over Toe = 6.00 in Passive Pressure = 444.0 psf/ft Water height over heel = 0.0 ft Soil Density, Heel = 120.00 pcf - I [I I I [surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning LAxial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in LDesign Summary . I Wall Stability Ratios Overturning = 2.60 OK Sliding = 1.71 OK Total Bearing Load = 6,792 lbs resultant ecc. = 7.40 in Soil Density, Toe = 120.00 pcf FootingSoil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in LLateral Load Applied to Stem Lateral Load = 0.0#/ft Height to Top = 0.00 ft Height to Bottom = 0.00 ft The above lateral load has been increased 1.00 by a factor of Wind on Exposed Stem = 0.0 psf Stem Construction - Design Height Above Ftc ft= Wall Material Above 'Ht" = Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force © Section lbs = Moment .... Actual ft-#= Moment.....Allowable ft-# = Shear.....Actual psi Shear.....Allowable psi = Wall Weight psf= Rebar Depth 'd' in= LAP SPLICE IF ABOVE in = LAP SPLICE IF BELOW in = HOOK EMBED INTO FTGin= Masonry Data fm Fs Solid Grouting Use Half Stresses Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data ft Fy I Adjacent ooting Load Adjacent ooting Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil - at Back of Wall - 0 0 ft Poisson's Ratio = 0.300 2nd Stem OK 0.00 Concrete 14.00 #8 16.00 Edge I 1 I 1 I I I I I p Stem Stem OK 4.50 Masonry 12.00 #6 16.00 Edge Soil Pressure© Toe = 1,415 psf OK Soil Pressure © Heel = 459 psf OK Allowable = 6,078 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,698 psf ACI Factored © Heel = 551 psf Footing Shear @ Toe = 14.5 psi OK Footing Shear @ Heel = 11.9 psi OK Allowable = 75.0 psi Sliding Caics (Vertical Component NOT Used) Lateral Sliding Force = 2,979.5 lbs less 100% Passive Force= - 2,369.5 lbs less 100% Friction Force = - 2,716.8 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5: 1 Stability = 0.0 lbs OK 0.338 0.468 807.8 3,612.0 1,803.8 13,483.7 5,340.9 28,797.8 7.5 26.2 38.7 75.0 124.0 175.0 9.00 11.50 36.00 47.04 28.08 16.80 psi= 1,500 psi = 24,000 = Yes = n/a = 21.48 = 1.000 in= 11.60 = Medium Weight = ASD psi= 2,500.0 psi = 60,000.0 F-Footing Design Results Toe Heel Factored Pressure = 1,698 551 psf Mu': Upward = 11,895 1,433 ft-# Mu': Downward = 2,976 4,151 ft-# Mu: Design = 8,919 2,717 ft-# Actual 1-Way Shear = 14.51 11.88 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = #8 @ 18.00 in Heel Reinforcing = # 6 @ 16.00 in Key Reinforcing = # 5 @ 16.00 in Other Acceptable Sizes & Spacings Toe: #4@ 5.75 in, #5@ 8.75 in, #6@ 12.25 in, #7© 16.75 in, #8© 22.00 in, #9© 28. Heel: Not req'd, Mu <S * Fr Key: #4@ 9.50 in, #5@ 14.50 in, #6@ 20.50 in, #7© 28.00 in, Soil Over Heel = 2,799.8 6.21 17,381.8 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stern= * Axial Live Load on Stem = Soil Over Toe = 240.0 2.00 480.0 Surcharge Over Toe = Stem Weight(s) = 1,618.2 4.54 7,347.4 Earth @ Stem Transitions= 134.0 5.08 681.1 Footing Weighi = 1,812.5 3.63 6,570.3 Key Weight = 187.5 4.00 750.0 Vert. Component = Total = 6,791.9 lbs R.M.= 33,210.6 * Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. Heel Active Pressure = 2,979.5 4.29 12,777.6 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Total 2,9795 O.T.M. 12,777.6 Resisting/Overturning Ratio = 2.60 Vertical Loads used for Soil Pressure = 6,791.9 lbs I 1 k I Use menu item Settings> Printing & Title Block Title : Martin Site Wall A Page: to set these five lines of information Job # : 13-036 Dsgnr: RDS Date: 8 MAY 2014 for your program. Descr: Driveway wall A @ Adams Ave. Temp Const Condition RetainPro 10 (c) 1987-2012, Build 10.13.8.31 Wall in File: c:\users\bob\documents\retainpro 10 project files\13-036 License: KW-06057201 Cantilevered Retaining Wall Design ode: CBC 2010,ACI 318-08,ACI 530-08 License To: ROBERT SOWARDS I Key Width = 12.00 in Key Depth = 15.00 in Key Distance from Toe = 3.50 ft I fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Mm. As % = 0.0018 Cover @ Top 2.00 @ Btm= 3.00 in 1 of Overtur Resisting Forces &Moments OVERTURNING RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# I I I [i Footing Dimensions & Strengths - Toe Width = 4.00 ft Heel Width = 3.25 Total Footing Width = 7.25 Footing Thickness = 20.00 in Li LI I J I I I DESIGNER NOTES: I I I I I I I I I 1 I I I #6@16.il I j P. H j n Designer select See Appendix A D I I I I SO Pp= 2369.5# 1414.8psf I ~-11 I I I I I I I I I I I I )AW Stem OK Stem OK Shear NGI = 11.70 ft 6.58 ft 0.00 ft = #5 #7 #7 = 16.00 in 16.00 in 16.00 in = Edge Edge Edge = 9.00 in 9.00 in 9.00 in 0.468 0.870 1.804 1,788.1 ft-# 5,295.1 ft-# 10,986.1 ft-# 3,820.4 ft-# 6,089.4 ft-# 6,089.4 ft-# Shear Force © this height = 2,522.5 lbs 5,349.6 lbs Shear.....Actual = 20.63 psi 45.09 psi Shear.....Allowable = 38.73 psi 38.73 psi Rebar Lap Required 25.00 in 35.00 in Hooked embedment into footing 14.70 in Other Acceptable Sizes & Spacings: Toe: #7 @ 16.00 in -or- Not req'd, Mu <S * Fr Heel:# 6 @ 16.00 in -or- Not req'd, Mu < S * Fr Key: Slab Resists Sliding -or- Slab Resists Sliding - No Force on Design Height Above Ft Rebar Size Rebar Spacing Rebar Placed at Rebar Depth 'd' Design Data fb/FB + fa/Fa Moment... .Actua Moment.....Allowable Use menu item Settings> Printing & Title Block Title : Martin Site Wall A Page: to set these five lines of information Job # : 13-036 Dsgnr: RDS Date: 8 MAY 2014 for your program. Descr: Site wall @ Adams St permanant condition Wall in File: c:\users\bob\documents\retainpro 10 project files\13-036 RetainPro 10 (c) 1987.2012, Build 10.13.8.31 License: KW-06057201 Restrained Retaining Wall Design Code: IBC 2006,ACI 318-05,ACI 530-05 License To: ROBERT SOWARDS I I F~ Criteria Ls' oil Data Retained Height = 16.00 ft Wall height above soil = 0.50 ft Total Wall Height = 16.50 ft Top Support Height = 11.70 ft Slope Behind Wa! = 0.00: 1 Height of Soil over Toe = 8.00 in Water height over heel = 0.0 ft Allow Soil Bearing = 4,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 55.0 psf/ft Passive Pressure = 444.0 psf/ft Soil Density = 120.00 pcf FootingJSoiI Frictior = 0.400 Soil height to ignore for passive pressure = 12.00 in I I I I Thumbnail Surcharge Loads Lateral Load Applied to Sternj LAdjt Footing Load Surcharge Over Heel = 250.0 psf >>>Used To Resist Sliding & Overturning Lateral Load = 0.0 #Ift Adjacent Footing Load = 0.0 lbs I Surcharge Over Toe = 0.0 psf . . .Height to Top = ...Height to Bottorr 0.00 ft 0.00 ft Footing Width = Eccentricity = 0.00 ft 0.00 in Used for Sliding & Overturning The above lateral load Wall to Ftg CL Dist = 0.00 It Axial Load Applied to Stem has been increased 1.00 Footing Type Line Load by a factor of Base Above/Below Soil I Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.300 LEarth Pressure Seismic Load j Kh Soil Density Multiplier = 21.000 g Added seismic per unit area = 0.0 psf I Lewhts1mc Load F / W Weight Multiplier = j 0.200 g Added seismic per unit area = 0.0 psf Design Summary IIII1L!stem Construction Total Bearing Load = 9,709 lbs Thickness = 12.00 in fm = 1,500 psi Short Term Factor = 1.000 ... resultant ecc. = 3.01 in Wall Weight = 124.0 psf Fs = 24,000 psi Equiv. Solid Thick.= 11.600 in Soil Pressure © Toe = 1,061 psf OK Stem is FIXED to top of footing n Ratio (Es/Em) = 21.481 Soil Pressure @ Heel = 1,617 psf OK Block Type = Medium Weight Allowable 4,000 psf Design Method ASD Mmax Between Soil Pressure Less Than Allowable Solid Grouted @ Top Support Top & Base ® Base of Wall AI Factored @ Toe = 1,274 psf ACI Factored @ Heel = 1,940 psf Footing Shear @ Toe = 18.6 psi OK Footing Shear © Heel = 11.5 psi OK Allowable = 75.0 psi Reaction at Top 3,523.7 lbs Reaction at Bottom = 7,265.5 lbs Sliding Caics Slab Resists All Sliding Lateral Sliding Force = 7,265.5 lbs Load Factors Building Code IBC 2006,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind,W 1.600 Seismic, E 1.000 il L' I U I I I I Use menu item Settings> Printing & Title Block Title : Martin Site Wall A Page: to set these five lines of information Job # : 13-036 Dsgnr: RIDS Date: 8 MAY 2014 for your program. Descr: Site wall @ Adams St permanant condition Wall in File: c:\users\bob\documents\retainpro 10 project files\13-036 RetainPro 10 (c) 1987.2012, Build 10.13.8.31 License: KW-06057201 Restrained Retaining Wall Design Code: IBC 2006,ACI 318-05,ACI 530-05 License To: ROBERT SOWARDS I I Li I Footing Strengths & Dimensions Toe Width = 4.00 ft Heel Width = 3.25 Total Footing Widtl = 7.25 Footing Thickness = 22.00 in Key Width = 16.00 in Key Depth = 28.00 in Key Distance from Toe = 3.50 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Mm. As % = 0.0018 Cover© Top = 2.00 in @Btm.= 3.00 in Footing Design Results Toe Hew Factored Pressure = 1,274 1,940 psf Mu: Upward = 12,680 6,159 ft-# Mu': Downward 3,847 9,481 ft-# Mu: Design = 8,832 3,322 ft-# Actual 1-Way Shear = 18.59 11.51 psi Allow 1-Way Shear = 75.00 75.00 psi I Summary of Forces on Footing: Slab RESISTS sliding, stem is FIXED at footing Forces acting on footing for soil pressure >>> Sliding Forces are restrained by the adjacent slab Load & Moment Summary For Footing: For Soil Pressure Calcs - Moment @ Top of Footing Applied from Stem = -10,986.1 ft-# I Surcharge Over Heel = 562.5 lbs 6.13 ft 3,445.3 ft-# Adjacent Footing Load = lbs ft ff4 Axial Dead Load on Stem = lbs ft ff4 I Soil Over Toe = 320.0 lbs 2.00 ft 640.0 ft-# Surcharge Over Toe = lbs ft ft-# Stem Weight = 2,046.0 lbs 4.50 ft 9,207.0 ft4 I Soil Over Heel = Footing Weight = 4,320.0 lbs 2,460.4 lbs 6,1311 3.60 ft 26,460.0 ft-# 8,861.3ft4 Total Vertical Force = 9,708.9 lbs Base Moment = 37,627.5 ff4 I Soil Pressure Resulting Moment = -2,432. 7t4 DESIGNER NOTES: I I I I LF~ I 11 I I I.,' I I In I Ilid Grout ecial lnsp 12.' Msnnrvw/#5 Li H I Ei I 5 @ Heel I 3-6" I 11-4" I 2-5" I 4-0" - I - 3'-3" I I I I I 250.psri I I I I :ii I I I I 5.5# I I I I Pp= 4964.2# U 1616.9psf I If adjacent footing or seismic loading is used, the numerical values are display but the loading curve does not represent the composite loading. I I I Total -: 825.0 O.T.M. 1,687.5 Resisting/Overturning Ratio = 1.81 Vertical Loads used for Soil Pressure = 1,549.3 lbs I Heel Active Pressure = Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = I Added Lateral Load = Load @ Stem Above Soil = 450.0 1.67 750.0 375.0 2.50 937.5 Use menu item Settings> Printing & Title Block to set these five lines of information for your program. Title : Martin Site Wall B Page: L Job # : 13-036 Dsgnr: RDS Date: 8 MAY 2014 Descr: Driveway wall B @ Adams St. Wall in File: c:\users\bob\documentsretainpro 10 project files\13-036 RetainPro 10 (C) 1987-2012, Build 10.13.8.31 License: KW-06057201 Cantilevered Retaining Wall Design ode: CBC 2010,ACI 318-08,ACI 530-08 License To: ROBERT SOWARDS Footing Design Results Toe Heel Factored Pressure = 1,410 0 psf Mu': Upward = 19 0 ft-# Mu': Downward = 4 16 ft-# Mu: Design 16 16ft-# Actual 1-Way Shear = 10.78 7.93 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = #4 @ 16.00 in Heel Reinforcing = #4 @ 16.00 in Key Reinforcing = # 5 @ 16.00 in Other Acceptable Sizes & Spacings Toe: Not req'd, Mu <S * Fr Heel: Not req'd, Mu <S * Fr Key: #4@ 14.00 in, #5@ 21.75 in, #6@ 30.75 in, #7@ 41.75 in, I H H H I Footing Dimensions & Strengths J Toe Width = 1.50 ft Heel Width = 1.50 Total Footing Width = 3.00 Footing Thickness = 12.00 in Key Width = 8.00 in Key Depth = 6.00 in Key Distance from Toe 1.50 ft I fC = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Mm. As % = 0.0018 Cover © Top 2.00 © Btm.= 3.00 in I Surnrnar' of Overturnino & Resistins Forces& Moments jJJ OVERTURNING RESISTING..... Force Distance Moment Force Distance Moment Item lbs It ft-# lbs ft ft-# Soil Over Heel = 400.0 2.58 1,033.3 Sloped Soil Over Heel = Surcharge Over Heel = 208.3 2.58 538.2 Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = 90.0 0.75 67.5 Surcharge Over Toe = Stem Weight(s) = 351.0 1.83 643.5 Earth @ Stem Transitions= Footing Weight = 450.0 1.50 675.0 Key Weight = 50.0 1.83 91.7 Vert. Component = Total = 1,549.3 lbs R.M.= 3,049.2 * Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. I LI I H I I I DESIGNER NOTES: I SOWARDS AND BROWN ENGINEERING I 2187 Newcastle Ave., Suite 202 CARDIFF BY THE SEA, CALIFORNIA 92007 JOB 6141tr7'i 'irtr 1/4j.Lg SHEET NO. I OF CALCULATED BY________________________ DATE Ii CHECKED BY BY DATE OflAl C I - .....4 I eA) 4o)c Y-C4k*,U0t 4tcL) i I ...................... . . I . 0O ... . . S. i 6L61-': R, ~: i .............. .......... I (I i i lil 1 1 !L I +&r '—o I 24 -3. ' 1 Jo" I i - 1 3#I I .......... -i' .............. ............. .. ........ . ............. ....... ...... . ... .. .. ............ I I I I-------------- __ __ ROD(JCT2D.I Cmto,, Mam 01471. k- O'4 [Adjacent Footing Load Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist 0.00 ft Footing Type Line Load Base Above/Below Soil - at Back of Wall - 0 0 ft Poisson's Ratio = 0.300 I I I Criteria Retained Height = 4.00 ft Wall height above soil = 0.50 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel = 250.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning [Axial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in I Design Summary j] Wall Stability Ratios Overturning = 1.81 OK Sliding = 1.56 OK Total Bearing Load = 1,549 lbs resultant ecc. = 7.45 in Load Factors Building Code CBC 2010,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 L oil Data 6. Allow Soil Bearing = 1,900.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 36.0 psf/ft Passive Pressure = 444.0 psf/ft Soil Density, Heel = 120.00 pcf Soil Density, Toe = 120.00 pcf FootingSoil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in jateral Load Applied to Stem Lateral Load = 0.0#/ft ...Height to Top 0.00 ft Height to Bottom = 0.00 ft The above lateral load has been increased 1.00 by a factor of Wind on Exposed Stem = 0.0 psf [Stem Construction - - Design Height Above FtG ft = Wall Material Above "Ht" = Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa Total Force @ Section lbs Moment .... Actual 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 FTGj Masonry Data fm psi= 1,500 Fs psi= 20,000 Solid Grouting = Yes Use Half Stresses = n/a Modular Ratio 'n' = 21.48 Short Term Factor = 1.000 Equiv. Solid Thick. in= 7.60 Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data fc psi = Fy psi= Use menu item Settings > Printing & Title Block Title : Martin Site Wall B Page: /49 to set these five lines of information Job # : 13-036 Dsgnr: RDS Date: 8 MAY 2014 for your program. Descr: Driveway wall B @ Adams St. 10 oroject files\13-036 10. License: KW-06057201 Cantilevered Retaining Wall Design ode: CBC 2010,ACI 318-08,ACI 530-08 License To: ROBERT SOWARDS I I I E I U I I I I I Soil Pressure @ Toe = 1,175 psf OK Soil Pressure @ Heel = 0 psf OK Allowable 1,900 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,410 psf ACI Factored © Heel = 0 psf Footing Shear @ Toe = 10.8 psi OK Footing Shear @ Heel = 7.9 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 825.0 lbs less 100% Passive Force= - 666.0 lbs less 100% Friction Force = - 619.7 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5:1 Stability = 0.0 lbs OK p Stem Stem OK 0.00 Masonry 8.00 #4 16.00 Edge 0.825 588.0 984.0 1,193.2 9.3 38.7 78.0 5.25 36.00 6.00 I I I I I 1 I I I I I I I I I I I I I I I 6,,J —__ 8.in Masw/#4 @ SOFA. Special #4@16. in © Toe #4@16.in @ Heel Designer select all horiz. reinf. See Appendix A n AD I Li I I I I 250.psf I 1 I I I Pp= 666.# 825.# I 1175.2psf I I I I I [Soil Data Allow Soil Bearing = 1,900.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 36.0 psf/ft Passive Pressure = 444.0 psf/ft Soil Density, Heel = 120.00 pcf Soil Density, Toe = 120.00 pcf FootingISoil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in Lstem Construction Design Height Above FtG ft= Wall Material Above Ht" = Thickness = Rebar Size Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force @ Section lbs = Moment .... Actual ft-#= Moment.....Allowable = 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 = p Stem Stem OK 0.00 Masonry 8.00 #5 16.00 Edge 0.827 750.0 1,500.0 1,812.8 11.9 38.7 78.0 5.25 45.00 7.00 Masonry Data - fm Fs Solid Grouting Use Half Stresses Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data f'c Fy psi= 1,500 psi= 20,000 = Yes = n/a = 21.48 = 1.000 in= 7.60 = Medium Weight = ASD psi= psi= CBC 2010ACI 1.200 1.600 1.600 1.600 1.000 Load Factors I U Building Code Dead Load Live Load Earth,H Wind, W I Seismic, E I I I Use menu item Settings> Printing & Title Block to set these five lines of information for your program. Title : Martin Site Wall B Page: 2.6 Job # : 13-036 Dsgnr: RDS Date: 8 MAY 2014 Descr: Driveway wall B @ Adams St. Wall in File: c:\users\bob\documents\retainpro 10 project files\13-036 RetainPro 10 (C) 1987-2012, Build 10.13.8.31 License: KW-06057201 Cantilevered Retaining Wall Design ode: CBC 2010,ACI 318-08,ACI 530-08 License To: ROBERT SOWARDS criteria Retained Height = 5.00 ft Wall height above soil = 0.50 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft I I I I Soil Pressure © Toe = 1,155 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 1,900 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,386 psf ACI Factored @ Heel 0 psf Footing Shear @ Toe = 13.2 psi OK Footing Shear @ Heel = 8.5 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 1,008.0 lbs less 100% Passive Force= - 820.2 lbs less 100% Friction Force = - 729.6 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5: 1 Stability = 0.0 lbs OK Lsurcharge Loads Surcharge Over Heel = 200.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Lxia1 Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 1.81 OK Sliding = 1.54 OK Total Bearing Load = 1,824 lbs resultant ecc. = 8.36 in L1atera1 Load Applied to Stem j 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 LAdjacent Footing Load Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil - at Back of Wall - 0.0 ft Poisson's Ratio = 0.300 Li U I 1 I I I I I Use menu item Settings> Printing & Title Block to set these five lines of information for your program. Footing Dimensions & Strengths Toe Width = 2.00 ft Heel Width = 1.50 Total Footing Width = 3.50 Footing Thickness = 12.00 in Key Width = 10.00 in Key Depth = 8.00 in Key Distance from Toe = 2.00 ft I fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pd Mm. As % = 0.0018 Cover © Top 2.00 © Btm.= 3.00 in I Title Martin Site Wall B Page: Job # : 13-036 Dsgnr: RDS Date: 8 MAY 2014 Descr: Driveway wall B @ Adams St. Footing Toe Heel Factored Pressure = 1,386 0 psf Mu': Upward = 19 0 ft-# Mu': Downward = 4 17 ft-# Mu: Design = 15 17ft-# Actual 1-Way Shear = 13.16 8.45 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = #4 @ 16.00 in Heel Reinforcing = #4 @ 16.00 in Key Reinforcing = # 5 © 16.00 in Other Acceptable Sizes & Spacings Toe: Not req'd, Mu <S * Fr Heel: Not req'd, Mu < 5 * Fr Key: #4@ 11.25 in, #5@ 17.25 in, #6@ 24.50 in, #7@ 33.50 in, I I I I n Wall in File: c:\users\bob\documents\retainpro 10 project files\13-036 RetainPro 10 (C) 1987-2012, Build 10.13.8.31 License: KW-06057201 Cantilevered Retaining Wall Design ode: CBC 2010,ACI 318-08,ACl 530-08 License To: ROBERT SOWARDS Summ Overturning Resisting Forces &Moments . OVERTURNING RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 648.0 2.00 1,296.0 I Surcharge over Heel = 360.0 3.00 1080.0 Surcharge Over Toe = Adjacent Footing Load = I Added Lateral Load = Load © Stem Above Soil = Total 1,008.0 O.T.M. 2,376.0 Resisting/Overturning Ratio = 1.81 Vertical Loads used for Soil Pressure = 1,824.0 lbs DESIGNER NOTES: 71 L I I I I I Soil Over Heel = 500.0 3.08 1,541.7 Sloped Soil Over Heel = Surcharge Over Heel = 166.7 3.08 513.9 Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = 120.0 1.00 120.0 Surcharge Over Toe = Stem Weight(s) = 429.0 2.33 1,001.0 Earth @ Stem Transitions= Footing Weighi = 525.0 1.75 918.8 Key Weight = 83.3 2.42 201.4 Vert. Component = Total = 1,824.0 lbs R.M.