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Specifications (2) Dave I r P 2022- Horn ,. lr4I HCE Calculations: RECEIVED Project: JTS_21_29 Date: 2/11/2022 JUL 18 2022 Project: Pacific Ridge Apartments Building 2 CITY OF TIGARD Tigard, OR BUILDING DIVISION ! 14I 5r • ublect Sheet#'s Retaining Wall SHW1 - SHW24 UFFICE COPY Retaining Wall RW1 - RW24 Retaining Wall GRW1 - GRW12 ��Eo PROFFs C, NEF '0 cc, 51 9PE � � - I' r A R ON qN 12 19�� Expires: 6-30-23 The following calculations are for lateral wind and seismic engineering and gravity loading of the beams and columns. The design is based on information provided by the client who is solely responsible for its accuracy. The engineering represents the finished product. Discrepancies from information provided by the client invalidate this design. Horn Consulting Engineers shall have no liability(expressed,or implied),with respect to the means and methods of construction workmanship or the actual materials used in construction. Horn Consulting Engineers shall have no obligation of liability,whether arising in contract(including warranty),Tort(including active,passive,or imputed negligence) or otherwise,for loss or use,revenue or profit,or for any other incidental or consequential damage. 7412 SW Beaverton-Hillsdale Hwy, Ste 202 Portland, OR 97225 Phone: 503.892.5782 Email:dave@hornce.com 1 Us0 menu item Settings>Printing&Title Block Title Lennar prototype wall Page: 1 to set these five lines of information Job#: Dsgnr: DJH Date: 16 FEB 2017 for your program. Description.... wall w/slab for sliding_with small heel SHw This Wall in File:C:\Users'Dave\Documents\RetainPro 10 Project Files\Iennar prototype wall w_slab f RetalnPro(e)1987-2017, Build 11.17.11.03 License:KW-06058184 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To:HORN CONSULTING ENGINEERS Criteria II Soil Data I Retained Height = 12.00 ft Allow Soil Bearing = 2,000.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00 Active Heel Pressure = 40.0 psf/ft Height of Soil over Toe = 6.00 in = Water height over heel = 0.0 ft Passive Pressure = 250.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density,Toe = 0.00 pcf FootingllSoil Friction = 0.450 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads 0 `Lateral Load Applied to Stem 0 Adjacent Footing Load 1 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 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Load Type = Wind(W) Footin T _Axial Load Applied to Stem ` (Service Level) g ype Line Load Base Above/Below Soil _ 0.0 ft Axial Dead Load = 750.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Live Load = 750.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load Method :Mononobe-Okabe/Seed-Whitman Kae for seismic earth pressure = 0.445 Added seismic base force 839.9 lbs Design Kh = 0.200 g Ki �Plg eaNfprk/sure = 0.319 = 0.126 Using Mononobe-Okabe/Seed-Whitman procedure Use menu item Settings>Printing&Title Block Title Lennar prototype wall Page T2 to set these five lines of information Job#: Dsgnr: DJH Date: 16 FEB 2017 for your program. Description.... / lititz wall w/slab for sliding_with small heel b This Wall in File:C:\Users\Dave\Documents\Retainpro 10 Project Files\lennar prototype wall w_slab f RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06056184 Cantilevered Retaining Wall Code: IBC 2015,ACl 318-14,ACI 530-13 License To:HORN CONSULTING ENGINEERS Design Summary I Stem Construction 0 Bottom Wall StabilityRatios Stem OK Design Height Above Fig ft= 0.00 Overturning = 1.59 OK Wall Material Above"Ht" = Concrete Slab Resists All Sliding ! Design Method = LRFD ASD LRFD Thickness = 12.00 Total Bearing Load = 6,108 lbs Rebar Size = # 5 ...resultant ecc. = 15.38 in Rebar Spacing = 5.50 Soil Pressure Toe = 1,369 psf OK Rebar Placed at = Edge Design Data Soil Pressure @ Heel = 69 psf OK Allowable = 2,000 fb/FB+fa/Fa = 0.975 psf Total Force @ Section Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,916 psf Service Level lbs= ACI Factored @ Heel = 96 psf Strength Level lbs= 6,047.7 Footing Shear©Toe = 43.5 psi OK Moment....Actual Footing Shear @ Heel = 13.1 psi OK Service Level ft#_ Allowable = 75.0 psi Strength Level ft-#= 27,876.0 Sliding Calcs Moment Allowable = 28,577.9 Lateral Sliding Force = 4,307.1 lbs Shear Actual Service Level psi= Strength Level psi= 49.5 Shear Allowable psi= 75.0 Anet(Masonry) in2= 139.50 Rebar Depth 'd' in= 10.19 Masonry Data fm psi= Fs psi= Solid Grouting = Vertical component of active lateral soil pressure IS Modular Ratio'n' _ NOT considered in the calculation of soil bearing Wall Weight psi= 150.0 Load Factors Short Term Factor = Building Code IBC 2015,ACI Equiv. Solid Thick. _ Dead Load 1.400 Masonry Block Type = Medium Weight Live Load 1.700 Masonry Design Method = ASD Earth,H 1.700 Concrete Data Wind,W 1.300 fc psi= 2,500.0 Seismic, E 1.000 Fy psi= 60,000.0 Use menu Item Settings>Printing&Title Block Title Lennar prototype wall Page: 3 1 toet these five lines of information Job#: Dsgnr: DJH Date: 16 FEB 2017 for your program. Description.... wall w/slab for sliding_with small heel SI1Nr3 This Wall in File:C:lUsers\Dave\Documents.RetainPro 10 Project Files\lennar prototype wall w_slab f LetainPro icense:KW-06056 184 17, Build 11.17.11.03 License Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To:HORN CONSULTING ENGINEERS Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment) : 0.6277 in2/ft (4/3)*As: 0.8369 in2/ft Min Stem T&S Reinf Area 3.456 in2 200bd/fy:200(12)(10.1875)/60000: 0.4075 in2/ft Min Stem T&S Reinf Area per ft of stem Height: 0.288 in2/ft 0.0018bh:0.0018(12)(12): 0.2592 in2/f1 Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.6277 in2/ft #4@ 8.33 in #4@ 16.67 in Provided Area: 0.6764 in2/ft #5@ 12.92 in #5@ 25.83 in Maximum Area: 1.3801 in2/ft #6@ 18.33 in #6@ 36.67 in Footing Dimensions & Strengths I Footing Design Results Toe Width = 6.50 ft Toe Heel Heel Width = 2.00 Factored Pressure = 1,916 96 psf Total Footing Width = 8.50 Mu':Upward = 30,674 84 ft-# Footing Thickness = 14.00 in Mu' :Downward = 6,802 1,047 ft-# Key Width = 0.00 in Mu: Design = 23,872 963 ft-# Key Depth = 0.00 in Actual 1-Way Shear = 43.54 13.13 psi Key Distance from Toe = 0.00 ft Allow 1-Way Shear = 75.00 40.00 psi Toe Reinforcing = #5 @ 6.78 in Pc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes& Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: #4@ 4.61 in,#5@ 7.14 in,#6@ 10.13 in,#7@ 13.82 in,#8@ 18.19 in,#9@ 23. Heel: Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm Key: No key defined Min footing T&S reinf Area 2.57 in2 Min footing T&S reinf Area per foot 0.30 in2 At If one layer of horizontal bars: If two layers of horizontal bars: #4@ 7.94 in #4@ 15.87 in #5@ 12.30 in #5@ 24.60 in #6@ 17.46 in #6@ 34.92 in Summary of Overturning & Resisting Forces & Moments l OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 3,467.2 4.39 15,217.3 Soil Over Heel = 1,320.0 8.00 10,560.0 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 750.0 7.00 5,250.0 Load @ Stem Above Soil= *Axial Live Load on Stem = 750.0 7.00 5,250.0 Seismic Earth Load = 839.9 7.90 6,635.1 Soil Over Toe = 3.25 = Surcharge Over Toe = Total 4,307.1 O.T.M. 21,852.4 Stem Weight(s) = 1,800.0 7.00 12,600.0 Earth @ Stem Transitions= = Footing Weight = 1,487.5 4.25 6,321.9 Resisting/Overturning Ratio = 1.59 Key Weight = Vertical Loads used for Soil Pressure= 6,107.5 Zs Vert. Component = Total= 5,357.5 lbs R.M.= 34,731.9 If seismic is included,the OTM and sliding ratios *Axial live load NOT included in total displayed, or used for overturning be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 resistance,but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance, Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Use menu item Settings>Printing&Title Block Title Lennar prototype wall Page:71 t to set these five lines of Information Job#: Dsgnr: DJH Date: 11 JAN 2018 for your program, Description.... wall WI slab for sliding with small heel S 1-1W This Wall in File:C:\Users\Dave\Documents\RetainPro 10 Project Files\lennar prototype wall w_slab f RetalnPro(c)1987-2017, Build 11.17.11.03 License:KW-06056184 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To:HORN CONSULTING ENGINEERS Criteria I Soil Data I Retained Height = 11.00 ft Allow Soil Bearing = 2,000.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Active Heel Pressure = 40.0 psf/ft Slope Behind Wall = 0.00 Height of Soil over Toe = 6.00 in = Water height over heel = 0.0 ft Passive Pressure = 250.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density,Toe = 0.00 pcf FootingllSoil Friction = 0.450 Soil height to ignore ; az;r ;r ' for passive pressure = 12.00 in Surcharge Loads ` Lateral Load Applied to Stem I 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 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Load Type = Wind(W) Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem II Load Level) Footing Type Line Load Base Above/Below Soil Axial Dead Load = 750.0 lbs Wind on Exposed Stem= 0.0 psf at Back of Wall 0.0 ft Axial Live Load = 750.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load I Method :Mononobe-Okabe/Seed-Whitman Kae for seismic earth pressure = 0.445 Added seismic base force 717.2 lbs Design Kh = 0.200 g KA�NE8eprure = 0.319 = 0.126 Using Mononobe-Okabe/Seed-Whitman procedure i Use menu item Settings>Printing&Title Block Title Lennar prototype wall Page : 2 to set these five lines of information Job#: Dsgnr: DJH Date: 11 JAN 2018 for your program. Description.... f wall w/slab for sliding with small heel rj {4U9/7 This Wall in File:C:1Users1Dave\Documents\RetainPro 10 Project Filesllennar prototype wall w_slab f ceinProense License:KW-06056 84 Build 11.17.11.03 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To: HORN CONSULTING ENGINEERS Design Summary I Stem Construction 1 Bottom Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 1.55 OK Wall Material Above"Ht" = Concrete Slab Resists All Sliding ! Design Method = LRFD ASD LRFD Thickness = 10.00 Total Bearing Load = 5,407 lbs Rebar Size = # 5 ...resultant ecc. = 14.29 in Rebar Spacing = 5.50 Soil Pressure @ Toe = 1,386 psf OK Rebar Placed at = Edge Design Data Soil Pressure @ Heel = 41 psf OK fb/FB+fa/Fa = 0.958 Allowable = 2,000 psf Soil Pressure Less Than Allowable Total Force @ Section ACI Factored @ Toe = 1,940 psf Service Level Ibs= ACI Factored @ Heel = 57 psf Strength Level Ibs= 5,093.6 Footing Shear @ Toe = 38.5 psi OK Moment....Actual Service Level ft-#= Footing Shear @ Heel 12.2 psi OK Strength Level ft#= 21,549.8 Allowable = 75.0 psi Sliding Calcs Moment Allowable = 22,490.6 Lateral Sliding Force = 3,677.7 Ibs Shear Actual Service Level psi= Strength Level psi= 51.8 Shear Allowable psi= 75.0 Anet(Masonry) in2= 139.50 Rebar Depth 'd' in= 8.19 Masonry Data fm psi= Fs psi= Solid Grouting = Vertical component of active lateral soil pressure IS Modular Ratio'n' _ NOT considered in the calculation of soil bearing Wall Weight psf= 125.0 Load Factors Short Term Factor = Building Code IBC 2015,ACI Equiv.Solid Thick. = Dead Load 1.400 Masonry Block Type = Medium Weight Live Load 1.700 Masonry Design Method = ASD Earth,H 1.700 Concrete Data Wind,W 1.300 fc psi= 2,500.0 Seismic, E 1.000 Fy psi 60,000.0 Use menu item Settings>Printing&Title Block Title Lennar prototype wall Page: 13 t to set these five lines of Information Job*: Dsgnr: DJH Date: 11 JAN 2018 for your program. Description.... wall w/slab for sliding with small heel ciAl/V 47 This Wall in File:C:\Users\Dave\Documents\RetainPro 10 Project Files\lennar prototype wall w_slab f RetainPro(c)1967-2017, Build 11,17.11.03 License:KW-06056184 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To:HORN CONSULTING ENGINEERS Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.6086 in2/ft (4/3)*As: 0.8115 in2/ft Min Stem T&S Reinf Area 2.640 in2 200bd/fy:200(12)(8.1875)/60000: 0.3275 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.240 in2/ft 0.0018bh :0.0018(12)(10): 0.216 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.6086 in2/ft #4@ 10.00 in #4@ 20.00 in Provided Area: 0.6764 in2/ft #5@ 15.50 in #5@ 31.00 in Maximum Area: 1.1092 in2/ft #6@ 22.00 in #6@ 44.00 in Footing Dimensions&Strengths I Footing Design Results Toe Width = 5.75 ft Toe Heel Heel Width = 1.83 Factored Pressure = 1,940 57 psf Total Footing Width = 7.58 Mu': Upward = 24,203 69 ft-# Footing Thickness = 14.00 in Mu':Downward = 5,323 963 ft-# Mu: Design = 18,880 894 ft-# Key Width = 0.00 in Actual 1-Way Shear = 38.54 12.17 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 40.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #5 @ 8.86 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover©Top 2.00 @ Btm= 3.00 in Toe: #4@ 5.71 in,#5@ 8.86 in,#6@ 12.57 in,#7© 17.14 in,#8@ 22.57 in,#9@ 28. Heel: Not req'd:Mu<phi*5*Iambda"sgrt(fc)*Sm Key: No key defined Min footing T&S reinf Area 2.29 in2 Min footing T&S reinf Area per foot 0.30 in2 /ft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 7.94 in #4@ 15.87 in #5@ 12.30 in #5@ 24.60 in #6@ 17.46 in #6@ 34.92 in Summary of Overturning & Resisting Forces & Moments l OVERTURNING RESISTING I Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 2,960.6 4.06 12,006.7 Soil Over Heel = 1,206.0 7.08 8,540.3 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 750.0 6.17 4,625.0 Load @ Stem Above Soil= 'Axial Live Load on Stem = 750.0 6.17 4,625.0 Seismic Earth Load = 717.2 7.30 5,235.2 Soil Over Toe = 2.88 = Surcharge Over Toe = Total 3,677.7 O.T.M. 17,241.9 Stem Weight(s) = 1,375.0 6.17 8,479.2 Earth @ Stem Transitions= = Footing Weight = 1,326.5 3.79 5,027.4 Resisting/Overturning Ratio = 1.55 Key Weight = Vertical Loads used for Soil Pressure= 5,407.5 lbs Vert.Component = Total= 4,657.5 lbs R.M.= 26,671.9 If seismic is included,the OTM and sliding ratios *Axial live load NOT included in total displayed or used for overturning be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 resistance,but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. l Us,6 menu item Settings>Printing&Title Block Title Lennar prototype wall Page: 1 to set these five lines of Information Job#: Dsgnr: DJH Date: 16 FEB 2017 for your program. Description.... wall wl slab for sliding with small heel Hw This Wall in File:C:\Users\Dave\Documents\RetainPro 10 Project Files\lennar prototype wall w_slab f RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06056184 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To:HORN CONSULTING ENGINEERS Criteria 0 Soil Data I Retained Height = 10.00 ft Allow Soil Bearing = 2,000.0 psf ' Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Active Heel Pressure = 40.0 psf/ft Slope Behind Wall = 0.00 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft Passive Pressure = 250.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density,Toe = 0.00 pcf FootingliSoil Friction = 0.450 Soil height to ignore . for passive pressure = 12.00 in ,. Surcharge Loads 1 Lateral Load Applied to Stem 0 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 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Load Type = Wind(W) Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem ` (Service Level) Footing Type Line Load Base Above/Below Soil = 0.0 ft Axial Dead Load = 750.0 lbs Wind on Exposed Stem= 0.0 psf at Back of Wall Axial Live Load = 750.