= 4,296.7 * Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. I I I I I I I I I I I I I I I I I I I 8. in Mas 6" #5@18.in @ Toe #4©16.in © Heel Designer select all horiz. reinf. See Appendix A tA1'Mi I os~ I I I I 200.psf I I 7 I F~ I I I 1 I VUO if Pp= 820.17# F~ I I I I Use menu item Settings> Printing & Title Block to set these five lines of information for your program. Title : Martin Site Wall B Page: 4 __ Job # : 13-036 Dsgnr: RDS Date: 8 MAY 2014 Descr: Driveway wall B @ Adams St. Wall in File: c:\users\bob\documents\retainpro 10 project files\1 3-036 RetainPro 10 (c) 1987-2012, Build 10.13.8.31 License: KW-06057201 Cantilevered Retaining Wall Design ode: CBC 2010,ACl 318-08,ACl 530-08 License To: ROBERT SOWARDS LLateral Load Applied to Stem • Lateral Load = 0.0 #/ft ...Height to Top 0.00 ft Height to Bottom = 0.00 ft The above lateral load has been increased 1.00 by a factor of Wind on Exposed Stem = 0.0 psf AiA\t, 17 Adjacent Footing Load Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil - at Back of Wall - 0.0 ft Poisson's Ratio = 0.300 [Stem Construction Design Height Above Ftc ft= Wall Material Above "Ht" = Thickness = Rebar Size = Rebar Spacing Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force © Section lbs = Moment .... Actual ft-#= Moment.....Allowable Shear.....Actual psi= Shear.....Allowable psi = Wall Weight = Rebar Depth 'd' in= LAP SPLICE IF ABOVE in= LAP SPLICE IF BELOW in= HOOK EMBED INTO FTG in = p Stem Stem OK 0.00 Masonry 8.00 #6 16.00 Edge 0.953 940.1 2,132.5 2,238.5 14.9 38.7 78.0 5.25 54.00 8.40 Masonry Data fm Fs Solid Grouting Use Half Stresses Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy psi= 1,500 psi= 20,000 = Yes = n/a = 21.48 = 1.000 in= 7.60 = Medium Weight = ASD psi:: psi:: I I Criteria Retained Height = 5.75 ft Wall height above soil = 0.50 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft [Soil Data Allow Soil Bearing = 1,900.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 36.0 psf/ft Passive Pressure = 444.0 psf/ft Soil Density, Heel = 120.00 pcf Soil Density, Toe = 120.00 pcf FootingISoil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in I I Li I Surcharge Loads Surcharge Over Heel = 200.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning rAiai Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning 1.76 OK Sliding = 1.54 OK Total Bearing Load = 2,238 lbs resultant ecc. = 9.39 in Soil Pressure @ Toe = 1,366 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 1,900 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,639 psf ACI Factored @ Heel = 0 psf Footing Shear© Toe = 16.9 psi OK Footing Shear @ Heel = 11.8 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 1,225.1 lbs less 100% Passive Force - 986.7 lbs less 100% Friction Force = - 895.3 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5:1 Stability = 0.0 lbs OK Load Factors Building Code CBC 2010,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 I I Li Li. I I I I I I I I I Use menu item Settings> Printing & Title Block Title : Martin Site Wall B Page: to set these five lines of information Job# : 13-036 Dsgnr: RDS Date: 8 MAY 2014 for your program. Descr: Driveway wall B @ Adams St. Wall in File: c:\users\bob\documentsretainpro 10 project flles\13-036 RetainPro 10 (c) 1987-2012, Build 10.13.8.31 License: KW-06057201 Cantilevered Retaining Wall Design ode: CBC 2010,ACI 318-08,ACl 530-08 License To: ROBERT SOWARDS rFooting Dimensions & Strengths Toe Width = 2.00 ft Heel Width = 1.75 Total Footing Width = 3.75 Footing Thickness = 12.00 in Key Width 10.00 in Key Depth = 10.00 in Key Distance from Toe = 2.00 ft f'c = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pd Mm. As % = 0.0018 Cover @ Top 2.00 @ Btm.= 3.00 in Footing Design Results Toe Heel Factored Pressure = 1,639 0 psf Mu': Upward = 22 0 ft-# Mu': Downward = 4 18ft-# Mu: Design = 19 18ft-# Actual 1-Way Shear = 16.92 11.80 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = #6 @ 18.00 in Heel Reinforcing = #4 © 16.00 in Key Reinforcing = #5 @ 16.00 in Other Acceptable Sizes & Spacings Toe: Not req'd, Mu <S * Fr Heel: Not req'd, Mu < S * Fr Key: #4@ 11.25 in, #5@ 17.25 in, #6@ 24.50 in, #7@ 33.50 in, I I I I PH Summaa of Overturning Forces & Moments OVERTURNING RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# I Heel Active Pressure = 820.1 2.25 1,845.3 Surcharge over Heel = 405.0 3.38 1366.9 Surcharge Over Toe = Adjacent Footing Load = I Added Lateral Load = Load © Stem Above Soil = Total 1,225.1 O.T.M. 3,212.2 Resisting/Overturning Ratio = 1.76 Vertical Loads used for Soil Pressure = 2,238.3 lbs DESIGNER NOTES: 'PH PH I I I I Soil Over Heel = 747.5 3.21 2,398.2 Sloped Soil Over Heel = Surcharge Over Heel = 216.7 3.21 695.1 Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = 120.0 1.00 120.0 Surcharge Over Toe = Stem Weight(s) = 487.5 2.33 1,137.5 Earth @ Stem Transitions= Footing Weighi = 562.5 1.88 1,054.7 Key Weight = 104.2 2.42 251.7 Vert. Component = Total = 2,238.3 lbs R.M.= 5,657.3 * Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. I I I I I I I I I I I I I I I 1 I I I #6@18.in © Toe #4@16.in © Reel 6 Designer select all horiz. reinf. See Appendix A 8.in Mas v C VV 4(A1 p," H I 200.psf i I I Li I I I ...;... _ I I I 11 iflMtmj erWM4..c JOB___________________________________ O. SOWARDS AND BROWN ENGINEERING SHEET N OF 2187 Newcastle Ave., Suite 202 CALCULATED BY____________________ CARDIFF BY THE SEA, CALIFORNIA 92007 CHECKED BY DATE SCALE_____________________________________________________________ PRODUCT2O4-I C,oton. Mon. 01471, [Soil Data Allow Soil Bearing = 5,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 36.0 psf/ft Passive Pressure = 444.0 psf/ft Soil Density, Heel = 120.00 pcf Soil Density, Toe = 120.00 pcf FootingSoil Friction = 0.400 Soil height to ignore for passive pressure 12.00 in Wt' 01 eot ciiSr. w fi0(fJ1si1it Use menu item Settings> Printing & Title Block Title : Martin Site Wall C Page: to set these five lines of information Job # : 13-036 Dsgnr: RDS Date: 8 MAY 2014 for your program. Descr: Driveway wall A @ Adams Ave. Temp Const Condition Wall in File: c:\users\bob\documentsretainpro 10 project files\13-036 RetainPro 10 (c) 1987-2012, Build 10.13.8.31 License: KW.06057201 Cantilevered Retaining Wall Design ode: CBC 2010,ACI 318-08,ACI 530-08 License To: ROBERT SOWARDS Criteria Retained Retained Height = 9.50 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe 6.00 in Water height over heel = 0.0 ft I I 1 I I I LSurchargeLoads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning LAxial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load fl Multiplier Used = 11.000 (Multiplier used on soil density) [teral Load Applied to Stem Lateral Load = 0.0#/ft ...Height to Top 0.00 ft Height to Bottom = 0.00 ft The above lateral load has been increased 1.00 by a factor of Wind on Exposed Stem = 0.0 psf Uniform Seismic Force = 104.500 Total Seismic Force = 1.166.917 [Adjacent Load Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 It Footing Type Line Load Base Above/Below Soil at Back of Wall - 0 0 ft Poisson's Ratio = 0.300 1 I I I I I i I p Stem Stem OK 4.00 Masonry 12.00 #6 16.00 Edge 2nd Stem OK 0.00 Concrete 12.00 #7 16.00 Edge 0.394 0.701 777.4 3,592.0 2,104.6 12,946.4 5,340.9 18,468.0 7.2 22.7 38.7 82.2 124.0 150.0 9.00 9.56 36.00 37.57 25.63 14.70 Load Factors - Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2010,ACl 1.200 1.600 1.600 1.600 1.000 I I Footing Dimensions & Strengths J Toe Width = - 3.25 ft Heel Width = 3.00 Total Footing Width = 6.25 Footing Thickness = 20.00 in Key Width = 12.00 in Key Depth = 12.00 in Key Distance from Toe = 3.50 ft f'c = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As% = 0.0018 Cover @ Top 2.00 @ Btm 3.00 in I I I Masonry Data fm psi = 1,500 Fs psi= 24,000 Solid Grouting = Yes Use Half Stresses = n/a Modular Ratio 'n' = 21.48 Short Term Factor = 1.000 Equiv. Solid Thick. in= 11.60 Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data f'c psi= 3,000.0 Fy psi = 60,000.0 Footing Design Results Toe Heel Factored Pressure = 2,735 0 psf Mu': Upward = 11,184 16ft-# Mu': Downward = 1,965 3,336 ft-# Mu: Design = 9,220 3,320 ft-# Actual 1-Way Shear = 17.09 15.48 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = #7 © 16.00 in Heel Reinforcing = #6 © 16.00 in Key Reinforcing = #6 @ 0.00 in Other Acceptable Sizes & Spacings Toe: #4@ 5.75 in, #5@ 8.75 in, #6@ 12.25 in, #7© 16.75 in, #8@ 22.00 in, #9© 28. Heel: Not req'd, Mu <S * Fr Key: #4© 9.50 in, #5@ 14.50 in, #6© 20.50 in, #7@ 28.00 in, Use menu item Settings> Printing & Title Block Title : Martin Site Wall C Page: to set these five lines of information Job # : 13-036 Dsgnr: RDS Date: 8 MAY 2014 I for your program. Descr Driveway wall A @ Adams Ave. Temp Const Condition Wall in File: c:\users\bob\documents\retainpro 10 project files\13-036 RetalnPro 10 (C) 1987-2012, Build 10.13.8.31 I License: KW-06057201 Cantilevered Retaining Wall Design ode: CBC 2010,ACl 318-08,ACl 530-08 License To: ROBERT SOWARDS =Design Summary Stem Construction I Wall Stability Ratios Design Height Above FtG ft= Overturning = 1.63 OK Wall Material Above "Ht" = Slidina = 1.37 Ratio < 1.5! Thickness = Total Bearing Load = 5,470 lbs I resultant ecc. = 18.30 in Soil Pressure @ Toe = 2,279 psf OK I Soil Pressure @ Heel = Allowable = 0 psf OK 5,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,735 psf ACI Factored @ Heel = 0 psf I Footing Shear ©Toe = 17.1 psi OK • Footing Shear© Heel = 15.5 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) I Lateral Sliding Force = 3,061.3 lbs less 100% Passive Force= - 2,004.2 lbs less 100% Friction Force = - 2,187.8 lbs • Added Force Req'd = 0.0 lbs OK for 1.5:1 Stability = 400.0 lbs NG Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force © Section lbs = Moment .... Actual ft-#= Moment.....Allowable ft-# = Shear ..... Actual psi= Shear.....Allowable psi = Wall Weight psf = Rebar Depth 'd' in= LAP SPLICE IF ABOVE in= LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = I I I Use menu item Settings > Printing & Title Block Title : Martin Site Wall C Page: to set these five lines of information Job # : 13-036 Dsgnr: RDS Date: 8 MAY 2014 for your program. Descr: Driveway wall A @ Adams Ave. Temp Const Condition I Wall in File: c:users\bob\documentsretainpro 10 project files\13-036 RetainPro 10 (c) 1987-2012, Build 10.13.8.31 ' License: KW-01017111 Cantilevered Retaining Wall Design ode: CBC 2010,ACI 318-08,ACl 530-08 License To: ROBERT SOWARDS SummaU of Overturning & Resti!!9 Forces &Moments RESISTING..... I OVERTURNING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 2244.5 3.72 8,354.5 Soil Over Heel = 2,280.0 5.25 11970.0 Surcharge over Heel = Sloped Soil Over Heel = I Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = Load @ Stem Above Soil = * Axial Live Load on Stem = Seismic Earth Load = 816.8 6.70 5,472.8 Soil Over Toe = 195.0 1.63 316.9 = Surcharge Over Toe = Total 3,061.3 O.T.M. 13,827.4 Stem Weight(s) = 1,282.0 3.75 Earth © Stem Transitions= 4,807.5 I = = Footing Weighi = 1,562.5 3.13 4,882.8 Resisting/Overturning Ratio = 1.63 Key Weight = 150.0 4.00 600.0 l Vertical Loads used for Soil Pressure = 5,469.5 lbs Vert. Component = Total = 5,469.5 lbs R.M. 22,577.2 If seismic included the mm. OTM and sliding * Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil caiculation. pressure '09, ratios may be 1.1 per IBC 1807.2.3. DESIGNER NOTES: I I I 1 I 1 I I I I I I I I I 6 I #7@16.ir #6@16.ir I S I I I I I 3061.3# I I I I I I 1 I I I I I I I I I I I I If adjacent footing or seismic loading is used, the numerical values are display but the loading curve does not represent the composite loading. Qt9 [Criteria Retained Height = 9.30 ft Wall height above soil = 0.50 ft Total Wall Height = 9.80 ft Top Support Height = 8.90 ft Slope Behind Wal 0.00: 1 Height of Soil over Toe = 8.00 in Water height over heel = 0.0 ft Soil Pressure @ Toe = 715 psf OK Soil Pressure @ Heel = 1,387 psf OK Allowable = 4,000 psf Soil Pressure Less Than Allowable ACI Factored © Toe = 858 psf ACI Factored @ Heel = 1,665 psf Footing Shear @ Toe = 11.0 psi OK Footing Shear @ Heel = 9.4 psi OK Allowable = 75.0 psi Reaction at Top = 1459.1 lbs Reaction at Bottom = 4,612.7 lbs Sliding Calcs Slab Resists All Sliding Lateral Sliding Force = 4,612.7 lbs I Li Li I I Use menu item Settings> Printing & Title Block Title : Martin Site Wall C Page: to set these five lines of information Job # : 13-036 Dsgnr: RDS Date: 8 MAY 2014 for your program. Descr: Site wall @ Adams St permanant condition RetainPro 10 (c) 1987-2012, Build 10.13.8.31 Wall in File: c:\users\bob\documents\retainpro 10 project files\13-036 License: KW-06057201 Restrained Retaining Wall Design ode: CBC 2010,ACI 318-08,ACI 530-08 License To: ROBERT SOWARDS I n H I Data oil 1 c Allow Soil Bearing = 4,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 55.0 psf/ft Ct,11,44046NT SO tl Passive Pressure = 444.0 psf/ft Soil Density = 120.00 pcf FootingSoil Frictio, = 0.400 Soil height to ignore for passive pressure = 12.00 in Thumbnail I I I 1 [I Surcharge Loads Surcharge Over Heel = 550.0 psf -Used To Resist Sliding & Overturning Surcharge Over Toe 0.0 psf Used for Sliding & Overturning [i Load Applied to Stem Uniform Lateral Load Applied to Stem Lateral Load = 0.0#/ft ..Height to Top = 0.00 ft ...Height to Bottorr = 0.00 ft The above lateral load has been increased 1.00 by a factor of [cet Footing Load Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil - at Back of Wall - 0 0 ft Poisson's Ratio = 0.300 I I I Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf Axial Load Eccentricity = 0.0 in I Fessure Seismic Load Kh Soil Density Multiplier = 21.000 g Added seismic per unit area = 0.0 psf Stem Weight Seismic Load F,/ WWeight Multiplier = 0.200 g Added seismic per unit area = 0.0 psf Design Summary Jj_Masonry Stern Construction - III Total Bearing Load 6,570 lbs Thickness = 12.00 in fm = 1,500 psi Short Term Factor = 1.000 resultant ecc. = 4.00 in Wall Weight = 124.0 psf Fs = 24,000 psi Equiv. Sod Thick. = 11.600 in Load Factors Building Code CBC 2010,ACI Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind, W 1.600 Seismic, E 1.000 Lm IS IAL) W top OT Tooting n Ratio (Es/Em) = 21.481 Block Type = Medium Weight Design Method = ASD Mmax Between Solid Grouted ® Top Support Top & Base @ Base of Wall Stem OK Stem OK Stem OK Design Height Above FtG 8.90 ft 5.29 ft 0.00 ft Rebar Size = # 5 # 7 # 7 Rebar Spacing = 16.00 in 16.00 in 16.00 in Rebar Placed at = Edge Edge Edge Rebar Depth 'd' = 9.00 in 9.00 in 9.00 in Design Data fb/FB + fa/Fa = 0.005 0.435 0.868 Moment .... Actua = 20.8 ft-# 2,649.7 ft-# 5,288.3 ft-# Moment.....Allowable = 3,820.4 ft-# 6,089.4 ft-# 6,089.4 ft-# Shear Force @ this height = 1,353.9 lbs 3,263.7 lbs Shear ..... Actual 11.07 psi 27.51 psi Shear.....Allowable = 38.73 psi 38.73 psi Rebar Lap Required = 25.00 in 35.00 in Hooked embedment into footing = 14.70 in Other Acceptable Sizes & Spacings: Toe: #7 @ 16.00 in -or- Not req'd, Mu <S * Fr Heel:# 6 © 16.00 in -or- Not req'd, Mu <S * Fr Key: Slab Resists Sliding -or- Slab Resists Sliding - No Force on I I Use menu item Settings> Printing & Title Block Title : Martin Site Wall C Page: to set these five lines of information Job # : 13-036 Dsgnr: RDS Date: 8 MAY 2014 for your program. Descr Site wall @ Adams St permanant condition Wall in File: c:\users\bob\documentsretainpro 10 project files\13-036 RetainPro 10 (C) 1987-2012, Build 10.13.8.31 License: KW-06057201 Restrained Retaining Wall Design ode: CBC 2010,ACl 318-08,ACI 530-08 License To: ROBERT SOWARDS I I I Footing Design Results Toe i1eel Factored Pressure = 858 1,665 psf Mu': Upward = 6,179 4,241 ft-# Mu': Downward = 2,426 6,377 ft-# Mu: Design = 3,753 2,136 ft-# Actual 1-Way Shear = 11.03 9.37 psi Allow 1-Way Shear = 75.00 75.00 psi Footing Strengths & Dimensions Toe Width - = - 3.25 ft Heel Width = 3.00 Total Footing Widtt 6.25 Footing Thickness = 20.00 in Key Width = 12.00 in Key Depth = 16.00 in Key Distance from Toe = 3.25 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Mm. As % = 0.0018 Cover @ Top = 2.00 in © Btm.= 3.00 in I Li Summary of Forces on Footing: Slab RESISTS sliding, stem is FIXED at footing fl Forces acting on tooting tor soil pressure Load & Moment Summary For Footing: For Soil Pressure Calcs Moment © Top of Footing Applied from Stem = Surcharge Over Heel = 1,100.0 lbs 5.25 ft Adjacent Footing Load = lbs ft Axial Dead Load on Stem = lbs ft Soil Over Toe = 260.0 lbs 1.63 ft Surcharge Over Toe = lbs ft Stem Weight = 1,215.2 lbs 3.75 ft Soil Over Heel = 2232.0 lbs 5.25 ft Footing Weight = 1,762.5 lbs 3.14 ft Total Vertical Force = 6,569.7 lbs Base Moment = Soil Pressure Resulting Moment = -2,1871t-# DESIGNER NOTES: 1 I 1 LI I >>> Sliding Forces are restrained by the adjacent slab -5,288.3 ft-# 5,775.0 ft-# ft-# ft-# 422.5 ft-# ft-# 4,557.0 ft-# 11,718.0 ft-# 5,533.3 ff4 22,717.5 ff4 I Li I I U I Li I 12.' Masonry w/#5 @ 16.' I I, I I 1 I I I I I I I Li Ilid Grout ecial Insp I I I I I El I 550.psf I I I I I I Li I I I 12.7# Pp 2762.7# I 1387.1 psf If adjacent footing or seismic loading is used, the numerical values are display I but the loading curve does not represent the composite loading. I I I SOWARDS AND BROWN ENGINEERING I 2187 Newcastle Ave., Suite 202 CARDIFF BY THE SEA, CALIFORNIA 92007 I I I I 1 I I I I I I I I I I I I JOB 12,fl/\J SHEET NO. OF CALCULATED BY. DATE__________________ CHECKED BY________________________ DATE PRODUCT 204-1 Inc., G.W. Moon, 01471. I Use menu item Settings> Printing & Title Block to set these five lines of information for your program. I Title : Martin Site Wall D Page: Job # : 13-036 Dsgnr: RDS Date: 8 MAY 2014 Descr: Driveway wall @ Parking Space. Temp Const Condition Wall in File: c:users\bob\documents\retainpro 10 project files\13-036 RetaInIro 1U (C) 17-ZU1, bulb 1U.1S.d.J1 License: KW-06057201 Cantilevered Retaining Wall Design ode: CBC 2010,ACI 318-08,ACI 530-08 License To: ROBERT SOWARDS Criteria Soil Data Retained Height = 11.00 ft Allow Soil Bearing = 6,078.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Heel Active Pressure = 36.0 psf/ft Slope Behind Wall = 0.00 : I = Height of Soil over Toe = 6.00 in Passive Pressure = 444.0 psf/ft Water height over heel = 0.0 ft Soil Density, Heel = 120.00 pcf Soil Density, Toe = 120.00 pcf FootingSoil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in [charge Loads Lateral Load Applied to Stem [Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 #/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding & Overturning ... Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding & Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Lxia1 Load Applied to Stem has been increased N by a factor of 1.00 Footing Type Line Load Base Above/Below Soil = 0.0 ft Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load Uniform Seismic Force = 209.000 Multiplier Used = 19.000 Total Seismic Force = 2,647.333 (Multiplier used on soil density) I I I I L Li I 1 I P I I I I LI I I WAL 0 c4WA TI 01'aI 50,1 r"14v6iv I I I I Use menu item Settings > Printing & Title Block Title : Martin Site Wall D Page: to set these five lines of information Job # : 13-036 Dsgnr: RDS Date: 8 MAY 2014 for your program. Descr: Driveway wall @ Parking Space. Temp Const Condition Wall in File: c:\users\bob\documents\retainpro 10 project files\13-036 RetalnPro 10 (C) 1987-2012, Build 10.13.8.31 License: KW-06057201 Cantilevered Retaining Wall Design ode: CBC 2010,ACI 318-08,AC 530-08 License To: ROBERT SOWARDS I I I ' Total Bearing Load = 7,266 lbs resultant ecc. = 30.47 in Soil Pressure © Toe = 5,039 psf OK Soil Pressure @ Heel 0 psf OK Allowable = 6,078 psf Soil Pressure Less Than Allowable ACI Factored © Toe = 6,047 psf ACI Factored @ Heel = 0 psf Footing Shear © Toe = 34.9 psi OK Footing Shear @ Heel = 23.2 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 4,741.1 lbs less 100% Passive Force = - 2,369.5 lbs less 100% Friction Force = - 2,906.4 lbs Added Force Req'd = 0.0 lbs OK for 1.5:1 Stability = 1,835.8 lbs NG Design Summary I Wall Stability Ratios Overturning = 1.27 Ratio Sliding = 1.11 Ratio Stem Construction I Top Stem 2nd Stem OK Stem OK Design Height Above Ftc ft = 4.50 0.00 < 1.5! Wall Material Above "Ht" = Masonry Concrete <1.5! Thi,.knc = 1 no 14 00 Rebar Size = # 6 # 8 Rebar Spacing = 16.00 16.00 Rebar Placed at = Edge Edge Design Data fbIFB + fa/Fa = 0.887 0.873 Total Force © Section lbs = 1,322.4 5,783.8 Moment .... Actual ft-#= 4,738.3 25,422.1 Moment.....Allowable ft-#= 5,340.9 29,108.5 Shear.....Actual psi= 12.2 25.3 Shear.....Allowable psi= 38.7 82.2 Wall Weight psf= 124.0 175.0 Rebar Depth 'd' in= 9.00 11.50 LAP SPLICE IF ABOVE in = 54.00 42.94 LAP SPLICE IF BELOW in = 25.63 HOOK EMBED INTO FTG in = 16.80 Load Factors Building Code CBC 2010,ACI Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind, W 1.600 Seismic, E 1.000 Masonry Data I'm psi= 1,500 Fs psi= 24,000 Solid Grouting = Yes Use Half Stresses = n/a Modular Ratio 'n' = 21.48 Short Term Factor = 1.000 Equiv. Solid Thick. in= 11.60 Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data fc psi= 3 Fy psi= 60 Footing Design Results Toe Heel Factored Pressure = 6,047 0 psf Mu': Upward = 21,291 0 ft-# Mu': Downward = 1,965 6,287 ft-# Mu: Design = 19,327 6,287 ft-# Actual 1-Way Shear = 34.90 23.18 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = #8 @ 18.00 in Heel Reinforcing = #6 @ 16.00 in Key Reinforcing = #5 @ 16.00 in [oonng Dimensions &Strengths J Toe Width = 3.25 ft Heel Width = 3.75 Total Footing Width = 7.00 Footing Thickness = 20.00 in Key Width = 12.00 in Key Depth = 15.00 in Key Distance from Toe = 3.50 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Mm. As % = 0.0018 Cover @ Top 2.00 © Btm. 3.00 in ,000.0 ,000.0 Other Acceptable Sizes & Spacings Toe: #4c 5.75 in, #5@ 8.75 in, #6@ 12.25 in, #7@ 16.75 in, #8@ 22.00 in, #9@ 28. Heel: Not req'd, Mu < S * Fr Key: #4@ 9.50 in, #5© 14.50 in, #6@ 20.50 in, #7@ 28.00 in, I Li I I I 1 I 1 I I Use menu item Settings> Printing & Title Block Title : Martin Site Wall D Page: 41 to set these five lines of information Job # : 13-036 Dsgnr: RDS Date: 8 MAY 2014 for your program. Descr Driveway wall @ Parking Space. Temp Const Condition I Wall in File: c:\users\bob\documents\retainpro 10 project files\13-036 RetainPro 10 (c) 1987-2012 Build 10.13.8.31 License: KW-06057201 Cantilevered Retaining Wall Design ode: CBC 2010,ACI 318-08,ACl 530-08 I License To: ROBERT SOWARDS & Moments I OVERTURNING Force Distance Moment RESISTING..... Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 2,888.0 4.22 12,193.8 Soil Over Heel = 3,410.0 5.71 19,465.4 Surcharge over Heel = Sloped Soil Over Heel = I Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = Load © Stem Above Soil = * Axial Live Load on Stem = • Seismic Earth Load = 1,853.1 7.60 14,083.8 Soil Over Toe = 195.0 1.63 316.9 = Surcharge Over Toe = • Total 4,741.1 O.T.M. - 26,277.6 Stem Weight(s) = 1,593.5 3.79 Earth @ Stem Transitions= 130.0 4.33 6,041.3 563.3 I = = Footing Weight = 1,750.0 3.50 6,125.0 Resisting/Overturning Ratio = 1.27 Key Weight = 187.5 4.00 750.0 I Vertical Loads used for Soil Pressure = 7,266.0 lbs Vert. Component = Total = 7,266.0 lbs R.M.= 33,261.9 If seismic included the mm. OTM and sliding * Axial live toad NOT included in total displayed or used for resistance, but is included for soil pressure calculation. overturning '09, ratios may be 1.1 per IBC 1807.2.3. DESIGNER NOTES: I I I I I I I I I I I I I I I I I I I I I I #8@18.iI #6@16.ii I See Appendix A Li I I I I I 12 I I I I H I H H: H I I I I I I Al1. Pp= 2369.5# If adjacent footing or seismic loading is used, the numerical values are display but the loading curve does not represent the composite loading. I I Design Height Above Ftc Rebar Size Rebar Spacing Rebar Placed at Rebar Depth 'd' Design Data fb/FB + fa/Fa = Moment... .Actua = Moment.....Allowable = Shear Force @ this height = Shear.....Actual = Shear.....Allowable = Rebar Lap Required = Hooked embedment into footing Stem OK Stem OK Stem OK = 10.90 ft 6.04 ft 0.00 ft = #5 #7 #7 = 16.00 in 16.00 in 16.00 in = Edge Edge Edge = 9.00 in 9.00 in 9.00 in Other Acceptable Sizes & Spacings: Toe: #7 @ 16.00 in -or- Not req'd, Mu <S * Fr Heel:# 6 © 16.00 in -or- Not req'd, Mu < S * Fr Key: #4© 9.50 in, #5@ 14. -or- #4 9.50 in, #5@ 14.50 in, #6© 20.5 0.000 0.0 ft-# 3,820.4 ft-# 675.9 lbs 5.53 psi 38.73 psi 25.00 in 0.356 2,167.9 ft-# 6,089.4 ft-# 35.00 in 0.793 4,830.2 ft-# 6,089.4 ft-# 2,651.3 lbs 22.34 psi 38.73 psi 14.70 in AA Use menu item Settings> Printing & Title Block Title : Martin Site Wall D Page: to set these five lines of information Job # : 13-036 Dsgnr: RDS Date: 8 MAY 2014 for your program. Descr: Site wall @ Parking Space permanent condition Wall in File: c:users\bob\documents\retainpro 10 project files\13-036 RetainPro 10 (C) 1987-2012, Build 10.13.8.31 License: KW-06057201 Restrained Retaining Wall Design ode: CBC 2010,ACI 318-08,ACI 530-08 License To: ROBERT SOWARDS I 1 I Criteria Soil Data H Allow Soil Bearing = 4,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 55.0 psf/ft Passive Pressure = 444.0 psf/ft Soil Density = 120.00 pcf FootingISoil Frictior = 0.400 Soil height to ignore for passive pressure = 12.00 in W-t1" Cpv'Otru'i Thumbnail L 1 I I Retained Height = 11.00 ft Wall height above soil = 0.00 ft Total Wall Height = 11.00ft Top Support Height = 10.90 ft Slope Behind Wal = 0,00:1 Height of Soil over Toe = 8.00 in Water height over heel = 0.0 ft Surcharge Loads Uniform Lateral Load Applied to Stern Ldjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 #Ift Adjacent Footing Load = 0.0 lbs >>>Used To Resist Sliding & Overturning Height to Top = 0.00 ft Footing Width = 0.00 ft I Surcharge Over Toe = 0.0 psf Height to Bottorr 0.00 ft Eccentricity = 0.00 in Used for Sliding & Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft ial Load ILX Applied to Stem has been increased 1.00 Footing Type Line Load by a factor of Base Above/Below Soil Axial Dead Load = 855.0 lbs at Back of Wall = 0.0 ft I Axial Live Load = 900.0 lbs Wind on Exposed Stem = 0.0 psf Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.300 Earth Pressure Seismic Load Kh Soil Density Multiplier = 21.000 g Added seismic per unit area = 0.0 psf I Seismic Load F/W Weight Multiplier = 0.200 g Added seismic unit area per = 0.0 psf Stem Weight Design Summary -j:Lmasonatem Construction Total Bearing Load = 9,122 lbs Thickness = 12.00 in fm = 1,500 psi Short Term Factor = 1.000 ... resultant ecc. = 4.18 in Wall Weight = 124.0 psf Fs = 24,000 psi Equiv. Solid Thick.= 11.600 in Soil Pressure @ Toe = 914 psf OK Stem is FIXED to top of footing n Ratio (Es/Em) = 21.481 Soil Pressure @ Heel = 1,692 psf OK Block Type = Medium Weight Allowable = 4,000 psf Design Method ASD Mmax Between Soil Pressure Less Than Allowable Solid Grouted @ Top Support Top & Base @ Base of Wall I I ACI Factored © Toe = 1,133 psf ACI Factored © Heel = 2,097 psf Footing Shear @ Toe = 13.6 psi OK Footing Shear @ Heel = 0.1 psi OK Allowable = 75.0 psi Reaction at Top = 676.2 lbs Reaction at Bottom = 3,852.9 lbs Sliding Stability Ratio 1.70 OK Sliding Caics (Vertical Component Used) Lateral Sliding Force = 3,852.9 lbs less 100% Passive Force= - 2,899.9 lbs less 100% Friction Force= - 3,648.6 lbs Added Force Req'd = 0.0 lbs OK for 1.5: 1 Stability = 0.0 lbs OK Load Factors - Building Code CBC 2010,ACl Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 I I I I I I I Use menu item Settings> Printing & Title Block to set these five lines of information for your program. 1 El LFooting Strengths & Dimensions Toe Width = 3.25 ft Heel Width = 3.75 Total Footing Widif = 7.00 Footing Thickness = 22.00 in Key Width = 12.00 in Key Depth = 15.00 in Key Distance from Toe = 3.50 ft f'c = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Mm. As % = 0.0018 Cover © Top = 2.00 in @ Btm.= 3.00 in 1 I I Title : Martin Site Wall D Page: Job # : 13-036 Dsgnr: RDS Date: 8 MAY 2014 Descr: Site wall @ Parking Space permanent condition Footing Design Results Toe eel Factored Pressure = 1,133 2,097 psf Mu': Upward = 7,924 9,024 ft-# Mu': Downward = 2,609 8,613 ft-# Mu: Design = 5,315 411 ft-# Actual 1-Way Shear = 13.63 0.07 psi Allow 1-Way Shear = 75.00 75.00 psi RetalnPro 10 (c) 1987-2012, Build 10.13.8.31 Wall in File: c:\users\bob\documents\retainpro 10 project files\13-036 License : KW-06057201 Restrained Retaining Wall Design ode: CBC 2010,ACI 318-08,ACI 530-08 License To: ROBERT SOWARDS I LSummary of Forces on Fc Forces acting on footing o Sliding Forces I Stem Shear @ Top of Footing = Heel Active Pressure = Sliding Force = 1 I Slab is NOT providing sliding, stem is FIXED at footin soil pressure.... Load & Moment Summary For Footing: For Soil Pressure Calcs Moment @ Top of Footing Applied from Stem = Surcharge Over Heel Adjacent Footing Load = lbs ft Axial Dead Load on Stem = 1,755.0 lbs 3.75 ft Soil Over Toe = 260.0 lbs 1.63 ft Surcharge Over Toe = lbs ft Stem Weight = 1,364.0 lbs 3.75 ft Soil Over Heel = 3,630.0 lbs 5.63 ft Footing Weight = 2,112.5 lbs 3.50 ft Total Vertical Force 9,121.5 lbs Base Moment = -2,651.3 lbs -1,201.6 3,852.9 lbs Net Moment User For Soil Pressure Calculations -3,176.3 ft-# -4,830.2ft-# ft-# 6,581 .3ft-# 422.5ft-# ft-# 5,115.oft-# 20,418.8ft-# 7, 394. 3ft-# 35,101 .5 ft-# DESIGNER NOTES: I I Li I Li I I I OF I I Ilid Grout ecial Insp 12. Masonr I Lateral F 676.2 # I I Masonr, I I Masonr I I I I I I I I Ii I I I 1 DL= 855., LL= 9004, Ecc= O.in I I I I I 1 I 52.9# Pp= 2899.9# 1692. psf If adjacent footing or seismic loading is used, the numerical values are display but the loading curve does not represent the composite loading. I I I I I I I SOWARDS AND BROWN ENGINEERING 2187 Newcastle Ave., Suite 202 CARDIFF BY THE SEA, CALIFORNIA 92007 I I I I I I I I I I I I I I I I I JOB SHEET NO, OF CALCULATED BY 1 DATE CHECKED BY DATE SCALE PRO*JC!2O4-1 Inc., G,nton. Mm 01471. Use menu item Settings> Printing & Title Block Title : Martin Site Wall E Page: to set these five lines of information Job # : 13-036 Dsgnr: RDS Date: 9 MAY 2014 for your program. Descr: Driveway wall E @ East Prop Line ill in File: C:\Users\Bob\Documents\RetainPro 10 Project Files\13-036 RetainPro 10 (C) 1987-2012, Build 10.13.8.31 License: KW-06057201 Cantilevered Retaining Wall Design ode: CBC 2010,ACl 318-08,ACl 530-08 License To: ROBERT SOWARDS rCritena ] Soil Data fñèLHéight &00 ft t Allow Soil Bearing = 4,685.0 psf Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00:1 Heel Active Pressure = 36.0 psf/ft = Height of Soil over Toe = 12.00 in Passive Pressure = 444.0 psf/ft Water height over heel = 0.0 ft Soil Density, Heel = 120.00 pcf Soil Density, Toe = 120.00 pd FootingISoil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in Lurcharge Loads Lateral Load Applied to Stem [Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 #/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding & Overturning . Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding & Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft LAxial Load Applied to Stem fl has been increased by a factor of 1.00 Footing Type Line Load Base Above/Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.300 Earth Pressure Seismic Load j Uniform Seismic Force = 168.000 Multiplier Used = 21.000 Total Seismic Force = 1,568.000 (Multiplier used on soil density) I I [1 I I I Li P I I /tA7' eft4) .oj1 Lo/t' p kA- s4tc U4i zt tf I46 Vvf-"' u4G'M7 171, I P I I I I P U I Total Bearing Load = 5,637 lbs I resultant ecc. = 20.71 in Soil Pressure © Toe = 4,180 psf OK Soil Pressure © Heel = 0 psf OK I Allowable 4,685 psf Soil Pressure Less Than Allowable ACl Factored @ Toe = 5,016 psf I ACl Factored © Heel = Footing Shear © Toe = 0 psf 17.7 psi OK Footing Shear © Heel = 24.7 psi OK Allowable 75.0 psi Sliding Calcs (Vertical Component NOT Used) I Lateral Sliding Force = 2,665.6 lbs less 100% Passive Force = - 1,560.2 lbs less 100% Friction Force = - 2,254.7 lbs • Added Force Req'd = 0.0 lbs OK for 1.5:1 Stability = 183.6 lbs NG Load Factors - Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2010,ACl 1.200 1.600 1.600 1.600 1.000 I 1 Footing Dimensions & Strengths Toe Width = 0.67 ft Heel Width = 4.58 Total Footing Width = 5.25 l Footing Thickness = 16.00 in Key Width = 10.00 in Key Depth = 6.00 in Key Distance from Toe = 3.50 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Mm. As % = 0.0018 Cover © Top 2.00 © Btm.' 3.00 in E I I 7 I I p Stem Stem OK 4.00 Masonry 8.00 #5 16.00 Edge 0.667 523.2 1,324.8 1,986.1 8.3 38.7 78.0 5.25 30.00 30.00 2nd Ratio > 1.0 0.00 Masonry 12.00 #8 16.00 Edge 1.023 2,092.8 6,835.2 6,679.1 19.4 38.7 124.0 9.00 72.00 11.20 I Use menu item Settings> Printing & Title Block Title : Martin Site Wall E Page: 50 to set these five lines of information Job # : 13-036 Dsgnr: RIDS Date: 9 MAY 2014 for your program. Descr: Driveway wall E @ East Prop Line ill in File: C:\Users\Bob\Documents\RetainPro 10 Project Files\13-036 RetainPro 10 (c) 1987-2012, Build 10.13.8.31 License: KW-06057201 Cantilevered Retaining Wall Design ode: CBC 2010,ACI 318-08,ACl 530-08 License To: ROBERT SOWARDS LI I Design Summary Lstem Construction I Wall Stability Ratios Design Height Above Ftc ft = Overturning = 1.46 Ratio < 1.5! Wall Material Above "Ht" = Sliding = 1.43 Ratio < 1.5! Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data - fb/FB + fa/Fa = Total Force © Section lbs = Moment .... Actual Moment.....Allowable ft-# = Shear.....Actual psi = Shear.....Allowable psi = Wall Weight psf = Rebar Depth 'd' in = LAP SPLICE IF ABOVE in = LAP SPLICE IF BELOW in= HOOK EMBED INTO FTG in = Masonry Data f'm psi = 1,500 1,500 Fs psi = 24,000 20,000 Solid Grouting = Yes Yes Use Half Stresses = n/a No Modular Ratio 'n' = 21.48 21.48 Short Term Factor = 1.000 1.000 Equiv. Solid Thick. in= 7.60 11.60 Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data fc psi Fy psi Footing Design Resuitsj Toe Heel Factored Pressure = 5,016 0 psf Mu' :Upward = 152 oft-# Mu': Downward = 12 44ft-# Mu: Design = 140 44ft-# Actual 1-Way Shear = 17.69 24.71 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = # 8 © 16.00 in Heel Reinforcing = #5 @ 16.00 in Key Reinforcing = #6 @ 0.00 in Other Acceptable Sizes & Spacings Toe: Not req'd, Mu <S * Fr Heel: Not req'd, Mu <5 * Fr Key: #4© 11.25 in, #5@ 17.25 in, #6© 24.50 in, #7@ 33.50 in, 571 I Use menu item Settings> Printing & Title Block Title Martin Site Wall E Page: to set these five lines of information Job # : 13-036 Dsgnr: RDS Date: 9 MAY 2014 ' for your program. Descr: Driveway wall E @ East Prop Line II in File: C:\Users\Bob\Documents\RetainPro 10 Project Files\13-036 RetainPro 10 (c) 1987-2012, Build 10.13.8.31 License: KW-06057201 Cantilevered Retaining Wall Design ode: CBC 2010,ACI 318-08,ACI 530-08 I License To: ROBERT SOWARDS Summa of overturning & Resisting Forces & Moments 1 I OVERTURNING RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = Surcharge over Heel = I Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = I Seismic Earth Load = I Total U Resisting/Overturning Ratio = 1.46 I Vertical Loads used for Soil Pressure = 5,636.7 lbs If seismic included the mm. OTM and sliding ratios may be 1.1 per IBC '09, 1807.2.3. 1 DESIGNER NOTES: I I I I I I I I I I Soil Over Heel = 3,436.8 3.46 11,891.3 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = 80.4 0.34 26.9 Surcharge Over Toe = Stem Weight(s) = 847.0 1.10 932.5 Earth @ Stem Transitions= 160.0 1.50 240.5 Footing Weight = 1,050.0 2.63 2,756.3 Key Weight = 62.5 3.92 244.8 Vert. Component = Total = 5,636.7 lbs R.M.= 16,092.3 * Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. 1,568.0 3.11 4,878.2 1,097.6 5.60 6,146.6 2,665.6 O.T.M. 11,024.8 I I I I I I I I I I I I I I I I I I I 8. in Masw/#5 @ 16. in a Solid Grout Special lnsp 12.in Masw/#8 © 16.in o Solid Grout Special lnsp #8@16.in @ Toe #5©16.in @ Heel Designer select all horiz. reinf. See Appendix A I 0 I H I H I I I I H I I I I I Pp= 1560.2# 2665.6# I 4179.9psf H If adjacent footing or seismic loading is used, the numerical values are display but the loading curve does not represent the composite loading. I I oil ta Allow Soil Bearing = psf Equivalent Fluid Pressure Method Heel Active Pressure = 36.0 psf/ft Passive Pressure = 444.0 psf/ft Soil Density, Heel = 120.00 pcf Soil Density, Toe = 120.00 pcf FootingjSoil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in psi= 1,500 1,500 psi = 24,000 20,000 = Yes Yes = n/a No = 21.48 21.48 = 1.000 1.000 in= 7.60 11.60 = Medium Weight = ASD psi= psi= I to set these five lines of information for your program. Use menu item Settings > Printing & Title Block Title : Martin Site Wall E Page: 54 Job # : 13-036 Dsgnr: RDS Date: 9 MAY 2014 Descr: Driveway wall E @ East Prop Line ill in File: C:\Users\Bob\Documents\RetainPro 10 Project Files\13-036 RetainPro 10 (c) 1987.2012, Build 10.13.8.31 License: KW-06057201 Cantilevered Retaining Wall Design ode: CBC 2010,ACI 318-08,ACI 530-08 License To: ROBERT SOWARDS Criteria RidHeight - 800ft Wall height above soil = 0.50 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 12.00 in Water height over heel = 0.0 ft I I I I I 2 D(tAJ S1 I'[ LoArD 3G,'* p 41 j4i4 Surcharge Loads i Surcharge Over Heel = 250.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning [Aiai Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in [Design Summary Wall Stability Ratios Overturning = 2.36 OK Sliding = 1.84 OK Total Bearing Load = 6,532 lbs ... resultant ecc. = 11.21 in Load Factors - Building Code CBC 2010,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 rLateral Load Applied to Stem • Lateral Load = 0.0 #Ift 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 [Stern Construction J Design Height Above Ftc ft= Wall Material Above "Ht" = Thickness = Rebar Size = Rebar Spacing Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force © Section lbs = Moment .... Actual ft-#= Moment.....Allowable ft-# = Shear.....Actual psi = Shear.....Allowable psi = Wall Weight psf = Rebar Depth d' in= LAP SPLICE IF ABOVE in = LAP SPLICE IF BELOW in= HOOK EMBED INTO FTGin= Masonry Data fm Fs Solid Grouting Use Half Stresses Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fo Fy [Adjacent Footing Load Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Fig CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil - 0.0 ft - at Back of Wall Poisson's Ratio = 0.300 2nd Stem OK 0.00 Masonry 12.00 #8 16.00 Edge I I I I I I I I r I I p Stem Stem OK 4.00 Masonry 8.00 #5 16.00 Edge Soil Pressure © Toe = 2,575 psf OK Soil Pressure © Heel = 0 psf OK Allowable = 315,15 psf Soil Pressure Less Than Allowable ACI Factored © Toe = 3,090 psf ACI Factored © Heel = 0 psf Footing Shear © Toe = 11.0 psi OK Footing Shear © Heel = 17.8 psi OK Allowable = 75.0 psi Sliding Caics (Vertical Component NOT Used) Lateral Sliding Force = 2,268.0 lbs less 100% Passive Force = - 1,560.2 lbs less 100% Friction Force = - 2,612.7 lbs Added Force Req'd = 0.0 lbs OK for 1.5:1 Stability = 0.0 lbs OK 0.495 0.819 588.0 1,752.0 984.0 5,472.0 1,986.1 6,679.1 9.3 16.2 38.7 38.7 78.0 124.0 5.25 9.00 30.00 72.00 30.00 11.20 I I 3,436.8 3.46 11,891.3 895.0 3.46 3,096.7 80.4 0.34 26.9 847.0 1.10 932.5 160.0 1.50 240.5 1,050.0 2.63 2,756.3 62.5 3.92 244.8 Use menu item Settings> Printing & Title Block to set these five lines of information for your program. Footing Dimensions & Strengths Toe Width = 0.67 ft Heel Width = 4.58 Total Footing Width = 5.25 Footing Thickness = 16.00 in I Key Width = 10.00 in Key Depth = 6.00 in Key Distance from Toe = 3.50 ft I 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 Title : Martin Site Wall E Page: S Job # : 13-036 Dsgnr: RDS Date: 9 MAY 2014 Descr: Driveway wall E © East Prop Line Footing Design Results Toe Heel Factored Pressure = 3,090 0 psf Mu': Upward = 95 0 ft-# Mu': Downward = 12 56 ft-# Mu: Design = 83 56 ft-# Actual 1-Way Shear = 10.96 17.83 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = #8 © 16.00 in Heel Reinforcing = # 5 @ 16.00 in Key Reinforcing = #6 @ 0.00 in Other Acceptable Sizes & Spacings Toe: Not req'd, Mu <S * Fr Heel: Not req'd, Mu < 5 * Fr Key: #4© 11.25 in, #5@ 17.25 in, #6@ 24.50 in, #7@ 33.50 in, I I I [1 ill in File: C:\Users\Bob\Documents\RetainPro 10 Project Fi1es\13-036 RetainPro 10 (C) 1987-2012, Build 10.13.8.31 License: KW-06057201 Cantilevered Retaining Wall Design ode: CBC 2010,ACI 318-08,ACI 530-08 License To: ROBERT SOWARDS I Resisting & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item - lbs ft ft-# lbs ft ft-# I Heel Active Pressure = 1,568.0 3.11 4,878.2 Surcharge over Heel = 700.0 4.67 3,266.7 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load © Stem Above Soil = Total 2,268.0 O.T.M. 8,144.9 Resisting/Overturning Ratio = 2.36 Vertical Loads used for Soil Pressure 6,531.7 lbs Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = Earth @ Stem Transitions= Footing Weight = Key Weight = Vert. Component 'I I Total = 6,531.7 lbs R.M.