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load Method :Mononobe-Okabe/Seed-Whitman Kae for seismic earth pressure = 0.445 Added seismic base force 604.1 lbs Design Kh = 0.200 g KA��§�i eAPPrgAure = 0.319 = 0.126 Using Mononobe-Okabe I Seed-Whitman procedure Use menu item Settings>Printing&Title Block Title Lennar prototype wall Page: t to set these five lines of information Job#: Dsgnr: DJH Date: 16 FEB 2017 for your program. Description.... wall WI slab for sliding with small heel SlA W g This Wall in File:C:\Users\Dave\Documents\RetainPro 10 Project Files\lennar prototype wall w_slab f RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06056184 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To:HORN CONSULTING ENGINEERS Design Summary I _Stem Construction 1 Bottom Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 1.56 OK Wall Material Above"Ht" = Concrete Slab Resists All Sliding ! Design Method = LRFD ASD LRFD Thickness = 10.00 Total Bearing Load = 4,998 lbs Rebar Size = # 5 ...resultant ecc. = 12.27 in Rebar Spacing = 7.75 Soil Pressure @ Toe = 1,468 psf OK Rebar Placed at = Edge Design Data Soil Pressure @ Heel = 52 psf OK - fb/FB+fa/Fa - 0.988 Allowable = 2,000 psf Total Force @ Section Soil Pressure Less Than Allowable Service Level lbs= ACI Factored @ Toe = 2,055 psf ACI Factored©Heel = 72 psf Strength Level lbs= 4,221.3 Footing Shear©Toe = 34.8 psi OK Moment....Actual FootingShear Heel Service Level ft-if @ 10.8 psi OK Strength Level ft-ft= 16,261.1 Allowable = 75.0 psi Sliding Calcs Moment Allowable = 16,461.6 Lateral Sliding Force = 3,098.0 lbs Shear Actual Service Level psi= Strength Level psi 43.0 Shear Allowable psi= 75.0 Anet(Masonry) in2= 139.50 Rebar Depth 'd' in= 8.19 Masonry Data fm psi= Fs psi= Solid Grouting = Vertical component of active lateral soil pressure IS Modular Ration' _ NOT considered in the calculation of soil bearing Wall Weight psf= 125.0 Load Factors Short Term Factor = Building Code IBC 2015,ACI Equiv. Solid Thick. = Dead Load 1.400 Masonry Block Type = Medium Weight Live Load 1.700 Masonry Design Method = ASD Earth, H 1.700 Concrete Data Wind,W 1.300 fc psi= 2,500.0 Seismic,E 1.000 Fy psi= 60,000.0 i Us¢menu item Settings>Printing&Title Block Title Lennar prototype wall Page: 3 to set these five lines of information Job#: Dsgnr: DJH Date: 16 FEB 2017 for your program. Description.... wall w/slab for sliding with small heel S VWV 1 This Wall in File:C:\Users\Dave\Documents\RetainPro 10 Project Files\lennar prototype wall w_slab f RetalnPro(c)1987-2017, Build 11.17.11.03 License:KW-06068184 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To:HORN CONSULTING ENGINEERS Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment) : 0.4592 in2lft (4/3)*As: 0.6123 in2/ft Min Stem T&S Reinf Area 2.400 in2 200bd/fy:200(12)(8.1875)/60000: 0.3275 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.240 in2/ft 0.0018bh:0.0018(12)(10): 0.216 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.4592 in2/ft #4@ 10.00 in #4@ 20.00 in Provided Area: 0.48 in2/ft #5@ 15.50 in #5@ 31.00 in Maximum Area: 1.1092 in2lft #6@ 22.00 in #6@ 44.00 in Footing Dimensions&Strengths I Footing Design ResultsIII Toe Width = 4.75 ft Toe Heel Heel Width = 1.83 Factored Pressure = 2,055 72 psf Total Footing Width = 6.58 Mu': Upward = 17,797 86 ft-# Footing Thickness = 14.00 in Mu': Downward = 3,633 887 ft-# Mu: Design = 14,164 801 ft-# Key Width = 0.00 in Actual 1-Way Shear = 34.82 10.82 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 40.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #5 @ 9.02 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: #4@ 5.82 in,#5@ 9.02 in,#6@ 12.81 in,#7@ 17.47 in,#8@ 23.00 in,#9@ 29. Heel: Not req'd:Mu <phi*5*lambda*sgrt(fc)*Sm Key: No key defined Min footing T&S reinf Area 1.99 in2 Min footing T&S reinf Area per foot 0.30 in2 /ft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 7.94 in #4@ 15.87 in #5@ 12.30 in #5@ 24.60 in #6@ 17.46 in #6@ 34.92 in 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 = 2,493.9 3.72 9,282.8 Soil Over Heel = 1,096.3 6.08 6,667.5 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 750.0 5.17 3,875.0 Load @ Stem Above Soil= *Axial Live Load on Stem = 750.0 5.17 3,875.0 Seismic Earth Load = 604.1 6.70 4,047.6 Soil Over Toe = 2.38 = Surcharge Over Toe = Total 3,098.0 O.T.M. 13,330.4 Stem Weight(s) = 1,250.0 5.17 6,458.3 Earth @ Stem Transitions= _ = Footing Weight = 1,151.5 3.29 3,788.4 Resisting/Overturning Ratio = 1.56 Key Weight = Vertical Loads used for Soil Pressure= 4,997.8 lbs Vert.Component = Total= 4,247.8 lbs R.M= 20,789.3 If seismic is included,the OTM and sliding ratios *Axial live load NOT included in total displayed,or used for overturning be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 resistance,but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Use menu item Settings>Printing&Title Block Title Lennar prototype wall Page: 11 r to set these five lines of information Job#: Dsgnr: DJH Date: 11 JAN 2018 for your program. Description.... wall w/slab for sliding with small heel S Nw1 O This Wall in File:C:1Users1Dave\Documents 1Retainpro 10 Project Filesklennar prototype wall w_slab f RetainPro(c)1987-2017, Build 11.17.11,03 License:KW-06056184 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To:HORN CONSULTING ENGINEERS Criteria I Soil Data Retained Height = 9.00 ft Allow Soil Bearing = 2,000.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00 Active Heel Pressure = 40.0 psf/ft Height of Soil over Toe = 6.00 in = Water height over heel = 0.0 ft Passive Pressure = 250.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density,Toe = 0.00 pcf FootingliSoil Friction = 0.450 Soil height to ignore I, for passive pressure = 12.00 in r • Surcharge Loads 4 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 =g Height to Bottom = 0.00 ft Eccentricity0.00 in Used for Sliding&Overturning Load Type = Wind(W) Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem ` (Service Level) Footing Type Line Load Base Above/Below Soil Axial Dead Load = 750.0 lbs Wind on Exposed Stem= 0.0 psf at Back of Wall 0.0 ft Axial Live Load = 750.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load II Method :Mononobe-Okabe/Seed-Whitman Kae for seismic earth pressure = 0.445 Added seismic base force 500.8 lbs Design Kh = 0.200 g K gnia a pr6hure = 0.319 = 0.126 Using Mononobe-Okabe/Seed-Whitman procedure 1 Uye menu item Settings>Printing&Title Block Title Lennar prototype wall Page: 2 to set these five lines of information Job#: Dsgnr: DJH Date: 11 JAN 2018 for your program. Description.... SHw wall w/slab for sliding with small heel This Wall in File:C:\Users\Dave\Documents\RetainPro 10 Project Filesllennar prototype wall w_slab f RetalnPro(c)1987-2017, Build 11.17.11.03 License:KW-06056184 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To:HORN CONSULTING ENGINEERS Design Summary I Stem Construction I Bottom Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 1.55 OK Wall Material Above"Ht" = Concrete Slab Resists All Sliding ! Design Method = LRFD ASD LRFD Thickness = 10.00 Total Bearing Load = 4,588 lbs Rebar Size = # 5 ...resultant ecc. = 10.95 in Rebar Spacing = 10.50 Soil Pressure @Toe = 1,629 psf OK Rebar Placed at = Edge Design Data Soil Pressure @ Heel = 16 psf OK fb/FB+fa/Fa - 0.962 Allowable = 2,000 psf Total Force @ Section Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,280 psf Service Level lbs= ACI Factored @ Heel = 22 psf Strength Level lbs= 3,430.9 Footing Shear @ Toe = 31.0 psi OK Moment...Actual Footing Shear @ Heel = 9.7 psi OK Service Level ft#_ Allowable = 75.0 psi Strength Level ft-#= 11,917.2 Sliding Calcs Moment Allowable = 12,386.7 Lateral Sliding Force = 2,568.0 lbs Shear Actual Service Level psi= Strength Level psi= 34.9 Shear Allowable psi= 75.0 Anet(Masonry) in2= 139.50 Rebar Depth 'd' in= 8.19 Masonry Data fm psi= Fs psi= Solid Grouting = Vertical component of active lateral soil pressure IS Modular Ratio'n' _ NOT considered in the calculation of soil bearing Wall Weight psf= 125.0 Load Factors Short Term Factor = Building Code IBC 2015,ACI Equiv.Solid Thick. _ Dead Load 1.400 Masonry Block Type = Medium Weight Live Load 1.700 Masonry Design Method = ASD Earth, H 1.700 Concrete Data Wind,W 1.300 Pc psi= 2,500.0 Seismic,E 1.000 Fy psi 60,000.0 Use menu item Settings>Printing&Title Block Title Lennar prototype wall Page: t3 r to set these five lines of information Job#: Dsgnr: DJH Date: 11 JAN 2018 for your program. Description.... wall w/slab for sliding with small heel S4-4H/I'Z This Wall in File:C:\Users\Dave\Documents\RetainPro 10 Project Filesllennar prototype wall w_slab f RetainPro(01987-2017, Build 11,17.11.03 License:KW-06056184 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To:HORN CONSULTING ENGINEERS Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment) : 0.3366 in2/ft (4/3)"As: 0.4487 in2/ft Min Stem T&S Reinf Area 2.160 in2 200bd/fy:200(12)(8.1875)/60000: 0.3275 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.240 in2/ft 0.0018bh :0.0018(12)(10) : 0.216 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.3366 in2/ft #4@ 10.00 in #4@ 20.00 in Provided Area: 0.3543 in2/ft #5@ 15.50 in #5@ 31.00 in Maximum Area: 1.1092 in2/ft #6@ 22.00 in #6@ 44.00 in Footing Dimensions & Strengths M Footing Design ResultsIII Toe Width = 3.75 ft Toe Hee( Heel Width = 1.83 Factored Pressure = 2,280 22 psf Total Footing Width = 5.58 Mu':Upward = 12,476 78 ft-# Footing Thickness = 14.00 in Mu':Downward = 2,264 810 ft-# Mu: Design = 10,212 732 ft-# Key Width = 0.00 in Actual 1-Way Shear = 31.03 9.74 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 40.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #5 @ 12.30 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes& Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: #4@ 7.94 in,#5@ 12.30 in,#6@ 17.46 in,#7@ 23.81 in,#8@ 31.35 in,#9@ 39 Heel:Not req'd:Mu<phi"5"lambda"sgrt(fc)"Sm Key: No key defined Min footing T&S reinf Area 1.69 in2 Min footing T&S reinf Area per foot 0.30 in2 /ft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 7.94 in #4@ 15.87 in #5@ 12.30 in #5@ 24.60 in #6@ 17.46 in #6@ 34.92 in Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 2,067.2 3.39 7,005.6 Soil Over Heel = 986.7 5.08 5,014.1 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 750.0 4.17 3,125.0 Load @ Stem Above Soil= "Axial Live Load on Stem = 750.0 4.17 3,125.0 Seismic Earth Load = 500.8 6.10 3,054.6 Soil Over Toe = 1.88 = Surcharge Over Toe = Total 2,568.0 O.T.M. 10,060.2 Stem Weight(s) = 1,125.0 4.17 4,687.5 Earth© Stem Transitions= = = Footing Weight = 976.5 2.79 2,724.4 Resisting/Overturning Ratio = 1.55 Key Weight = Vertical Loads used for Soil Pressure= 4,588.2 lbs Vert.Component = Total= 3,838.2 lbs R.M.= 15,551.0 If seismic is included,the OTM and sliding ratios *Axial live load NOT included in total displayed,or used for overturning be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 resistance,but is included for soil pressure calculation. 1 Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. I Lisp menu Item Settings>Printing&Title Block Title Lennar prototype wall Page: 1 to set these five lines of Information Job#: Dsgnr: DJH Date: 16 FEB 2017 for your program. Description.... wall w/slab for sliding with small heel 51H1Ar 13 This Wall in File:C:\Users\Dave\Documents\RetainPro 10 Project Files\lennar prototype wall w_slab f RetainPro(c)1987.2017, Build 11.17.11.03 License:KW-06056184 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To:HORN CONSULTING ENGINEERS Criteria I Soil Data Retained Height = 8.00 ft Allow Soil Bearing = 2,000.0 psf 1 Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Active Heel Pressure = 40.0 psf/ft Slope Behind Wall = 0.00 Height of Soil over Toe = 6.00 in = Water height over heel = 0.0 ft Passive Pressure = 250.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density,Toe = 0.00 pcf FootingflSoil Friction = 0.450 Soil height to ignore l rrr ... , for passive pressure = 12.00 in • i Surcharge Loads ` _Lateral Load Applied to Stem i Adjacent Footing Load1111 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 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Load Type • = Wind(W) Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem ` (Service Level) Footing Type Line Load Base Above/Below Soil _ 0.0 ft Axial Dead Load = 750.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Live Load = 750.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load k Method :Mononobe-Okabe/Seed-Whitman Kae for seismic earth pressure = 0.445 Added seismic base force 407.1 lbs Design Kh = 0.200 g Kai���aeNif prure = 0.319 = 0.126 Using Mononobe-Okabe/Seed-Whitman procedure Use menu item Settings>Printing&Title Block Title Lennar prototype wall Page: 12 r to set these five lines of information Job#: Dsgnr: DJH Date: 16 FEB 2017 for your program. Description.... wall wi slab for sliding with small heel rj% u 'v 1 4. This Wall in File:C:1UsersiDave\Documents\RetainPro 10 Project Files\lennar prototype wall w_slab f RetalnPro(c)1987-2017, Build 11.17.11.03 License:KW-06056184 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To:HORN CONSULTING ENGINEERS Design Summary I Stem Construction I Bottom Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 1.57 OK Wall Material Above"Ht" = Concrete Slab Resists All Sliding ! Design Method = LRFD ASD LRFD Thickness = 8.00 Total Bearing Load = 4,169 lbs Rebar Size = # 4 ...resultant ecc. = 9.74 in Rebar Spacing = 7.50 Rebar Placed at = Edge Soil Pressure @ Toe = 1,734 psf OK Design Data Soil Pressure @ Heel = 0 psf OK fb/FB+fa/Fa = 0.996 Allowable = 2,000 psf Total Force @ Section Soil Pressure Less Than Allowable Service Level lbs= ACI Factored @ Toe = 2,427 psf ACI Factored @ Heel = 0 psf Strength Level lbs= 2,722.3 Footing Shear @ Toe = 26.2 psi OK Moment....Actual Footing Shear @ Heel = 9.6psi OK Service Level ft-#_ Strength Level ft-#= 8,424.9 Allowable = 75.0 psi Sliding Calcs Moment Allowable = 8,456.3 Lateral Sliding Force = 2,087.6 lbs Shear Actual Service Level psi= Strength Level psi= 36.3 Shear Allowable psi= 75.0 Anet(Masonry) in2= 139.50 Rebar Depth 'd' in= 6.25 Masonry Data fm psi= Fs psi= Solid Grouting = Vertical component of active lateral soil pressure IS Modular Ratio'n' = NOT considered in the calculation of soil bearing Wall Weight psf= 100.0 Load Factors Short Term Factor = Building Code IBC 2015,ACI Equiv.Solid Thick. = Dead Load 1.400 Masonry Block Type = Medium Weight Live Load 1.700 Masonry Design Method = ASD Earth, H 1.700 Concrete Data Wind,W 1.300 fc psi= 2,500.0 Seismic,E 1.000 Fy psi 60,000.0 r Lispmenu item Settings>Printing&Title Block Title Lennar prototype wall Page: 3 to set these five lines of information Job#: Dsgnr: DJH Date: 16 FEB 2017 for your program. Description.... wall w/slab for sliding with small heel clAW 1 This Wall in File:C:\Users\Dave\Documents\RetainPro 10 Project Files\lennar prototype wall w_slab f RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06056184 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To:HORN CONSULTING ENGINEERS Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.3157 in2/ft (4/3)*As: 0.4209 in2/ft Min Stem T&S Reinf Area 1.536 in2 200bdlfy: 200(12)(6.25)/60000: 0.25 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.192 in2/ft 0.0018bh:0.0018(12)(8): 0.1728 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of: Required Area: 0.3157 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area: 0.32 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.8467 in2/ft #6@ 27.50 in #6©55.00 in Footing Dimensions & Strengths ` Footing Design Results Toe Width = 3.00 ft Toe Heel Heel Width = 1.83 Factored Pressure = 2,427 0 psf Total Footing Width = 4.83 Mu': Upward = 8,652 125 ft-# Footing Thickness = 14.00 in Mu': Downward = 1,449 999 ft-# Mu: Design = 7,203 874 ft-# Key Width = 0.00 in Actual 1-Way Shear = 26.18 9.64 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 40.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #4 @ 7.94 in Pc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes& Spacings Cover @ Top 2.00 © 'Rm. 3.00 in Toe: #4@ 7.94 in,#5@ 12.30 in,#6@ 17.46 in,#7@ 23.81 in,#8@ 31.35 in,#9@ 39 Heel:Not req'd:Mu<phi"5"lambda"sgrt(fc)"Sm Key: No key defined Min footing T&S reinf Area 1.46 in2 Min footing T&S reinf Area per foot 0.30 in2 /ft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 7.94 in #4@ 15.87 in #5@ 12.30 in #5@ 24.60 in #6© 17.46 in #6©34.92 in Summary of Overturning & Resisting Forces & Moments l OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,680.6 3.06 5,135.0 Soil Over Heel = 1,023.7 4.25 4,349.2 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 750.0 3.33 2,500.0 Load @ Stem Above Soil= "Axial Live Load on Stem = 750.0 3.33 2,500.0 Seismic Earth Load = 407.1 5.50 2,239.0 Soil Over Toe = 1.50 = Surcharge Over Toe = Total 2,087.E O.T.M. 7,374.0 Stem Weight(s) = 800.0 3.33 2,666.7 Earth @ Stem Transitions= = Footing Weight = 845.3 2.42 2,041.3 Resisting/Overturning Ratio = 1.57 Key Weight = Vertical Loads used for Soil Pressure= 4,169.0 lbs Vert.Component = Total= 3,419.0 lbs R.M.= 11,557.1 If seismic is included,the OTM and sliding ratios *Axial live load NOT included in total displayed or used for overturning be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 resistance,but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Use menu item Settings>Printing&Title Block Title Lennar prototype wall Page: ,1 r to set these five lines of information Job#: Dsgnr: DJH Date: 16 FEB 2017 for your program. Description.... wall w/slab for sliding with small heel SI.1My 1L This Wall in File:C:\Users\Dave\Documents\RetainPro 10 Project Filesklennar prototype wall w_slab f RetainPro(c)1987-2017, Build 11.17,11.03 License:KW-06056184 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To:HORN CONSULTING ENGINEERS Criteria 0 Soil Data I P Retained Height = 7.00 ft Allow Soil Bearing = 2,000.0 psi WallEquivalent Fluid Pressure Method height above soil = 0.00 ft Active Heel Pressure = 40.0 psi/ft Slope Behind Wall = 0.00 Height of Soil over Toe = 6.00 in = Water height over heel = 0.0 ft Passive Pressure = 250.0 psi/ft Soil Density, Heel = 110.00 pcf Soil Density,Toe = 0.00 pcf FootingliSoil Friction = 0.450 Soil height to ignore for passive pressure = 12.00 in �_ e Surcharge Loads Lateral Load Applied to Stem 0 Adjacent Footing Load Surcharge Over Heel = 0.0 psi 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 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Load Applied to Stem ` Load Type = Wind (W)(Service Level) Footing Type Line Load Base Above/Below Soil 0.0 ft Axial Dead Load = 750.0 lbs Wind on Exposed Stem= 0.0 psi at Back of Wall Axial Live Load = 750.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load II Method :Mononobe-Okabe/Seed-Whitman Kae for seismic earth pressure = 0.445 Added seismic base force 323.1 lbs Design Kh = 0.200 g K�}��§t eprMure = 0.319 = 0.126 Using Mononobe-Okabe/Seed-Whitman procedure t Usp menu item Settings>Printing&Title Block Title Lennar prototype wall Page: 2 to set these five lines of information Job#: Dsgnr: DJH Date: 16 FEB 2017 for your program. Description.... 1 wall wr slab for sliding with small heel iA% ��1 This Wall in File:C:\Users\Dave\Documents\RetainPro 10 Project Filesllennar prototype wall w_slab f RetainPro(e)1987-2017, Build 11.17.11.03 License:KW-06056184 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To: HORN CONSULTING ENGINEERS Design Summary I Stem Construction i Bottom Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 1.75 OK Wall Material Above"lit" = Concrete Slab Resists All Sliding ! Design Method = LRFD ASD LRFD Thickness = 8.00 Total Bearing Load = 3,854 lbs Rebar Size = # 4 ...resultant ecc. = 7.24 in Rebar Spacing = 7.75 PSoil Pressure Toe = 1,634 psf OK Rebar DataD at = Edge Soil Pressure @ Heel = 146 psf OK Design Data fb/FB+fa/Fa = 0.694 Allowable = 2,000 psf Total Force @ Section Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,288 psf Service Level lbs= ACI Factored @ Heel = 204 psf Strength Level lbs= 2,095.6 Footing Shear©Toe = 20.1 psi OK Moment ce al.Acte Servi Level Footing Shear @ Heel = 6.8 psi OK ft-#= Strength Level ft = 5,691.5 Allowable = 75.0 psi Sliding Calcs Moment Allowable = 8,200.4 Lateral Sliding Force = 1,657.0 lbs Shear Actual Service Level psi= Strength Level psi= 27.9 Shear Allowable psi= 75.0 Anet(Masonry) in2= 139.50 Rebar Depth 'd' in= 6.25 Masonry Data fm psi= Fs psi= Solid Grouting = Vertical component of active lateral soil pressure IS Modular Ratio'n' _ NOT considered in the calculation of soil bearing Wall Weight psf= 100.0 Load Factors Short Term Factor = Building Code IBC 2015,ACI Equiv. Solid Thick. = Dead Load 1.400 Masonry Block Type = Medium Weight Live Load 1.700 Masonry Design Method = ASD Earth,H 1.700 Concrete Data Wind;W 1.300 fc psi= 2,500.0 Seismic,E 1.000 Fy psi= 60,000.0 Use menu item Settings>Printing&Title Block Title Lennar prototype wall Page: -3 r to set these five lines of information Job#: Dsgnr: DJH Date: 16 FEB 2017 for your program. Description.... / wall WI slab for sliding with small heel De 1 c76 This Wall in File:C:\Users\Dave\Documents\RetainPro 10 Project Files\lennar prototype wall w_slab f v RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06086184 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To:HORN CONSULTING ENGINEERS Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.2132 in2/ft (4/3)*As: 0.2843 in2/ft Min Stem T&S Reinf Area 1.344 in2 200bd/fy:200(12)(6.25)/60000: 0.25 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.192 in2/ft 0.0018bh :0.0018(12)(8): 0.1728 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of: Required Area: 0.25 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area: 0.3097 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.8467 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Dimensions & Strengths I Footing Design Results Toe Width = 2.50 ft • Heel Heel Width = 1.83 Factored Pressure = 2,288 204 psf Total Footing Width = 4.33 Mu': Upward = 5,896 264 ft-# Footing Thickness = 14.00 in Mu':Downward = 1,006 895 ft-# Mu: Design = 4,890 631 ft-# Key Width = 0.00 in Actual 1-Way Shear = 20.10 6.78 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 40.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #4 @ 7.94 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: #4@ 7.94 in,#5@ 12.30 in,#6@ 17.46 in,#7@ 23.81 in,#8@ 31.35 in,#9@ 39 Heel: Not req'd:Mu<phi'S'lambda'sgrt(fc)*Sm Key: No key defined Min footing T&S reinf Area 1.31 in2 Min footing T&S reinf Area per foot 0.30 in2 rft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 7.94 in #4@ 15.87 in #5@ 12.30 in #5@ 24.60 in #6@ 17.46 in #6@ 34.92 in Summary of Overturning & Resisting Forces & Moments i OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-ft Heel Active Pressure = 1,333.9 2.72 3,631.1 Soil Over Heel = 895.8 3.75 3,357.6 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 750.0 2.83 2,125.0 Load @ Stem Above Soil= *Axial Live Load on Stem = 750.0 2.83 2,125.0 Seismic Earth Load = 323.1 4.90 1,583.3 Soil Over Toe = 1.25 = Surcharge Over Toe = Total 1,657.0 O.T.M. 5,214.4 Stem Weight(s) = 700.0 2.83 1,983.3 Earth©Stem Transitions= = = Footing Weight = 757.8 2.17 1,640.5 ResIsting/Overturning Ratio = 1.75 Key Weight = Vertical Loads used for Soil Pressure= 3,853.5 lbs Vert. Component = Total= 3,103.5 lbs R.M= 9,106.5 If seismic is included,the OTM and sliding ratios 'Axial live load NOT included in total displayed or used for overturning be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 resistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Use menu item Settings>Printing&Title Block Title Lennar prototype wall Page: 1 to set these five lines of Information Job#: Dsgnr: DJH Date: 16 FEB 2017 for your program. Description.... Hw , 1wall w/slab for sliding with small heel This Wall in File:C:\Users\Dave\Documents\RetainPro 10 Project Files\lennar prototype wall w_slab f RetalnPro(c)1987-2017, Build 11.17.11.03 License:KW-06056184 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To: HORN CONSULTING ENGINEERS Criteria I Soil Data gm°.. l Retained Height = 6.00 ft Allow Soil Bearing = 2,000.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00 Active Heel Pressure = 40.0 psf/ft Height of Soil over Toe = 6.00 in = Water height over heel = 0.0 ft Passive Pressure = 250.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density,Toe = 0.00 pcf FootingllSoil Friction = 0.450 Soil height to ignore e J for passive pressure = 12.00 in _y Surcharge Loads Lateral Load Applied to Stem I 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 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Walt to Ft CL Dist = 0.00 ft Load Type = Wind(W) 9 Axial Load Applied to Stem it Load Level) Footing Type Line Load Base Above/Below Soil Axial Dead Load = 750.0 lbs Wind on Exposed Stern= 0.0 psf at Back of Wall 0.0 ft Axial Live Load = 750.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load Method : Mononobe-Okabe/Seed-Whitman Kae for seismic earth pressure = 0.445 Added seismic base force 237.4 lbs Design Kh = 0.2D0 g K ��§ a prsure = 0.319 = 0.126 Using Mononobe-Okabe/Seed-Whitman procedure Use menu item Settings>Printing&Title Block Title Lennar prototype wall Page: 2 r to set these five lines of information Job#: Dsgnr: DJH Date: 16 FEB 2017 for your program. Description.... wall w/slab for sliding with small heel c'11V'Z 0 This Wall in File:C:\Users\Dave\Documents\RetainPro 10 Project Files\lennar prototype wall w_slab f �1 RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06056184 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To:HORN CONSULTING ENGINEERS Design Summary I Stem Construction I Bottom Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 1.85 OK Wall Material Above"Ht" = Concrete Slab Resists All Sliding ! Design Method = LRFD ASD LRFD Thickness = 8.00 Total Bearing Load = 3,405 lbs Rebar Size = # 4 ...resultant ecc. = 6.13 in Rebar Spacing = 9.00 Rebar Placed at = Edge Soil Pressure @ Toe = 1,766 psf OK Design Data Soil Pressure @ Heel = 137 psf OK fb/FB+fa/Fa = 0.503 Allowable = 2,000 psf Total Force @ Section Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,472 psf Service Level lbs= ACI Factored @ Heel = 191 psf Strength Level Ibs= 1,539.6 Footing Shear @ Toe = 18.8 psi OK Moment....Actual Level Service Level ft-#= Footing Shear @ Heel = 5,5 psi OK Strength Level ft-#= 3,584.2 Allowable = 75.0 psi Sliding Calcs Moment Allowable = 7,122.4 Lateral Sliding Force = 1,217.4 lbs Shear Actual Service Level psi= Strength Level psi= 20.5 Shear Allowable psi= 75.0 Met(Masonry) in2= 139.50 Rebar Depth 'd' in= 6.25 Masonry Data fm psi= Fs psi= Solid Grouting = Vertical component of active lateral soil pressure IS Modular Ratio'n' = NOT considered in the calculation of soil bearing Wall Weight psf= 100.0 Load Factors Short Term Factor = Building Code IBC 2015,ACI Equiv.Solid Thick. = Dead Load 1.400 Masonry Block Type = Medium Weight Live Load 1.700 Masonry Design Method = ASD Earth,H 1.700 Concrete Data Wind,W 1.300 fc psi= 2,500.0 Seismic, E 1.000 Fy psi= 60,000.0 / Us")menu item Settings>Printing&Title Block Title Lennar prototype wall Page: 3 to set these five lines of information Job#: Dsgnr: DJH Date: 16 FEB 2017 for your program. Description.... wall w/slab for sliding with small heel S}•%wZ I This Wall in File:C:\Users\DavelDocuments\RetainPro 10 Project Filesdennar prototype wall w_slab f RetainPro(c)1987.2017, Build 11.17.11.03 License:KW-06066164 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To:HORN CONSULTING ENGINEERS Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.1343 in2/ft (4/3)*As: 0.179 in2/ft Min Stem T&S Reinf Area 1.152 in2 200bd/fy:200(12)(6.25)/60000: 0.25 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.192 in2/ft 0.0018bh: 0.0018(12)(8): 0.1728 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.179 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area: 0.2667 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.8467 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Dimensions &Strengths 11 Footing Design Results Toe Width = 1.75 ft Ige Heel Heel Width = 1.83 Factored Pressure = 2,472 191 psf Total Footing Width = 3.58 Mu': Upward = 3,216 296 ft-# Footing Thickness = 12.00 in Mu':Downward = 439 767 ft-# Mu: Design = 2,777 471 ft-# Key Width = 0.00 in Actual 1-Way Shear = 18.76 5.55 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 40.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #4 @ 9.26 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes& Spacings Cover @ Top 2.00 @ Btm= 3.00 in Toe: #4@ 9.26 in,#5@ 14.35 in,#6@ 20.37 in,#7©27.78 in,#8@ 36.57 in,#9@ 46 Heel: Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm Key: No key defined Min footing T&S reinf Area 0.93 in2 Min footing T&S reinf Area per foot 0.26 in2 /ft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 9.26 in #4@ 18.52 in #5@ 14.35 in #5@ 28.70 in #6@ 20.37 in #6@ 40.74 in Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 980.0 2.33 2,286.7 Soil Over Heel = 767.8 3.00 2,302.1 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 750.0 2.08 1,562.5 Load @ Stem Above Soil= *Axial Live Load on Stem = 750.0 2.08 1,562.5 Seismic Earth Load = 237.4 4.20 997.0 Soil Over Toe = 0.88 = Surcharge Over Toe = Total 1,217.4 O.T.M. 3,283.7 Stem Weight(s) = 600.0 2.08 1,250.0 Earth @ Stem Transitions= = = Footing Weight = 537.0 1.79 961.2 Resisting/Overturning Ratio = 1.85 Key Weight = Vertical Loads used for Soil Pressure= 3,404.8 lbs Vert.Component = Total= 2,654.8 lbs R.M.= 6,075.9 If seismic is included,the OTM and sliding ratios "Axial live load NOT included in total displayed or used for overturning be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 resistance,but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Use menu item Settings>Printing&Title Block Title Lennar prototype wall Page:t1 r to set these five lines of information Job#: Dsgnr: DJH Date: 16 FEB 2017 for your program. Description.... wall wl slab for sliding with small heel S \Aft Z This Wall in File:C:\Users\Dave\Documents\RetainPro 10 Project Filesllennar prototype wall w_slab f RetalnPro(c)1987-2017, Build 11.17.11.03 License:KW-06056184 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To: HORN CONSULTING ENGINEERS Criteria I Soil Data Retained Height = 5.00 ft Allow Soil Bearing = 2,000.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Active Heel Pressure = 40.0 psf/ft Slope Behind Wall = 0.00 Height of Soil over Toe = 6.00 in = Water height over heel = 0.0 ft Passive Pressure = 250.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density,Toe = 0.00 pcf FootingliSoil Friction = 0.450 l I Soil height to ignore for passive pressure = 12.00 in i `Surcharge Loads I Lateral Load Applied to Stem I Adjacent Footing LoadII 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 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Load Type = Wind(W) Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem II Load Level) Footing Type Line Load Base Above/Below Soil 0.0 ft Axial Dead Load = 750.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Live Load = 750.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load Method :Mononobe-Okabe/Seed-Whitman Kae for seismic earth pressure = 0.445 Added seismic base force 174.4 lbs Design Kh = 0.200 g K P? a i5r sure = 0.319 = 0.126 Using Mononobe-Okabe 1 Seed-Whitman procedure Use menu item Settings>Printing&Title Block Title Lennar prototype wall Page: 2 to set these five lines of information Job#: Dsgnr: DJH Date: 16 FEB 2017 for your program. Description.... wall wf slab for sliding with small heel Sl\v("2.3 This Wall in File:C:\Users\Dave\Documents\RetainPro 10 Project Files\lenner prototype wall w_slab f License:KW-06056184 Build 11.17.11.03 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To:HORN CONSULTING ENGINEERS Design Summary I Stem Construction k Bottom Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 2.01 OK Wall Material Above"Ht" = Concrete Slab Resists All Sliding ! Design Method = LRFD ASD LRFD Thickness = 8.00 Total Bearing Load = 2,908 lbs Rebar Size = # 4 ...resultant ecc. = 3.73 in Rebar Spacing = 13.50 Rebar Placed at = Edge Soil Pressure©Toe = 1,573 psf OK Design Data Soil Pressure @ Heel = 366 psf OK fb/FB+fa/Fa = 0.435 Allowable = 2,000 psf Total Force @ Section Soil Pressure Less Than Allowable ACI Factored G Toe = 2,202 psf Service Level lbs= ACI Factored t Heel = 513 psf Strength Level Ibs= 1,078.4 Footing Shear @Toe = 11.1 psi OK Moment....Actual Service Level ft#_ Footing Shear Q Heel = 1.6 psi OK Allowable = 75.0 psi Strength Level ft-#= 2,101.9 Sliding Calcs Moment Allowable = 4,832.2 Lateral Sliding Force = 894.4 lbs Shear Actual Service Level psi= Strength Level psi= 14.4 Shear Allowable psi= 75.0 Anet(Masonry) in2= 139.50 Rebar Depth 'd' in= 6.25 Masonry Data fm psi Fs psi= Solid Grouting = Vertical component of active lateral soil pressure IS Modular Ratio'n' = NOT considered in the calculation of soil bearing Wall Weight psf 100.0 Load Factors Short Term Factor = Building Code IBC 2015,ACI Equiv.Solid Thick. = Dead Load 1.400 Masonry Block Type = Medium Weight Live Load 1.700 Masonry Design Method = ASD Earth,H 1.700 Concrete Data Wind,W 1.300 fc psi= 2,500.0 Seismic,E 1.000 Fy psi= 60,000.0 Use menu item Settings>Printing&Title Block Title Lennar prototype wall Page: 13 to set these five lines of information Job#: Dsgnr: DJH Date: 16 FEB 2017 for your program. Description....w S w,Z I wall w/slab for sliding with small heel This Wall in File:C:\Users\Dave\Documents\RetainPro 10 Project Files\lennar prototype wall w_slab f RetainFro License: ' Build 11.17.11.03 KW-06056184 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To:HORN CONSULTING ENGINEERS Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.0787 in2/ft (4/3)*As: 0.105 in2/ft Min Stem T&S Reinf Area 0.960 in2 200bd/fy:200(12)(6.25)/60000: 0.25 in2/ft Min Stem T&S Reinf Area per ft of stem Height: 0.192 in2/ft 0.0018bh:0.0018(12)(8): 0.1728 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area: 0.1778 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.8467 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Dimensions & Strengths I Footing Design Results Toe Width = 1.50 ft Toe Heel Heel Width = 1.50 Factored Pressure = 2,202 513 psf Total Footing Width = 3.00 Mu':Upward = 2,160 232 ft-# Footing Thickness = 12.00 in Mu': Downward = 323 340 ft-# Mu: Design = 1,837 108 ft-# Key Width = 0.00 in Actual 1-Way Shear = 11.05 1.62 psi Key Depth = 0.00 in Allow 1-Way Shear = 40.00 40.