= 19,189.0 *Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure caiculation. I DESIGNER NOTES: I I I ED 8.in Masw/$ S SP, 12.in Mas wI S Sp #8@161n @ Toe #5©16.in @ Heel Designer select all horiz. reinf. See Appendix A 250.psf 2268.# I I I I 1 I I I I I I I Use menu item Settings> Printing & Title Block to set these five lines of information for your program. Title : Martin Site Wall E Page: 6 Job # : 13-036 Dsgnr: RDS Date: 8 MAY 2014 Descr: Driveway wall E @ Prop. Line II in File: C:\Users\Bob\Documents\RetainPro 10 Proiect Files\13-036 RetainPro 10 (c) 1987.2012, Build 10.13.8.31 License: KW-06057201 Cantilevered Retaining Wail Design ode: CBC 2010,ACl 318-08,ACI 530-08 License To: ROBERT SOWARDS 1 Criteria i] Retained Height = 5.75 ft Wall height above soil = 0.50 ft Slope Behind Wall = 0.00:1 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning LAxial Load Applied to Stem j Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in [Design Summary Wall Stability Ratios - Overturning = 1.64 OK Sliding = 1.64 OK Total Bearing Load = 1,318 lbs resultant ecc. = 10.23 in Load Factors - Building Code CBC 2010,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 [Soil - Data Allow Soil Bearing = 1,900.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 36.0 psf/ft Passive Pressure = 444.0 psf/ft Soil Density, Heel = 120.00 pcf Soil Density, Toe = 120.00 pcf FootingSoil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in Lat[eraI Load Applied to Stem Lateral Load = 0.0#/ft ...Height to Top = 0.00 ft Height to Bottom = 0.00 ft The above lateral load has been increased 1.00 by a factor of Wind on Exposed Stem = 0.0 psf Stem Construction 1- Design Height Above Ftc ft= Wall Material Above "Ht" = Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force @ Section lbs = Moment .... Actual ft-#= Moment.....Allowable = Shear.....Actual psi= Shear.....Allowable psi = Wall Weight = Rebar Depth 'd' in= LAP SPLICE IF ABOVE in= LAP SPLICE IF BELOW in HOOK EMBED INTO FTG in = Masonry Data fm Fs Solid Grouting Use Half Stresses Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data f'c Fy 1wV a iV" ct [cenoting Load Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil - at Back of Wall - 0 0 ft Poisson's Ratio = 0.300 I U I I I I I I p Stem Stem OK 0.00 Masonry 8.00 #5 16.00 Edge 0.629 595.1 1,140.7 1,812.8 9.4 38.7 78.0 5.25 30.00 7.00 Soil Pressure @ Toe = 980 psf OK Soil Pressure © Heel = 0 psf OK Allowable = 1,900 psf Soil Pressure Less Than Allowable ACI Factored @Toe = 1,175 psf ACI Factored © Heel = 0 psf Footing Shear @ Toe = 8.1 psi OK Footing Shear @ Heel = 0.7 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 820.1 lbs less 100% Passive Force= - 820.2 lbs less 100% Friction Force = - 527.3 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5:1 Stability = 0.0 lbs OK psi= 1,500 psi = 20,000 = Yes = n/a = 21.48 = 1.000 in= 7.60 = Medium Weight = ASD psi= psi= I I Use menu item Settings> Printing & Title Block Title : Martin Site Wall E Page: to set these five lines of information Job # : 13-036 Dsgnr: RDS Date: 8 MAY 2014 for your program. Descr: Driveway wall E @ Prop. Line ill in File: C:\UsersBob\Documents\RetainPro 10 Project Files\13-036 RetainPro 10 (c) 1987-2012, Build 10.13.8.31 License: KW-06057201 Cantilevered Retaining Wall Design ode: CBC 2010,ACl 318-08,ACl 530-08 License To: ROBERT SOWARDS Footing Dimensions &Strengths Toe Width = 2.75 ft Heel Width = 0.75 Total Footing Width = 3.50 Footing Thickness = 12.00 in Key Width = 10.00 in Key Depth = 8.00 in Key Distance from Toe = 1.75 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Mm. As % = 0.0018 Cover © Top 2.00 © Btm.= 3.00 in Footing Design Results Toe Heel Factored Pressure = 1,175 0 psf Mu': Upward = 16 0 ft-# Mu': Downward = 4 14 ft-# Mu: Design = 12 14ft-# Actual 1-Way Shear = 8.07 0.74 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = #5 @ 16.00 in Heel Reinforcing = #4 @ 16.00 in Key Reinforcing = # 5 @ 0.00 in Other Acceptable Sizes & Spacings Toe: Not req'd, Mu <S * Fr Heel: Not req'd, Mu < S * Fr Key: Not req'd, Mu <5 * Fr I I I I Summa!1 of Overturning & Resisting Forces & Moments OVERTURNING RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 820.1 2.25 1,845.3 Soil Over Heel = 57.5 3.46 198.9 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = I Total -: 820.1 O.T.M. 1,845.3 Resisting/Overturning Ratio 1.64 Vertical Loads used for Soil Pressure = 1,318.3 lbs I DESIGNER NOTES: I 1 1 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = 165.0 1.38 226.9 Surcharge Over Toe = Stem Weight(s) = 487.5 3.08 1,503.1 Earth @ Stem Transitions= Footing Weighi = 525.0 1.75 918.8 Key Weight = 83.3 2.17 180.6 Vert. Component = Total = 1,318.3 lbs R.M. 3,028.2 * Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. "I fl 5 16.in 0/c id Grout Insp cial 3 It gcM ti 191 6" IA'M4 t'6:1 1 I I I I I a I I I 1 c I 1 1 I I I I I #5©16.in @ Toe #4@16.in © Heel Designer select all horiz. reinf. See Appendix A i (~D I I I 1 1 I I 979.53psf I I I I SOWARDS AND BROWN ENGINEERING I 2187 Newcastle Ave., Suite 202 CARDIFF BY THE SEA, CALIFORNIA 92007 I I I I I I 1 I 1 I I I I I 1 I I HMtI1AJ LJ44A JOB SHEET NO. OF CALCULATED BY us' DATE CHECKED BY DATE PRO1$JCT24-1 /inc.. Gmtn. M, 01477. I Use menu item Settings> Printing & Title Block to set these five lines of information for your program. Title : Martin Site Wall F Page: 6-1 Job # : 13-036 Dsgnr: RDS Date: 9 MAY 2014 Descr: Driveway wall F ® East Prop Line ill in File: C:\Users\BobDocuments\RetainPro 10 Project Files\13-036 RetainPro 10 (C) 1987-2012, Build 10.13.8.31 License: KW-06057201 Cantilevered Retaining Wall Design ode: CBC 2010,ACI 318-08,ACI 530-08 License To: ROBERT SOWARDS t7(14) Criteria [Soil Data Retained Height = 8.33 ft Allow Soil Bearing = 4,685.0 psf $A4itC £44iJ Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Active Pressure = 36.0 psf/ft I Slope Behind Wall = 0.00:1 = I 3 ( €_Oi4v Height of Soil over Toe = 12.00 in Passive Pressure = 444.0 psf/ft Llo,(,tec e_a frtr&Aw /V4) Water height over heel = 0.0 ft Soil Density, Heel = 120.00 pcf Soil Density, Toe = 120.00 pcf FootingISoil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in I I I I I I, I frej 41#4 Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning [Axial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load Multiplier Used = 21.000 (Multiplier used on soil density) LLateral Load Applied to Stem Lateral Load = 0.0#Ift 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 Uniform Seismic Force = 174.993 Total Seismic Force = 1,691.541 LAdiacent Footing Load Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Fig CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil - 0 0 ft - at Back of Wall Poisson's Ratio = 0.300 I I I I I I 1 I I I 1 p Stem Stem OK 4.00 Masonry 8.00 #5 16.00 Edge 2nd Ratio> 1.0 0.00 Masonry 12.00 #8 16.00 Edge 0.825 1.157 613.9 2,270.7 1,638.0 7,724.8 1,986.1 6,679.1 9.7 21.0 38.7 38.7 78.0 124.0 5.25 9.00 45.00 72.00 45.00 11.20 1 Use menu item Settings> Printing & Title Block Title : Martin Site Wall F Page: to set these five lines of information Job # : 13-036 Dsgnr: RDS Date: 9 MAY 2014 for your program. Descr: Driveway wall F @ East Prop Line ill in File: C:\Users\Bob\Documents\RetainPro 10 Project Files\13-036 RetainPro 10 (C) 1987-2012, Build 10.13.8.31 License: KW-06057201 Cantilevered Retaining Wall Design ode: CBC 2010,ACt 318-08,ACI 530-08 License To: ROBERT SOWARDS I I LDesign Summary - Stem construction _b - Wall Stability Ratios Design Height Above Ft ft = Overturning = 1.36 Ratio < 1.5! Wall Material Above "Ht" = Sliding = 1.26 Ratio < 1.5! Thickness = IS C. Rebar Size = Total Bearing Load = 5,143 lbs Rebar Spacing = resultant ecc. = 22.13 in Design Data fb/FB + fa/Fa = Total Force @ Section lbs = Moment... .Actual ft-# = Moment.....Allowable ft-# = Shear.....Actual psi = Shear.....Allowable psi = Wall Weight psf = Rebar Depth d' in= LAP SPLICE IF ABOVE in= LAP SPLICE IF BELOW in= HOOK EMBED INTO FTG in = Soil Pressure © Toe = 3,961 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 4,685 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 4,753 psf ACI Factored © Heel = 0 psf Footing Shear © Toe = 31.1 psi OK Footing Shear @ Heel = 24.4 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 2,866.0 lbs less 100% Passive Force = - 1,560.2 lbs less 100% Friction Force = - 2,057.2 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5: 1 Stability = 681.5 lbs NG Load Factors - Building Code CBC 2010,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 [Footing Dimensions &StrengthsJ Toe Width = 1.67 ft Reel Width = 3.75 Total Footing Width = 5.42 Footing Thickness = 16.00 in Key Width = 10.00 in Key Depth = 6.00 in Key Distance from Toe = 3.50 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Mm. As % = 0.0018 Cover @ Top 2.00 © Btm.= 3.00 in Masonry Data fm psi= 1,500 1,500 Fs psi = 24,000 20,000 Solid Grouting = Yes Yes Use Half Stresses = n/a No Mod u la r Ratio 'n' = 21.48 21.48 Short Term Factor = 1.000 1.000 Equiv. Solid Thick. in= 7.60 11.60 Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data f'c psi= Fy psi Footing Design Results Toe Heel Factored Pressure = 4,753 0 psf Mu': Upward = 144 0 ft-# Mu': Downward = 12 45 ft-# Mu: Design = 132 45 ft-# Actual 1-Way Shear = 31.09 24.44 psi Allow 1-Way Shear 75.00 75.00 psi Toe Reinforcing = # 8 © 16.00 in Heel Reinforcing = #5 @ 16.00 in Key Reinforcing = # 6 @ 0.00 in Other Acceptable Sizes & Spacings Toe: Not req'd, Mu <S * Fr Heel: Not req'd, Mu <S * Fr Key: #4@ 11.25 in, #5@ 17.25 in, #6@ 24.50 in, #7@ 33.50 in, I I I Li I I I I I Li I I i Li] Use menu item Settings> Printing & Title Block to set these five lines of information for your program. Title : Martin Site Wall F Page: I Job # : 13-036 Dsgnr: RDS Date: 9 MAY 2014 Descr: Driveway wall F @ East Prop Line ill in File: C:\Users\Bob\DocumentsRetajnPro 10 Proiect Files\13-036 RetainPro 10 (c) 1987-2012, Build 10.13.8.31 License: KW-06057201 Cantilevered Retaining Wall Design ode: CBC 2010,ACI 318-08,ACI 530-08 License To: ROBERT SOWARDS [Summary of Ov i&Resistin Forces & Moments im OVERTURNING RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,681.9 3.22 5,419.2 Soil Over Heel = 2.749,9 4.05 11,123.3 I Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load Added Lateral Load = I Load @ Stem Above Soil = Seismic Earth Load = 1,184.1 5.80 6,867.4 I Total 2,866.0 O.T.M. 12,286.6 Resisting/Overturning Ratio = 1.36 >(. I Vertical Loads used for Soil Pressure = 5,143.1 lbs I If seismic included the mm. OTM and sliding ratios may be 1.1 per IBC '09, 1807.2.3. I I I I I I I I I I 11 DESIGNER NOTES: I Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem= * Axial Live Load on Stem = Soil Over Toe = 200.4 0.84 167.3 Surcharge Over Toe = Stem Weight(s) = 873.0 2.10 1,831.5 Earth @ Stem Transitions= 173.3 2.50 433.9 Footing Weight = 1,084.0 2.71 2,937.6 Key Weight = 62.5 3.92 244.8 Vert. Component = Total 5,143.1 lbs R.M. 16,738.5 * Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. 3" 'I I I I I I I I I I I I I I I I I I I 12. in Mas w/ #8 @ 16. in 0/c Solid Grout Special lnsp Bin Mas w/ #5 © 16. in o/c Solid Grout Special lnsp 2 3/4 6" 4-10" 8-10 8-4" 4-0" 2" #8@16.in @ Toe #5@16.in @ Reel Designer select all horiz. reinf. See Appendix A 1-4" 6" I I I I I I I I ri I Li I I I Ll Pp= 1560.2# 28664 I 3961.1psf I If adjacent footing or seismic loading is used, the numerical values are display but the loading curve does not represent the composite loading. I I VVA kt/ r ft No Sti.Si'it. ;1 V4tLf Masonry Data fm Fs Solid Grouting Use Half Stresses Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data ft Fy psi= 1,500 1,500 psi = 24,000 20,000 = Yes Yes = n/a No = 21.48 21.48 = 1.000 1.000 in= 7.60 11.60 = Medium Weight = ASD psi = psi = I I Use menu item Settings> Printing & Title Block Title : Martin Site Wall F Page: to set these five lines of information Job # : 13-036 Dsgnr: RDS Date: 9 MAY 2014 for your program. Descr: Driveway wall F @ East Prop Line II in File: C:\Users\Bob\Documents\RetainPro 10 Project Files\13-036 RetainPro 10 (C) 1987-2012, Build 10.13.8.31 License: KW-06057201 Cantilevered Retaining Wall Design ode: CBC 2010,AC 318-08,ACI 530-08 License To: ROBERT SOWARDS Criteria Retained Height = 8.33 ft Wall height above soil = 0.50 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 12.00 in Water height over heel = 0.0 ft Soil Allow Soil Bearing = 3,515.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 36.0 psf/ft Passive Pressure = 444.0 psf/ft Soil Density, Heel = 120.00 pcf Soil Density, Toe = 120.00 pcf FootingSoiI Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in I I I F L Li I I I i I 1 I I I LSurcharge Loads Surcharge Over Heel = 250.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning LAXiaI Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 2.08 OK Sliding = 1.61 OK Total Bearing Load = 5,776 lbs ... resultant ecc. = 11.51 in Soil Pressure @ Toe = 2,312 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 3,515 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,774 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 19.3 psi OK Footing Shear @ Heel = 20.6 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force 2,406.9 lbs less 100% Passive Force = - 1560.2 lbs less 100% Friction Force = - 2,310.5 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5: 1 Stability = 0.0 lbs OK CBC 2010,ACI 1.200 1.600 1.600 1.600 1.000 Adjacent Footing Load Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil - 0 0 ft - at Back of Wall Poisson's Ratio = 0.300 [Stem Construction I Top Stem 2nd Stem OK Stem OK Design Height Above Ftc ft = 4.00 0.00 Wall Material Above "Ht" = Masonry Masonry Thickness = 8.00 12.00 Rebar Size = # 5 # 8 Rebar Spacing = 16.00 16.00 Rebar Placed at = Edge Edge Design Data fb/FB + fa/Fa = 0.600 0.910 Total Force @ Section lbs = 662.9 1,874.9 Moment .... Actual ft-#= 1,192.2 6,075.8 Moment.....Allowable ft-# = 1,986.1 6,679.1 Shear.....Actual psi= 10.5 17.4 Shear.....Allowable psi = 38.7 38.7 Wall Weight psf= 78.0 124.0 Rebar Depth 'd' in= 5.25 9.00 LAP SPLICE IF ABOVE in = 30.00 72.00 LAP SPLICE IF BELOW in = 30.00 HOOK EMBED INTO FTG in = 11.20 Load Factors I Building Code Dead Load Live Load Earth, H Wind, W I Seismic, E LLateral Load Applied to Stem • Lateral Load = 0.0 #/ft Height to Top 0.00 ft Height to Bottom = 0.00 ft The above lateral load has been increased 1.00 by a factor of Wind on Exposed Stem = 0.0 psf I Use menu item Settings> Printing & Title Block to set these five lines of information for your program. Title : Martin Site Wall F Page: ___ Job # : 13-036 Dsgnr: RDS Date: 9 MAY 2014 Descr: Driveway wall F @ East Prop Line II in File: C:\Users\Bob\Documents\RetainPro 10 Project Files\13-036 RetainPro 10 (c) 1987.2012, Build 10.13.8.31 License: KW-06057201 Cantilevered Retaining Wall Design ode: CBC 2010,ACI 318-08,ACl 530-08 License To: ROBERT SOWARDS Footing Design Results Toe Heel Factored Pressure = 2,774 0 psf Mu': Upward = 85 0 ft-# Mu': Downward = 12 57 ft-# Mu: Design = 73 57 ft-# Actual 1-Way Shear = 19.26 20.55 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = #8 @ 16.00 in Heel Reinforcing = # 5 © 16.00 in Key Reinforcing = #6 @ 0.00 in Other Acceptable Sizes & Spacings Toe: Not req'd, Mu <S * Fr Heel: Not req'd, Mu <S * Fr Key: #4@ 11.25 in, #5@ 17.25 in, #6© 24.50 in, #7@ 33.50 in, I I I I I I Footing Dimensions & Strengths Toe Width = 1.50 ft Heel Width = 3.75 Total Footing Width = 5.25 Footing Thickness = 16.00 in Key Width = 10.00 in Key Depth = 6.00 in Key Distance from Toe = 3.50 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As% = 0.0018 Cover @ lop 2.00 @ Btm.= 3.00 in LI Forces & Moments OVERTURNING RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,681.9 3.22 5,419.2 Surcharge over Heel = 725.0 4.83 3,503.9 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Total 2,406.9 O.T.M. 8,923.1 Resisting/Overturning Ratio = 2.08 Vertical Loads used for Soil Pressure = 5,776.2 lbs DESIGNER NOTES: Soil Over Heel = 2,749.9 3.88 10,655. Sloped Soil Over Heel = Surcharge Over Heel = 687.5 3.88 2,664.1 Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = 180.0 0.75 135.0 Surcharge Over Toe = Stem Weight(s) = 873.0 1.93 1,683.1 Earth @ Stem Transitions= 173.3 2.33 404.4 Footing Weight = 1,050.0 2.63 2,756.3 Key Weight = 62.5 3.92 244.8 Vert. Component = Total = 5,776.2 lbs R.M. 18,543.5 * Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. I 1 I I I I I I I I I I I I I I I I I I 1 I I I I I I I I 8. in Mas w/ #5 Cc Solid Specie 12.in Mas w/ #8 Ca Solid Specia 1-0" #8@16.in @ Toe #5@16.in @ Heel Designer select all horiz. reinf. See Appendix A \A14tL F 'I 250.psf L.**] Pp= 1560.2# 2406.9# I 2312.1 psf I I I I I I I I I I I I I I Li I n I SOWARDS AND BROWN ENGINEERING I 2187 Newcastle Ave., Suite 202 CARDIFF BY THE SEA, CALIFORNIA 92007 I I I I I I I I I I \ I I I I I I I PRODUCI2O4.I e7Inc G,oton, Max01471. JOB M4tzr,J W41, ('r) SHEET NO. OF CALCULATED BY________________________ DATE CHECKED BY DATE SCALE Lateral Load Applied to Stem Lateral Load = 0.0#/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft The above lateral load has been increased 1.00 by a factor of Wind on Exposed Stem = 0.0 psf ~Jacent Load Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil - at Back of Wall 0.0 ft Poisson's Ratio = 0.300 [,Stem Construction I Top Stem Design Height Above Ftc ft = Stem OK 0.00 Wall Material Above "Ht" = Masonry Thickness = 8.00 Rebar Size = # 7 Rebar Spacing = 16.00 Rebar Placed at = Edge Design Data fb/FB + fa/Fa = 0.930 Total Force © Section lbs = 1,003.7 Moment .... Actual ft-#= 2,298.3 Moment.....Allowable = 2,470.8 Shear.....Actual psi= 15.9 Shear.....Allowable psi= 38.7 Wall Weight = 78.0 Rebar Depth 'd' in= 5.25 LAP SPLICE IF ABOVE in= 63.00 LAP SPLICE IF BELOW in= HOOK EMBED INTO FTG in = 14.70 Masonry Data fm Fs Solid Grouting Use Half Stresses Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data f'c Fy psi= 1,500 psi= 24,000 = Yes = n/a = 21.48 = 1.000 in= 7.60 Medium Weight = ASD psi= psi= I Use menu item Settings> Printing & Title Block to set these five lines of information for your program. Title : Martin Site Wall G Page: q1 25 Job# : 13-036 Dsgnr: RDS Date: 9 MAY 2014 Descr: Driveway wall G @ Fmil Prop Line ill in File: C:\Users\Bob\Documents\RetainPro 10 Project Files\13-036 RetalnPro 10 (C) 1987-2012, Build 10.13.8.31 License: KW-06057201 Cantilevered Retaining Wall Design ode: CBC 2010,ACI 318-08,ACI 530-08 License To: ROBERT SOWARDS Criteria J Retained Height = 5.67 ft Wall height above soil = 0.50 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel = 250.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning LAxual Load Applied to Stemj Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Design Summary 1 Wall Stability Ratios Overturning = 1.84 OK Sliding = 1.59 OK Total Bearing Load = 3,365 lbs resultant ecc. = 10.14 in Soil Pressure © Toe = 2,178 psf OK Soil Pressure © Heel = 0 psf OK Allowable = 2,945 psf Soil Pressure Less Than Allowable ACl Factored @ Toe = 2,614 psf ACI Factored © Heel = 0 psf Footing Shear © Toe = 10.5 psi OK Footing Shear © Heel = 12.0 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 1462.8 lbs less 100% Passive Force= - 986.7 lbs less 100% Friction Force = - 1,345.9 lbs Added Force Reqd = 0.0 lbs OK ....for 1.5:1 Stability = 0.0 lbs OK Load Factors - Building Code CBC 2010,ACl Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 Soil Data Ii Allow Soil Bearing = 2,945.