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = None Spec'd fc = 2,500psi Fy = 60,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm= 3.00 in Toe: Not req'd: Mu<phi*5*lambda*sgrt(fc)*Sm Heel:Not req'd:Mu<phi'5*lambda*sgrt(fc)'Sm Key: No key defined Min footing T&S reinf Area 0.78 in2 Min footing T&S reinf Area per foot 0.26 in2 /ft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 9.26 in #4@ 18.52 in #5@ 14.35 in #5@ 28.70 in #6@ 20.37 in #6@ 40.74 in Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 720.0 2.00 1,440.0 Soil Over Heel = 458.3 2.58 1,184.0 Surcharge over Heel = Sloped Soil Over Heel Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 750.0 1.83 1,375.0 Load @ Stem Above Soil= •Axial Live Load on Stem = 750.0 1.83 1,375.0 Seismic Earth Load = 174.4 3.60 627.9 Soil Over Toe = 0.75 = Surcharge Over Toe = Total 894.4 O.T.M. 2,067.9 Stem Weight(s) = 500.0 1.83 916.7 Earth @ Stem Transitions= I = = Footing Weight = 450.0 1.50 675.0 Resisting/Overturning Ratio = 2.01 Key Weight = Vertical Loads used for Soil Pressure= 2,908.3 lbs Vert.Component Total= 2,158.3 lbs R.M.= 4,150.7 If seismic is included,the OTM and sliding ratios *Axial live load NOT included in total displayed or used for overturning be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 resistance,but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Use menu Item Settings>Printing&Title Block Title Lennar prototype wall Page: 1 to set these five lines of Information Job#: Dsgnr. DJH Date: 11 JAN 2018 for your program. Description.... wall w/o slab for sliding&garage floor slab on high side This Wall in File:C:lUsers\Dave1DocumentskRetainpro 10 Project FilesUennar_prototype retaining wal RetainPro(c11987-2016, Build 11.10.11.12 - - License:KW-06086184 Cantilevered Retaining Wall Code: IBC2015,ACI318-14,ACI 530-13 License To: HORN CONSULTING ENGINEERS Criteria Soil Data Retained Height = 5.00ft Allow Soil Bearing = 2,000.0psf ,Y Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method 4,, Active Heel Pressure = 40.0 psf/ft Slope Behind Wall = 0.00 f,w o i Height of Soil over Toe = 6.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density, Heel = 110.00 pcf o Soil Density,Toe = 0.00 pcf Arf A FootingliSoil Friction = 0.450 Soil height to ignore for passive pressure = 12.00 in � u , N2 ) [ I k ' - Xrv.,i: v iL.X ..1.14:. Surcharge Loads I Lateral Load Applied to Stem II Adjacent Footing Load Surcharge Over Heel = 50.0 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 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ft CL Dist = 0.00 ft Load Type = Wind(W) 9 Axial Load Applied to Stem Footing Type Line Load (Service Level) Base Above/Below Soil Axial Dead Load = 750.0 lbs Wind on Exposed Stem= 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 750.0 lbs (Service Level) Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.300 Earth Pressure Seismic Load Method :Mononobe-Okabe/Seed-Whitman Kae for seismic earth pressure = 0.445 Added seismic base force 174.5 lbs Design Kh = 0.200 g K § e Pr ure = 0.319 Using Mononobe-Okabe/Seed-Whitman procedure = 0.126 Use menu Item Settings>Printing&Title Block Title Lennar prototype wall Page: 2" to set these five lines of information Job#: Dsgnr: DJH Date: 11 JAN 2018 for your program. Description,... wall w/o slab for sliding&garage floor slab on high side This Wall in File:C:tUsers\DavefDocumentstRetainPro 10 Project Files 1lennarj,rototype retaining wal RetainPro tc)1987-2016, Build 11.16.11.12 License:Kw-06056184 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To:HORN CONSULTING ENGINEERS Design Summary a -Stem Construction I Bottom OK Wall Stability Ratios Design Height Above Ftg ft= Stem0.00 Overturning = 2.87 OK Wall Material Above"Ht" = Concrete Sliding = 1.55 OK Design Method = LRFD ASD LRFD Thickness = 8.00 Total Bearing Load = 3,850 lbs Rebar Size = # 4 ...resultant ecc. = 6.33 in Rebar Spacing = 13.00 Soil Pressure @ Toe = 1,724 psf OK Rebar Placed at = Edge Design Data Soil Pressure @ Heel = 201 psf OK Allowable = 2,000 tbIF6+fa/Fa = 0.497 psf Total Force @ Section Soil Pressure Less Than Allowable ACI Factored©Toe = 2,414 psf Service Level lbs= ACI Factored @ Heel = 281 psf Strength Level lbs 1,233.1 Footing Shear @ Toe = 10.4 psi OK Moment..Actual Footing Shear @ Heel = 4.2psi OK Service Level ft#_ Strength Level ft#= 2,488.6 Allowable = 75.0 psi Sliding l'alcs Moment Allowable = 5,011.3 Lateral Sliding Force = 1,003.6 lbs less 100%Passive Force= - 156.3 lbs Service Level psi= less 100%Friction Force = - 1,395.0 lbs Strength Level psi= 16.4 Added Force Req'd = 0.0 lbs OK Shear Allowable psi= 75.0 ....for 1.5 Stability = 0.0 lbs OK Anet(Masonry) in2= 139.50 Rebar Depth 'd' in= 6.25 Masonry Data I'm psi= Fs psi= Vertical component of active lateral soil pressure IS Solid Grouting = Modular Ration' = NOT considered in the calculation of soil bearing Wall Weight psf= 100.0 Load Factors Short Term Factor = Building Code IBC 2015,ACI Equiv.Solid Thick. = Dead Load 1.400 Masonry Block Type = Medium Weight Live Load 1.700 Masonry Design Method = ASD Earth, H 1.700 Concrete Data Wind,W 1.300 fc psi= 2,500.0 Seismic,E 1.000 Fy psi= 60,000.0 r UeM menu item Settings a Printing&Title Block Title Lennar prototype wall Page: 3 to set these five lines of information Job#: Dsgnr: DJH Date: 11 JAN 2018 for your program. Description.... wall w/o slab for sliding&garage floor slab on high side This Wall in File:C:\Users\Dave\DocumentsU2etainpro 10 Project Fileskiennar,prototype retaining wal RetalnPro(01987-2016, Build 11.16.11.12 License:KW-06056184 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To:HORN CONSULTING ENGINEERS Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.0932 in2/ft (4/3)`As: 0.1243 in2/ft Min Stem T&S Reinf Area 0.960 in2 200bd/fy:200(12)(6.25)/60000: 0.25 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.192 in2/ft 0.0018bh:0.0018(12)(8): 0.1728 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area: 0.1846 in2/ft #5 G 19.38 in #5@ 38.75 in Maximum Area: 0.8467 in2/ft #bar 27.50 in #6@ 55.00 in Footing Dimensions&Strengths ` Footing Design Results Toe Width = 1.25 ft jig Heel Heel Width = 2.75 Factored Pressure = 2,414 281 psf Total Footing Width = 4.00 Mu':Upward = 1,712 1,414 ft4 Footing Thickness = 12.00 in Mu':Downward = 224 2,311 ft-# Mu: Design = 1,488 897 ft4 Key Width = 0.00 in Actual 1-WayShear = 10.44 4.17 psi Key Depth = 0.00 in Allow 1-Wa Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = None Spec'd fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As T = 0.0018 Other Spacings Acceptable Sizes&S s Cover @ Top 2.00 @ Btm= 3.00 in p g Toe: Not req'd:Mu<phi•5`lambda*sgrt(fc)`Sm Heel:Not req'd:Mu<phi*5`lambda'sgrt(fc)*Sm Key: No key defined Min footing T&S reinf Area 1.04 in2 Min footing T&S reinf Area per foot 0.26 in2 At If one layer of horizontal bars: If two layers of horizontal bars: #4@ 9.26 in #4@ 18.52 in #5@ 14.35 in #5©28.70 in #6@ 20.37 in #6@ 40.74 in Summary of Overturning & Resisting Forces& Moments OVERTURNING RESISTING 1 Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 720.0 2.00 1,440.0 Soil Over Heel = 1,145.8 2.96 3,389.8 Surcharge over Heel = 109.1 3.00 327.3 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 104.2 2.96 308.2 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 750.0 1.58 1,187.5 Load @ Stem Above Soil= *Axial Live Load on Stem = 750.0 1.58 1,187.5 Seismic Earth Load = 174.5 3.60 628.2 Soil Over Toe = 0.63 = Surcharge Over Toe = Total 1,003.E O.T.M. 2,395.5 Stem Weight(s) = 500.0 1.58 791.7 = Earth @ Stem Transitions= = Footing Weight = 600.0 2.00 1,200.0 Resisting/Overturning Ratio = 2.87 Key Weight = Vertical Loads used for Soil Pressure= 3,850.0 lbs Vert.Component = Total= 3,100.0 lbs R.M.= 6,877.1 If seismic is included,the OTM and sliding ratios *Axial live load NOT included in total displayed or used for overturning be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 resistance, but is Included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Use menu item Settings>Printing&Title Block Title Lennar prototype wall TVPage: 1 1 to set these five lines of information Job#: Dsgnr: DJH Date: 11-JAN 2018 for your program. Description.... wall wlo slab for sliding&garage floor slab on high side This Wall in File:C:\Users\DaveDDocuments\RetainPro 10 Project Files1lennar_prototype retaining wal RetalnPro(c)1987.2016, Build 11.16.11.12 Loon*.:KW-06066184 Cantilevered Retaining Wall Code: IBC 2015,AC1318-14,ACI 530-13 License To:HORN CONSULTING ENGINEERS Criteria II Soil Data Retained Height = 6.00 ft Allow Soil Bearing = 2,000.0 psf a '-. Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00 Active Heel Pressure = 40.0 psfift " : Height of Soil over Toe = 6.00 in Passive Pressure = 250.0 psf/ft R Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf -aAct 0. Soil Density,Toe = 0.00 pcf FootingljSoil Friction = 0.450 ,, Soil height to ignore • for passive pressure = 12.00 in 14 'P}ti t'.L ..4 Surcharge Loads ` Lateral Load Applied to Stem 0 Adjacent Footing Load Surcharge Over Heel = 50.0 psf Used To Resist Sliding 8 Overturning Lateral Load = 0.0#lft Adjacent Footing Load = 0.0 lbs Surcharge Over Toe = 0 0 ...Height to Top = 0.00 ft Footing Width = 0.00 ft Used for Sliding&Overturning Height to Bottom = 0.00 ft Eccentricity = 0.00 in Load Type = Wind Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Line Load (Service Level) Base Above/Below Soil Axial Dead Load = 750.0 lbs Wind on Exposed Stem= 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 750.0 lbs (Service Level) Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.300 Earth Pressure Seismic Load 0 Method :Mononobe-Okabe/Seed-Whitman Kae for seismic earth pressure = 0.445 Added seismic base force 237.5 lbs Design Kh = 0.200 9 K are pr ure = 0.319 Using Mononobe-Okabe/Seed-Whitman procedure = 0.126 Use menu item Settings>Printing&Title Block Title tanner prototype wall Page: 2 to set these five lines of Information Job#: Dsgnr: DJH Date: 11 JAN 2018 for your program. Description.... wall w/o slab for sliding&garage floor slab on high side This Wall in File:C:lUsers\DavelDocuments'RetainPro 10 Project Filesllennar_prototype retaining wal RetalnPro(c)1987.2016, Build 11.16.11.12 License:KW-06056184 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To:HORN CONSULTING ENGINEERS Design Summary I Stem Construction 0 Bottom m OK Wall Stability Ratios Design Height Above Ftg ft= 8 0.00 Overturning = 3.39 OK Wall Material Above"Ht" = Concrete Sliding = 1.56 OK Design Method = LRFD ASD LRFD Thickness = 8.00 Total Bearing Load = 5,077 lbs Rebar Size = # 4 ...resultant ecc. = 7.14 in Rebar Spacing = 11.50 Soil Pressure QToe = 1,625 psf OK Rebar Placed at = Edge Design Data Soil Pressure @ Heel = 309 psf OK tb/FBAllowable = 2,000 psf Total+ rce = 0.734 Soil Pressure Less Than Allowable Total Force Section ACI Factored @ Toe = 2,274 psf Service Level lbs= ACI Factored @ Heel = 433 psf Strength Level lbs= 1,725.2 Footing Shear @Toe = 14.2 psi OK Momenl...Actuai Service Level ft-it= Footing Shear @ Heel = 6.6psi OK Allowable = Strength Level ft-#= 4,141.2 75.0 psi Sliding Caics Moment Allowable = 5,638.3 Lateral Sliding Force = 1,344.8 lbs less 100%Passive Force= - 156.3 lbs Service Level psi= less 100%Friction Force = - 1,947.0 lbs Strength Level psi= 23.0 Added Force Req'd = 0.0 lbs OK Shear Allowable psi= 75.0 ....for 1.5 Stability = 0.0 lbs OK Anet(Masonry) In2= 139.50 Rebar Depth 'd' in= 6.25 Masonry Data fm psi= Fs psi= Vertical component of active lateral soil pressure IS Solid Grouting = lar NOT considered in the calculation of soil bearing WallMod Weight psf= 100.0 Load Factors Short Term Factor = Building Code IBC 2015,ACI Equiv.Solid Thick. = Dead Load 1.400 Masonry Block Type = Medium Weight Live Load 1.700 Masonry Design Method = ASD Earth,H 1.700 Concrete Data Wind,W 1.300 fc psi 2,500.0 Seismic,E 1.000 Fy psi= 60,000.0 PI )0 Use menu item Settings>Printing&Title Block Title Lennar prototype wall Page: 3 k to set these five lines of information Job#: Dsgnr: DJH Date: 11 JAN 2018 for your program. Description.... wall w/o slab for sliding&garage floor slab on high side This Well in File:C:\Users\Dave\Documents\RetainPro 10 Project Filesllennarjrrototype retaining wal iceense:Kro W-0soss;tu' amld11.16.11.12 Cantilevered RetainingWall License To:HORN CONSULTING ENGINEERS Code: IBC 2015,ACI 318-14,ACI 530-13 Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.1552 in2/ft (4/3)*As: 0.2069 in2/ft Min Stem T&S Reinf Area 1.152 in2 200bd/fy:200(12)(6.25y60000: 0.25 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.192 in2/ft 0.0018bh:0.0018(12)(8): 0.1728 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.2069 in2/ft #4tp 12.50 in #4@ 25.00 in Provided Area: 0.2087 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.8467 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Dimensions &Strengths I Footing Design Results Toe Width = 1.50 ft T.o Heel Heel Width = 3.75 Factored Pressure = 2,274 433 psf Total Footing Width = 5.25 Mu':Upward = 2,361 3,773 ft-# Footing Thickness = 12.00 in Mu':Downward = 323 5,794 ft-# Key Width = 0.00 in Mu: Design = 2,039 2,022 ft-# Key Depth = 0 00 in Actual 1-Way Shear = 14.22 6.63 psi Key Distance from Toe 0.00 ft Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = None Spec'd fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Cover(Lg Top 2.00 @ Btm= 3.00 in Other Acceptable Sizes&Spacings Toe: Not req'd:Mu<phi'5*lambda*sgrt(fc)-Sm Heel:Not req'd:Mu<phi*5`lambda*sgrt(fc)'Sm Key: No key defined Min footing T&S reinf Area 1.36 in2 Min footing T&S reinf Area per foot 0.26 in2 /ft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 9.26 in #4@ 18.52 in #5@ 14.35 in #5©28.70 in #6(4)20.37 in #6@ 40.74 in Summary of Overturning& Resisting Forces&Moments l OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# j Heel Active Pressure = 980.0 2.33 2,286.7 Soil Over Heel = 2,035.0 3.71 7,546.5 Surcharge over Heel = 127.3 3.50 445.5 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 154.2 3.71 571.7 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 750.0 1.83 1,375.0 Load @ Stem Above Soil= *Axial Live Load on Stem = 750.0 1.83 1,375.0 Seismic Earth Load = 237.5 4.20 997.6 Soil Over Toe = 0.75 = Surcharge Over Toe = Total 1,344.8 O.T.M. 3,729.7 Stem Weight(s) = 600.0 1.83 1,100.0 = Earth @ Stem Transitions= Footing Weight = 787.5 2.63 2,067.2 Resisting/Overturning Ratio = 3.39 Key Weight = Vertical Loads used for Soil Pressure= 5,076.7 lbs Vert.Component = Total= 4,326.7 lbs R.M= 12,660.3 If seismic is included,the OTM and sliding ratios "Axial live load NOT included in total displayed or used for overturning be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 resistance,but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. , Use menu item Settings>Printing&Title Block Title Lennar prototype wall FW� Page: 1 to set these five lines of Information Job#: Dsgnr: DJH Date: 11 JAN 2018 for your program. Description wall wfo slab for sliding&garage floor slab on high side This Wall in File:C:\Users\Dave\Documents\RetainPro 10 Project Files lennarJ)rototype retaining wal RetainPro(c)1987.2016, Build 11.16.11.12 License;KW-06o66184 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To:HORN CONSULTING ENGINEERS Criteria 1 Soil Data M Retained Height = 7.00 ft Allow Soil Bearing = 2,000.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Y Slope Behind Wall 0 00 Active Heel Pressure = 40.0 psf/ft Height of Soil over Toe = 6.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf 11 Soil Density,Toe = 0,00 pcf FootingllSoil Friction = 0.450 Soil height to ignore x for passive pressure = 12.00 in ". wii Y 'aF t ; n t R. :.'a 02 Surcharge Loads ` _,Lateral Load Applied to Stem ` Adjacent Footing Load Surcharge Over Heel = 50.0 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 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ft CL Dist Load Type = Wind(W) 9 = 0.00 ft _Axial Load Applied to Stem (Service Level) Footing Type Line Load Axial Dead Load = 750.0 lbs Base Above/Below Soil Wind on Exposed Stem= _0.0 psf at Back of Wall 0.0 ft Axial Live Load = 750.0 lbs (Service Level) Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.300 LEarth Pressure Seismic Load I Method :Mononobe Okabe/Seed-Whitman Kae for seismic earth pressure = 0.445 Added seismic base force 323.3 lbs Design Kh = 0.200 9 K eAlf prsure = 0.319 Using Mononobe-Okabe/Seed-Whitman procedure = 0.126 w?S Use menu kern Settings>Printing&Title Block Title Lennar prototype wall Page: 2 to set these five lines of Information Job#: Dsgnr: DJH Date: 11 JAN 2018 for your program. Description..., wall wlo slab for sliding&garage floor slab on high side This Wall in File:C:1Usera\DavelDocuments\RetainPro 10 Project Filesllennar_prototype retaining wal RetainPro(e)1987-2018, Build 11.16.11.12 Ucense:KW-06056184 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To:HORN CONSULTING ENGINEERS Design Summary II Stem Construction 1 Bottom Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 3.69 OK Wall Material Above"Ht" = Concrete Sliding = 1.55 OK Design Method = LRFD ASD LRFD Thickness = 8.00 Total Bearing Load = 6,481 lbs Rebar Size = # 4 ...resultant ecc. = 6.75 in Rebar Spacing = 9.00 Soil Pressure OToe = 1,515 psf OK Rebar Placed at = Edge Design Data Soil Pressure©Heel = 479 psf OK fbIFB+fa/Fa = 0.908 Allowable = 2,000 psf Total Force @ Section Soil Pressure Less Than Allowable Service Level lbs= ACI Factored @ Toe = 2,121 psf Strength Level lbs= 2,312.2 ACI Factored r_� Heel = 671 psi Footing Shear @ Toe = 14.8 psi OK Moment...Actual Service Level ft-#= Footing Shear @ Heel = 8.6 psi OK Strength Level ft#= 6,449.8 Allowable = 75.0 psi Sliding Calcs Moment Allowable = 7,122.4 Lateral Sliding Force = 1,805.7 lbs less 100%Passive Force= • 222.2 lbs Service Level psi= less 100%Friction Force = • 2,578.9 lbs Strength Level psi= 30.8 Added Force Read = 0.0 lbs OK Shear Allowable psi,= 75.0 ....for.1.5 Stability = 0.0 lbs OK Anet(Masonry) in2= 139.50 Rebar Depth 'd' in= 6.25 Masonry Data fm psi= Fs psi= Solid Grouting = Vertical component of active lateral soil pressure IS Modular Ration' _ NOT considered in the calculation of soil bearing Wall Weight psf= 100.0 Load Factors Short Term Factor = Building Code IBC 2015,ACI Equiv.Solid Thick. = Dead Load 1.400 Masonry Block Type = Medium Weight Live Load 1.700 Masonry Design Method = ASO Earth,H 1.700 Concrete Data Wind,W 1.300 fc psi= 2,500.0 Seismic,E 1.000 Fy psi 60,000.0 Use menu item Settings>Printing&Title Block Title Lenna(r prototype wall to set these five lines of Information Job# Page: 3 for our Dsgnr: DJH Date: 11 JAN 2018 y p��- Description.... wall wlo slab for sliding&garage floor slab on high side This Wall in File:C:lUsers\DaveDDocuments\RetainPro 10 Project Filesllennar prototype retaining wal RetalnPro(c)1987-2016, Build 11.16.11.12 License:KW-06056184 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To:HORN CONSULTING ENGINEERS Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.2417 in2/ft (4/3)*As: 0.3222 in2/ft Min Stem T&S Reinf Area 1.344 in2 200bdffy:200(12)(6.25y60000: 0.25 in2/ft Min Stem T&S Reinf Area 0.0018bh:0.0018(12)(8): 0.1728 in2/ft Horizontal Reinforcing Optionsft of stem Height:0.192 in2/ft One layer of: Two layers of: Required Area: 0.25 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area: 0.2667 in2/ft #5@ 19.38 in #5@ 36.75 in Maximum Area: 0.8467 tn2/ft #6@ 27.50 in #6@ 55.00 in [Footing Dimensions &Strengths M [ Footing Design Results Toe Width = 2.00 ft Toe Heel Heel Width = 4.50 Factored Pressure = 2,121 671 psf Total Footing Width = 6.50 Mu':Upward = 3,945 7,023 ft-# Footing Thickness = 14.00 in Mu':Downward = 644 10,345 ft-# Ke Width Mu: Design = 3,301 3,322 ft-# y = 0.00 in Actual 1-WayShear = 14.79 8.80 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = None Spec'd fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Cover @ Top 2.00 C Btm. 3.00 in Other Acceptable Sizes& Spacings Toe: Not req'd:Mu<phi*5*Iambda-sgrt(fc)*Sm Heel:Not req'd: Mu<phi*5*lambda*sgrt(fc)*Sm Key: No key defined Min footing T&S reinf Area 1.97 in2 Min footing T&S reinf Area per foot 0.30 in2 fit If one layer of horizontal bars: If two layers of horizontal bars: #4@ 7.94 in #4 vi 15.87 in #5@ 12.30 in #5@ 24.60 in #6@ 17.46 in #6©34.92 in [Summary of Overturning & Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-/f Heel Active Pressure = 1,333.9 2.72 3,631.1 Soil Over Heel - 2,951.7 4.58 Surcharge over Heel = 148.5 4.08 606.3 Sloped Soil Over Heel 13,528.5 Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = 191.7 4.58 878.5 Added Lateral Load = Adjacent Footing Load = Load @Stem Above Soil= Axial Dead Load on Stem= 750.0 2.33 1,750.0 Seismic Earth Load = *Axial Live Load on Stem = 750.0 2.33 1,750.0 323.3 4.90 1,584.2 Soil Over Toe - = - 1.00 Surcharge Over Toe = Stem Weight(s) = 700.0 2.33 1,633.3 Total 1,805.7 O.T.M. 5,821.E Earth @ Stem Transitions= Resisting/Overtuming Ratio = Footing Weight = 1,137.5 3.25 3,696.9 Vertical Loads used for Soil Pressure= 6,480.83 lbs Vey Weight = Vert.Component = If seismic Is included,the OTM and slidingratiosTotal= 5,730.8 lbs R.M= 21,487.2 be 1.1 per section 1807.2.3 of IBC 2009 r IBC 201 yresista loadt is included for soil total ressulre calculation for overturning Vertical component of active lateral soil pressure IS NOT considered in • the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. tivlo Use menu item Settings>Printing&Title Block Title Lennar prototype wall page: 1 to set these five lines of Information Job#: Dsgnr: DJH Date: 11 JAN 2018 for your program. Description.... wall w/o slab for sliding&garage floor slab on high side This Wall in File:C:lUsers1Dave\Documents1RetainPro 10 Project Files\lennar_prototype retaining wal RetalnPro(c)1981-2016, Build 11.16.11.12 License:Kw-06066184 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To:HORN CONSULTING ENGINEERS Criteria I Soil Data �sa4 Retained Height = 8.00 ft Allow Soil Bearing = 2,000.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method , Active Heel Pressure = 40.0 psf/ft Slope Behind Wall = 0.00 = 1y. Height of Soil over Toe = 6.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 0.00 pcf FootingllSoil Friction = 0.450 r "{ Soil height to ignore for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem i Adjacent Footing LoadIII Surcharge Over Heel = 50.0 psf Lateral Load = 0.0 PM 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 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to CL Dist = 0.00 ft Load Type = Wind(W) Ftg Axial Load Applied to Stem Footing Type Line Load (Service Level) Base Above/Below Soil Axial Dead Load = 750.0 lbs Wind on Exposed Stem= 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 750.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load Method :Mononobe-Okabe/Seed-Whitman Kae for seismic earth pressure = 0.445 Added seismic base force 407.3 lbs Design Kh = 0.200 9 Ki' Fl e f pr sure = 0.319 = 0.126 Using Mononobe-Okabe/Seed-Whitman procedure kNvii Uee menu Item Settings>Printing&Title Block Title Lennar prototype wall Page: 2 to set these five lines of information Job#: Dsgnr: DJH Date: 11 JAN 2018 for your program. Description.... wall w/o slab for sliding&garage floor slab on high side This Wall in File:C:\Users\Dave\Documents\RetainPro 10 Project Files lennar_lrototype retaining wal RLicense%1�6118, selld,,.,B.,1.,x Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To:HORN CONSULTING ENGINEERS Design Summary I Stem Construction 1 Bottom Wail Stabll Ratios Stem.00 itYDesign Height Above Ftg ft= 0.00 Overturning = 3.86 OK Wall Material Above"Ht" = Concrete Sliding = 1.57 OK Design Method = LRFD ASD LRFD Thickness = 8.00 Total Bearing Load = 8,108 lbs Rebar Size = # 4 ...resultant ecc. = 8.00 in Rebar Spacing = 6.50 Soil Pressure(d Toe = 1,657 psf OK Rebar Placed at = Edge Design Data Soil Pressure @ Heel = 505 psf OK fb/FBAllowable = 2,000 psf Total+fa/Face = 0.97s Soil Pressure Less Than Allowable Force Section ACI Factored @ Toe = 2,320 psf Service Level Ibs= ACI Factored @1 Heel = 706 psf Strength Level Ibs= 2,969.9 Footing Shear @ Toe = 16.6 psi OK Moment...Actual FootingShear Heel = Service Level ft-#= 11.8 psi OK Strength Level ft-#= 9,415.5 Allowable = 75.0 psi Sliding Calcs Moment Allowable = 9,660.7 Lateral Sliding Force = 2,254.5 lbs less 100%Passive Force= - 222.2 lbs Service Level psi= less 100%Friction Force = - 3,310.9 lbs Strength Level psi= 39.6 Added Force Req'd = 0.0 lbs OK Shear Allowable psi= 75.0 ....for 1.5 Stability = 0.0 lbs OK Anet(Masonry) in2= 139.50 Rebar Depth 'd' in= 6.25 Masonry Data fm psi= Fs psi= Vertical component of active lateral soil pressure IS Solid Grouting = NOT considered in the calculation of soil bearing Modular Rat tion' — Wall Weight psf 100.0 Load Factors Short Term Factor = Building Code IBC 2015,ACI Equiv.Solid Thick. _ Dead Load 1.400 Masonry Block Type = Medium Weight Live Load 1.700 Masonry Design Method = ASD Earth, H 1.700 Concrete Data Wind,W 1.300 fc psi= 2,500.0 Seismic,E 1.000 Fy psi 60,000.0 Use menu item Settings>Printing&Title Block Title Lennar prototype wall Ply V ' y Page: 3' to set these five lines of information Job#: Dsgnr: DJH Date: 1-1 JAN 2018 for your program. Description.... wall w/o slab for sliding&garage floor slab on high side This Wall in File:C:\Users\Dave\Documents\RetainPro 10 Project Files\lennar_prototype retaining vial RLicense:InProKW-1boss a.s Build 11.16.11.12 Cantilevered RetainingWall License To:HORN CONSULTING ENGINEERS Code:IBC 2015,ACI 318<14,ACI 530 13 Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.3528 in2/ft (4/3)*As: 0.4704 in2/ft Min Stem T&S Reinf Area 1.536 in2 200bd/fy:200(12)(6.25)/60000: 0.25 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.192 in2/ft 0.0018bh:0.0018(12)(8): 0.1728 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.3528 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area: 0.3692 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.8467 in2/ft #6©27.50 in #6@ 55.00 in Footing Dimensions&Strengths ` Footing Design Results - Toe Width = 2.00 ft 1 Heel Heel Width = 5.50 Factored Pressure = 2,320 706 psf Total Footing Width = 7.50 Mu':Upward = 4,354 12,301 ft-# Footing Thickness = 14.00 in Mu':Downward = 644 18,245 ft-# KeyWidth Mu: Design = 3,710 5,944 ft-#= 0.00 in Actual 1-WayShear = 16.61 11.75 psi Key Depth = 0.00 in Allow 1-Wa Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #4 @ 7.94 in Pc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 12.30 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm= 3.00 in p Toe: #4©7.94 in,#5@ 12.30 in,#6@ 17.46 in,#7021 23.81 in,#8@ 31.35 in,#9@ 39 Heel:#4©7.94 in,#5@ 12.30 in,#6©17.46 in,#7©23.81 in,#8@ 31.35 in,#9@ 39 Key: No key defined Min footing T&S reinf Area 2.27 in2 Min footing T&S reinf Area per foot 0.30 in2 /ft If one layer of horizontal bars: If two layers of horizontal bars: #4© 7.94 in #4@ 15.87 in #5@ 12.30 in #5/. 24.60 in #6@ 17.46 in #6@ 34.92 in Summary of Overturning & Resisting Forces& Moments l OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,680.6 3.06 5,135.0 Soil Over Heel = 4,253.3 5.08 21,621.1 Surcharge over Heel = 166.7 4.58 763.9 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 241.7 5.08 1,228.5 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 750.0 Load @ Stem Above Soil= 2.33. 1,750.0 *Axial Seismic Earth Load = 407.3 5.50 2,240.3 o1il Overr Toe Load on Stem = 750.0 00 1,750.0 _ = .00 Surcharge Over Toe = Total 2,254.5 O.T.M. 8,139.2 Stem Weight(s) = 800.0 2.33 1,866.7 Earth©Stem Transitions= = Footing Weigh! = 1,312.5 3.75 4,921.9 Resisting/Overtuming Ratio = 3.86 Key Weight _ Vertical Loads used for Soil Pressure= 8,107.5 lbs Vert.Component = If seismic is induded,the OTM and sliding ratios *Axial live load NOT included in total d splayed or used for overturns g1 be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 resistance,but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Use menu Item Settings>Printing&Title Block /" w'3 td set these five lines of Information Title Lennar prototype wall Page: 1 Job*: Dsgnr: DJH Date: 11 JAN 2018 for your program. Description.... wall wlo slab for sliding&garage floor slab on high side This Wall in File:C:1UsersiDave\Documents\RetainPro 10 Project FilesVennar-prototype retaining wal RetainPro(c)1987-2018, Bulk)11.16.11.12 License Tod:Hp,N CONSULTING ENGINEERS Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 [Criteria k Soil Data fl.'''W". ,.x Retained Height = 9•00 ft Allow Soil Bearing = 2,000.0 psi ' Equivalent Fluid Pressure Method Wall height above soil = 0.00 ft p Slope Behind Wall = 0 Active Heel Pressure 40.0 psf/ftl Height of Soil over Toe = 6.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf CA Soil Density,Toe = 0.00 pcf Footingiisoil Friction = 0.450 .1<<� Soil height to ignore for passive pressure = 12.00 in s J Surcharge Loads I [Lateral Load Applied to Stem I [Adjacent Footing Load Surcharge Over Heel = 50.0 psf Lateral Load = 0.0*fit 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 Used for Sliding&Overturning ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in [Axial Load L Load Type = Wind(W) Wall to Ftg CL Dist = 0.00 ft Applied to Stem I. (Service Level) Footing Type Line Load Axial Dead Load = 750.0 lbs Base Above/Below Soil Axial Live Load = Wind on Exposed Stem= 0.0 psf at Back of Wall = 0.0 ft 750.0 lbs (Service Level) Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.300 1 Earth Pressure Seismic Load I Method :Mononobe-Okabe/Seed-Whitman Kae for seismic earth pressure = 0.445 Added seismic base force 501.0 lbs Design Kh = 0.200 9 K >3Prure = 0.319 Using Mononobe-Okabe/Seed-Whitman procedure = 0.126 YWI its Use menu Item Settings>Printing&Title Block Title Lennar prototype wall Page: 2 , to set these five lines of information Job*: Dsgnr: DJH Date: 11 JAN 201 d for your program. Description.... wall w/o slab for sliding&garage floor slab on high side This Wall in File:C:\Users\Dave\Documents\RetainPro 10 Project Files\lennarj)rototype retaining wal RetalnProcense: 1W1687-2016, Build 11.16.11.12 Cantilevered RetainingWall Code: IBC 2015,ACI 318-14,ACI 530-13 License:Kw-0sose+s4 License To:HORN CONSULTING ENGINEERS Design Summary I Stem Construction I Bottom Stem OK Wall Stability Ratios Design Height Above Ft9 ft= 0.00 Overturning = 3.79 OK Wall Material Above"Fit" = Concrete Sliding = 1.54 OK Design Method = LRFD ASD LRFD Thickness = 10.00 Total Bearing Load = 9,702 lbs Rebar Size = # 5 ...resultant ecc. = 9.28 in Rebar Spacing = 9.50 Rebar Soil Pressure @ Toe = 1,838 psf OK Placedat = Edge Data Design Da Soil Pressure Q Heel = 514 psf OK fb/FB+fa/Fa = 0.968 Allowable = 2,000 psf Total Force @ Section Soil Pressure Less Than Allowable Service Level lbs= ACI Factored i Toe = 2,573 psf Strength Level lbs= 3,709.4 ACI Factored©Heel = 720 psf Moment....Actual Footing Shear C Toe = 18.8 psi OK Service Level 64= Footing Shear @ Heel = 15.2 psi OK Strength Level it-#= 13,171.0 Allowable = 75.0 psi Moment.....Allowable = 13,613.0 Sliding Calm Lateral Sliding Force = 2,753.1 lbs Service Level psi= less 100%Passive Force= - 222.2 lbs less 100%Friction Force = - 4,028.4 lbs Strength Level psi= 37.8 Added Force Req'd = 0.0 lbs OK Shear Allowable psi= 75.0 ....for 1.5 Stability = 0.0 lbs OK Anet(Masonry) in2= 139.50 Rebar Depth 'd' in= 8.19 Masonry Data I'm psi= Fs psi= Solid Grouting = Vertical component of active lateral soil pressure IS Modular Ratio'n' _ NOT considered in the calculation of soil bearing Wall Weight psf 125.0 Load Factors Short Term Factor = Building Code IBC 2015,ACI Equiv.Solid Thick. = Dead Load 1.400 Masonry Block Type = Medium Weight Live Load 1.700 Masonry Design Method = ASD Earth,H 1.700 Concrete Data Wind,W 1,300 f'c psi= 2,500.0 Seismic,E 1.000 Fy psi= 60,000.0 Kbv1C- Use menu item Settings>Printing&Title Block Title Lennar prototype wall Page: 3 to set these five lines of information Job#: Dsgnr: DJH Date: 11 JAN 2018 for your program. Description.... wall w/o slab for sliding&garage floor slab on high side This Wall in File:C:\Users\Dave'Documents\RetainPro 10 Project Files\lennar_prototype retaining wal RetainPro(c)1987.2018, Build 11.18.11.12 License:Kwasosss4 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To:HORN CONSULTING ENGINEERS Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.372 