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 36.0 psf/ft Passive Pressure = 444.0 psf/ft Soil Density, Heel = 120.00 pcf Soil Density, Toe = 120.00 pcf FootingJSoil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in I 1 I I U I Li L I I I I I I I I I I I I I I I DESIGNER NOTES I Use menu item Settings> Printing & Title Block to set these five lines of information for your program. ill in File: C:\Users\Bob\Documents\RetainPro 10 Project Files\13-036 RetainPro 10 (C) 1987-2012, Build 10.13.8.31 License: KW-06057201 Cantilevered Retaining Wall Design ode: CBC 2010,ACI 318-08,ACl 530-08 License To: ROBERT SOWARDS - Li Footing Design Results I Toe Heel Factored Pressure = 2,614 0 psf Mu': Upward = 36 0 ft-# Mu' Downward = 5 21 ft-# Mu: Design = 31 21 ft-# Actual 1-Way Shear = 10.49 12.04 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = #6 @ 18.00 in Heel Reinforcing = #4 @ 16.00 in Key Reinforcing = #5 © 16.00 in Other Acceptable Sizes & Spacings Toe: Not req'd, Mu <5 * Fr Heel: Not req'd, Mu <S * Fr Key: Not req'd, Mu <s * Fr SLof overturning & Resisti Forces & Moments OVERTURNING .. RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 925.1 2.39 2,210.7 Soil Over Heel = 1,417.3 2.71 3,838.4 Surcharge over Heel = 537.7 3.58 1,927.3 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 520.8 2.71 1,410.6 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil = * Axial Live Load on Stem = = Soil Over Toe = 60.0 0.50 30.0 Surcharge Over Toe = Total 1,462.8 O.T.M. 4,138.0 Stem Weight(s) = 481.2 1.33 641.6 Earth @ Stem Transitions= = = Footing Weighi = 843.8 1.88 1,582.0 Resisting/Overturning Ratio = 1.84 Key Weight = 41.7 2.42 100.7 Vertical Loads used for Soil Pressure = 3,364.7 lbs Vert. Component = Total = 3,364.7 lbs R.M.= 7,603.3 * Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. &tingDirnenskns&Strengths J Toe Width = 1.00 ft Heel Width = 2.75 Total Footing Width = 3.75 Footing Thickness = 18.00 in Key Width = 10.00 in Key Depth = 4.00 in Key Distance from Toe = 2.00 ft f'c = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Mm. As % = 0.0018 Cover @ Top 2.00 © Btm.= 3.00 in Title : Martin Site Wall G Page: Job # : 13-036 Dsgnr: RDS Date: 9 MAY 2014 Descr: Driveway wall G @ E=t Prop Line Wr I I I I I Li I I I I I I I I 1 I F I I I I 8. in Masw/#7c 16. in SolicTGrout Special lnsp 6"j- @ Toe #4@16. in @ Heel Designer select all horiz. reinf. See Appendix A I 1 I I I I I 1 I 250.psf 1. I I I Pp= 986.67# I.H 1462.8# I 1 I I i I 2178.psf I SOWARDS AND BROWN ENGINEERING I 2187 Newcastle Ave., Suite 202 CARDIFF BY THE SEA, CALIFORNIA 92007 I 1 I I 1 I I I I I I I I I I I I JOB MAi.p i) 51 r6 W/*L SHEET NO. OF CALCULATED BY DATE CHECKED BY DATE PRODUCT 204-1 Inc.. Cmton, Mm 01471. Load Factors - I Building Code Dead Load Live Load Earth,H I Wind, W Seismic, E I I CBC 2010,ACI 1.200 1.600 1.600 1.600 1.000 [Adjacent Footing Load Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil - at Back of Wall - 0.0 ft Poisson's Ratio = 0.300 Lstem Construction - Design Height Above Ftc ft = Wall Material Above "Mt' = Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force @ Section lbs = Moment .... Actual ft-#= Moment.....Allowable = Shear.....Actual psi= Shear.....Allowable psi = Wall Weight = Rebar Depth 'd' in = LAP SPLICE IF ABOVE in = LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = p Stem Stem OK 0.00 Masonry 8.00 #4 16.00 Edge 0.234 222.0 198.0 845.7 3.5 19.4 78.0 5.25 24.00 6.00 Masonry Data fm Fs Solid Grouting Use Half Stresses Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data f'c Fy psi= 1,500 psi= 20,000 = Yes = n/a = 21.48 = 1.000 in= 7.60 = Medium Weight = ASD Half-Stress option used. psi = psi = I Use menu item Settings> Printing & Title Block to set these five lines of information for your program. Title : Martin Site Wall H Page: Job # : 13-036 Dsgnr: RDS Date: 9 MAY 2014 Descr: Driveway wall H @ Property Line East and West P.L. - - ill in File: C:\Users\Bob\Documents\RetainPro 10 Proiect Files\13-036 RetainPro 10 (C) 1987-2012, Build 10.13.8.31 License: KW-06057201 Cantilevered Retaining Wall Design ode: CBC 2010,ACI 318-08,ACI 530-08 License To: ROBERT SOWARDS i [Criteria Rètained Height' = 2.00 ft. Wall height above soil = 0.50 ft Slope Behind Wall = 0.00:1 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft [surcharge Loads Surcharge Over Heel = 250.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 2.00 OK Sliding = 1.72 OK Total Bearing Load = 966 lbs ...resultant ecc. = 4.78 in Soil Pressure © Toe = 1,246 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,495 psf ACI Factored © Heel = 0 psf Footing Shear © Toe = 1.9 psi OK Footing Shear © Heel = 5.4 psi OK Allowable = 75.0 psi Sliding Caics (Vertical Component NOT Used) Lateral Sliding Force = 387.0 lbs less 100% Passive Force= - 277.5 lbs less 100% Friction Force = - 386.6 lbs Added Force Req'd = 0.0 lbs OK for 1.5:1 Stability = 0.0 lbs OK Soil Data Allow Soil Bearing = 2000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 36.0 psf/ft Passive Pressure = 444.0 psf/ft Soil Density, Heel = 120.00 pcf Soil Density, Toe = 120.00 pcf FootingSoil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem • Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft The above lateral load has been increased 1.00 by a factor of Wind on Exposed Stem = 0.0 psf i I I I I I I I I I I Heel Active Pressure = Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load © Stem Above Soil = 162.0 1.00 225.0 1.50 I Total 387.0 O.T.M. Resisting/Overturning Ratio = 2.00 - Vertical Loads used for Soil Pressure = 966.4 lbs I Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title : Martin Site Wall H Page: 1-1 Job # : 13-036 Dsgnr: RDS Date: 9 MAY 2014 Descr: Driveway wall H @ Property Line East and West P-L. I ill in File: C:\Users\Bob\Documents\RetainPro 10 Project Files\13-036 RetainPro 10 (c)1987-2012, Build 10.13.8.31 License: KW-06057201 Cantilevered Retaining Wall Design ode: CBC 2010,ACI 318-08,ACl 530-08 License To: ROBERT SOWARDS Footing Dimensions & Strengths Toe Width = 0.17 ft Heel Width = 1.66 Total Footing Width = 1.83 Footing Thickness = 12.00 in Key Width = 8.00 in Key Depth = 0.00 in Key Distance from Toe = 1.50 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Mm. As % = 0.0018 Cover @ Top 2.00 @ Btm= 3.00 in j Footing Design Results Toe Heel Factored Pressure = 1,495 0 psf Mu': Upward = 20 0 ft-# Mu': Downward = 4 12 ft-# Mu: Design = 17 12ft-# Actual 1-Way Shear = 1.90 5.41 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = #4 © 16.00 in Heel Reinforcing = #4 @ 16.00 in Key Reinforcing = # 5 @ 16.00 in 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 1 1 1 I Li 162.0 Soil Over Heel = 337.5 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 499.5 = Stem Weight(s) = Earth @ Stem Transitions= Footing Weighi = Key Weight = Vert. Component = RESISTING..... Force Distance Moment lbs ft ft-# 238.4 1.33 317.9 248.3 1.33 331.1 10.2 0.09 0.9 195.0 0.50 98.2 274.5 0.92 251.2 1.83 I Summary of Overturning & Resisg Forces & Moments OVERTURNII Force Distance Moment Item lbs ft ft-# Total = 966.4 lbs R.M. 999.2 * Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: I I I I I I I I I I I I I I I I I 1 I I I I I I 8.in Masw/#4 16in 0/c Solid Grout 6" 2 3/4" 2-0 2" 6" 2-6" #4©16.in @ Heel Designer select all horiz. reinf. See Appendix A I I 11 I LI I I 250.psf Pp= 277.5# 387.# 1246.2psf I 1 U I I I I I 1 I I I Load Factors - Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2010,ACI 1.200 1.600 1.600 1.600 1.000 Stem Construction - Design Height Above Ftc ft= Wall Material Above "Ht" = Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force @ Section lbs = Moment .... Actual ft-#= Moment.....Allowable Shear.....Actual psi = Shear.....Allowable psi = Wall Weight = Rebar Depth 'd' in= LAP SPLICE IF ABOVE in= LAP SPLICE IF BELOW in= HOOK EMBED INTO FTG in = P Stem Stem OK 0.00 Masonry 8.00 #5 16.00 Edge 0.991 588.0 984.0 993.0 9.3 19.4 78.0 5.25 45.00 7.00 Masonry Data fm Fs Solid Grouting Use Half Stresses Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data f'c Fy psi= 1,500 psi = 20,000 = Yes = n/a = 21.48 = 1.000 in= 7.60 = Medium Weight = ASD Half-Stress option used. psi= psi= I Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title : Martin Site Wall H Page: Job # : 13-036 Dsgnr: RDS Date: 9 MAY 2014 Descr: Driveway wall H @ Property Line East and West P-L. II in File: C:Users\Bob\Documents\RetainPro 10 Project Files\13-036 RetainPro 10 (c) 1987-2012, Build 10.13.8.31 License: KW-06057201 Cantilevered Retaining Wall Design ode: CBC 2010,ACI 318-08,ACI 530-08 License To: ROBERT SOWARDS [Ca Rétaineq.I-leight.. . = 4.00 ft!. Wall height above soil = 0.50 ft Slope Behind Wall = 0.00:1 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft LSurcharge Loads Surcharge Over Heel = 250.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning LAxial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in rDesign Summary Wall Stability Ratios Overturning = 1.73 OK Sliding = 1.63 OK Total Bearing Load = 2,054 lbs resultant ecc. = 8.33 in Soil Pressure @ Toe = 2,297 psf OK Soil Pressure @ Heel = 0 psf OK Allowable 2,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,757 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 3.9 psi OK Footing Shear @ Heel = 11.6 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 825.0 lbs less 100% Passive Force= - 524.2 lbs less 100% Friction Force = - 821.7 lbs Added Force Req'd = 0.0 lbs OK for 1.5: 1 Stability = 0.0 lbs OK Lsoil Data i] Allow Soil Bearing = 2,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 36.0 psf/ft Passive Pressure = 444.0 psf/ft Soil Density, Heel = 120.00 pcf Soil Density, Toe = 120.00 pcf FootingISoil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in LLateral Load Applied to Stem Lateral Load = 0.0#/ft Height to Top 0.00 ft ...Height to Bottom = 0.00 ft The above lateral load has been increased 1.00 by a factor of Wind on Exposed Stem = 0.0 psf [acent Footing Load Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Fig CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil - at Back of Wall - 0 0 ft Poisson's Ratio = 0.300 I U I I I El I 1 I 1 I I I ['I U Li I I 450.0 1.67 375.0 2.50 750.0 937.5 I I 825.0 O.T.M. 1,687.5 Resisting/Overturning Ratio = 1.73 Vertical Loads used for Soil Pressure = 2,054.2 lbs I Heel Active Pressure = Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = I Total = DESIGNER NOTES: Soil Over Heel = 836.8 1.71 1,429.5 Sloped Soil Over Heel = Surcharge Over Heel = 435.8 1.71 744.5 Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = 10.2 0.09 0.9 Surcharge Over Toe = Stem Weight(s) = 351.0 0.50 176.7 Earth @ Stem Transitions= Footing Weight = 387.0 1.29 499.2 Key Weight = 33.3 1.83 61.1 Vert. Component = Total = 2,054.2 lbs R.M.= 2,912.0 * Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. I Use menu item Settings> Printing & Title Block to set these five lines of information for your program. Title : Martin Site Wall H Page: Job # : 13-036 Dsgnr: RDS Date: 9 MAY 2014 Descr: Driveway wall H @ Property Line East and West P-L. II in File: C:\UsersBob\Documents\RetainPro 10 Project Files\13-036 RetainPro 10 (c) 1987.2012, Build 10.13.8.31 License: KW-06057201 Cantilevered Retaining Wall Design ode: CBC 2010,ACI 318-08,ACl 530-08 License To: ROBERT SOWARDS - Footing Dimensions &StrengtIj Toe Width = 0.17 ft Heel Width = 2.41 Total Footing Width = 2.58 Footing Thickness = 12.00 in Key Width = 8.00 in Key Depth = 4.00 in Key Distance from Toe = 1.50 ft fc = 2,500 psi Fy = 60,000 psi I Footing Concrete Density = 150.00 pcf Mm. As % = 0.0018 Cover @ Top 2.00 @ Btm= 3.00 in I Footing Design Toe Heel Factored Pressure = 2,757 0 psf Mu': Upward = 37 0 ft-# Mu': Downward = 4 16 ft-# Mu: Design = 34 16 ft-# Actual 1-Way Shear = 3.92 11.56 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = #5 © 16.00 in Heel Reinforcing = #4 @ 16.00 in Key Reinforcing = # 5 © 16.00 in Other Acceptable Sizes & Spacings Toe: Not req'd, Mu <s * Fr Heel: Not req'd, Mu <S * Fr Key: #4@ 14.00 in, #5@ 21.75 in, #6@ 30.75 in, #7@ 41.75 in, 1 I I I I Moments OVERTURNING RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# I Li I I I Li] I 1 I I I I I I I I I I I I I I I I I 8. in Mas wl #5 Sol 6" #4@16.in @ Heel Se ill 250.psf - Pp= 524.17# 22974psf 825.# I I I I: I I I I I I I I I I I I I I I Use menu item Settings> Printing & Title Block to set these five lines of information for your program. Title Martin Site Wall H Page: Job # : 13-036 Dsgnr: RDS Date: 9 MAY 2014 Descr: Driveway wall H @ Property Line East and West P-L. 1 ill in File: C:\Users\Bob\Documents\RetainPro 10 License : KW.66057201 Cantilevered Retaining Wall Design ode: CBC 2010,ACI 318-08,ACl 530-08 License To: ROBERT SOWARDS Criteria Rtahied Height = 6.00 ft Wall height above soil = 0.50 ft Slope Behind Wall = 0.00:1 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft LSoil Data Allow Soil Bearing = 2,915.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 36.0 psf/ft P2Qi, Pressure I Pr r = d44 (I r,f/ft '- Soil Density, Heel = 120.00 pcf Soil Density, Toe = 120.00 pcf FootingSoil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in I I I I [Surcharge Loads Surcharge Over Heel = 250.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning LAxial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in rDesign Summary Wall Stability Ratios Overturning 1.84 OK Sliding = 1.52 OK Total Bearing Load = 3,874 lbs resultant ecc. = 11.24 in Soil Pressure © Toe = 2,875 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,915 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 3,449 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 4.1 psi OK Footing Shear © Heel = 15.9 psi OK Allowable = 75.0 psi Sliding Caics (Vertical Component NOT Used) Lateral Sliding Force = 1,462.0 lbs less 100% Passive Force = - 666.0 lbs less 100% Friction Force = - 1,549.5 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5: 1 Stability = 0.0 lbs OK Load Factors Building Code CBC 2010,ACI Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind, W 1.600 Seismic, E 1.000 [cent Footing Load Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil - 0 0 ft - at Back of Wall Poisson's Ratio 0.300 [Stem Construction R Top Stem 2nd Design Height Above Ftc ft = Stem OK 2.67 Stem OK 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 = Edge Edge Design Data fb/FB + fa/Fa = 0.642 0.831 Total Force @ Section lbs = 449.4 1,098.0 Moment .... Actual ft-# = 637.4 2,646.0 Moment.....Allowable ft-#= 993.0 3,183.7 Shear.....Actual psi= 7.1 10.2 Shear.....Allowable psi= 19.4 38.7 Wall Weight psf = 78.0 124.0 Rebar Depth 'd' in = 5.25 9.00 LAP SPLICE IF ABOVE in = 30.00 45.00 LAP SPLICE IF BELOW in = 30.00 HOOK EMBED INTO FTG in = 7.00 Masonry Data I'm psi= 1,500 1,500 Fs psi = 20,000 20,000 Solid Grouting = Yes Yes Use Half Stresses = n/a No Modular Ratio 'n' = 21.48 21.48 Short Term Factor = 1.000 1.000 Equiv. Solid Thick. in = 7.60 11.60 Masonry Block Type = Medium Weight Masonry Design Method = ASD Half-Stress option used. Concrete Data fc psi Fy psi I I I I I I I I I I Li L1atera1 Load Applied to Stem • Lateral Load = 0.0#/ft ...Height to Top = 0.00 ft Height to Bottom = 0.00 ft The above lateral load has been increased 1.00 by a factor of Wind on Exposed Stem = 0.0 psf I ' Use menu item Settings> Printing & Title Block to set these five lines of information for your program. Title : Martin Site Wall H Page: Job # : 13-036 Dsgnr: RDS Date: 9 MAY 2014 Descr: Driveway wall H @ Property Line East and West P-L. ill in File: C:\Users\Bob\Documents\RetainPro 10 Project Files\13-036 RetainPro 10 (c) 1987.2012, Build 10.13.8.31 License: KW-06057201 Cantilevered Retaining Wall Design ode: CBC 201 0,ACI 318-08ACI 530-08 License To: ROBERT SOWARDS - Footing Design Results Toe Heel Factored Pressure = 3,449 0 psf Mu': Upward = 104 oft-# Mu': Downward = 9 46 ft-# Mu: Design = 96 46 ft-# Actual 1-Way Shear = 4.09 15.92 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = #5 @ 16.00 in Heel Reinforcing = #4 © 16.00 in Key Reinforcing = #5 @ 16.00 in Other Acceptable Sizes & Spacings Toe: Not reqd, Mu <S * Fr Heel: Not reqd, Mu <S * Fr Key: #.4@ 14.00 in, #5@ 21.75 in, #6@ 30.75 in, #7@ 41.75 in, I y overturning Res Forces &Moments . . OVERTURNING RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# I P n Li Footing Dimensions & Strengttij Toe Width = 0.17ft Heel Width = 3.50 Total Footing Width = 3.67 Footing Thickness = 14.00 in Key Width = 8.00 in Key Depth I = 4.00 in Key Distance from Toe = 1.50 ft ft = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As% I = 0.0018 Cover @ Top 2.00 © Btm.= 3.00 in Li Li Heel Active Pressure = 924.5 2.39 2,208.5 Surcharge over Heel = 537.5 3.58 1,926.0 I Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = I Total 1,462.0 O.T.M. 4,134.6 Resisting/Overturning Ratio = 1.84 Vertical Loads used for Soil Pressure = 3,873.8 lbs 1 DESIGNER NOTES: I I I I H I Soil Over Heel = 1,800.0 2.42 4,356.0 Sloped Soil Over Heel = Surcharge Over Heel = 625.0 2.42 1,512.5 Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = 10.2 0.09 0.9 Surcharge Over Toe = Stem Weights) = 629.8 0.59 372.2 Earth @ Stem Transitions= 133.2 1.00 133.6 Footing Weighi = 642.3 1.84 1,178.5 Key Weight 33.3 1.83 61.1 Vert. Component = Total = 3,873.8 lbs R.M. 7,614.8 * Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. Designer seleci all horiz. reinf. See Appendix 4 wwj "Jç4" I I I I I I I I I I I I I I I I I I I 8.in Masw/#5 Min 0/c Solid Grout 12.in Mas WI #5 16.in o/c Solt Grout Special lnsp 6" #4@16.in @ Heel I 3~ I I I I I 250.psf 1' Pp= 666fi 1462.# 2874.6psf I I I 1-1 I I Ii II I I I I I - I cr) Z- oô) 3c— i)a ZST c () I Use menu item Settings> Printing & Title Block to set these five lines of information for your program. Title : Martin Site Wall H Page: ______ Job # : 13-036 Dsgnr: RDS Date: 23 MAY 2014 Descr: Site wall @ lower level by pool & Steel frame ll in File: c:\Users\Bob\DocumentsRetainPro 10 Project Files\13-036 RetainPro 10 (C) 1987-2012, Build 10.13.8.31 License: KW-06057201 Cantilevered Retaining Wall Design ode: CBC 2010,ACI 318-08,ACI 530-08 License To: ROBERT SOWARDS Criteria I I Retained Height 5.75 ft Wall height above soil = 2.00 ft Slope Behind Wall = 0.00 : 1 Height of Soil over Toe = 6.00 in Water height over heel 0.0 ft LJrcharge Loads Surcharge Over Heel = 40.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Lxial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in [Design Summary Wall Stability Ratios Overturning = 2.26 OK Sliding = 1.87 OK Total Bearing Load = 2,906 lbs resultant ecc. = 8.44 in Allow Soil Bearing = 2,850.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 36.0 psf/ft Passive Pressure = 444.0 psf/ft Soil Density, Heel = 120.00 pcf Soil Density, Toe = 120.00 pcf FootingSoiI Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in Lat[erai Load Applied to Stem j Lateral Load = 0.0#/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft The above lateral load has been increased 1.00 by a factor of Wind on Exposed Stem = 0.0 psf Stem Construction Design Height Above Ftc ft = Wall Material Above "Ht" = Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force @ Section lbs = Moment... Actual ft-# = Moment.....Allowable = Shear ..... Actual psi = Shear.....Allowable psir Wall Weight = Rebar Depth 'd' in= LAP SPLICE IF ABOVE in= LAP SPLICE IF BELOW in= HOOK EMBED INTO FTG in = Masonry Data fm Fs Solid Grouting Use Half Stresses Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy [,acent Footing Loac!LLLA Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil - at Back of Wall - 0 0 ft Poisson's Ratio = 0.300 I I I I P p Stem Stem OK 0.00 Masonry 8.00 #5 16.00 Edge 0.739 664.1 1,339.0 1,812.8 10.5 38.7 78.0 5.25 30.00 7.00 • Soil Pressure @ Toe = 2,101 psf OK Soil Pressure @ Heel = 0 psf OK - Allowable = 2,850 psf Soil Pressure Less Than Allowable I ACI Factored @ Toe = 2,521 psf ACI Factored © Heel = 0 psf I Footing Shear @ Toe = Footing Shear @ Heel = 3.6 psi OK 7.8 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 901.1 lbs I less 100% Passive Force = - 524.2 lbs less 100% Friction Force = - 1,162.2 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5: 1 Stability = 0.0 lbs OK Load Factors I Building Code Code CBC 2010,ACl Dead Load 1.200 Live Load 1.600 Earth, H 1.600 I Wind,W 1.600 Seismic, E 1.000 psi= 1,500 psi= 20,000 = Yes = n/a = 21.48 = 1.000 in= 7.60 = Medium Weight = ASD psi= psi = I I I Use menu item Settings> Printing & Title Block Title : Martin Site Wall H Page: ______ to set these five lines of information Job # : 13-036 Dsgnr: RDS Date: 23 MAY 2014 for your program. Descr Site wall @ lower level by pool & Steel frame I all in File: c:\Users\Bob\Documents\RetainPro 10 Project Files\13-036 RetainPro 10 (C) 1987-2012, Build 10.13.8.31 License: KW-06057201 Cantilevered Retaining Wall Design ode: CBC 2010,ACI 318-08,ACI 530-08 To: ROBERT SOWARDS I License Footing Dime irerih Results-'---- Toe Width = 0.17 ft Toe Heel I Heel Width = 3.08 Factored Pressure = 2,521 0 psf Total Footing Width = 3.25 Mu': Upward = 34 0 ft-# Footing Thickness = 12.00 in Mu: Downward = 4 15 ft-# Key Width = 10.00 Mu: Design = 31 15 ft-# Key Depth = 4.00 ' Actual 1-Way Shear = 3.61 7.81 psi I Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 2.00 ft Toe Reinforcing = #5 @ 18.00 in f'c = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 16.