in2/ft (4/3)•As: 0.496 in2/ft Min Stem T&S Reinf Area 2.160 in2 200bd/fy:200(12)(8.1875)/60000: 0.3275 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.240 in2/ft 0.0018bh:0.0018(12)(10): 0.216 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.372 in2/ft #4@ 10.00 in #46)20.00 in Provided Area: 0.3916 in2/ft #5@ 15.50 in #5©31.00 in Maximum Area: 1.1092 in2/ft #6@ 22.00 in #6@ 44.00 in Footing Dimensions &Strengths I Footing Design Resultsil Toe Width = 2.00 ft Tog Mgdpl Heel Width = 6.25 Factored Pressure = 2,573 720 psf Total Footing Width = 8.25 Mu' :Upward = 4,846 16,512 ft-# Footing Thickness = 14.00 in Mu':Downward = 644 25,174 ft-# Mu: Design = 4,202 8,662 ft-# Key Width = 0.00 in Actual 1-Way Shear = 18.82 15.22 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #5 C 12.30 in Pc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 12.30 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm= 3.00 in Toe: #4@ 7.94 in,#5© 12.30 in,#6@ 17.46 in,#7@ 23.81 in,#8l 31.35 in,#9@ 39 Heel:#4@ 7.94 in,#5© 12.30 in,#6@ 17.46 in,#7©23.81 in,#8@ 31.35 in,#9@ 39 Key: No key defined Min footing T&S reinf Area 2.49 in2 Min footing T&S reinf Area per foot 0.30 in2 /ft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 7.94 in #4@ 15.87 in #5@ 12.30 in #51f$24.60 in #6@ 17.46 in #6@ 34.92 in 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 = 2,067.2 3.39 7,005.6 Soil Over Heel = 5,362.5 5.54 29,717.2 Surcharge over Heel = 184.8 5.08 939.6 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 270.8 5.54 1,500.9 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 750.0 2.42 1,812.5 Load @ Stem Above Soil= •Axial Live Load on Stem = 750.0 2.42 1,812.5 Seismic Earth Load = 501.0 6.10 3,056.4 Soil Over Toe = 1.00 = Surcharge Over Toe = Total 2,753.1 O.T.M. 11,001.6 Stem Weight(s) = 1,125.0 2.42 2,718.8 Earth @ Stem Transitions= _ = Footing Weighl = 1,443.8 4.13 5,955.5 Resisting/Overtuming Ratio = 3.79 Key Weight = Vertical Loads used for Soil Pressure= 9,702.1 lbs Vert.Component = Total= 8,952.1 lbs R.M= 41,704.8 If seismic is included,the OTM and sliding ratios 'Axial live load NOT included in total displayed or used for overturning be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 resistance,but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Use menu Item Settings>Printing&Tide Block Title Lennalr prototype wall Page: 1 to set these five lines of Information Job#: Dsgnr: DJH Date: 11 JAN 2018 for your program. Description.... wall w/o slab for sliding&garage floor slab on high side This Wall in File:C:1Users\Dave\Documents\RetainPro 10 Project Files\Iennar_prototype retaining wal RetalnPro(c)1937-2016, Build 11.16.11.12 License ic no se:e KW 60ORN CONSULTING ENGINEERS Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 Criteria 1 Soil Data I Retained Height = 10.00 ft Allow Soil Bearing = 2,000.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Active Heel Pressure = 40.0sf/ft p Slope Behind Wall = 0.00 = Height of Soil over Toe = 6.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 0.00 pcf FootingliSoil Friction = 0.450 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads k Lateral Load Applied to Stem 1 Adjacent Footing Load Surcharge Over Heel = 50.0 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 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Load Type = Wind(W) Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem ` (Service Level) Footing Type Line Load Base Above/Below Soil = 0.0 ft Axial Dead Load = 750.0 lbs Wind on Exposed Stem 0.0 psf at Back of Wall Axial Live Load = 750.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load Method :Mononobe-Okabe/Seed-Whitman Kae for seismic earth pressure = 0.445 Added seismic base force 604.5 lbs Design Kh = 0.200 9 K §g&e pr sure = 0.319 = 0.126 Using Mononobe-Okabe/Seed-Whitman procedure Usti menu Item Settings>Printing&Title Block Title Lennar prototype wall Page: 2 to set these five lines of information Job#: Dsgnr: DJH Date: 11 JAN 2018 for your program. Description.... wall w/o slab for sliding&garage floor slab on high side This Wall in File:C:\Users\Dave\Documents\RetainPro 10 Project Files 1lennar_prototype retaining wal RetalnPro(c)1987-2016, Build 11.16.11.12 License:KW-06056184 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To:HORN CONSULTING ENGINEERS Design Summary I LStem Construction I Bottom Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 4.09 OK Wall Material Above"Ht" = Concrete Sliding = 1.53 OK Design Method = LRFD ASD LRFD Thickness = 10.00 Total Bearing Load = 11,504 lbs Rebar Size = # 5 ...resultant ecc. = 8.02 in Rebar Spacing = 7.00 Rebar Placed at = Edge Soil Pressure©Toe = 1,722 psf OK Design Data Soil Pressure @ Heel = 700 psf OK fb/FB+fa/Fa = 0.985 Allowable = 2,000 pat Total Force @ Section Soil Pressure Less Than Allowable ACI Factored©Toe = 2,411 psf Service Level lbs= ACI Factored®Heel = 980 psf Strength Level lbs= 4,530.9 Footing Shear @ Toe = 25.1 psi OK Moment. .Acteal Footing Shear @ Heel = 19.0 psi OK Service Level ft = Allowable = 75.0 psi Strength Level ft-#= 17,809.4 Sliding Calks Moment Allowable = 18,080.2 Lateral Sliding Force = 3,301.4 lbs less 100%Passive Force= - 222.2 lbs Service Level psi= less 100%Friction Force = - 4,839.4 lbs Strength Level psi= 46.1 Added Force Req'd = 0.0 lbs OK Shear Allowable psi= 75.0 ....for 1.5 Stability = 0.0 lbs OK Anet(Masonry) in2= 139.50 Rebar Depth 'd' in= 8.19 Masonry Data f m psi= Fs psi= Solid Grouting Vertical component of active lateral soil pressure IS Modular Ration' = NOT considered in the calculation of soil bearing Wall Weight psf= 125.0 Load Factors Short Term Factor = Building Code IBC 2015,ACI Equiv.Solid Thick. _ Dead Load 1.400 Masonry Block Type = Medium Weight Live Load 1.700 Masonry Design Method = ASD Earth,H 1.700 Concrete Data Wind,W 1.300 fc psi= 2,500.0 Seismic,E 1.000 Fy psi 60,000.0 Use menu Item Settings>Printing&Title Block Title Lennar prototype wall P4/ Page: 3 to set these five lines of information Job#: Dsgnr: DJH Date: 11 JAN 2018 for your program. Description.... wall w/o slab for sliding&garage floor slab on high side This Wall in Fite:C:\Users\Dave\Documents\RetainPro 10 Project FileMiennar_prototype retaining wal (c)1987-m16, Build 11.16.11.12 License :K4V-060ti8184 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 lJeen License To:HORN CONSULTING ENGINEERS Concrete Stem Reber Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.503 in2/ft (4/3)'As: 0.6706 in2lft Min Stem T&S Reinf Area 2.400 in2 200bd/fy:200(12)(8.1875)/60000: 0.3275 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.240 in2/ft 0.0018bh:0.0018(12)(10): 0.216 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.503 in2lft #4@ 10.00 in #44 20.00 in Provided Area: 0.5314 in2/ft #5@ 15.50 in #5@ 31.00 in Maximum Area: 1.1092 in2/ft #6@ 22.00 in #6@ 44.00 in Footing Dimensions&Strengths I I., Footing Design Results Toe Width = 2.50 ft Tgg Heel Heel Width = 7.00 Factored Pressure = 2,411 980 psf Total Footing Width = 9.50 Mu':Upward = 7,142 24,517 ft-# Footing Thickness = 14.00 in Mu':Downward = 1,006 35,556 ft-# Mu: Design = 6,136 11,039 ft Key Width = 0.00 in Actual 1-Way Shear = 25.15 19.02 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #5 4112.30 in Pc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 12.30 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btrn= 3.00 in Toe: #4@ 7.94 in,#5@ 12.30 In,#60 17.46 in,#7@ 23.81 in,#8 C 31.35 in,#9@ 39 Heel:#4@ 7.94 in,#5r 12.30 in,#64 17.46 in,#71§23.81 in,#8@ 31.35 in,#9@ 39 Key: No key defined Min footing T&S reinf Area 2.87 in2 Min footing T&S reinf Area per foot 0.30 in2 !R If one layer of horizontal bars: If two layers of horizontal bars: #4@ 7.94 in #4@ 15.87 in #5@ 12.30 in #5@ 24.60 in #6@ 17.46 in #6@ 34.92 in 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 = 2,493.9 3.72 9,282.8 Soil Over Heel = 6,783.3 6.42 43,526.4 Surcharge over Heel = 203.0 5.58 1,133.6 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 308.3 6.42 1,978.5 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 750.0 2.92 2,187.5 Load @ Stem Above Soil= 'Axial Live Load on Stem = 750.0 2.92 2,187.5 Seismic Earth Load = 604.5 6.70 4,049.9 Soil Over Toe = 1.25 = Surcharge Over Toe = Total 3,301.4 O.T.M. 14,466.2 Stem Weight(s) = 1,250.0 2.92 3,645.8 Earth©Stem Transitions= = = Footing Weight = 1,662.5 4.75 7,896.9 Resisting/Overturning Ratio = 4.09 Key Weight = Vertical Loads used for Soil Pressure= 11,504.2 lbs Vert.Component = Total= 10,754.2 lbs R.M.= 59,235.1 If seismic is included,the OTM and sliding ratios *Axial live load NOT included in total displayed or used for overturning be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 resistance,but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Use menu item Settings>Printing&Title Block Title Lennar prototype wall eV! I Page: 1 to set these five lines of information Job#: Dsgnr: DJH Date: 11 JAN 2018 for your program. Description.... wall w!o slab for sliding&garage floor slab on high side This Wall In File:C:1Users\Dave\Documents\RetainPro 10 Project Files\lennar_prototype retaining wal RetainPro(c)1987-2016, Build 11.16.11.12 License:KW-06056184 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To:HORN CONSULTING ENGINEERS Criteria 0 Soil Data l Retained Height = 11.00 ft Allow Soil Bearing = 2,000.0 psf ' % 1 Wall height above soil = p,00 ftEquivalent Fluid Pressure Method J ,iv Vv Slope Behind Wall = D,00 Alive Heel Pressure 40.0 psf/ft _,_ Height of Soil over Toe = 6.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 0.00 pcf FootingllSoil Friction = 0.450 Soil height to ignore for passive pressure = 12.00 in < �y . ` Surcharge Loads 0 Lateral Load Applied to Stem ` Adjacent Footing Load • Surcharge Over Heel = 50.0 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 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Load Type = Wind(W) Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem ` (Service Level) Footing Type Line Load Base Above/Below Soil _ 0.0 ft Axial Dead Load = 750.0 lbs Wind on Exposed Stem= 0.0 psf at Back of Wall Axial Live Load = 750.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load III 1 Method :Mononobe-Okabe/Seed-Whitman Kae for seismic earth pressure = 0.445 Added seismic base force 717.6 lbs Design Kh = 0.200 g Kr a er i5r ure = 0.319 = 0.126 Using Mononobe-Okabe/Seed-Whitman procedure Use menu item Settings>Printing&Title Block Tele Lennar prototype wall Page: 2 1 to set these five lines of Information Job#: Dsgnr: DJH Date: 11 JAN 2018 for your program. Description.... wall w/o slab for sliding&garage floor slab on high side This Wall in File:C:\Users\Dave\Documents\RetainPro 10 Project Files\lennar,prototype retaining wal RetalnPro 0)1937.2016, Build 11.16.11.12 License:To: HORNs184 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To HO CONSULTING ENGINEERS Design Summary II [Stem Construction li Bottom Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 4.18 OK Wall Material Above"Ht" = Concrete Sliding = 1.52 OK Design Method = LRFD ASD LRFD Thickness = 10.00 Total Bearing Load = 13,428 lbs Rebar Size = # 5 ...resultant ecc. = 8.01 in Rebar Spacing = 5.00 Rebar Placed at = Edge Soil Pressure 4 Toe = 1,767 psf OK Design Data Soil Pressure EE Heel = 791 psf OK fb1FB+fa/Fa = 0.957 Allowable = 2,000 psf Total Force 03 Section Soil Pressure Less Than Allowable Service Level lbs= ACI Factored a Toe = 2,473 psf Strength Level lbs= 5,434.1 ACI Factored Heel = 1,107 psf Moment....Actual Footing Shear @ Toe = 30.0 psi OK Service Level ft-#= Footing Shears Heel = 23.4 psi OK Strength Level fl-#= 23,423.4 Allowable = 75.0 psi Moment Allowable = 24,472.5 Sliding Calcs Lateral Sliding Force = 3,899.3 lbs Service Level psi=Level less 100%Passive Force= - 222.2 lbs e less 100%Friction Force = - 5,704.9 lbsStrengthpsi= 55.3 Added Force Req'd = 0.0 lbs OK Shear Allowable psi= 75.0 ....for 1.5 Stability = 0.0 lbs OK Anet(Masonry) in2= 139.50 Rebar Depth 'd' in= 8.19 Masonry Data I'm psi= Fs psi= Solid Grouting = Vertical component of active lateral soil pressure IS Modular Ration' _ NOT considered in the calculation of soil bearing Wall Weight psf= 125.0 Load Factors Short Term Factor = Building Code IBC 2015,ACI Equiv.Solid Thick. Dead Load 1.400 Masonry Block Type = Medium Weight Live Load 1.700 Masonry Design Method = ASD Earth,H 1.700 Concrete Data psi= 2,500.0 Wind,i 1.000 fc Fy psi= 60,000.0 Seismicc,,E 1.000 ' Use menu Item Settings>Printing&Title Block Title Lennar prototype wall 12-) Page: 3 to set these five lines of information Job#: Dsgnr: DJH Date: 11 JAN 2018 for your program. Description.... wall wlo slab for sliding&garage floor slab on high side This Wall in File:C:Wsers\Dave\Documents\RetainPro 10 Project FilesMennar_prototype retaining wal RetainPro(c)1987.2016, Build 11.18.11.12 License:KW-08088184 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To:HORN CONSULTING ENGINEERS Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.6615 in2/ft (4/3)'As: 0.882 in2/ft Min Stem T&S Reinf Area 2.640 in2 200bd/fy:200(12)(8.1875)/60000: 0.3275 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.240 in2/ft 0.0018bh:0.0018(12)(10): 0.216 In2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.6615 in2/ft #40 10.00 in #4@ 20.00 in Provided Area: 0.744 in2/ft #50 15.50 in #5@ 31.00 in Maximum Area: 1.1092 in2/ft #60 22.00 in #60 44.00 in Footing Dimensions&Strengths I Footing Design Results Toe Width = 2.75 ft Tag Heel Heel Width = 7.75 Factored Pressure = 2,473 1,107 psi Total Footing Width = 10.50 Mu':Upward = 8,902 33,661 ft-# Footing Thickness = 14.00 in Mu':Downward = 1,218 48,414 ft4 = 0.00 in Mu: Design = 7,684 14,754 ft-# Key Width Key Deth = 0.00 in Actual 1-Way Shear = 29.95 23.40 psi Key Distance from Toe = 0.00 ft Allow 1-Way Shear 75.00 75.00 psi Toe Reinforcing = #5 @ 12.30 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #5(l 9.51 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm= 3.00 in Toe: #4@ 7.94 in,#5@ 12.30 in,#6@ 17.46 in,#7@ 23.81 in,#8@ 31.35 in,#9@ 39 Heel:#40 6.14 in,#50 9.51 in,#6ui 13.51 in,#70 18.42 in,#80 24.25 in,#9 v 30. Key: No key defined Min footing T&S reinf Area 3.18 in2 Min footing T&S reinf Area per foot 0.30 in2 /ft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 7.94 in #4 cii 15.87 in #5@ 12.30 in #50 24.60 in #60 17.46 in #6@ 34.92 in _Summary of Overturning & Resisting Forces& Moments OVERTURNING RESISTING Force Distance. Moment Force Distance Moment Item lbs ft ft-# lbs ft tt-# Heel Active Pressure = 2,960.6 4.06 12,006.7 Soil Over Heel = 8,369.2 7.04 58,932.9 Surcharge over Heel = 221.2 6.08 1,345.7 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 345.8 7.04 2,435.2 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 750.0 3.17 2,375.0 Load @ Stem Above Soil= *Axial Live Load on Stem = 750.0 3.17 2,375.0 Seismic Earth Load = 717.6 7.30 5,238.2 Soil Over Toe = 1.38 = Surcharge Over Toe = Total 3,899.3 O.T.M. 18,590.E Stem Weight(s) = 1,375.0 3.17 4,354.2 Earth @ Stem Transitions= = Footing Weight = 1,837.5 5.25 9,646.9 Resisting/Overturning Ratio = 4.16 Key Weight = Vertical Loads used for Soil Pressure= 13,427.5 lbs Vert.Component = Total= 12,677.5 lbs R,M= 77,744.2 If seismic is included,the OTM and sliding ratios 'Axial live load NOT included in total displayed or used for overturning be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 resistance,but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Use menu item Settings>Printing&Title Block Title Lennar prototype wall g "1- Page: 1 1 ' to set these five lines of Information Job#: Dsgnr: DJH Date: 11 JAN 2018 for your program. Description.... wall w/o slab for sliding&garage floor slab on high side This Wall in File:C:Users\Dave\Documents'RetainPro 10 Project FilesUennar_prototype retaining wal Ret lnPro(c)1987-2018, Build 11.18.11.12 License:KW oeas8184 Cantilevered Retaining Wall Code:IBC 2015,ACI 318-14,ACI 530-13 License To:HORN CONSULTING ENGINEERS Criteria I Soil Data . Retained Height = 12.00 ft Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method t r x Wall height above soil = 0.00 ft Active =Heel Pressure 40.0 psf/ft ,, Slope Behind Wall = 0.00 = -- - Height of Soil over Toe = 6.00 in Passive Pressure = 250.0 psf/ft q=A w ;' Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf , c Soil Density,Toe = 0.00 pcf j' FootingiiSoil Friction = 0.450 ra„ Soil height to ignore ,,,n for passive pressure = 12.00 in ;; ,4b1 Surcharge Loads ` Lateral Load Applied to Stem I Adjacent Footing Load Surcharge Over Heel = 50.0 psf Lateral Load = 0.0#i t 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 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Load Type = Wind(W) Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem ill (Service Level) Footing Type Line Load Base Above/Below Soil = 0.0 ft Axial Dead Load = 750.0 lbs Wind on Exposed Stem= 0.0 psf at Back of Wall Axial Live Load = 750.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load I Method :Mononobe-Okabe/Seed-Whitman Kae for seismic earth pressure = 0.445 Added seismic base force 840.4 lbs Design Kh = 0.200 9 K artee pr ure = 0.319 = 0.126 Using Mononobe-Okabe/Seed-Whitman procedure Use menu item Settings>Printing&Title Block Title Lenngr prototype wall r 23 Page: 2 to set these five lines of Information Job#: Dsgnr: DJH Date: 11 JAN 2018 for your program. Description.... wall w/o slab for sliding&garage floor slab on high side This Wall in File:C:1Users\Dave\Documents\RetainPro 10 Project FilesVennar_prototype retaining wal ReteinPro(c)1987.2016, Build 11.16.11.12 License:KW-06056184 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,AC1 530-13 License To: HORN CONSULTING ENGINEERS Design Summary 'I Stem Construction I Bottom Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 4.12 OK Wall Material Above"Ht" = Concrete Sliding = 1.51 OK Design Method = LRFD ASD LRFD Thickness = 12.00 Total Bearing Load = 15,544 lbs Rebar Size = # 5 ...resultant ecc. = 9.27 in Rebar Spacing = 5.00 Soil Pressure @ Toe = 1,951 psf OK Rebar at = Edge Data Soil Pressure i Heel = 813 psf OK Design Data tb/FB+fa/Fa = - 0.986 Allowable = 2,000 psf Total Force @ Section Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,731 psf Service Level lbs-= ACI Factored @ Heel = 1,138 psf Strength Level lbs= 6,419.2 Footing Shear©Toe = 33.6 psi OK Moment...Actual Service Level ft#= Footing Shear @ Heel = 27.7 psi OK Strength Level ft4= 30,108.2 Allowable = 75.0 psi SlidingCalu Moment Allowable = 31,168.5 Lateral Sliding Force = 4,547.0 lbs less 100%Passive Force= - 222.2 lbs Service Level psi= less 100%Friction Force = - 6,657.2 lbs Strength Level psi= 52.5 Added Force Req'd = 0.0 lbs OK Shear Allowable psi= 75.0 ....for 1.5 Stability = 0.0 lbs OK Anet(Masonry) in2= 139.50 Rebar Depth 'd' in= 10.19 Masonry Data fm psi= Fs psi= Solid Grouting = Vertical component of active lateral soil pressure IS Modular Ratio'n' = NOT considered in the calculation of soil bearing Wall Weight psf= 150.0 Load Factors Short Term Factor = Building Code IBC 2015,ACI Equiv.Solid Thick. Dead Load 1.400 Masonry Block Type = Medium Weight Live Load 1.700 Masonry Design Method = ASD Earth,H 1.700 Concrete Data Wind,W 1.300 fc psi= 2,500.0 Seismic,E 1.000 Fy psi= 60,000.0 Use menu item Settings>Printing&Title Block Title Lenner prototype wall IAA., Page: 3 1 I to set these five lines of information Job#: Dsgnr: DJH Date: 11 JAN 2018 for your program. Description.... wall w/o slab for sliding&garage floor slab on high side This Wall in File:C:\Users\Dave\Documents\RetainPro 10 Project Files\iennar_prototype retaining wal RetainPro lc)1987-2019, Build 11.16.11.12 License To-0HORN CONSULTING ENGINEERS Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.6779 in2/ft (4/3)*As: 0.9039 in2/ft Min Stem T&S Reinf Area 3.456 in2 200bd/fy:200(12)(10.1875)/60000: 0.4075 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.288 in2/ft 0.0018bh:0.0018(12)(12): 0.2592 in2/ft Horizontal Reinforcing Options: - One layer of: Two layers of: Required Area: 0.6779 in2/ft #4@ 8.33 in #4©16.67 in Provided Area: 0.744 in2/ft #5ss 12.92 in #5@ 25.83 in Maximum Area: 1.3801 in2/ft #6@ 18.33 in #6@ 36.67 in Footing Dimensions&Strengths I Footing Design Results Toe Width = 2.75 ft Heel Heel Width = 8.50 Factored Pressure = 2,731 1,138 psf Total Footing Width = 11.25 Mu':Upward = 9,836 41,954 ft- Footing Thickness = 14.00 in Mu':Downward = 1,218 61,256 ft-# Mu: Design = 8,618 19,302 ft-# Key Width = 0.00 in Actual 1-Way Shear = 33.63 27.68 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #5 @ 12.30 in Pc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #5©8.09 in Footing Concrete Density = 150.00 pd Key Reinforcing = None Speed Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover Top 2.00 Btm= 3.00 in Toe: #4©7.94 in,#5@ 12.30 in,#6©17.46 in,#7C 23.81 in,#8@ 31.35 in,#9@ 39 Heel:#4@ 5.22 in,#5@ 8.09 in,#6©11.48 in,#7@ 15.65 in,#8@ 20.61 in,#9@ 26. Key: No key defined Min footing T&S reinf Area 3.40 in2 Min footing T&S reinf Area per foot 0.30 in2 /R If one layer of horizontal bars: If two layers of horizontal bars: #4@ 7.94 in #4@ 15.87 in #5@ 12.30 in #5@ 24.60 in #6(4)17.46 in #6@ 34.92 in _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 = 3,467.2 4.39 15,217.3 Soil Over Heel = 9,900.0 7.50 74,250.0 Surcharge over Heel = 239.4 6.58 1,576.0 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 375.0 7.50 2,812.5 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 750.0 3.25 2,437.5 Load @ Stem Above Soil= *Axial Live Load on Stem = 750.0 3.25 2,437.5 Seismic Earth Load = 840.4 7.90 6,638.9 Soil Over Toe = 1.38 = Surcharge Over Toe = Total 4,547.0 O.T.M. 23,432.2 Stem Weight(s) = 1,800.0 3.25 5,850.0 Earth @ Stem Transitions= = = Footing Weight = 1,968.8 5.63 11,074.2 Resisting/Overturning Ratio = 4.12 Key Weight = Vertical Loads used for Soil Pressure= 15,543.8 lbs Vert.Component = Total= 14,793.8 lbs R.M.= 96,424.2 If seismic is included,the OTM and sliding ratios *Axial live load NOT included in total displayed or used for overturning be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 resistance,but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. elF-.11 Use menu item Settings>Printing&Title Block Title Lennar prototype wall Page: 1 to set these five lines of Information Job# Dsgnr DJH Date: 16 FEB 2017 for your program. Description.... wall w/o slab for sliding&garage floor slab on high side This Wall in File:C:1UserstDave\Documents'RetainPro 10 Project Files\lennar_prototype retaining wal RetainPro(e)1987-2017, Bend 11.17.11.03 License To MORN CONSULTING ENGINEERS Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACl 530-13 Criteria I Soil Data Retained Height = 5.00 ft Allow Soil Bearing = 2,000.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method .. Slope Behind Wall = 0.00 Active Heel Pressure 40.0 psf/ft :.: .rs; Height of Soil over Toe = 6.00 in = :a Water height over heel = 0.0 ft Passive Pressure = 250.0 psflft Soil Density,Heel = 110.00 pcf '..,.h Soil Density,Toe = 0.00 pcf ... FootingliSoil Friction = 0.450 r Soil height to ignore for passive pressure = 12.00 in �'•' .�' �E, r- Surcharge Loads ` Lateral Load Applied to Stem I Adjacent Footing Load Surcharge Over Heel = 50.0 psf Lateral Load = 0.0#Aft 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 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ft CL Dist 0.00 ft Axial Load Applied to Stem Load Type Service Level) Footing Type Line Load Axial Dead Load = 750.0 lbs Wind on Base Above/Below Soil = Axial Live Load = 760.0 lbsExposed Stem= 0.0 psf at Back of Wall 0.0 ft Axial Load Eccentricity = 0.0 in (Service Level) Poisson's Ratio = 0.300 Earth Pressure Seismic Load Method :Mononobe-Okabe/Seed-Whitman Kae for seismic earth pressure = 0.445 Added seismic base force 174.4 lbs Design Kh 0.200 9 Kt S e e pr ure = 0.319 = 0.126 Using Mononobe-Okabe/Seed-Whitman procedure ( W L , Use menu(lasso Settings>Printing&Title Block Title Lennar prototype wall Page: 2 to set these•vellees et information Job*: Dsgnr. DJH Date: 16 FEB 2017 for your program. Description.... wall w/o slab for sliding&garage floor slab on high side This Wall in File:C:IUsers\Dave\DocumentsV2etainPro 10 Project Filesilennarprototype retaining wal RetalnPro(e)1887-2017, build 11.17.11.03 Lice 1ene To HfIRN1�CONSULTING ENGINEERS Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 LicDesign Summary I Stem Construction I Bottom Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 2.97 OK Wall Material Above"Ht" = Concrete Sliding = 1.59 OK Design Method = LRFD ASD LRFD Thickness = 8.00 Total Bearing Load = 3,850 Ibis Rebar Size = # 5 ...resultant ea. = 6.09 in Rebar Spacing = 18.00 Rebar Soil Pressure 0 Toe = 1,695 psf OK Design Placedat = Edge Soil Pressure fbfFB Heel = 230 psf OK Daa ta b/FB�fa/Fa = 0.450 Allowable = 2,000 psf Total Force @ Section Soil Pressure Less Than Allowable Service Level lbs ACI Factored®Toe = 2,373 psf ACI Factored gli Heel = 322 psf Strength Level lbs= 1,232.9 Footing Shear 0 Toe = 6.7 psi OK Mom ce al Level Serrvice l el ft-#_ Footing Shear 02 Heel = 3.6 psi OK Strength Level ft-#= 2,488.2 Allowable = 75.0 psi Sliding Cake Moment Allowable = 5,527.6 Lateral Sliding Force = 977.7 lbs Shear Actual teas 100%Passive Force= - 156.3 lbs Service Level psi= less 100%Friction Force = - 1,395.0 lbs Strength Level psi= 16.6 Added Force Req'd = 0.0 lbs OK Shear Allowable psi= 75.0 ....for 1.5 Stability = 0.0 lbs OK Anet(Masonry) in2= 139.50 Rebar Depth 'd' in= 8.19 Masonry Data fm psi= Fs psi= Solid Grouting = Vertical component of active lateral soil pressure IS Modular Ratio'n' = NOT considered in the calculation of soil bearing Wall Weight psf= 100.0 Load Factors Short Term Factor Building Code IBC 2015,ACI Equiv.Solid Thick, Dead Load 1.400 Masonry Block Type = Medium Weight Live Load 1.700 Masonry Design Method = ASD Earth,H 1.700 Concrete Data Wind,W 1.300 Pc psi= 2,500-0 Seismic.E 1.000 Fy psi= 60,000.0 V F-"+' S r Use menu Item Settings>Printing&Title Block Title Lennar prototype wall Page: 3 to set these five lines of information Job#: Dsgnr. DJH Date: 16 FEB 2017 for your program. Description.... wall w/o slab for sliding&garage floor slab on high side This Wall in File:C:Users\Dave\Documents\RetainPro 10 Project Files'Jennar.prototype retaining wal RetelnPro to 106 1 Build 11.17.11.03License: 84 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To:HORN CONSULTING ENGINEERS Concrete Stem Reber Area Details Bottom Stern Vertical Reinfordng Horizontal Reinforcing As(based on applied moment): 0.0942 in2/ft (4/3)•As: 0.1256 in2/ft Min Stem T&S Reinf Area 0.960 in2 200bdffy:200(12)(8.1875)/60000: 0.2475 in2Jft Min Stem T&S Reinf Area per ft of stem Height:0 192 in2/ft 0.0018bh:0.0018(12)(8): 0.1728 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of: Required Area: 0.1728 in2/ft #40 12.50 in #4©25.00 in Provided Area: 0.2067 in2/ft #56 19.38 in #5421 38.75 in Maximum Area: 0.8382 in2/ft #6 c i 27.50 in #6@ 55.00 in Footing Dimensions &Strengths r Footing Design Results Toe Width = 1.25 ft joy Ham( Heel Width = 2.75 Factored Pressure = 2,373 322 psf Total Footing Width = 4.00 Mu':Upward = 1,687 1,472 ft-# Footing Thickness = 12.00 in Mu':Downward = 224 2,311 ft4 Key Width0.00 in Mu: Design 1,463 840 ft-# Actual 1-Way Shear = 8.71 3.63 psi Key Depth = 0.00 in Allow 1-Way Shear = 40.00 40.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #5 @ 18.00 in fc = 2,500 psi Fy = 60.000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover Top 2.00 ®Btm 3.00 in Toe: Not req'd:Mu<phi 5•lambda'sgrt(fc)'Sm Heel:Not req'd:Mu<phr59ambda'sgrt(fc)'Sm Key: No key defined Min footing T&S reinf Area 1.04 in2 Min footing T&S reinf Area per foot 0.26 in2 rft If one layer of horizontal bars: If two layers of horizontal bars: #40 9.26 in #4i 18.52 in #50 14,35 in #50)28.70 in #6g 20.37 in #60 40.74 in Summary of Overturning& Resisting Forces& Moments I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft4 lbs ft 114 Heel Active Pressure = 720.0 2.00 1,440.0 Soil Over Heel = 1,145.8 2.96 3,389.8 Surcharge over Heel = 83.3 3.00 250.0 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 104.2 2.96 308.2 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 750.0 1.58 1,187.5 Load(j Stem Above Soil= •Axial Live Load on Stem = 750.0 1.58 1,187.5 Seismic Earth Load = 174.4 3.60 627.9 Soil Over Toe = 0.63 = Surcharge Over Toe = Total 977.7 O.T.M. 2,317.9 Stem Weight(s) = 500.0 1.58 791.7 Earth 0 Stem Transitions= = Footing Weight = 600.0 2.00 1,200.0 Reslsung1Overtuming Ratio = 2.37 Key Weight = Vertical Loads used for Soil Pressure= 3,850.0 lbs Vert.Component = Total= 3,100.0 lbs R.M.= 6,877.1 If seismic is included,the OTM and sliding ratios •Axial live load NOT included in total displayed or used for overturning be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 resistance,but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Use menu Item Settings>Printing&Title Block Title Lennar prototype wall Page: 1 to set these five lines of information Job#: Dsgnr: DJH Date: 16 FEB 2017 for your program. Description.... 'wall w/o slab for sliding&garage floor slab on high side This Wall in File:C:1Users4Dave\Documents\RetainPro 10 Project Filesiennarprototype retaining wal RalalnPro(e)1987.2017, Build 11.17.11.03 License:Kw-06066164 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 j License To:HORN CONSULTING ENGINEERS Criteria 1 Soil Data r Retained Height = 6.00 ft Allow Soil Bearing = 2,000.0 psf WallEquivalent Fluid Pressure Method height above soil = 0.00 ft Active Heel Pressure = 40.0 psf/ft Slope Behind Wall = 0.00 Height of Soil over Toe = 8.00 in = Water height over heel 0.0 ft Passive Pressure = 250.0 psf/ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 0.00 pcf FootingiISoil Friction = 0.450 I Soil height to ignore �c. for passive pressure = 12.00 in . " r=5, ,, ,.>i.s7 x Surcharge Loads 1 Lateral Load Applied to Stem 1 Adjacent Footing Load Surcharge Over Heel = 50.0 Psi 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 Tee = 0.0 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Load Type = Wind(W) Wail to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem hi Level) Footing Type Line Load Axial Dead Load = 750.0 lbs Wind on Base Above/BefW all Soil Exposed Stem = 0.0 psf = 0.0 ft Axial Live Load = 750.0 lbs at Back oof (Service Levu Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load 1 l Method :Mononobe-OkabelSeed-Whitman Kae for seismic earth pressure = 0.445 Added seismic base force 237.4 lbs Design Kh 0.200 9 KRigeNtif e pr�sure = 0.319 = 0.126 Using Mononobe-Okabe 1 Seed-Whitman procedure CIF NS Uae mend Item Settings>Printing&Title Block Title Lennar prototype wall Page 2 to set these 1tra linen of Information Job#: Dsgnr: DJH Date: 16 FEB 2017 for your program. Description.... wall w/o slab for sliding&garage floor slab on high side This Wall in File:C:1Users\DavelDocumentslRetainPro 10 Project Files\lennar_prototype retaining wal RetalnPro(e)1587-2017, eulld 11.17.11.03 License To:HEN CONSULTING ENGINEERS Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 Design Summary I Stem Construction I Bottom Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 3.49 OK Wall Material Above"Ht" = Concrete Sliding = 1.60 OK Design Method = LRFD ASO LRFD Thickness = 8.00 Total Bearing Load = 5,077 lbs Rebar Size = # 5 ...resultant ecc. = 6.89 in Rebar Spacing = 15.00 Soil Pressure a Toe = 1,602 psf OK R Placed at = Edge Soil Pressure(II Heel = 332 psf OK Desil gn gn Data Po/FB+fa/Fa = 0.629 Allowable o b ressure Less Than Allow e2,000 psf Total Force @ Section ACI Factored©Toe = 2,242 psf Service Level lbs= ACI Factored 02 Heel = 465 psf Strength Level lbs= 1,725.1 Footing Shear's Toe = 11.9 psi OK Moment....Actual Footing Shear 6 Heel = 6.0 psi OK Serve Level ftak Allowable = 75.0 psi Strength Level ft = 4,140.5 Sliding Calq Moment Allowable = 8,578.7 Lateral Sliding Force = 1,314.6 lbs Shear.....Actual less 100%Passive Force= • 156.3 lbs Service Level psi= less 100%Friction Force = - 1,947.0 lbs Strength Level psi= 23.2 Added Force Req'd = 0.0 lbs OK Shear Allowable psi= 75.0 ....for 1.5 Stability = 0.0 lbs OK Anet(Masonry) in2= 139.50 Reber Depth 'd' in= 6.19 Masonry Data fm psi= Fs psi= Solid Grouting = Vertical comp onent of active Lateral soil pressure IS Modular Ration' NOT considered in the calculation of soil bearing Wall Weight psf_ 100.0 Load Factors Short Term Factor = Building Code IBC 2015,ACI Equiv. Solid Thick. = Dead Load 1.400 Masonry Block Type = Medium Weight Live Load 1.700 Masonry Design Method = ASD Earth,H 1.700 Concrete Data Wind,W 1.300 fc psi= 2,500.0 Seismic,E 1.000 Fy psi= 60,000.0 V.K.W p Use menu Item Settings>Printing&Title Block Title Lannar prototype wall Page: 3 t to set these live lines of information Job#: Dsgnr: DJH Date: 16 FEB 2017 for your program. Description.... wall w/o slab for sliding&garage floor slab on high side This Wail in