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = #5 @ 16.00 in I Mm. As % = 0.0018 Other Acceptable Sizes & Spacings Cover © Top 2.00 © Btm.= 3.00 in Toe: Not req'd, Mu < 5 * Fr I Key: Heel: Not req'd, Mu < S * Fr Not req'd, Mu <S * Fr Summary of Overturning & Resisting Forces & Moments I OVERTURNING RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 820.1 2.25 1,845.3 Soil Over Heel = 1,665.2 2.04 3,402.6 Surcharge over Heel = 81.0 3.38 273.4 Sloped Soil Over Heel = I Surcharge Over Toe = Surcharge Over Heel = 96.5 2.04 197.2 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load © Stem Above Soil = * Axial Live Load on Stem = I = Soil Over Toe = 10.2 0.09 0.9 Surcharge Over Toe = - Total 901.1 O.T.M. 2,118.7 Stem Weight(s) = 604.5 0.50 304.3 I = Earth @ Stem Transitions= = Footing Weighl = 487.5 1.63 792.2 Resisting/Overturning Ratio = 2.26 Key Weight = 41.7 2.42 100.7 I Vertical Loads used for Soil Pressure = 2,905.6 lbs Vert. Component = Total = 2,905.6 lbs R.M.= 4,797.8 * Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES Li I I I LI I El El I I #4@16.in @ I I 1 I 1 I I LI I I I 77 8.in Mas WI C s I SOWARDS AND BROWN ENGINEERING I 2187 Newcastle Ave., Suite 202 CARDIFF BY THE SEA, CALIFORNIA 92007 I I I I I I I 1 I I 1 I I I I I 1 JOB SHEET NO. OF ______________________ CALCULATED BY_____________________ DATE CHECKED BY DATE- PROW 204.1 () Inc.. CROon, Main. 01411. I Use menu item Settings> Printing & Title Block to set these five lines of information for your program. Title : Martin Site Wall "I" Page: Job # : 13-036 Dsgnr: RDS Date: 9 MAY 2014 Descr: Driveway wall "I @ Driveway wall ill in File: C:\Users\Bob\Documents\RetainPro 10 Project Files\13-036 RetainPro 10 (C) 1987-2012, Build 10.13.8.31 License: KW-06057201 Cantilevered Retaining Wall Design ode: CBC 2010,ACI 318-08,ACl 530-08 License To: ROBERT SOWARDS WWI., Criteria SoilData Retained Height = 7.67 ft Allow Soil Bearing = 4,430.0 psf Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Active Pressure = 36.0 psf/ft I Slope Behind Wall = 0.00: 1 =AIINJ Qg r Height of Soil over Toe = 6.00 in Passive Pressure = 444.0 psf/ft €.0 Water height over heel = 0.0 ft Soil Density, Heel = 120.00 pd / Soil Density, Toe = 120.00 pcf FootingSoil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in I I I I I 1W) [urcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning LAxial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load Multiplier Used = 20.000 (Multiplier used on soil density) rLateral Load Applied to Stem j 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 Uniform Seismic Force = 153.380 Total Seismic Force = 1,355.215 Adjacent Footing Load Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil - at Back of Wall - 0 0 ft Poisson's Ratio = 0.300 I I Li I 1 I I I I I I I Added Force Reqd = 0.0 lbs OK for 1.5: 1 Stability = 559.4 lbs NG Load Factors - Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2010,ACI 1.200 1.600 1.600 1.600 1.000 Footing Dimensions & Strengths j Toe Width = 1.00 ft Heel Width = 3.75 Total Footing Width = 4.75 Footing Thickness = 14.00 in Key Width = 12.00 in Key Depth = 10.00 in Key Distance from Toe = 2.25 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 Use menu item Settings > Printing & Title Block to set these five lines of information for your program. fl Title : Martin Site Wall "I" Page: 4Z- Job # : 13-036 Dsgnr: RDS Date: 9 MAY 2014 Descr: Driveway wall "I" @ Driveway wall II in File: C:\Users\Bob\Documents\RetainPro 10 Project Files\13-036 RetainPro 10 (C) 1987.2012, Build 10.13.8.31 License: KW-06057201 Cantilevered Retaining Wall Design ode: CBC 2010,ACl 318-08,ACl 530-08 License To: ROBERT SOWARDS Design Summary Stem Construction J Top Stem 2nd Wall Stability Ratios \ Design Height Above Ftc ft= Stem OK 4.00 Stem OK 0.00 Overturning = Wall Material Above "He = Masonry Masonry Sliding = (\ 1.35 1.26 Ratio < 1.5! Thickness = 8.00 12.00 61t4t( iI 1at<1. , ) Rebar Size = # 6 # 7 Total Bearing Load = 451 Rebar Spacing = 16.00 16.00 resultant ecc. = 20.08 in Rebar Placed at = Edge Edge Soil Pressure @ Toe = 4,290 psf OK Design Data fb/FB + fa/Fa = 0.910 0.981 Soil Pressure @ Heel = 0 psf OK Total Force @ Section lbs = 430.8 1,882.0 Allowable = Soil Pressure Less Than 4,430 psf Allowable Moment .... Actual ft-#= 1,019.0 5,863.5 ACI Factored @ Toe = 5,148 psf Moment.....Allowable ft-#= 1,119.3 5,978.3 ACI Factored © Heel = 0 psf Shear.....Actual psi= 6.8 17.4 Footing Shear @ Toe = 28.7 psi OK Shear.....Allowable psi = 19.4 38.7 Footing Shear ©Heel = 26.1 psi OK Wall Weight psf= 78.0 124.0 Allowable = 75.0 psi Rebar Depth 'd in= 5.25 9.00 Sliding Calcs (Vertical Component NOT Used) LAP SPLICE IF ABOVE in = 54.00 63.00 Lateral Sliding Force = 2,353.9 lbs LAP SPLICE IF BELOW in= 54.00 less 100% Passive Force= - 1,165.5 lbs HOOK EMBED INTO FTGin= 9.80 less 100% Friction Force = - 1,806.0 lbs I I I I I 1 Masonry Data fm psi= 1,500 1,500 Fs psi = 20,000 20,000 Solid Grouting = Yes Yes Use Half Stresses = n/a No Modular Ration = 21.48 21.48 Short Term Factor = 1.000 1.000 Equiv. Solid Thick. in= 7.60 11.60 Masonry Block Type = Medium Weight Masonry Design Method = ASD Half-Stress option used. Concrete Data fc psi= Fy psi= [_ooting Design Results Toe Heel Factored Pressure = 5,148 0 psf Mu': Upward = 154 oft-# Mu': Downward = 9 41 ft-# Mu: Design = 146 41 ft-# Actual 1-Way Shear = 28.72 26.09 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = #7 © 16.00 in Heel Reinforcing = #4 @ 16.00 in Key Reinforcing = #6 @ 0.00 in Other Acceptable Sizes & Spacings Toe: Not req'd, Mu <S * Fr Heel: Not reqd, Mu < 5 * Fr Key: #4@ 9.50 in, #5© 14.50 in, #6@ 20.50 in, #7@ 28.00 in, I 1 I I I 1 I L I Title : Martin Site Wall "I" Page: Job # : 13-036 Dsgnr: RDS Date: 9 MAY 2014 Descr: Driveway wall "I" @ Driveway wall U ill in File: C:\UsersBob\Documents\RetainPro 10 Project Files\13-036 RetainPro 10 (C) 1987-2012, Build 10.13.8.31 License: KW-06057201 Cantilevered Retaining Wall Design ode: CBC 2010,ACl 318-08,ACI 530-08 License To: ROBERT SOWARDS rsu of Overturning & Resisting Forces & Moments OVERTURNING RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Use menu item Settings > Printing & Title Block to set these five lines of information for your program. I Heel Active Pressure = Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Earth Load = Total Li Resisting/Overturning Ratio = 1.35 ' Vertical Loads used for Soil Pressure = 4,515.0 lbs If seismic included the mm. OTM and sliding ratios may be 1.1 per IBC '09, 1807.2.3. DESIGNER NOTES: I I I I I I I I I Soil Over Heel = 2,530.8 J.Jd 8,541.3 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem= * Axial Live Load on Stem = Soil Over Toe = 60.0 0.50 30.0 Surcharge Over Toe = Stem Weight(s) = 821.2 1.43 1,177.6 Earth © Stem Transitions= 146.8 1.83 269.1 Footing Weighi = 831.3 2.38 1,974.2 Key Weight = 125.0 2.75 343.8 Vert. Component = Total = 4,515.0 lbs R.M.= 12,336.0 * Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. 1,405.2 2.95 4,138.8 948.7 5.30 5,029.2 2,353.9 O.T.M. 9,167.9 I ®R I I I I I I I I 1 I 1 I I I I I I I 8.in Mas wl #6 © 16. Solid Groi 12. in Mas w/ #7 @ 16. Solid Grou Special Insi 6" #7@16.in © Toe #4©16.in @ Heel Designer select all horiz. reinf. See Appendix A I I I I 1 2353.9# Pp= 1165.5# 4289.7psf If adjacent footing or seismic loading is used, the numerical values are display but the loading curve does not represent the composite loading. I I 1 U I I I I U 1-1 I I I I Masonry Data fm Fs Solid Grouting Use Half Stresses Modular Ratio n Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy psi= 1,500 1,500 psi= 20,000 20,000 = Yes Yes = n/a No = 21.48 21.48 = 1.000 1.000 in= 7.60 11.60 = Medium Weight = ASD Half-Stress option used. psi= psi= I Use menu item Settings> Printing & Title Block to set these five lines of information for your program. Title : Martin Site Wall "I" Page: Job # : 13-036 Dsgnr: RDS Date: 9 MAY 2014 Descr: Driveway wall .....@ Driveway wall II in File: C:\Users\Bob\Documents\RetainPro 10 Project Files\13-036 RetainPro 10 (c) 1987-2012, Build 10.13.8.31 License: KW-06067201 Cantilevered Retaining Wall Design ode: CBC 2010,ACI 318-08,ACI 530-08 License To: ROBERT SOWARDS LCriteria . Retained Height = 7.67 ft Wall height above soil = 0.50 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft loil Data Allow Soil Bearing = 4,430.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 36.0 psf/ft Passive Pressure = 444.0 psf/ft Soil Density, Heel = 120.00 pcf Soil Density, Toe = 120.00 pcf FootingSoil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in ,VIrIJ 0 w 1-0A( Ot rw I I I I I I J I 1 I I I I [Stem Construction Design Height Above Ftc ft = Wall Material Above "Ht" = Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force @ Section lbs = Moment .... Actual ft-# Moment.....Allowable ft-# = Shear ..... Actual psi = Shear.....Allowable psi = Wall Weight psf= Rebar Depth 'd' in= LAP SPLICE IF ABOVE in= LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = Surcharge Loads Surcharge Over Heel = 250.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning LAxial Load Applied to Stern Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in LDesign Summary - Wall Stability Ratios Overturning 2.07 OK Sliding = 1.57 OK Total Bearing Load = 5,202 lbs resultant ecc. = 10.99 in Soil Pressure @ Toe = 2,377 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 4,430 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,853 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 17.6 psi OK Footing Shear @ Heel = 20.8 psi OK Allowable = 75.0 psi Sliding Caics (Vertical Component NOT Used) Lateral Sliding Force = 2,067.9 lbs less 100% Passive Force= - 1,165.5 lbs less 100% Friction Force = - 2,081.0 lbs Added Force Reqd = 0.0 lbs OK ....for 1.5:1 Stability = 0.0 lbs OK Load Factors Building Code I CBC 2010 ' ACI Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind, W l 1.600 Seismic, E 1.000 1 [jacent Footing Load Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil - at Back of Wall - 0 0 ft Poisson's Ratio = 0.300 p Stem 2nd Stem OK Stem 01< 4.00 0.00 Masonry Masonry 8.00 12.00 #6 #7 16.00 16.00 Edge Edge 0.716 0.822 517.5 1,633.8 801.2 4,911.8 1,119.3 5978.3 8.2 15.1 19.4 38.7 78.0 124.0 5.25 9.00 36.00 63.00 36.00 9.80 [jLateral Load Applied to Stem Lateral Load = 0.0#/ft ... Height to Top = 0.00 ft Height to Bottom = 0.00 ft The above lateral load has been increased 1.00 by a factor of Wind on Exposed Stem = 0.0 psf I Cf Use menu item Settings> Printing & Title Block Title : Martin Site Wall "I" Page: _ _____ to set these five lines of information Job # : 13-036 Dsgnr: RDS Date: 9 MAY 2014 for your program. Descr: Driveway wall "I" ® Driveway wall II in File: C:\Users\Bob\Documents\RetainPro 10 Project Files\13-036 RetainPro 10 (c) 1987-2012, Build 10.13.8.31 License: KW-06057201 Cantilevered Retaining Wall Design ode: CBC 2010,ACI 318-08,ACI 530-08 License To: ROBERT SOWARDS Footing Dimensions &StrengthsJ Footing Design Results Toe Width = 1.00 ft Toe Heel Heel Width = 3.75 Factored Pressure = 2,853 0 psf Total Footing Width = 4.75 Mu': Upward . = 87 0 ft-# Footing Thickness = 14.00 in Mu': Downward 9 54 ft-# Mu: Design = 79 54 ft-# Actual 1-Way Shear = 17.63 20.82 psi Key Width = 12.00 in = Key Depth 10.00 r Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 2.25 ft Toe Reinforcing = #7 © 16.00 in f'c = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #4 © 16.00 in Key Reinforcing = #6 © 0.00 in Footing Concrete Density = 150.00 pcf Mm. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 2.00 © Btm.= 3.00 in 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, Summy of Overturnino Resisfin Forces &Moments OVERTURNING RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,405.2 2.95 4,138.8 Soil Over Heel = 2,530.8 3.38 8,541.3 2,927.6 Sloped Soil Over Heel = Surcharge over Heel = 662.7 4.42 Surcharge Over Toe = Surcharge Over Heel = 687.5 3.38 2,320.3 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Load @ Stem Above Soil = = Soil Over Toe = 60.0 0.50 30.0 Surcharge Over Toe = Stem Weight(s) = 821.2 1.43 7,066.3 1,177.6 Total 2,067.9 O.T.M. = Earth @ Stem Transitions= 146.8 1.83 = 269.1 Footing Weight = 831.3 2.38 1,974.2 Resisting/Overturning Ratio = 2.07 Key Weight = 125.0 2.75 343.8 Vertical Loads used for Soil Pressure = 5,202.5 lbs Vert. Component = Total = 5,202.5 lbs RM.= 14,656.3 * Axial live load NOT included in total displayed or used for resistance, but is included for soil pressure calculation. overturning DESIGNER NOTES: I I I I 1 U I I I I I I I I I I I I I I I I I I I A Pp= 1165.5# 250.psf HIlT] Latera1 Load Applied to Stem • Lateral Load = 0.0 #/ft Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft The above lateral load has been increased 1.00 by a factor of Wind on Exposed Stem = 0.0 psf cent Footing Load Adjacent Footing Load 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Fig CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil - at Back of Wall - 0 0 ft Poisson's Ratio = 0.300 [Stem Construction - Design Height Above Ft ft = Wall Material Above 'Ht" = Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fbIFB + 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 FTGin= , Stem 2nd Stem OK Stem OK 2.67 0.00 Masonry Masonry 8.00 12.00 #5 #5 16.00 16.00 Edge Edge 0.642 0.831 449.4 1,098.0 637.4 2,646.0 993.0 3,183.7 7.1 10.2 19.4 38.7 78.0 124.0 5.25 9.00 30.00 45.00 30.00 7.00 Masonry Data I'm Fs Solid Grouting Use Half Stresses Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data ft Fy psi= 1,500 1,500 psi = 20,000 20,000 = Yes Yes = n/a No = 21.48 21.48 = 1.000 1.000 in= 7.60 11.60 = Medium Weight = ASD Half-Stress option used. psi= psi= I Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title : Martin Site Wall "I" Page: ______ Job # : 13-036 Dsgnr: RDS Date: 23 MAY 2014 Descr: Driveway wall "I" @ Driveway wall I Wall in File: c:\users\bob\documents\retainpro 10 project files\13-036 RetainPro 10 (C) 1987-2012, Build 10.13.8.31 License: KW-06057201 Cantilevered Retaining Wall Design ode: CBC 2010,ACI 318-08,AC 530-08 License To: ROBERT SOWARDS teria Retained Height = 6.00 ft Wall height above soil = 0.50 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft [UData Allow Soil Bearing = 2,755.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 36.0 psf/ft Passive Pressure = 444.0 psf/ft Soil Density, Heel = 120.00 pcf Soil Density, Toe = 120.00 pcf FootingISoil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in I I I I LSurcharge Loads Surcharge Over Heel = 250.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning ad Applied to Stem LAxial Lo Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios. Overturning = 1.81 OK Sliding = 1.62 OK Total Bearing Load = 3,252 lbs resultant ecc. = 10.18 in Soil Pressure @ Toe = 2,111 psf OK Soil Pressure © Heel = 0 psf OK Allowable = 2,755 psf Soil Pressure Less Than Allowable ACI Factored © Toe = 2,533 psf ACl Factored @ Heel = 0 psf Footing Shear @ Toe = 14.4 psi OK Footing Shear @ Heel = 15.2 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 1,462.0 lbs less 100% Passive Force= - 1,074.5 lbs less 100% Friction Force = - 1,300.7 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5:1 Stability = 0.0 lbs OK Load Factors Building Code CBC 2010,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 I I I I I I El I I I I Li I I Use menu item Settings> Printing & Title Block Title : Martin Site Wall "I" Page: ______ to set these five lines of information Job # : 13-036 Dsgnr: ROS Date: 23 MAY 2014 for your program. Descr: Driveway wall "l' @ Driveway wall Wall in File: c:\users\bob\documents\retainpro 10 project files\13-036 RetainPro 10 (c) 1987-2012, Build 10.13.8.31 License: KW-06057201 Cantilevered Retaining Wall Design ode: CBC 2010,ACl 318-08,ACI 530-08 License To: ROBERT SOWARDS - - Strengths Toe Width = 1.00 ft Heel Width = 2.75 Total Footing Width = 3.75 Footing Thickness = 14.00 in Key Width = 8.00 in Key Depth = 9.00 in Key Distance from Toe = 2.25 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Mm. As % = 0.0018 Cover @ Top 2.00 © Btm.= 3.00 in L Footing Design Results Toe Heel Factored Pressure = 2,533 0 psf Mu': Upward = 77 0 ft-# Mu': Downward = 9 46 ft-# Mu: Design = 68 46 ft-# Actual 1-Way Shear = 14.41 15.21 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = # 5 © 16.00 in Heel Reinforcing = #4 © 16.00 in Key Reinforcing = # 5 © 16.00 in Other Acceptable Sizes & Spacings Toe: Not req'd, Mu <S * Fr Heel: Not reqd, Mu < S * Fr Key: #4@ 14.00 in, #5@ 21.75 in, #6@ 30.75 in, #7@ 41.75 in, I I I I Summaryof overturning& Resistino Forces & Moments OVERTURNING RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 924.5 2.39 2,208.5 3.58 1,926.0 Surcharge over Heel = 537.5 Surcharge Over Toe Adjacent Footing Load = Added Lateral Load = Load © Stem Above Soil = Total 1,462.0 O.T.M. 4,134.6 Resisting/Overturning Ratio = 1.81 Vertical Loads used for Soil Pressure = 3,251.8 lbs 11 DESIGNER NOTES: I I I I III I Soil Over Heel = 1,260.0 2.88 3,622.5 Sloped Soil Over Heel = Surcharge Over Heel = 437.5 2.88 1,257.8 Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = 60.0 0.50 30.0 Surcharge Over Toe = Stem Weight(s) = 629.8 1.42 894.9 Earth @ Stem Transitions= 133.2 1.83 244.2 Footing Weighi = 656.3 1.88 1,230.5 Key Weight = 75.0 2.58 193.8 Vert. Component = Total = 3,251.8 lbs R.M.= 7,473.7 * Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. I I F 8.in Mas w/ #5 @ 16 Solid Grou 12.inMasw/#5© 16. Solid Grou Special lns 6 '1 I #4@16.in @ Heel 1 Designer select I all horiz. reinf. See Appendix A I I I I I I I 250 psf [T i Pp= 1074.5# 2111.1 psf 1 I I 1 [1 I Li I Ll I P L [teral Load Applied to Stem Lateral Load = 0.0 #/ft Height to Top = 0.00 ft Height to Bottom = 0.00 ft The above lateral load has been increased 1.00 by a factor of Wind on Exposed Stem = 0.0 psf [Adjacent Footing Load LLh Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity 0.00 in Wall to Fig CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil - at Back of Wall - 0 0 ft Poisson's Ratio = 0.300 [stem Construction l Top Stem - StemOK Design Height Above Ftc ft= 0.00 Wall Material Above 'Ht" = Masonry Thickness = 8.00 Rebar Size = # 5 Rebar Spacing = 16.00 Rebar Placed at = Edge Design Data fb/FB + fa/Fa = 0.991 Total Force @ Section lbs = 588.0 Moment .... Actual ft-#= 984.0 Moment.....Allowable = 993.0 Shear.....Actual psi = 9.3 Shear.....Allowable psi= 19.4 Wall Weight = 78.0 Rebar Depth 'd in= 5.25 LAP SPLICE IF ABOVE in= 45.00 LAP SPLICE IF BELOW in= HOOK EMBED INTO FTG in = 7.00 Masonry Data t'rn psi= 1,500 Fs psi= 20,000 Solid Grouting = Yes Use Half Stresses = n/a Modular Ratio 'n' = 21.48 Short Term Factor = 1.000 Equiv. Solid Thick. in= 7.60 Masonry Block Type = Medium Weight Masonry Design Method = ASD Half-Stress option used. Concrete Data f'c psi Fy psi I Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title : Martin Site Wall "I" Page: ______ Job # : 13-036 Dsgnr: RDS Date: 23 MAY 2014 Descr: Driveway wall "I" @ Driveway Wall in File: c:\users\bob\documents\retainpro 10 project files\13-036 RetainPro 10 (c) 1987-2012, Build 10.13.8.31 License: KW-06057201 Cantilevered Retaining Wall Design ode: CBC 2010,ACI 318-08,ACI 530-08 License To: ROBERT SOWARDS 1 Criteria Retained Height = 4.00 ft Wall height above soil = 0.50 ft Slope Behind Wall = 0.00:1 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft LSurcharge Loads Surcharge Over Heel = 250.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning LAxial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in [Design Summary Lmh Wall Stability Ratios Overturning = 1.96 OK Sliding 1.59 OK Total Bearing Load = 1,806 lbs resultant ecc. = 6.72 in Soil Pressure @ Toe = 1,338 psf OK Soil Pressure © Heel = 0 psf OK Allowable = 2,500 psf Soil Pressure Less Than Allowable ACI Factored © Toe - = 1,605 psf ACI Factored © Heel = 0 psf Footing Shear @ Toe = 10.1 psi OK Footing Shear @ Heel = 9.9 psi OK Allowable = 75.0 psi Sliding Caics (Vertical Component Used) Lateral Sliding Force = 825.0 lbs less 100% Passive Force= - 593.5 lbs less 100% Friction Force = - 722.2 lbs Added Force Req'd = 0.0 lbs OK for 1.5:1 Stability = 0.0 lbs OK Load Factors - Building Code CBC 2010,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 [Soil Data .,.II Allow Soil Bearing = 2,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 36.0 psf/ft Passive Pressure = 444.0 psf/ft Soil Density, Heel = 120.00 pcf Soil Density, Toe = 120.00 pcf FootingJSoil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in I I I I D 1 I I 1 I I I I I I I Use menu item Settings > Printing & Title Block Title : Martin Site Wall "I" Page: to set these five lines of information Job # : 13-036 Dsgnr: RDS Date: 23 MAY 2014 for your program. Descr Driveway wall "I" @ Driveway I Wall in File: c:\users\bob\documents\retainpro 10 project files\13-036 RetainPro 10 (c) 1987-2012, Build 10.13.8.31 License: KW-06057201 Cantilevered Retaining Wall Design ode: CBC 2010,ACI 318-08,ACI 530-08 To: ROBERT SOWARDS I License [Footing Dimensions & StngJ r Footing Design Results Toe Width = 1.00 ft Toe Heel ' Heel Width = --1.92 Factored Pressure = 1,605 0 psf Total Footing Width = 2.92 Mu': Upward = 22 0 ft-# Footing Thickness = 12.00 in Mu': Downward = 4 16 ft-# Mu: Design = 18 16ft-# Key Width = 8.00 in Actual 1-Way Shear = 10.12 9.93 psi • Key Depth = 5.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 1.50 ft Toe Reinforcing = #5 @ 16.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 16.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = #5 @ 16.00 in I Other Acceptable Sizes & Spacings Cover 2.00 Btrn.= 300 ' Toe: Not req'd, Mu <S * Fr Heel: Not req'd, Mu <S * Fr Key: #4@ 14.00 in, #5@ 21.75 in, #6© 30.75 in, #7© 41.75 in, Summ Overturning Sistin9 Forces &Moments RESISTING..... I OVERTURNING. Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 450.0 1.67 750.0 Soil Over Heel = 601.6 2.29 1,379.7 Surcharge over Heel = 375.0 2.50 937.5 Sloped Soil Over Heel = I Surcharge Over Toe = Surcharge Over Heel = 313.3 2.29 718.6 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = Load @ Stem Above Soil * Axial Live Load on Stem = • = Soil Over Toe = 60.0 0.50 30.0 Surcharge Over Toe - Total 825.0 O.T.M. 1,687.5 Stem Weight(s) = 351.0 1.33 Earth @ Stem Transitions= 468.0 I = = Footing Weight = 438.0 1.46 639.5 Resisting/Overturning Ratio = 1.96 Key Weight = 41.7 1.83 76.4 I Vertical Loads used for Soil Pressure = 1,805.6 lbs Vert. Component = Total = 1,805.6 lbs R.M.= 3,312.1 * ncluded in total displayed or used for Axial live load NOT i resistance, but is included for soil pressure calculation. overturning DESIGNER NOTES I I 1 I I I I I I I I I 1 1 I I I 1 1 I I I I I U 8.in Masw/#5 @ 16.ir SoliciGroul 6" #5©16.in © Toe #4@16.in © Heel Designer select all horiz. reinf. See Appendix A I I 1 I I 1 250.psf Hi Pp= 593.54# 825.# 1337. 8psf 1 I I Li I I Li I I 1 I Li] I Lateral Load Applied to Stem • Lateral Load = 0.0#/ft Height to Top = 0.00 ft Height to Bottom = 0.00 ft The above lateral load has been increased 1.00 by a factor of Wind on Exposed Stem = 0.0 psf [Adjacent Footing Load Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil - at Back of Wall - 0 0 ft Poisson's Ratio = 0.300 L Stem Construction Top Stem Design Height Above FtG ft= Stem OK 0.00 Wall Material Above "Ht' = Masonry Thickness = 8.00 Rebar Size = # 4 Rebar Spacing = 16.00 Rebar Placed at = Edge Design Data fb/FB + fa/Fa = 0.234 Total Force @ Section lbs = 222.0 Moment .... Actual ft-#= 198.0 Moment.....Allowable = 845.7 Shear ..... Actual psi= 3.5 Shear.....Allowable psi= 19.4 Wall Weight = 78.0 Rebar Depth 'd' in= 5.25 LAP SPLICE IF ABOVE in= 24.00 LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = 6.00 Masonry Data fm Fs Solid Grouting Use Half Stresses Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy psi= 1,500 psi = 20,000 = Yes n/a = 21.48 = 1.000 in= 7.60 = Medium Weight = ASD Half-Stress option used. psi= psi= I Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title : Martin Site Wall "I" Page: ______ Job # 13-036 Dsgnr: RDS Date: 23 MAY 2014 Descr: Driveway wall "I" @ Driveway Wall in File: c:\users\bobdocuments\retainpro 10 project files\13-036 RetainPro 10 (C) 1987-2012, Build 10.13.8.31 License: KW-06057201 Cantilevered Retaining Wall Design ode: CBC 2010,ACI 318-08,ACI 530-08 License To: ROBERT SOWARDS [Criteria Retained Height = 2.00 ft Wall height above soil = 0.50 ft Slope Behind Wall = 0.00:1 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft LSurcharge Loads Surcharge Over Heel = 250.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning [Axial Load Applied to Stern Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in LDesign Summary Wall Stability Ratios Overturning = 2.03 OK Sliding = 1.63 OK Total Bearing Load = 882 lbs resultant ecc. = 4.49 in Soil Pressure © Toe = 1,004 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,205 psf ACI Factored © Heel = 0 psf Footing Shear @ Toe = 3.7 psi OK Footing Shear @ Heel = 4.7 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 387.0 lbs less 100% Passive Force = - 277.5 lbs less 100% Friction Force = - 352.9 lbs Added Force Req'd = 0.0 lbs OK for 1.5:1 Stability = 0.0 lbs OK Load Factors - Building Code CBC 2010,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 L LDaia III Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 36.0 psf/ft Passive Pressure = 444.0 psf/ft Soil Density, Heel = 120.00 pcf Soil Density, Toe = 120.00 pcf FootingSoil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in I I I I I I I Li fl I I I 1 I 1 I I I Use menu item Settings> Printing & Title Block Title : Martin Site Wall Page: ______ to set these five lines of information Job # : 13-036 Dsgnr: RDS Date: 23 MAY 2014 for your program. Descr: Driveway wall "I" @ Driveway I Nall in File: c:\users\bob\documents\retainpro 10 project files\13-036 RetainPro 10 (C) 1987-2012, Build 10.13.8.31 License: KW-06057201 Cantilevered Retaining Wall Design ode: CBC 2010,ACI 318-08,ACI 530-08 License To: ROBERT SOWARDS Footing Dimensions &Strengthsj Toe Width = 0.50 ft Heel Width = 1.42 Total Footing Width = 1.92 Footing Thickness = 12.00 in Key Width = 8.00 in Key Depth = 0.00 in Key Distance from Toe = 1.50 ft f'c = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As% = 0.0018 Cover © Top 2.00 @ Btm.= 3.00 in =ooring Toe Heel Factored Pressure = 1,205 0 psf Mu': Upward = 16 0 ft-# Mu': Downward = 4 12 ft-# Mu: Design = 13 12 ft-# Actual 1-Way Shear = 3.71 4.69 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = #4 @ 16.00 in Heel Reinforcing = #4 © 16.00 in Key Reinforcing = # 5 @ 16.00 in 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 I I 1-1 I I I Surny of Overturning & Resistina Forces & Moments OVERTURNING RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Total 387.0 O.T.M. Resisting/Overturning Ratio = 2.03 Vertical Loads used for Soil Pressure = 882.1 lbs Heel Active Pressure = 162.0 1.00 Surcharge over Heel = 225.0 1.50 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = DESIGNER NOTES: 162.0 Soil Over Heel = 180.8 1.54 279.0 337.5 Sloped Soil Over Heel = Surcharge Over Heel = 188.3 1.54 290.7 Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = 30.0 0.25 7.5 Surcharge Over Toe 499.5 = Stem Weight(s) = 195.0 0.83 162.5 Earth @ Stem Transitions= Footing Weighi = 288.0 0.96 276.5 Key Weight = 1.83 Vert. Component = Total = 882.1 lbs R.M.= 1,016.2 * Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure cafculation. I I I 1 I I I I I I I I I I I I I I I I I I I 1 I 8.in Masw/#4 @ 16.in 0/c Solid Grout 6 2 3/4' 2-0' 6"J " 1,-0,' #4@16.in©Toe I #4©16.in @ Heel Designer select all horiz. reinf. ----- See Appendix A 2-6" I I 1 I I 1 250.psf Pp= 277.5# 387.# 1004.lpsf [I] 1 I LI I 5 1 I U I 71 1 I SOWARDS AND BROWN ENGINEERING I 2187 Newcastle Ave., Suite 202 CARDIFF BY THE SEA, CALIFORNIA 92007 1 I I I I I 1 I I I I I I I I I I Strt JOB W*AS SHEET NO. oo OF CALCULATED BY DATE _/k[ CHECKED BY DATE PRODUCT2O4.I Inc., Groto, M 01471. I I I I I I I I I I I I I I I I I I I 3-0" rCriteria - Retained Height = 6.00 ft Wall height above soil = 0.50 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 36.00 in Water height over heel = 0.0 ft Soil Data Allow Soil Bearing = 1,900.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 36.0 psf/ft Passive Pressure = 444.0 psf/ft Soil Density, Heel = 120.00 pcf Soil Density, Toe = 120.00 pcf FootingSoil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in I Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title : Martin Site Wall "J" Page: 40L Job # : 13-036 Dsgnr: RDS Date: 9 MAY 2014 Descr: Driveway wall "J" @ Driveway & Biomass filter I ill in File: C:\Users\Bob\Documents\RetainPro 10 Project Files\13-036 RetainPro 10 (c) 1987-2012, Build 10.13.8.31 License: KW-06057201 Cantilevered Retaining Wall Design ode: CBC 2010,ACI 318-08,ACI 530-08 License To: ROBERT SOWARDS - - I I Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning [Axial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in [Design Summary Wall Stability Ratios Overturning = 1.96 OK Sliding = 6.22 OK Total Bearing Load = 2,180 lbs ...resultant ecc. = 8.57 in Load Factors - Building Code CBC 2010,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 Lateral Load Applied to Stem • Lateral Load = 0.0#/ft Height to Top = 0.00 ft Height to Bottom = 0.00 ft The above lateral load has been increased 1.00 by a factor of Wind on Exposed Stem = 0.0 psf [Stem Construction 11 Design Height Above Ftc ft = Wall Material Above "Ht" = Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force @ Section lbs = Moment .... Actual ft4' 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 = Masonry Data fm Fs Solid Grouting Use Half Stresses Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy [Adjacent Footing Load Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil - at Back of Wall - 0 0 ft Poisson's Ratio = 0.300 I I I I 1 I I 71 I I p Stem Stem OK 0.00 Masonry 8.00 #5 16.00 Edge 0.715 648.0 1,296.0 1,812.8 10.3 38.7 78.0 5.25 30.00 7.00 Soil Pressure @ Toe = 1,604 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 1,900 psf Soil Pressure Less Than Allowable ACt Factored © Toe = 1,925 psf ACl Factored © Heel = 0 psf Footing Shear © Toe = 8.8 psi OK Footing Shear @ Heel = 4.5 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 882.0 lbs less 100% Passive Force = - 4,612.7 lbs less 100% Friction Force = - 872.1 lbs Added Force Req'd = 0.0 lbs OK for 1.5: 1 Stability = 0.0 lbs OK psi= 1,500 psi= 20,000 = Yes = n/a = 21.48 = 1.000 in= 7.60 = Medium Weight = ASD psi= psi= I I Summar9verturning & Resisting Forces & Moments OVERTURNING RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 882.0 2.33 2,058.0 Soil Over Heel = 355.2 2.99 1,063.2 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Total 882.0 O.T.M. 2,058.0 - Resist! nglOverturning Ratio = 1.96 Vertical Loads used for Soil Pressure = 2,180.3 lbs Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = 748.8 1.04 778.8 Surcharge Over Toe = Stem Weight(s) = 507.0 2.41 1,223.6 Earth @ Stem Transitions= Footing Weighi = 486.0 1.62 787.3 Key Weight = 83.3 2.17 180.6 Vert. Component = Total = 2,180.3 lbs R.M. 4033.4 * Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. I Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Footing Dimensions & Strengths Toe Width = 2.08 ft Heel Width = 1.16 Total Footing Width = 3.24 Footing Thickness = 12.00 in Key Width = 10.00 in Key Depth = 8.00 in Key Distance from Toe = 1.75 ft fc = 2,500 psi Fy = 60,000 psi c Footing Concrete Density = 150.00 pcf Min. As% = 0.0018 Cover © Top 2.00 © Btm.= 3.00 in I E I I I U DESIGNER NOTES: 11 F I I Title : Martin Site Wall "J" Page: Jo 2' Job # : 13-036 Dsgnr: RDS Date: 9 MAY 2014 Descr: Driveway wall "J" @ Driveway & Biomass filter Footing Design Results Toe Heel Factored Pressure = 1,925 0 psf Mu': Upward = 26 0 ft-# Mu': Downward = 9 15ft-# Mu: Design = 18 15ft-# Actual 1-Way Shear = 8.82 4.52 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = #5@16.00in Heel Reinforcing = #4 @ 16.00 in Key Reinforcing = # 5 @ 0.00 in Other Acceptable Sizes & Spacings Toe: Not req'd, Mu <S * Fr Heel: Not req'd, Mu <S * Fr Key: #4@ 11.25 in, #5@ 17.25 in, #6© 24.50 in, #7@ 33.50 in, I i I I ill in File: C:\Users\Bob\Documents\RetainPro 10 Project Files\13-036 RetainPro 10 (c) 1987-2012, Build 10.13.8.31 License: KW-06057201 Cantilevered Retaining Wall Design ode: CBC 2010,ACI 318-08,ACl 530-08 License To: ROBERT SOWARDS i I, I n I I 1 1 Pp= 4612.7# i SOWARDS AND BROWN ENGINEERING I, 2187 Newcastle Ave., Suite 202 CARDIFF BY THE SEA, CALIFORNIA 92007 I I I I I I I I I I I I 'I I I - PRODUCT 204.1 jitnc. GmWn. Mm 01471. JOB /44-r 4 Su1MJ4(4A SHEET NO. JOS OF CALCULATED BY________________________ DATE CHECKED BY DATE 1o'4 4 0'% .. [[iral Load Applied to Stem Lateral Load = 0.0 #/ft Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft The above lateral load has been increased 1.00 by a factor of Wind on Exposed Stem = 0.0 psf LAdjacent Footing Load Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil - 0 0 ft at Back of Wall Poisson's Ratio = 0.300 [Stem Construction - Design Height Above FtE ft= Wall Material Above "Ht' = Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force @ Section lbs = Moment .... Actual ft-#= Moment.....Allowable ft-#= Shear.....Actual psi = Shear.....Allowable psi = Wall Weight psf = Rebar Depth 'd' in= LAP SPLICE IF ABOVE in = LAP SPLICE IF BELOW in = HOOK EMBED INTO FTGin p Stem 2nd Stem OK Stem OK 2.67 0.00 Masonry Masonry 8.00 12.00 #5 #5 16.00 16.00 Edge Edge 0.642 0.831 449.4 1,098.0 637.4 2,646.0 993.0 3,183.7 7.1 10.2 19.4 38.7 78.0 124.0 5.25 9.00 30.00 45.00 30.00 7.00 Masonry Data fm Fs Solid Grouting Use Half Stresses Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy psi= 1,500 1,500 psi= 20,000 20,000 = Yes Yes = n/a No = 21.48 21.48 = 1.000 1.000 in= 7.60 11.60 = Medium Weight ASD Half-Stress option used. PSI = psi J Use menu item Settings> Printing & Title Block to set these five lines of information for your program. Title Martin Site Wall "H&J" Page: 1 ø(a Job # : 13-036 Dsgnr: RDS Date: 9 MAY 2014 Descr: Driveway wall "H" & "J" @ Driveway wall I I ill in File: C:\Users\Bob\DocumentsRetainPro 10 Project Files\13-036 RetainPro 10 (c) 1987-2012, Build 10.13.8.31 License: KW-06057201 Cantilevered Retaining Wall Design ode: CBC 2010,ACI 318-08,ACI 530-08 License To ROBERT SOWARDS I i criteria Retained Height = 6.00 ft Wall height above soil = 0.50 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 6.00 in Water height over heel 0.0 ft Soil Dath Allow Soil Bearing = 2,915.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 36.0 psf/ft Passive Pressure = 444.0 psf/ft Soil Density, Heel = 120.00 pcf Soil Density, Toe = 120.00 pcf FootingSoil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in 1Lt •Th€ * I i [rcharge Loads Surcharge Over Heel = 250.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning [Axial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in DesignSu Wall Stability Ratios Overturning = 1.72 OK Sliding = 1.54 OK Total Bearing Load = 3,152 lbs resultant ecc. 10.68 in Soil Pressure @ Toe = 2,224 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,915 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,669 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 15.0 psi OK Footing Shear © Heel = 15.5 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 1,462.0 lbs less 100% Passive Force = - 986.7 lbs less 100% Friction Force = 1,260.7 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5: 1 Stability = 0.0 lbs OK Load Factors Building Code CBC 2010,ACI Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind, W 1.600 Seismic, E 1.000 i I $ I I I Use menu item Settings> Printing & Title Block to set these five lines of information for your program. Title : Martin Site Wall "H&J" Page: Ioj Job # : 13.036 Dsgnr: RDS Date: 9 MAY 2014 Descr: Driveway wall "H" & "J" @ Driveway wall II in File: C:\Users\Bob\Documents\RetainPro 10 Project Files\13-036 RetainPro 10 (C) 1987-2012, Build 10.13.8.31 License: KW-06057201 Cantilevered Retaining Wall Design ode: CBC 2010,ACI 318-08,ACI 530-08 License To: ROBERT SOWARDS [Footing Dimensions & Strengths j Toe Width = 1.00 ft Heel Width = 2.67 Total Footing Width = 3.67 Footing Thickness = 14.00 in Key Width = 8.00 in Key Depth = 8.00 in Key Distance from Toe = 2.25 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Mm. As % = 0.0018 Cover @ Top 2.00 © Btm.= 3.00 in I I Footing Design Resultsj Toe Heel Factored Pressure = 2,669 0 psf Mu': Upward = 81 0 ft-# Mu': Downward = 9 46 ft-# Mu: Design = 72 46ft-# Actual 1-Way Shear = 15.02 15.46 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = #5 @ 16.00 in Heel Reinforcing = #4 @ 16.00 in Key Reinforcing = #5 @ 16.00 in Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < 5 * Fr Heel: Not reqd, Mu < S * Fr Key: #4@ 14.00 in, #5@ 21.75 in, #6@ 30.75 in, #7@ 41.75 in, I [I- For!Ioment_ 1 OVERTURNING RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# I Heel Active Pressure = 924.5 2.39 2,208.5 Surcharge over Heel = 537.5 3.58 1,926.0 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Total 1,462.0 O.T.M. 4,134.6 Resisting/Overturning Ratio = 1.72 Vertical Loads used for Soil Pressure = 3,151.8 lbs DESIGNER NOTES: Soil Over Heel = 1,202.4 2.84 3,408.8 Sloped Soil Over Heel = Surcharge Over Heel = 417.5 2.84 1,183.6 Adjacent Footing Load = Axial Dead Load on Stem = *Axial Live Load on Stem = Soil Over Toe = 60.0 0.50 30.0 Surcharge Over Toe = Stem Weight(s) = 629.8 1.42 894.9 Earth @ Stem Transitions= 133.2 1.83 244.2 Footing Weight = 642.3 1.84 1,178.5 Key Weight = 66.7 2.58 172.2 Vert. Component = Total = 3,151.8 lbs R.M. 7,112.3 * Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. I U '1 U F1 I d I $ I 6" I I 1 8in Mas wl #5 @ 16. Solid Groul 12.in Masw/#5@ 16. Solid Grout Special lnsp #5@16.in @ Toe #4©16.in © Heel Designer select all horiz. reinf. See Appendix A i 1-1 I i I $ 250.psf I I I $ i I Pp= 986.67# I 2224.1 psf I I psi= 1,500 1,500 psi = 20,000 20,000 Yes Yes = n/a No = 21.48 21.48 = 1.000 1.000 in= 7.60 11.60 = Medium Weight = ASD Half-Stress option used. psi= psi= I Use menu item Settings> Printing & Title Block to set these five lines of information for your program. Title : Martin Site Wall "H&J" Page: I 10 Job # : 13-036 Dsgnr: ROS Date: 9 MAY 2014 Descr: Driveway wall "H" & "J" @ Driveway wall I II in File: C:\Users\Bob\Documents\RetainPro 10 Project Files\13-036 RetainPro 10 (c) 1987.2012, Build 10.13.8.31 License: KW-06057201 Cantilevered Retaining Wall Design ode: CBC 201 0,ACI 318-08,ACI 530-08 License To: ROBERT SOWARDS I I $ I LCriteria Retained Height = 6.00 ft Wall height above soil = 0.50 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel = 250.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning [Axial Load Applied to Stem j Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in [Design Summary Wall Stability Ratios Overturning = 1.70 OK Sliding = 1.52 OK Total Bearing Load = 2,636 lbs ... resultant ecc. = 10.90 in Load Factors Building Code CBC 2010,ACI Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind, W 1.600 Seismic, E 1.000 [SoulData Allow Soil Bearing = 2,915.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 36.0 psf/ft Passive Pressure = 444.0 psf/ft Soil Density, Heel = 120.00 pcf Soil Density, Toe = 120.00 pcf FootingISoil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft Height to Top = 0.00 ft Height to Bottom = 0.00 ft The above lateral load has been increased 1.00 by a factor of Wind on Exposed Stem = 0.0 psf Masonry Data fm Fs Solid Grouting Use Half Stresses Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data ft Fy I U a' I WA IN +( 07. "o0 TD PC Adjacent Footing Load Adjacent Footing Load = - 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil - at Back of Wall - 0 0 ft Poisson's Ratio = 0.300 i 11 Soil Pressure © Toe = 1,611 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,915 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,933 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 16.4 psi OK Footing Shear @ Heel = 10.5 psi OK Allowable = 75.0 psi Sliding Caics (Vertical Component NOT Used) Lateral Sliding Force = 1,462.0 lbs less 100% Passive Force = - 1,165.5 lbs less 100% Friction Force = - 1,054.5 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5: 1 Stability = 0.0 lbs OK Stem Construction Top Stem - - _J 2nd Design Height Above Ftc ft= Stem OK 2.67 Stem OK 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 = Edge Edge Design Data fb/FB + fa/Fa = 0.642 0.831 Total Force @ Section lbs = 449.4 1,098.0 Moment .... Actual ft-#= 637.4 2,646.0 Moment.....Allowable ft-#= 993.0 3,183.7 Shear.....Actual psi= 7.1 10.2 Shear.....Allowable psi = 19.4 38.7 Wall Weight psf= 78.0 124.0 Rebar Depth 'd' in= 5.25 9.00 LAP SPLICE IF ABOVE in = 30.00 45.00 LAP SPLICE IF BELOW in= 30.00 HOOK EMBED INTO FTC in = 7.00 I I , Use menu item Settings > Printing & Title Block Title : Martin Site Wall "H&J" Page: / to set these five lines of information Job # : 13-036 Dsgnr: RDS Date: 9 MAY 2014 for your program. Descr: Driveway wall "H" & "J" @ Driveway wall I II in File: C:\Users\Bob\Documents\RetainPro 10 Project Files\13-036 RetainPro 10 (c) 1987-2012, Build 10.13.8.31 License: KW-06057201 Cantilevered Retaining Wall Design ode: CBC 2010,ACI 318-08,ACI 530-08 License To: ROBERT SOWARDS - [Footing Dimensions & Strengths ] Toe Width = 2.00 ft Heel Width = 2.00 Total Footing Width = 4.00 Footing Thickness = 14.00 in Key Width = 8.00 in Key Depth = 10.00 in Key Distance from Toe = 2.00 ft f'c = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Mm. As % = 0.0018 Cover @ Top 2.00 @ Btm. 3.00 in L Footing Design Results Toe Heel Factored Pressure = 1,933 0 psf Mu': Upward = 59 0 ft-# Mu': Downward = 9 46 ft-# Mu: Design = 50 46ft-# Actual 1-Way Shear = 16.45 10.52 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = #5 @ 16.00 in Heel Reinforcing = #4 © 16.00 in Key Reinforcing = #5 @ 16.00 in Other Acceptable Sizes & Spacings Toe: Not req'd, Mu <S * Fr Heel: Not req'd, Mu < S * Fr Key: #4@ 14.00 in, #5@ 21.75 in, #6@ 30.75 in, #7@ 41.75 in, 1 I I I I & Moments OVERTURNING RESISTING..... Force Distance Moment Force Distance Moment Item lbs It ft-# lbs ft ft-# Heel Active Pressure = 924.5 2.39 2,208.5 Soil Over Heel = 720.0 3.50 2,520.0 Surcharge over Heel = 537.5 3.58 1,926.0 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 250.0 3.50 875.0 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load © Stem Above Soil = * Axial Live Load on Stem = = Soil Over Toe = 120.0 1.00 120.0 Surcharge Over Toe = Total 1,462.0 O.T.M. 4,134.6 Stem Weight(s) = 629.8 2.42 1,524.8 Earth @ Stem Transitions 133.2 2.83 377.4 = = Footing Weighi = 700.0 2.00 1,400.0 Resisting/Overturning Ratio = 1.70 Key Weight = 83.3 2.33 194.4 Vertical Loads used for Soil Pressure = 2,636.4 lbs Vert. Component = Total = 2,636.4 lbs R.M.= 7,011.6 * Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. I DESIGNER NOTES: [_1 I I I (D I I I I 8.in Mas w 12. in Mas w, S 6" #5©16.in © Toe #4@16.in © Heel Designer select all horiz. reinf. See Appendix A I I [1 (S) I I I 250.psf Pp= 1165.5# 1610. 5psf I SOWARDS AND BROWN ENGINEERING I 2187 Newcastle Ave., Suite 202 CARDIFF BY THE SEA, CALIFORNIA 92007 '.4 JOB SHEET NO. OF CALCULATED BY________________________ DATE_ CHECKED BY DATE SCALE____________________________________ I a I I I I PROIXiCI 204.1 J? Ix, C,oton, Mast 01471. psi= 1,500 1,500 psi= 20,000 20,000 = Yes Yes = n/a No = 21.48 21.48 = 1.000 1.000 in= 7.60 11.60 = Medium Weight = ASD psi= psi= I Use menu item Settings> Printing & Title Block to set these five lines of information for your program. Title : Martin Site Wall "L' Page: 1 t' Job # : 13-036 Dsgnr: RDS Date: 12 MAY 2014 Descr: Driveway wall "L" @ NE House steps I II in File: C:\Users\Bob\Documents\RetainPro 10 Project Files\13-036 RetainPro 10 (c) 1987-2012, Build 10.13.8.31 License: KW-06057201 Cantilevered Retaining Wall Design ode: CBC 2010,ACI 318-08,ACI 530-08 License To: ROBERT SOWARDS Criteria Retained Height = 6.92 ft Wall height above soil 0.50 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft Lsurcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stern Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 2.64 OK Sliding = 1.89 OK Total Bearing Load = 2,636 lbs resultant ecc. = 4.80 in Load Factors - Building Code CBC 2010,ACl Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 Soil Data Allow Soil Bearing = 4,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 36.0 psf/ft Passive Pressure = 444.0 psf/ft Soil Density, Heel = 120.00 pcf Soil Density, Toe = 120.00 pcf FootingSoil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in LLateral Load Applied to Stem • Lateral Load = 0.0 #/ft Height to Top 0.00 ft Height to Bottom = 0.00 ft The above lateral load has been increased 1.00 by a factor of Wind on Exposed Stem = 0.0 psf Masonry Data fm Fs Solid Grouting Use Half Stresses Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy LAdjacent Footing Load _j Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil - at Back of Wall - 0 0 ft Poisson's Ratio = 0.300 I Li I i I I I I I I I I I I Soil Pressure @ Toe = 836 psf OK Soil Pressure @ Heel = 274 psf OK Allowable = 4,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,003 psf AC! Factored © Heel = 329 psf Footing Shear @ Toe = 11.5 psi OK Footing Shear @ Heel = 4.5 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 1,176.8 lbs less 100% Passive Force = - 1,165.5 lbs less 100% Friction Force = - 1,054.6 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5: 1 Stability = 0.0 lbs OK Stem Construction Top Stem 2nd Design Height Above Ftc ft= Stem OK 3.67 Stem OK 0.00 Wall Material Above "Ht" = Masonry Masonry Thickness = 8.00 12.00 Rebar Size = # 5 # 6 Rebar Spacing = 16.00 16.00 Rebar Placed at = Edge Edge Design Data fb/FB + fa/Fa = 0.114 0.447 Total Force @ Section lbs= 190.0 861.7 Moment .... Actual ft-#= 205.8 1,987.4 Moment.....Allowable ft-#= 1,812.8 4,450.7 Shear.....Actual psi = 3.0 8.0 Shear.....Allowable psi = 38.7 38.7 Wall Weight psf= 78.0 124.0 Rebar Depth d' in= 5.25 9.00 LAP SPLICE IF ABOVE in = 30.00 36.00 LAP SPLICE IF BELOW in = 30.00 HOOK EMBED INTO FTG in = 8.40 I Use menu item Settings> Printing & Title Block to set these five lines of information for your program. Title : Martin Site Wall "L" Page: 1140 Job # : 13-036 Dsgnr: RDS Date: 12 MAY 2014 Descr: Driveway wall "L" ® NE House steps RetainPro 10 (c)1987-2012, Build 10.13.8.31 II in File: C:\Users\Bob\DocumentsRetainPro 10 Project Files\13-036 License: KW-06057201 Cantilevered Retaining Wall Design ode: CBC 2010,ACI 318-08,ACI 530-08 License To: ROBERT SOWARDS Footing Dimensions & St re n gthifl Toe Width = 3.00 ft Heel Width = 1.75 Total Footing Width = 4.75 Footing Thickness = 14.00 in 12.00 in .I Key Width = Key Depth = 10.00 in Key Distance from Toe = 2.25 ft ft = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Mm. As % = I 0.0018 Cover © Top 2.00 @ Btm.= 3.00 in L FoongDesnResufts Toe Heel Factored Pressure = 1,003 329 psf Mu: Upward = 31 11 ft-# Mu': Downward = 9 38 ft-# Mu: Design = 22 27 ft-# Actual 1-Way Shear = 11.53 4.48 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = #6 @ 16.00 in Heel Reinforcing = #4 @ 16.00 in Key Reinforcing = # 6 @ 0.00 in Other Acceptable Sizes & Spacings Toe: Not reqd, Mu <S * Fr Heel: Not req'd, Mu <5 * Fr Key: #4 9.50 in, #5@ 14.50 in, #6@ 20.50 in, #7@ 28.00 in, I I I Summary of Overturning& Resisting Forces & Moments OVERTURNING RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs It ft-# Heel Active Pressure = 1,176.8 2.70 3,171.7 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load © Stem Above Soil = Total 1,176.8 O.T.M. 3,171.7 Resisting/Overturning Ratio = 2.64 Vertical Loads used for Soil Pressure = 2,636.4 lbs Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = Earth @ Stem Transitions= Footing Weight = Key Weight = Vert. Component 622.7 4.38 2,724.4 180.0 1.50 270.0 747.5 3.43 2,567.5 130.0 3.83 498.2 831.3 2.38 1,974.2 125.0 2.75 343.8 Total = 2,636.4 lbs R.M.= 8,378.0 * Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. I I I I I I I, DESIGNER NOTES: Criteria 13 Retained Height = 6.92 ft Wall height above soil = 0.50 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft [Soil Data 1 Allow Soil Bearing = 4,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 36.0 psf/ft Passive Pressure = 444.0 psf/ft Soil Density, Heel = 120.00 pcf Soil Density, Toe = 120.00 pcf FootingjpSoil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in I Surcharge Loads - LLateral Load Applied to Stem • Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 #/ft Used To Resist Sliding & Overturning Height to Top = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Used for Sliding & Overturning The above lateral toad LAxial Load Applied to Stemj has been increased by a factor of 1.00 Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in LEarth Pressure Seismic Load Uniform Seismic Force = 145.299 Multiplier Used = 21.000 Total Seismic Force = 1,174.839 I 1 Ldjacent Footing Loac!LLLA Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil - at Back of Wall - 0.0 ft Poisson's Ratio = 0.300 I Use menu item Settings> Printing & Title Block to set these five lines of information for your program. Title : Martin Site Wall "L" Page: !i F Job # : 13-036 Dsgnr: RDS Date: 12 MAY 2014 Descr: Driveway wall "L" @ NE House steps RetainPro 10 (c) 1987-2012, Build 10.1 License KW-06057201 License To: ROBERT SOWARDS ill in File: C:\Users\Bob\Documents\RetainPro 10 Project Files\1 Cantilevered Retaining Wall Design ode: CBC 2010,ACI 318-08,ACI 530-08 I (Multiplier used on soil density) I I I I I Stem 2nd Stem OK Stem OK 3.67 0.00 Masonry 8.00 #5 16.00 Edge 0.410 345.2 742.6 1,812.8 5.5 38.7 78.0 5.25 30.00 30.00 Masonry 12.00 #6 16.00 Edge 0.994 1,565.4 4,421.9 4,450.7 14.5 38.7 124.0 9.00 54.00 8.40 Masonry Data fm psi= 1,500 1,500 Fs psi = 20,000 20,000 Solid Grouting = Yes Yes Use Half Stresses = n/a No Modular Ratio 'n' = 21.48 21.48 Short Term Factor = 1.000 1.000 Equiv. Solid Thick. in = 7.60 11.60 Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data ft psi= Fy psi Footing Design Results Toe Heel Factored Pressure = 4,571 0 psf Mu': Upward = 134 Oft-# Mu': Downward = 9 38 ft-# Mu: Design = 125 38ft-# Actual 1-Way Shear = 17.82 6.56 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = # 6 © 16.00 in Heel Reinforcing = #4 © 16.00 in Key Reinforcing = # 6 © 0.00 in 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, I Use menu item Settings> Printing & Title Block to set these five lines of information for your program. Title : Martin Site Wall "L" Page: /1'8 Job # : 13-036 Dsgnr: RDS Date: 12 MAY 2014 Descr: Driveway wall "L" @ NE House steps ill in File: C:\Users\Bob\Documents\RetainPro 10 Project Files\13-036 RetainPro 10 (C) 1987-2012, Build 10.13.8.31 License: KW-06057201 Cantilevered Retaining Wall Design ode: CBC 2010,ACI 318-08,ACI 530-08 License To: ROBERT SO WARDS Design Summary Stem Construction L11- Wall Stability Ratios Design Height Above FtE ft= Overturning = 117 Ratio < 1.5! Wall Material Above "Ht" = Sliding = 111 Ratio < Thickness = Rebar Size = Total Bearing Load = 2,636 lbs Rebar Spacing = ...resultant ecc. = 22.96 in Phr t = Design Data fb/FB + fa/Fa = Total Force @ Section lbs = Moment .... Actual ft-#= Moment.....Allowable ft-# = Shear.....Actual psi= Shear.....Allowable psi = Wall Weight psf = Rebar Depth 'd' in = LAP SPLICE IF ABOVE in = LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = Soil Pressure @ Toe = 3,809 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 4,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 4,571 psf ACI Factored @ Heel = 0 psf Footing Shear © Toe = 17.8 psi OK Footing Shear @ Heel = 6.6 psi OK Allowable = 75.0 psi Sliding Caics (Vertical Component NOT Used) Lateral Sliding Force = 1,999.2 lbs less 100% Passive Force = - 1,165.5 lbs less 100% Friction Force = - 1,054.6 lbs Added Force Req'd = 0.0 lbs OK for 1.5: 1 Stability = 778.7 lbs NG Load Factors Building Code I CBC 2010,ACI Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind, W I 1.600 Seismic, E 1.000 L Footing Dimensions &Strengths Toe Width = 3.00 ft Heel Width = 175 Total Footing Width = 4.75 Footing Thickness = 14.00 in Key Width = 12.00 in Key Depth = 10.00 in Key Distance from Toe = 2.25 ft ft = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Mm. As % = 0.0018 Cover @ Top 2.00 @ Btm.= 3.00 in I I I I I I 1 I I I I Use menu item Settings> Printing & Title Block Title : Martin Site Wall "L Page: // to set these five lines of information Job # : 13-036 Dsgnr: RDS Date: 12 MAY 204 for your program. Descr: Driveway wall "L" @ NE House steps I ill in File: C:\Users\BobDocuments\RetajnPro 10 Project Files\13-036 RetainPro 10 (c) 1987-2012, Build 10.13.8.31 License: KW-06057201 Cantilevered Retaining Wall Design ode: CBC 2010,ACl 318-08,ACI 530-08 License To: ROBERT SOWARDS I Summarf Overturning Resisting ces & Moments OVERTURNING RESISTING..... Force Distance Moment Force Distance Moment I Item lbs ft ft-# lbs It ft-# Heel Active Pressure = 1,176.8 2.70 3,171.7 Soil Over Heel = 622.7 4.38 2,724.4 Surcharge over Heel = Sloped Soil Over Heel = I Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = I Load @ Stem Above Soil = Seismic Earth Load = 822.4 4.85 3,989.7 * Axial Live Load on Stem = Soil Over Toe = 180.0 1.50 270.0 = Surcharge Over Toe = Total 1,999.2 O.T.M. 7,161.5 Stem Weight(s) = 747.5 3.43 2,567.5 Earth © Stem Transitions= 130.0 3.83 498.2 I = = Footing Weighi = 831.3 2.38 1,974.2 Resisting/Overturning Ratio = 1.17 Key Weight = 125.0 2.75 343.8 Vertical Loads used for Soil Pressure = 2,636.4 lbs Vert. Component = Total = 2,636.4 lbs R.M.= 8,378.0 I If seismic included the min. OTM and sliding * Axial live load NOT included in total displayed or used for overturning ratios may be 1.1 per IBC '09, 1807.2.3. resistance, but is included for soil pressure calculation. DESIGNER NOTES: I [I I I I I I I I I I I I I I I I I 1 I I I I I I I 1 I I 12. 6" #6@16.in © Toe #4@16in © Heel Designer select all horiz. reinf. See Appendix A 3809psf Pp= 1165.5# I I I I I I I L] I I I I 1 If adjacent footing or seismic loading is used, the numerical values are display but the loading curve does not represent the composite loading. I I U I 0- I H I I I [1 I I I I Use menu item Settings> Printing & Title Block to set these five lines of information for your program. Title : Martin Site Wall "N' Page: ______ Job # : 13-036 Dsgnr: RDS Date: 12 MAY 2014 Descr: Driveway wall "N' © Biomass East Prop Line I ill in File: C:\Users\Bob\Documents\RetainPro 10 Project Files\13-036 RetainPro 10 (C) 1987-2012, Build 10.13.8.31 License: KW.06057201 Cantilevered Retaining Wall Design ode: CBC 2010,ACI 318-08,ACI 530-08 License To: ROBERT SOWARDS [Criteria ] Retained Height = 7.00 ft Wall height above soil = 0.50 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 36.00 in Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem 9 Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load fl Multiplier Used = 21.000 (Multiplier used on soil density) Soil Data Allow Soil Bearing = 4,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 36.0 psf/ft Passive Pressure = 444.0 psf/ft Soil Density, Heel = 120.00 pcf Soil Density, Toe = 120.00 pcf FootingSoil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in LLateral Load Applied to Stem • Lateral Load = 0.0 #/ft Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft The above lateral load has been increased 1.00 by a factor of Wind on Exposed Stem = 0.0 psf Uniform Seismic Force = 147.000 Total Seismic Force = 1,200.500 [Adjacent Footing Load Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil - at Back of Wall - 0 0 ft Poisson's Ratio = 0.300 [: I I I I I Li P U I Li I [I] Li I I I I p Stem 2nd Stem OK Ratio >1.O 2.67 0.00 Masonry Masonry 8.00 12.00 #5 #6 16.00 16.00 Edge Edge 0.801 1.029 613.1 1,602.3 1,451.7 4,579.1 1,812.8 4,450.7 9.7 14.8 38.7 38.7 78.0 124.0 5.25 9.00 45.00 54.00 45.00 8.40 I Use menu item Settings> Printing & Title Block to set these five lines of information for your program. Title : Martin Site Wall "N" Page: ______ Job # : 13-036 Dsgnr: RIDS Date: 12 MAY 2014 Descr: Driveway wall •'N" © Biomass East Prop Line ill in File: C:\Users\Bob\Documents\RetainPro 10 Project Files\13-036 RetainPro 10 (c) 1987-2012, Build 10.13.8.31 License: KW-06057201 Cantilevered Retaining Wall Design ode: CBC 2010,ACI 318-08,ACI 530-08 License To: ROBERT SOWARDS Design summary Wall Stability Ratios Overturning = 1.72 OK Sliding = 2.52 OK Total Bearing Load = 3,769 lbs ... resultant ecc. = 19.15 in Soil Pressure @ Toe = 1,790 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 4,000 psf Soil Pressure Less Than Allowable ACt Factored @Toe = 2,148 psf ACI Factored @ Heel = 0 psf Footing Shear © Toe = 5.2 psi OK Footing Shear @ Heel = 0.7 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 2,040.9 lbs less 100% Passive Force= - 3,632.2 lbs less 100% Friction Force = - 1,507.8 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5:1 Stability = 0.0 lbs OK Load Factors Building Code I CBC 2010,ACI Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind, W I 1.600 Seismic, E 1.000 [, FootingDimensions & Strengths Toe Width = 4.92 ft Heel Width = 1.08 Total Footing Width = 6.00 Footing Thickness = 14.00 in Key Width = 12.00 in Key Depth = 0.00 in Key Distance from Toe = 2.25 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 1 I Li I LStem Construchon - - Design Height Above Ftc ft = Wall Material Above 'Ht" = Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force @ Section lbs = Moment.. Actual ft-# = Moment.....Allowable ft-# = Shear.....Actual psi = Shear.....Allowable psi = Wall Weight psf= Rebar Depth 'd' in= LAP SPLICE IF ABOVE in = LAP SPLICE IF BELOW in= HOOK EMBED INTO FTG in = Masonry Data I'm psi= 1,500 1,500 Fs psi= 20,000 20,000 Solid Grouting = Yes Yes Use Half Stresses = n/a No Modular Ratio 'n' = 21.48 21.48 Short Term Factor = 1.000 1.000 Equiv. Solid Thick. in= 7.60 11.60 Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data f'c psi= Fy psi LFooting Design Results j Toe Heel Factored Pressure = 2,148 0 psf Mu': Upward = 66 0 ft-# Mu': Downward = 20 38 ft-# Mu: Design = 46 38 ft-# Actual 1-Way Shear = 5.21 0.71 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = #6 © 16.00 in Heel Reinforcing = #4 @ 16.00 in Key Reinforcing = #6 @ 0.00 in 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 I I 1 Li I I I 1 I Use menu item Settings> Printing & Title Block Title : Martin Site Wall "N" Page: ______ to set these five lines of information Job # : 13-036 Dsgnr: RDS Date: 12 MAY 2014 for your program. Descr: Driveway wall "N" @ Biomass East Prop Line I ill in File: C:\Users\Bob\Documents\RetainPro 10 Project Files\13-036 RetainPro 10 (c) 1987-2012, Build 10.13.8.31 License: KW-06057201 Cantilevered Retaining Wall Design ode: CBC 2010,ACl 318-08,ACI 530-08 License To: ROBERT SOWARDS I Summa of Overturning & Resist* Forces & Moments OVERTURNING RESISTING..... ' Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs It ft-# Heel Active Pressure = 1,200.5 2.72 3,268.0 Soil Over Heel = 67.2 5.96 400.5 Surcharge over Heel = Sloped Soil Over Heel = I Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = Load @ Stem Above Soil = * Axial Live Load on Stem = I Seismic Earth Load = 840.4 4.90 4,117.7 Soil Over Toe = 1,771.2 2.46 4,357.2 = Surcharge Over Toe = Total 2,040.9 O.T.M. 7,385.7 Stem Weight(s) = 707.8 5.33 3,773.6 Earth © Stem Transitions= 173.2 5.75 996.5 I = = Footing Weighl = 1,050.0 3.00 3,150.0 Resisting/Overturning Ratio = 1.72 Key Weight = 2.75 Vertical Loads used for Soil Pressure = 3,769.4 lbs Vert. Component = ' Total = 3,769.4 lbs R.M. 12,677.7 If seismic included the min. OTM and sliding ratios may be 1.1 per IBC '09, 1807.2.3. * Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure carculation. I I I I I Li I 1 I I I DESIGNER NOTES: I 1 I I I I I 1 I I I I I I I I I I I e,"citli 4QI( r 3-0" 8.in Mas w/#5 j6.in 0/c SoIi Grout Special Insp #6@16.in @ Toe #4©16.in @ Heel Designer select all horiz. reinf. See Appendix A Pp= 3632.2# 2040.9# 1789.9psf I If adjacent footing or seismic loading is used, the numerical values are dispIa but the loading curve does not represent the composite loading. I I I I I I I I El I I I 1 I [I I