File:Ci:\Users\Dave\Documents\RetainPro 10 Project FilesVennar_prototype retaining wal Retainero(c)19e7.2017, Build 11.17.11.03 License KW-0HORN CONSULTING ENGINEERS Cantilevered Retaining Wail Code: IBC 2015,ACI 318-14,ACI 530-13 Concrete Stem Rebar Area Details Bottom Stern Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.1568 in2/ft (4/3)•As: 0.209 in2/ft Min Stem T&S Reinf Area 1.152 in2 200bd'fy:200(12)(6.1875)/60000: 0.2475 in2/ft Min Stem T&S Reinf Area per ft of stern Height:0.192 in2lft 0.0018bh:0.0018(12)(8): 0.1728 in2/ft Horizontal Reinforcing Options: ___�------- One layer of: Two layers of: Required Area: 0.209 in2/ft #4(ti3 12.50 in #4t i 25.00 in Provided Area: 0.248 in2/ft #5@ 19.38 in #5©38.75 in Maximum Area: 0.8382 in2M #66 27.50 in #6©55.00 in Footing Dimensions&Strengths 1 Footing Design Results Toe Width = 1.50 ft 10 B..2I Heel Width = 3.75 Factored Pressure = 2,242 465 psf Total Footing Width = 5.25 Mu': Upward = 2,332 3,866 ft-# I Footing Thickness 12.00 in Mu': Downward = 323 5,794 fl-# Key Width = 0.00 in Mu: Design = 2.009 1,929 ft-# Key Depth = 0.00 in Actual 1-Way Shear = 11.91 5.96 psi I from Toe = 0.00 Mow 1-Way Shear = 40.00 40.00 psi Key Deepth Toe Reinforcing = #5 i 15.00 in to = 2,500 psi Fy = 60,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pat Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover 6 Top 2.00 fj Btm= 3.00 in Toe: Not req'd:Mu<phi'51ambda'sgrt(rc)'Sm Heel: Not req'd:Mu<phi•5•lambda•sgrt(fc)•Sm Key: No key defined Min footing T&S reinf Area 1.36 in2 Min footing T&S reinf Area per foot 0.26 in2 M If one layer of horizontal bars: If two layers of horizontal bars: #4Q 9.26 in #4© 18.52 in #5@ 14.35 in #5©28.70 in #6©20.37 in #6©40.74 in Summary of Overturning& Resisting Forces &Moments I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item gas ft ft-# lbs ft ft-# Heel Active Pressure = 980.0 2.33 2,286.7 Soil Over Heel = 2,035.0 3.71 7,546.5 Surcharge over Heel = 97.2 3.50 340.3 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 154.2 3.71 571.7 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 750.0 1.83 1,375.0 Load©Stern Above Soil= •Axial Live Load on Stem = 750.0 1.83 1,375.0 Seismic Earth Load = 237.4 4.20 997.0 Soil Over Toe = 0.75 = Surcharge Over Toe = Total 1,314.E O.T.M. 3,624.0 Stem Weight(s) = 600.0 1.83 1,100.0 Earth l Stem Transitions= _ = Footing Weight = 767.5 2.63 2,067.2 Resletingrovertuming Ratio = 3.49 Key Weight = Vertical Loads used for Soil Pressure= 5,076,7 lbs Vert. Component = Total s 4,326.7 lbs R.M.. 12,660.3 If seismic is Included,the OTM and sliding ratios 'Axial live load NOT included in total displayed or used for overturning be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 resistance,but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. i Use menu item Settings>Printing&Title Block Title Lennar prototype wall (7 PV-1" Page : 1 to set these live tines of information Job#: Dsgnr: DJH Date: 16 FEB 2017 for your program. Description... wall wlo slab for sliding&garage floor slab on high side This Wall in File:C:\Usera\Dave\Documents\RetainPro 10 Project Files Vennaryrototype retaining wal RetalnPro le)1987.2017, Build 11.17.11.03 License: Li eKT :F05 1R CONSULTING ENGINEERS Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 Criteria I Soil Data I l Retained Height = 7.00 ft Allow Soil Bearing = 2,000.0 psf Wall height above soil 0.00 ft Equivalent Fluid Pressure Method Slope Behind Wall = Active Heel Pressure = 40.0 psf/ft 0.00 Height of Soli over Toe = 6.00 In = ':=; Water height over heel = 0.0 ft Passive Pressure = 250.0 psf/ft ��' Soil Density, Heel = 110.00 pcf Soil Density,Toe = 0.00 pcf FootingliSoil Friction = 0.450 Soil height to ignore O.Y. for passive pressure = 12.00 in r4 Surcharge Loads ` Lateral Load Applied to Stem i Adjacent Footing Load Surcharge Over Heel = 50.0 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 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Load Type = Wind(W) Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem (Service Level) Footing Type Line Load Base Above/Below Soil Axial Dead Load = 750.0 lbs Wind on Exposed Stem= 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 750.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load k Method :Mononobe-Okabe/Seed-Whitman Kae for seismic earth pressure = 0.445 Added seismic base force 323.1 Its Design Kh = 0.200 9 KRZet pr�sure = 0.319 = 0i25 Using Mononobe-Olcabe/Seed-Whitman procedure t7FV"Li Use menu fawn Settings>Printing&Title Block Title Lenner prototype wall page: 2 to sailthasapVeflnea of information Job#: Dsgnr: DJH Date: 16 FEB 2017 for your program. Description.... wail w/o slab for sliding&garage floor slab on high side This Wall in File:C:\Users1Dave\Documents\RetainPro 10 Project FilesUennar_prototype retaining wal RstalnPro(c)1100.2017, Sued 11.17.11.03 LicenseLicense: Ko HORN 661$4 CONSULTING ENGINEERS Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 Design Summary I Stem Construction 1 Bottom -. Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 3.78 OK Wall Material Above"Ht" = Concrete Sliding = 1.58 OK Design Method = LRFD ASO LRFD Thickness = 8.00 Total Bearing Load = 6,481 lbs Rebar Size = # 5 ...resultant ecc. 6.49 in Rebar Spacing = 12.00 Rebar Placed at = Edge Soil Pressure = 1,495 Toepsf OK Design Data Soil Pressure @ Heel = 500 psf OK fb/FB+fa/Fa = 0.794 Allowable = 2,000 psf Total Force @ Section Soil Pressure Less Than Allowable ACI Factored tg Toe = 2,092 psf Service Level lbs= ACI Factored fl Heel = 899 psf Strength Level lbs= 2,311.9 Footing Shear 0 Toe = 12.8 psi OK Mom e Servrviceice Level al ft-#_ Footing Shear a Heel = 7.9 pal OK Strength Level ft-#= 6,448.8 Allowable ic 75.0 psi Sliding Calca Moment Allowable = 8,121.3 Lateral Sliding Force = 1,770.4 lbs Shear....Actuai less 100%Passive Force= • 222.2 lbs Service Level psi= less 100%Friction Force = - 2,578.9 lbs Strength Level psi= 31.1 Added Force Req'd = 0.0 lbs OK Shear Allowable psi= 75.0 ....for 1.5 Stability = 0.0 lbs OK Anet(Masonry) in2= 139.50 Rebar Depth 'd' in= 6.19 Masonry Data rm psi= Fs psi= Vertical component of active lateral soilpressure IS Solid Grouting = ModularRatio'n' NOT considered in the calculation of soil bearing Wall Weight pet= 100.0 Load Factors Short Term Factor = Building Code IBC 2015,ACI Equiv.Solid Thick. _ Dead Load 1.400 Masonry Block Type = Medium Weight Live Load 1.700 Masonry Design Method = ASD Earth,H 1.700 Concrete Data Wand,W 1.300 fc psi= 2,500.0 Seismic,E 1.000 Fy psi= 50,000.0 G-gwl tJse menu item Settings>Printing&Title Block Title Lennar prototype wall Page : 3 to sat these five lines of information Job#: Dsgnr: DM Date: 16 FEB 2017 for your program. Description.... wall w/o slab for sliding&garage floor slab on high side This Wall In File:C:1Usera\DavetDocumenta1RetainPro 10 Project Files\ennar,-prototype retaining wal RetalnPro(e)1987-2017, Build 11.17.11.03 License License To HORN CONSULTING ENGINEERS-080811184 Cantilevered Retaining Wall Code: IBC 2015,ACi 318 14 ACi 530-13 Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.2442 in2/ft (4/3)•As: 0.3256 in2/ft Min Stem T&S Reinf Area 1.344 in2 200bdMy:200(12)(6.1875)/60000: 0.2475 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.192 in2/ft 0.0018bh:0.0018(12)(8): 0.1728 in2/ft Horizontal Reinforcing Options : _-=----- One layer of: Two layers of: Required Area: 0.2475 in2/ft #46 12.50 in #46 25.00 in Provided Area: 0.31 in2ift #56 19.38 in #56 38.75 in Maximum Area: 0.8382 in2/ft #66 27.50 in #60 55.00 in Footing Dimensions &Strengths 0 Footing Design Results Toe Width = 2.00 ft Toe Heel Heel Width = 4.50 Factored Pressure = 2,092 699 psi Total Footing Width = 6.50 Mu': Upward = 3,899 7,150 ft-# Footing Thickness = 14.00 in Mu': Downward = 644 10,345 ft-# Mu: Design = 3,255 3,194 ft-# Key = 0.00 In Actual 1-Way Shear = 12.76 7.93 psi Key Distance from Toe = 0.00 ft Allow 1-Way Shear = 40.00 40.00 psi Toe Reinforcing = None Spec'd fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Mtn.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 6 Btm= 3.00 in Toe: Not req'd:Mu<phi'5'lambda'sgrt(fc)'Sm Heel: Not req'd:Mu<phi'S9ambda*sgrt(fc)*Sm Key: No key defined Min footing T&S reinf Area 1.97 in2 Min footing T&S reinf Area per foot 0.30 in2 /ft If one layer of horizontal bars: If two layers of horizontal bars: #46 7.94 in #46 15.87 in #56 12.30 in #56 24.60 in #66 17.46 in #64g 34.92 in Summary of Overturning & Resisting Forces & Moments j OVERTURNING RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,333.9 2.72 3,631.1 Soil Over Heel = 2,951.7 4.58 Surcharge over Heel = 113.4 4.08 463.2 Sloped Soil Over Heel = 13,528.5 Surcharge Over Toe = Surcharge Over Heel = 191.7 4.58 878.5 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 750.0 2.33 1,750.0 Load 6 Stem Above Soil= *Axial Live Load on Stem = 750.0 2.33 1,750.0 Seismic Earth Load = 323.1 4.90 1,583.3 Soil Over Toe = 1.00 = Surcharge Over Toe = Total 1,770.4 O.T.M. 5,677.E Stern Weight(s) = 700.0 2.33 1,633.3 Earth 6 Stem Transitions= _ = Footing Weight = 1,137.5 3.25 3,696.9 Restating/Overturning Ratio = 3.70 Key Weight = Vertical Loads used for Soil Pressure= 6,480.8 lbs Vert.Component = Total= 5,730.8 lbs R.M.- 21,487.2 If seismic Is Included,the OTM and sliding ratios •Axial live load NOT included in total displayed or used for overturning be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 resistance, but is included for soil pressure calculation. i Vertical component of active lateral soil pressure IS NOT considered in the calculation of Siding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. (917-" '1© Use menu item Settings>Printing&Title Block Title Lennar prototype wall Page: 1 to set these five lines of information Job#: Dsgnc DJH Date: 16 FEB 2017 for your program. Description.... wall w/o slab for sliding&garage floor slab on high side This Wall in File:C:\Users\Dave'Documents.RetainPro 10 Project Fiiles\lennar.,prototype retaining wal RetalnPro(c)1007-2017, Solid 11.17.11.03 License :7o 6I $561 CONSULTING ENGINEERS Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License Criteria 1 Soil DataI Retained Height = 8.00 ft Allow Soil Bearing = 2,000.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Active Heel Pressure = 40.0 psf/ft Slope Behind Wall = 0.00 Height of Soil over Toe is 6.00 in = Water height over heel = 0.0 ft Passive Pressure = 250.0 psfHt Soil Density,Heel = 110.00 pcf Soil Density,Toe = 0.00 pcf FootingilSoil Friction = 0.450 Soil height to ignore for passive pressure = 12.00 in ; yt 49 er a Surcharge Loads 0 Lateral Load Applied to Stem 1 Adjacent Footing Load Surcharge Over Heel 50.9 psf Lateral Load = 0.0 it/ft Adjacent Footing Load = 0.0 lbs Used o Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe : 0.0 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Load Type = Wind(W) Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem ` (Service Level) Footing Type Line Load Axial Dead Load at Back of W 750.0lbs Wind on Exposed Stem= 0.0 psf Base Ack of Walll ll Soil = 0.0 ft Axial Live Load = 750.0 lbs (Service Level) Axial Load Eccentricity = 0.0 in Poisson's Ratio - 0.300 Earth Pressure Seismic Load 0 Method :Morwnobe OkabefSeed-Whkman Kee for seismic earth pressure = 0.445 Added seismic base force 407.1 lbs Design Kh = 0.200 illKse§Ypr> ure = 0.319 = 0.126 Using Mononobe-Okabe/Seed-Whitman procedure Use menu item Settings>Printing&Tide Block Title Lennar prototype wall Page: 2 to set these five lines of information Job a : Dsgnr: DJH Date. 16 FEB 2017 for your program. Description.... wall w/o slab for sliding&garage floor slab on high side This Wag in File:C:1Users1Dave\Documents\RetainPro 10 Project Files\ennar prototype retaining wal RetainPro iM154r ea 11.17.11.03 License: WK -080Cantilevered RetainingWall License To:HORN CONSULTING ENGINEERS Code: IBC2015,ACI31&14,ACI53013 Design Summary I Stem Construction I Bottom Stern 0K Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 3.94 OK Wall Material Above"Ht" = Concrete Sliding = 1.60 OK Design Method = LRFD ASD LRFD Thickness = 8.00 Total Bearing Load = 8,108 lbs Reber Size = ...resultant ecc. 7.73 In if 0 Reber = 10,00 Soil Pressure g Toe = 1,838 psf OK Reber Placed at = Edge Design Data Soil Pressure Q Heel = 524 psf OK fb/FBAllowable = 2,000 psf Total F fa/Fa = 0.978 Soil Pressure Less Than Allowable Total Force Section ACt Factored a Toe = 2,293 psf Service Level lbs= ACI Factored @ Heel = 733 pet Strength Level lbs= 2,969.6 Footing Shear 0 Toe = 16.4 psi OK Moment..Actual FootingShear Heel = Service Level ft-a= 11.4 psi OK Strength Level ft-#= 9,414.0 Allowable = 75.0 psi Sliding Calks Moment Allowable = 9,623.1 Lateral Sliding Force = 2,215.0 Ws Shear Actual less 100%Passive Force= - 222.2 lbs Service Level psi= less 100°%Friction Force = - 3,310.9 lbs Strength Level psi= 40.0 Added Force Req'd = 0.0 lbs OK Shear Allowable psi= 75.0 ....for 1.5 Stability = 0.0 Ilea OK Met(Masonry) in2= 139.50 Reber Depth 'd' in= 6.19 Masonry Data I'm psi= Fs psi= Vertical component of active Lateral soil pressure IS Solid Grouting = NOT considered in the calculation of soil bearing Modular Ration' _ Wall Weight psf= 100.0 Load Factors Short Term Factor Building Code IBC 2015,ACI Equiv.Solid Thick. _ Dead Load 1.400 Masonry Block Type = Medium Weight Live Load 1.700 Masonry Design Method = ASD Earth,H 1.700 Concrete Data Wind,yam 1.300 fc psi= 2,500.0 Seismic,E 1.000 Fy psi= 60,000.0 Use menu Wm Sittings>Printing&Title Block Title Lennar prototype wall Page: 3 to set thole five saes ofinformation Job 0: Dsgnr: DJH Date: 16 FEB 2017 for your program. Description.... wall w/o slab for sliding&garage floor slab on high side This Wef in Fib:C:1UserslDevelDocumentslRetainPro 10 Project FilesUennar_prototype retaining wal Retainer* c)(y)'10178g '' Build 11.17.11.03 License 114 Cantilevered Retaining Wall Code: IBC 2015,ACi 318-14,ACI 530-13 License To:HORN CONSULTING ENGINEERS Concrete Stem Reber Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.3565 in2/ft (4/3)•As: 0.4753 in2/ft Min Stem T&S Reinf Area 1.536 in2 200bd/fy:200(12)(6.1875)/60000: 0.2475 in2/ft Min Stem T&S Reinf Area per ft of stern Height:0.192 in2/ft 0.0018bh:0.0018(12)(8): 0.1728 in2/ft Horizontal Reinforcing Options: _-___-_- One layer of: Two layers of: Required Area: 0.3565 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area: 0.372 in2/ft #5(g 19.38 in #5(8 38.75 in Maximum Area: 0.8382 in2/ft #6©27.50 in #6@ 55.00 in Footing Dimensions & Strengths 4 Footing Design Results Toe Width = 2.00 ft Log Heel Heel Width = 5.50 Factored Pressure = 2,293 733 psf Total Footing Width 7.50 Mu': Upward = 4,309 12,481 114 Footing Thickness = 14.00 in Mu':Downward = 644 18,245 ft-# Mu: Design = 3,665 5,764 ft-# Key Width = 0.00 in Actual 1-Way Shear = 16.41 11.41 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #5 6 10.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #5©12.30 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover Top 2.00 Btm= 3.00 in Toe: #4©7.94 In,tt5rg 12.30 in,#60 17.46 in,#7©23.81 in,#8©31.35 in,#90 39 Heel:#4©7.94 in,#5©12.30 In,#60 17.46 in,#7©23.81 in,#beg 31.35 in,#90 39 Key: No key defined Min footing T&S reinf Area 2.27 in2 Min footing T&S reinf Area per foot 0.30 in2 At If one layer of horizontal bars: if two layers of horizontal bars: #40 7.94 in #40 15.87 in #5®12.30 in #5/0 24.60 in #641 17.46 in #6@ 34.92 in Summary of Overturning& Resisting Forces &Moments I ..,.,OVERTURNING,.... RESISTING Forte Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-ft Heel Active Pressure = 1,680.6 3.06 5,135.0 Soil Over Heel = 4,253.3 5.08 21,621.1 Surcharge over Heel = 127.3 4.58 583.5 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 241.7 5.08 1.228.5 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 750.0 2.33 1,750.0 Load©Stem Above Soil= •Axial Live Load on Stem = 750.0 2.33 1,750.0 Seismic Earth Load = 407.1 5.50 2,239.0 Soil Over Toe = 1.00 = Surcharge Over Toe = Total 2,215.0 O.T.M. 7,957.E Stem Weight(s) = 800.0 2.33 1,866.7 Earth t Stem Transitions= _ = Footing Weight = 1,312.5 3.75 4,921.9 rteelstlngfOvertuming Ratio = 3.94 Key Weight = Vertical Loads used for Soil Pressure= 8,107.5 lbs Vert.Component = Total= 7,357.5 lbs R.M. 31,388.1 If seismic Is included,the OTM and sliding ratios 'Axial live load NOT included in total displayed or used for overturning be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 resistance,but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance.