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Specifications Daven= EnM191i erxw. Horn a ",m` lr4I HCE Engineers LLC Calculations: RECEIVED Project: JTS_21_29 Date: 2/11/2022 JUL 18 2022 Project: Pacific Ridge Apartments Building 1 C1TY TtGARD Tigard, OR BUILDINGDNIS10N Subject Sheet #'s Retaining Wall SHW1 — SHW24 Retaining Wall RW1 — RW24 Retaining Wall GRW1 — GRW12 OFFICE COPY 11375 J'1ua\le- c- <c$ED PROpen GiNFF `�% /c r aVR ON �4�0D 1J. N0\ 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: 5°3.892.5782 Email:dave@hornce.com • 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/slab for sliding_with small heel Slkw This Wall in File:C:\Users\Dave\Documents\RetainPro 10 Project Files\lennar prototype wall w_slab f RetalnPro(01987-2017, Build 11.17.11.03 License:KW-06066184 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To:HORN CONSULTING ENGINEERS Criteria I Soil Data I Retained Height = 12.00 ft Allow Soil Bearing = 2,000.0 psi Equivalent Fluid Pressure Method 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 = 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 ` 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 ` (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 839.9 lbs Design Kh = 0.2009 K �§�areprure = 0.319 = 0.126 Using Mononobe-Okabe/Seed-Whitman procedure Use menu Kern 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 ed 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-06058184 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To: HORN CONSULTING ENGINEERS Design Summary i Stem Construction 0 Bottom Stem OK Wall Stability Ratios Design Height Above Ftg 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 fb/FB+fa/Fa = 0.975 Allowable = 2,000 psf Total Force @ Section Soil Pressure Less Than Allowable Service Level lbs= ACI Factored @ Toe = 1,916 psf Strength Level lbs= 6,047.7 ACI Factored t Heel = 96 psf 9 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-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 Ration' _ 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 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 54.0v3 This Wall in File:C:\Users\DavetDocuments\Retainpro 10 Project Filesllennar prototype wall w_slab f RetainP Licenser:Ko W-08056184 1987-2017, guild 11.17.11.03 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/ft 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-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 Allow 1-Way Shear = 75.00 40.00 psi Toe Reinforcing = #5 @ 6.78 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@ 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 rtt 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 Weighl = 1,487.5 4.25 6,321.9 Resisting/Overturning Ratio = 1.59 Key Weight = Vertical Loads used for Soil Pressure= 6,107.5 lbs 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: 1 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 PIA/ 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 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 FootingliSoil Friction = 0.450 Soil height to ignore oilmrosio,:m:7,:f- ri for passive pressure = 12.00 in 1 Surcharge Loads 0 [,Lateral Load Applied to Stem I Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#1ft 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 9 KNIT§fire ea pr ure = 0.319 = 0.126 Using Mononobe-Okabe/Seed-Whitman procedure • Use menu item Settings>Printing&Title Block Title Lennar prototype wall Page: 2 to set these five tines of information Job#: Dsgnr: DJH Date: 11 JAN 2018 for your program. Description.... wall w/slab for sliding with small heel cj 4Vi 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 = 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 Total Force @ Section Soil Pressure Less Than Allowable Service Level Ibs= ACI Factored @ Toe = 1,940 psf ACI Factored @ Heel = 57 psf Strength Level lbs= 5,093.6 Footing Shear @ Toe = 38.5 psi OK Moment....Actual Footing Shear @ Heel = 12.2 psi OK Service Level ft#_ Allowable = 75.0 psi Strength Level it-#= 21,549.8 Sliding Calcs Moment Allowable = 22,490.6 Lateral Sliding Force = 3,677.7 lbs 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 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 Page: 3 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}AW 4 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-06058184 Cantilevered Retaining Wall Code: IBC 2015,ACI 316-14,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 200bdlfy: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 Tog 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*lambda"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 ift 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 = 2,960.8 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 1,625.0 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. Use menu item Settings>Printing&Title Block Title Lennar prototype wall Page: 1 to set these five Ones of information Job#: Dsgnr: DJH Date: 16 FEB 2017 for your program. Description.... wall w/slab for sliding with small heel 5-Hw19. 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 0 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 psIft 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 ,WIFEX r for passive pressure = 12.00 in Surcharge Loads k Lateral Load Applied to Stem ` Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#lft 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 Method :Mononobe-Okabe/Seed-Whitman Kae for seismic earth pressure = 0.445 Added seismic base force 604.1 lbs Design Kh = 0.200 g Ki ��§�a eepr§sure = 0.319 = 0.126 Using Mononobe-Okabe/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 wl slab for sliding with small heel ci W W 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 Rebar Placed at = Edge Soil Pressure @ Toe = 1,468 psf OK 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 ACI Factored @ Toe = 2,055 psf Service Level lbs= ACI Factored @ Heel = 72 psf Strength Level lbs= 4,221.3 Actual Footing Shear©Toe = 34.8 psi OK Mom Service.Level Footing Shear @ Heel = 10.8 psi OK Level ft-#_ Allowable = 75.0 psi Strength Level ft-#= 16,261.1 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 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 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: 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 5.14Vy 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 Reber Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.4592 in2/ft (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 in2/ft #6@ 22.00 in #6@ 44.00 in Footing Dimensions & Strengths M Footing Design Results 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 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: 1 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 SINS)p This Wall in File:C:1Users\Dave\Documents\RetainPro 10 Project Filesllennar prototype wall w_slab f RetalnPro(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 Criteria I Soil Data I Retained Height = 9.00 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 FootingljSoil Friction = 0.450 Soil height to ignore Tw.-- for passive pressure = 12.00 in Surcharge Loads I 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 ...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 500.8 lbs Design Kh = 0.200 g KePPETFsi prsure = 0.319 = 0.126 Using Mononobe-Okabe/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: 11 JAN 2018 for your program. Description.... SNw wall w/slab for sliding with small heel This Wall in File:C:\Users\Dave\Documents1RetainPro 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 II 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/F6+fa/Fa = 0.962 Allowable = 2,000 psf Total Force @ Section Soil Pressure Less Than Allowable Service Level Ibs= ACI Factored @ Toe = 2,280 psf Strength Level Ibs= 3,430.9 ACI Factored @ Heel = 22 psf 9 Footing Shear @ Toe = 31.0 psi OK Moment....Actual Footing Shear @ Heel = 9.7psi OK Service Level ft-#= Strength Level ft-#= 11,917.2 Allowable = 75.0 psi 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 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 Page: 3 to set these five lines of information Job#: Dsgnr: DJH Date: 11 JAN 2018 for your program. Description.... wall wl slab for sliding with small heel .44\II./i 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): 0.3366 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 I Footing Design Results Toe Width = 3.75 ft Isiti Heel 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 Ift 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-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 C 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. 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.... SHw 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 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 1 Soil Data U Retained Height = 8.00 ft Allow Soil Bearing = 2,000.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method ft Active Heel Pressure = 40.0 psf/ft 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 "8 ^' ,-I- for passive pressure = 12.00 in Surcharge Loads ` Lateral Load Applied to Stem 1 Adjacent Footing LoadIII 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 LL Load Type ' = Wind(W) 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 1 Method :Mononobe-Okabe/Seed-Whitman Kae for seismic earth pressure = 0.445 Added seismic base force 407.1 lbs Design Kh = 0.200 g KMi; prsure = 0.319 = 0.126 Using Mononobe-Okabe/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 w/slab for sliding with small heel 1),Ly This Wall in File:C:1Users\Dave\Documents\RetainPro 10 Project Filesllennar prototype wall w_slab f RetalnPro(c)1987-2017, Build 11.17.11.03 License:KW-06066184 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To: HORN CONSULTING ENGINEERS _Design Summary I Stem Construction li 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(a)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 ACI Factored©Toe = 2,427 psf Service Level lbs= ACI Factored @ Heel = 0 psf Strength Level lbs= 2,722.3 Footing Shear @ Toe = 26.2 psi OK Moment.. al Level l Servic e Footing Shear @ Heel = 9.6 psi OK ft-#=Level ft = 8,424.9 Allowable = 75.0 psi Strength L , 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 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: 3 to set these five lines of information Job#: Dsgnr: DJH Date: 16 FEB 2017 for your program. Description.... wall col slab for sliding with small heel S v I C- This Wall in File:C:\Users\Dave\Documents\Retainpro 10 Project Files\Iennar prototype wall w_slab f RetainPro License:KW ' Build 11.17.11.03 -08058184 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 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: 0.3157 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 @ 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 1.46 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 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 g7q,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 Lenner 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 51-1VV Ad This Wall in File:C:\Users\Dave\Documents\RetainPro 10 Project Files\ennar 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 , � Retained Height = 7.00 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 FootingilSoil Friction = 0.450 Soil height to ignore " ' for passive pressure = 12.00 in • s- e Surcharge Loads 0 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 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in I Used for Sliding&Overturning Load Type Wind(W) Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem hi (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 323.1 lbs Design Kh = 0.200 g KNIP§geprure = 0.319 = 0.126 Using Mononobe-Okabe/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 WI slab for sliding with small heel S IA V n- This Wall in File:C:1Users\Dave\Documents\RetainPro 10 Project Filesllennar 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 II Stem Construction I Bottom -. Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 1.75 OK Wall Material Above"Ht" = 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 Soil Pressure @ Toe = 1,634 psf OK Rebar laced at = Edge D Soil Pressure @ Heel = 146 psf OK Design Data 2,000 psffb/F6+fa/Fa 0.694 Allowable = Total Force @ Section Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,288 psf Service Level lbs= ACI Factored @ Heel = 204 psf Strength Level Ibs= 2,095.6 Footing Shear @ Toe = 20.1 psi OK Moment....Actuai Service Level ft#_ Footing Shear @ Heel = 6.8 psi OK 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 f 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= 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 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 S"%V ' This Wall in File:C:\Users\Dave\Documents\RetainPro 10 Project Files 1lennar 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): 0.2132 in2/ft (4/3)"As: 0.2843 in2/ft Min Stem T&S Reinf Area 1.344 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: 0.25 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 De 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 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: #405)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 1.31 in2 Min footing T&S reinf Area per foot 0.30 in2 Ift 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 r 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 = 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 Weighs = 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.... • wall w/slab for sliding with small heel N t w ) This Wall in File:C:\Users\Dave\Documents\RetainPro 10 Project Files\lennar prototype wall w_slab f [� Ri ense%-06056154 Build 11.77.11.03 Cantilevered Retaining Wall Code: IBC 2015,ACl 318-14,ACI 530-13 License To:HORN CONSULTING ENGINEERS Criteria I Soil Data 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 FootingilSoil Friction = 0.450 Soil height to ignore y -4 1 for passive pressure = 12.00 in ie —e 1 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 Wall to CL Dist = 0.00 ft L 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 I Method :Mononobe-Okabe/Seed-Whitman Kae for seismic earth pressure = 0.445 Added seismic base force 237.4 lbs Design Kh = 0.200 g Ki gie§ e e pr sure = 0.319 Using Mononobe-Okabe/Seed-Whitman procedure = 0.126 Use menu Item Settings>Printing&Title Block Title Lenngr prototype wall Page: 2 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 sAWZ 0 This Wall in File:C:\Users\Dave\Documents\RetainPro 10 Project Files\ennar prototype wall w_slab f RetalnPro(c)1987-2017, Build 11.17.11.03 License:KW-08056184 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 Soil Pressure @ Toe = 1,766 psf OK Rebar Placedataat = Edge Soil Pressureeel = 137psf OK Design Data CO� fb/FB+fa/Fa = 0.503 Allowable = 2,000 psf Total Force @ Section Soil Pressure Less Than Allowable Service Level lbs= ACI Factored @ Toe = 2,472 psf ACI Factored @ Heel = 191 psf Strength Level Ibs= 1,539.6 Footing Shear @ Toe = 18.8 psi OK Moment....Actual 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 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 = 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 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}AWZ I This Wall in File:C:\Users\Dave\Documents\RetainPro 10 Project Files\ennar 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): 0.1343 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 ` Footing Design Results Toe Width = 1.75 ft Toe 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: #46 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'Iambda"sgrt(Pc)`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 & MomentsIII l 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 a@ 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: 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 SN�I✓Z'L. This Wall in File:C:\Users\Dave\Documents\RetainPro 10 Project FilesUennar prototype wall w_slab f RetainPro(0)1987-2017, Bulld 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 0 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 FootingilSoil Friction = 0.450 Soil height to ignore • for passive pressure = 12.00 in Surcharge Loads 4 [Lateral Load Applied to Stem ` Adjacent Footing Load Surcharge Over Heel - 0.0 psf Lateral Load = 0.0#lft 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 t Method :Mononobe-Okabe/Seed-Whitman Kae for seismic earth pressure = 0.445 Added seismic base force 174.4 lbs Design Kh = 0.200 g KPgieffa a pr ure = 0.319 = 0.126 Using Mononobe-Okabe/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 w/slab for sliding with small heel A\/2 3 This Wall in File:C:\Users\Dave\Documents\RetainPro 10 Project Filesllennar prototype wall w_slab f RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06066184 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 = 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 Soil Pressure @ Toe = 1,573 psf OK Rebar Placed at = Edge Design Data Soil Pressure @ Heel = 366 psf OK Allowable = 2,000 psf /FB+fa/Fa = 0.435 Soil Pressure Less Than Allowable Total Force @ Section ACI Factored @ Toe = 2,202 psf Service Level Ibs= ACI Factored @ Heel = 513 psf Strength Level Ibs= 1,078.4 Moment....Actual Footing Shear @ Toe = 11.1 psi OK Service Level ft _ Footing Shear @ Heel = 1.6 psi OK Strength Level ft-#= 2,101.9 Allowable = 75.0 psi 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 Pm psi= Fs psi= Vertical component of active lateral soil pressure IS Mod 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 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: 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 yvl.t This Wall in File:C:Wsers\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) : 0.0787 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 k 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 = 2,500 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<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 ift 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= _ = 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. PA,'I 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:\Users\Dave\Documents RetainPro 10 Project Files\lennar_prototype retaining wal RetalnPro(c)1987-2016, Build 11.16.11.12 License:KW-06058184 Cantilevered Retaining Wall Code: IBC 2015,ACI 31 8-14,ACI 530-13 License To:HORN CONSULTING ENGINEERS Criteria k Soil Data Retained Height = 5.00 ft Allow Soil Bearing = 2,000.0 psf Wall height above soil = 0,00 ftEquivalent Fluid Pressure Method Slope Behind Wall = 0.00 Active Heel Pressure = 40.0 psf/ft =x' Height of Soil over Toe = 6.00 in Passive Pressure = 250.0 psf/ft fs , Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 0.00 pcf FootingliSoil Friction = 0.450 4 Soil height to ignore for passive pressure = 12.00 in * - Surcharge Loads 4 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&OverturningWall to Ft iALLL Load Type = Wind(W) g CL Dist = 0.00 ft xial Load Applied to Stem (Service Level) Footing Type Line Load Base Above/Below Soil Axial Dead Load = 750.0 lbs _ Wind on Evosed 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 9 K §i a prePsure = 0.319 Using Mononobe-Okabe/Seed-Whitman procedure 0.126 Use menu Item Settings a Printing&Title Block Title Lennar prototype wall PY Page: 2 to set these flvo 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:1Users1Dave\DocumentstRetainPro 10 Project Filesllennar_prototype retaining wal L ensero�1�60561 amtd,,.1s.11,,z Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,AG 530-13 License To: HORN CONSULTING ENGINEERS Design Summary i Stem Construction 1 Bottom n OK Wall Stability Ratios Design Height Above Ftg it= 8 0.00 Overturning = 2.87 OK Wall Material Above"lit" = 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 tb/FBAllowable = 2,000 psf Total Force+fa/Fa = 0.497 Soil Pressure Less Than Allowable TotalSection ACI Factored©Toe = 2,414 psf Service Level lbs= ACI Factored ft Heel = 281 psi Strength Level lbs= 1,233.1 Footing Shear©Toe = 10.4 psi OK Moment...Actual Footing Shear C Heel = 4.2psi OK Service Level it#_ Allowable = Strength Level ft-#= 2,488.6 75.0 psi Sliding Calcs 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 f m psi= Fs psi= Vertical component of active lateral soil pressure IS Solid Grouting = NOT considered in the calculation of soil bearing Modular Rat tio'n' = 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 rc psi= 2,500.0 Seismic,E 1.000 Fy psi 60,000.0 Usti menu Item Settings>Printing&Title Block Title Lonna,.prototype wall Pit 5 to set these five lines of information Page: 3 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:lUserslDave1DocumentslRetainPro 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 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@ 19.38 in I/50 38.75 in Maximum Area: 0.8467 in2/ft ea@ 27.50 in #6@ 55.00 in Footing Dimensions &Strengths I Footing Design Results Toe Width = 1.25 ft Job 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 ft4 Key Width = 0.00 in Mu: Design = 1,488 897 ft4 Key Depth = 0.00 in Actual 1-Way Shear = 10.44 4.17 psi Key Depth from Toe 0.00 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 Specd Min.As% = 0.0018 Cover(< Top 2.00 @ Btm. 3.00 in Other Acceptable Sizes&Spacings Toe: Not req'd:Mu<pM'59ambda'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 /t 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 I 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 = 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 Load©Stem Above Soil= 1., 8 1,187.5 Seismic Earth Load = 174.5 3.60 628.2 *Sol Oval er on Stem _ 750.0 1.63 1,187,5 = - 0.63 Surcharge Over Toe = Stem Weight(s) = 500.0 1.58 791.7 Total 1,003.6 O.T.M. 2,395.5 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 7 W Page: 1 to set these five tines 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\Documents1RetainPro 10 Project Filesllennar_prototype retaining wal Liense%i84 Build 11.16.11.12 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To:HORN CONSULTING ENGINEERS Criteria I Soil Data ; l Retained Height = 6.00 ft Allow Soil Bearing = 2,000.0 psf Well height above soil = 0.00 ft Equivalent Fluid Pressure Method Slope Behind Wall 0.00 Active Heel Pressure = 40.0 psf/ft I* Height of Soil over Toe = 6.00 in Passive Pressure = 250.0 psf/ft A Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 0.00 pcf FootingflSoil Friction = 0.450 Soil height to ignore M t, for passive pressure = 12.00 in 1 :titq11" 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 Ibs; 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 = Wind Wall to Ftg CL Dist = 0.00 ft Load Type Axial Load Applied to Stem hiFooting 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 Ibs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load 4 Method :Mononobe-Okabe/Seed-Whitman Kae for seismic earth pressure = 0.445 Added seismic base force 237.5 lb: Design Kh = 0.200 9 KIP§teprgisure = 0.319 = 0.126 Using Mononobe-Okabe/Seed-Whitman procedure ' Use menu Item Settings>Printing 8&Title Block Title Lennar prototype wall to set these five lines of Information Job#: Page: 2 Dsgnr: DJH Date: 11 JAN 2018 for your program. Description.... wall w/o slab for sliding&garage floor slab on high side This Wail in File:C:1Users\DavelDocuments1RetajnPro 10 Project Files\iennar_prototype retaining wal RetainPro(c)1887-2016, 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 ` Bottom OK Wall Stability Ratios Design Height Above Ftg ft= Stem0.00 Overturning = 3.39 OK Wail Material Above"Ht" = Concrete Sliding = 1.56 OK Design Method = LRFD ASD LRFD Total Bearin Load Thickness = 8.00 9 = 5,077 Ibs Rebar Size = # 4 ...resultant ecc. = 7.14 in Rebar Spacing = 11.50 Soil Pressure Toe = 1,625 psf OK Rebar Placed at = Edge Design Data Soil Pressure @ Heel = 309 psf OK tb/FBAllowable = 2,000 psf tal+ rce = 0.734 Soil Pressure Less Than Allowable Total Force Section ACI Factored©Toe = 2,274 psf Service Level Ibs= ACI Factored @ Heel = 433 psf Strength Level lbs 1,725.2 Footing Shear @ Toe = 14.2 psi OK Moment...Actual Footing Shear @ Heel = 6.6 psi OK Service Level ft-#= Strength Level it#= 4,147.2 Allowable = 75.0 psi Sliding Calcs 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 psj= 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 = Modular Ra NOT considered in the calculation of soil bearing 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 Pc psi= 2,500.0 Seismic,E 1.000 Fy psi 60,000.0 Xw)b . 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 wfo slab for sliding&garage floor slab on high side This Wall in File:C:1Users\Dave\DocumentsU2etainPro 10 Project FilesUennarj,rototype retaining wal RetelnPLicense 1840056 Build 11.16.11.12 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): 0.1552 in2/ft (4/3)'As: 0.2069 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: 0.2069 In2/ft #4@ 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 ResultsII Toe Width = 1.50 ft l 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-s KeyWidth Mu: Design = 2,039 2,022 ft-# = 0.00 in Actual 1-Way Shear = 14.22 6.63 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 f'c = 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'iambda'sgrt(fc)`Sm Heel:Not req'd:Mu<phi*5*Iambda*sqrt(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@ 20.37 in #6@ 40.74 in Summary of Overturning& Resisting Forces&Moments 1 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 = 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 Lonna,'prototype wall Furl- 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 FilesUennarjrototype retaining wal RLicense%t-0s056184' Build 11.18.11.12 Cantilevered RetainingWall License To:HORN CONSULTING ENGINEERS Code: IBC 2015,ACI 318-14,ACI 530 13 Criteria 0 Soil Data I . ` w Retained Height = 7.00 ft Allow Soil Bearing = 2,000.0 psi „. Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method 1ti 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 Soil Density,Toe = 0.00 pcf FootingiiSoil 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 Surcharge Over Heel = 50.0 psf Lateral Load = 0.0 ft/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 i Load Type = Wind(W) jAxial 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) Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.300 Earth 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 g Keg§nir i eprsure = 0.319 Using Mononobe-Okabe/Seed-Whitman procedure = 0.126 FWD 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:\Users\DavelDocuments\RetainPro 10 Project Files\lennar_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 I 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 = 8,481 lbs Rebar Size = # 4 ...resultant ecc. = 6.75 in Rebar Spacing = 9.00 Soil Pressure @ Toe = 1,515 psf OK Rebar Placed at = Edge Soil Pressure(0 Heel = 479 psf OK tb/FBDesign Data Allowable = 2,000 psf Total+fa/Fa a = 0.908 Total Force @ Section Soil Pressure Less Than Allowable Service Level lbs= ACI Factored(0 Toe = 2,121 psf ACI Factored c Heel = 671 psf Strength Level lbs= 2,312.2 Footing Shear @ Toe = 14.8 psi OK Moment...Actual Service Level ft-#= Footing Shear C 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 Req'd = 0.0 lbs OK Shear Allowable psi= 75.0 ....for1.5 Stability = 0.0 lbs OK Anet(Masonry) in2= 139.50 Rebar Depth 'd' in= 6.25 Masonry Data f 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= 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 Pkil Use menu item Settings>Printing&Title Block Title Lennar prototype wall Dsgnr: to set these five lines of information Job#: DJH Page: 3 for your program. Description.... Date: 11 JAN 2018 wall w/o slab for sliding&garage floor slab on high side This Wall in File:C:1Users\Dave\Documents\RetainPro 10 Project Files\lennarj)rototype retaining wal RetainPro(c)1987-2016, Build 11,16.11.12 License:KW-06058184 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 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 #40 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 I Footing Dimensions &Strengths I [ 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-# Key Depth = 0.00 in n Actual 1-Way Shear = 14.79 8.60 psi Key Distance from Toe = 0.00 ft Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = None Spec'd 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 Cover @ 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*Iarribda"sgrt(Pc)'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: #4@ 7.94 in #4@ 15.87 in #5@ 12.30 in #5@ 24.60 in #6@ 17.46 in #6il 34.92 in Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft4 lbs ft Heel Active Pressure = 1,333.9 2.72 13,3,631.1 Soil Over Heel = 2,951.7 4.58 13,528.5 Surcharge over Heel = 148.5 4.08 606.3 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 191.7 4.58 Adjacent Footing Load = 878.5 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 = Seismic Earth Load = 750.0 2.33 1,750.0 323.3 4.90 1,584.2 Soil Over Toe = = Surcharge Over Toe = 1.00 Stem Weight(s) = 700.0 2.33 1,633.3 Total 1,805.7 O.T.M. 5,821.E Earth @ Stem Transitions= Footing Weight = 1,137.5 3.25 3,696.9 Reslsting/Overtuming Ratio = 3.69 Key Weight - Vertical Loads used for Soil Pressure= 6,480.8 lbs Vert.Component = If seismic is included,the OTM and sliding ratios *Axial live load NOT included in total displayed or used for overturn ng2 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. yv io 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:\UserslDavelDocuments\RetainPro 10 Project Files 1lennar.prototype retaining wal Licenfe%00561 Build 11.18.11.12 Cantilevered RetainingWall License To:HORN CONSULTING ENGINEERS Code: IBC 2015,ACI 318-14,ACI 530 13 Criteria ` Soil Data I , ;,.,. Retained Height = 8.00 ft Allow Soil Bearing = 2,000.0 psf ,4 Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Active Heel Pressure = 40.0 psf/ft Slope Behind Wall = 0.00 = y; 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 FootingljSoil Friction = 0.450 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads I 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 Wall to Ft CL Dist = 0.00 ft L Load Type = Wind(W) Ftg Load Applied to Stem Footing Type Line Load (Service Level) Footing Above/Below Soil Axial Dead Load = 750.0 lbs Wind on Exposed Stem= 0.0 pat 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 4 Method :Mononobe-Okabe/Seed-Whitman Kae for seismic earth pressure = 0.445 Added seismic base force 407.3 lbs Design Kh = 0.200 9 KeRgF§g a pr0sure = 0.319 = 0.126 Using Mononobe-Okabe/Seed-Whitman procedure p‘v 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.... 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 Reta nse:K 061�1 Build 11.78.17.12 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To:HORN CONSULTING ENGINEERS Design Summary I Stem Construction k Bottom Wall StabilityRatios Stem OK Wall = Design 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 Q Toe1,657 psf OK Rebar Placed at = Edge Design Data Soil Pressure(Heel = 505 psf OK fb/FBAllowable = 2,000 psf Total+fa/Fa Force = 0.975 Soil Pressure Less Than Allowable TotalSection ACI Factored @ Toe = 2,320 psf Service Level Ibs= ACI Factored©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 ft4= 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 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,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 •~ I Z Page: 3 to set these five Ilnes 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\Dave1Documents\J etainPro 10 Project Filesllennar_prototype retaining veal Rc�n�%-06056134 Build 11.16.11.12 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): 0.3528 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 #4C 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 #6C 55.00 in Footing Dimensions &Strengths ` Footing Design Results r Toe Width = 2.00 ft L42 Kw 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-# Key Width = 0.00 in Mu: Design = 3,710 5,944 ft# Key Depth = 0.00 in Actual 1-Way Shear = 16.61 11.75 psi Key Distance from Toe = 0.00 Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = #4 @ 7.94 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 Spacings Acceptable Sizes&S s Cover el/Top 2.00 @ Btm= 3.00 in p g Toe: #4@ 7.94 in,#5© 12.30 in,#6© 17.46 in,#70, 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,t2 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 2.33 1,750.0 Load C Stem Above Soil= •Axial Live Load on Stem = 750.0 2.33 1,750.0 Seismic Earth Load = 407.3 5.50 2,240.3 Soil Over Toe = 1.00 = Surcharge Over Toe = Total 2,254.5 O.T.M. g 139.2 Stem Weight(s) = 800.0 2.33 1,866.7 _ Earth©Stem Transitions= = Footing Weighl = 1,312.5 3.75 4,521.9 Resisting/Overturning Ratio = 3.86 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. Use menu Item Settings>Printing&Title Block Title Lennar prototype wall w' to set these five lines of information Job#: Ds DJH Page: 1 nr: for your program, g Date: 11 JAN 2018 Description.... wall w/o slab for sliding&garage floor slab on high side This Wall in File:C:1Users\Dave\Documents1RetainPro 10 Project Files\lennar_prototype retaining wal RetalnPro(c)1987-2016, Build 11.16.11.12 License To:HORN CONSULTING ENGINEERS Cantilevered Retaining Wall Code:IBC 2015,ACI 318-14,ACI 530-13 Criteria I Soil Data I 7 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 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 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 1 [Adjacent Footing Load ` Surcharge Over Heel = 50.0 psf Lateral Load a Used To Resist Sliding&Overturning = 0.0#/ft Adjacent Footing Load = 0.0 lbs Surcharge Over Toe = 0.0 ...Height to Top = 0.00 ft Footing Width = 0.00 ft ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning [Axial Load Applied to Stem \ Load Type = Wind(W) Wall to Ftg CL Dist = 0.00 ft (Service Level) Footing Type Line Load Axial Dead Load 750.0 lbs Wind on Exposed Stem= 0.0 psf Base Above/Below Soil = 0.0 ft Axial Live Load = 750.0 lbs (Service Level) at Back of Wall Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.300 Earth Pressure Seismic Load III Method :Mononobe-Okabe/Seed-Whitman Kee for seismic earth pressure = 0.445 Added seismic base force 501.0 lbs Design Kh = 0.200 9 KPePrure = 0.319 Using Mononobe-Okabe/Seed-Whitman procedure 0.126 Use menu Item Settings>Printing&Title Block Title Lennar prototype wall ( it." 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\Documente\RetainPro 10 Project Files\lennaLPrototype retaining wal License: le)18058184, Build 11.16.11.12 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License:KW-080581&/ 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 = 3.79 OK Wall Material Above"Ht" = 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 Placed at = Edge Soil Pressure©Toe = 1,838 psf OK Design Data Soil Pressure€Heel = 514 psf OK tb/FB+fa/Fa = 0.1168 Allowable = 2,000 psf Total Force€Section Soil Pressure Less Than Allowable Service Level lbs= ACI Factored©Toe = 2,573 psf Strength Level lbs= 3,709.4 ACI Factored Heel = 720 psf Moment....Actual Footing Shear CO Toe = 18.8 psi OK Service Level ft-#= Footing Shear€Heel = 15.2 psi OK Strength Level ft-#= 13,171.0 Allowable = 75.0 psi Moment Allowable = 13,613.0 Sliding Cates 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 t'm psi= Fs psi Solid Grouting = Vertical component of active lateral soil pressure IS Modular Ratio'a' _ 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 Kti1/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 wlo slab for sliding&garage floor slab on high side This Well in File:C:\Users\Dave\Documents\RetainPro 10 Project Files\ennar_prototype retaining wal RafelnPro(c)1987-2016, Build 11.18.11.12 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): 0.372 in2/11 (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 in2Ht Horizontal Reinforcing Options: = One layer of: Two layers of: Required Area: 0.372 in2/ft #4@ 10.00 in #4@ 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 1 Footing Design Results Toe Width = 2.00 ft De Blvd 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 @ 12.30 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 @ Btrri= 3.00 in Toe: #4@ 7.94 in,#5@ 12.30 in,#6@ 17.46 in,#7L 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 2.49 in2 Min footing T&S reinf Area per foot 0.30 in2 Ift 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 ft4 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.E Stem Weight(s) = 1,125.0 2.42 2,718.8 Earth @ Stem Transitions= = Footing Weight = 1,443.8 4.13 5,955.5 Resisting/Overturning 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. kwili Use menu item Settings>Printing&Title Block Title Lonna!: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:\Users1Dave\Documents\RetainPro 10 Project Files\ennarj,rototype retaining wal License KW)06056184 Build 11.16.11.12 Cantilevered RetainingWall Code: IBC 2015,ACI 318-14,ACI 530-13 License To HORN CONSULTING ENGINEERS Criteria I Soil Data A a Retained Height = 10.00 ft Allow Soil Bearing = 2,000.0 psf i W Equivalent Fluid Pressure Method 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 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 r Surcharge Loads I [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 fl 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 hi (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 604.5 lbs Design Kh = 0.200 9 K eaWlir ure = 0.319 = 0.126 Using Mononobe-Okabe/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: 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(c)1987-2016, Build 11.16.11.12 License:Kwoeosa184 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To:HORN CONSULTING ENGINEERS Design Summary I Stem Construction I Bottom -, Stern 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 psi OK Design Data Soil Pressure @ Heel = 700 psf OK fb/FB+fa/Fa = 0.985 Allowable = 2,000 psf Total Force @ Section Soil Pressure Less Than Allowable ACi Factored©Toe = 2,411 psf Service Level lbs= ACI Factored is Heel = 980 psf Strength Level lbs= 4,530.9 Footing Shear gt Toe = 25.1 psi OK Moment... Actual Shear CO Heel = 19.0 psi OK Service Level fl-#= Strength Level fl#= 17,809.4 Allowable = 75.0 psi Sliding Calcs Moment Allowable = 18,080.2 Lateral Sliding Force = 3,301.4 lbs Service Level psi= less 100%Passive Force= - 222.2 lbs 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 I'm psi= Fs psi= Solid Grouting = Vertical component of active lateral soil pressure IS Modular Ratio's' = 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 rc psi= 2,500.0 Seismic,E 1.000 Fy psi 60,000.0 Use menu Item Settings>Printing&Title Block Title Lennar prototype wall g)ed ' 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:\Users\Dave\Documents\RetainPro 10 Project Files\lennar_prototype retaining wal RetaiLicense KW- 6058118, Build 11.18.11.12 Cantilevered RetainingWall Code: IBC 2015,ACI 318-14,ACI 530-13 License:KW-08068184 License To:HORN CONSULTING ENGINEERS Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.503 in2/ft (4/3)'As: 0.6706 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: 0.503 in21ft #40§10.00 in #4@ 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 ` Footing Design Results111 Toe Width = 2.50 ft 121 Heel Heel Width = 7.00 Factored Pressure = 2,411 980 psi 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 @ 12.30 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,#5@ 12.30 in,#6@ 17.46 in,#7@ 23.81 in,#8@ 31.35 in,#9@ 39 Heel:#4@ 7.94 in,#5G. 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 2.87 in2 Min footing T&S reinf Area per foot 0.30 in2 lit 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 -11 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.a 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 Pw I 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 FilesUennar_prototype retaining wal RetainPro(C)1987.2016, Build 11.18.11.12 License;KW-06056184 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To: HORN CONSULTING ENGINEERS Criteria ‘ LSoil 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 d , ,+�`ki.' t Active Heel Pressure = 40.0 psf/ft Slope Behind Wall = 0.00 = `'�a ',�" +:�`-' " 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 per FootingllSoil Friction = 0.450 Soil height to ignore for passive pressure = 12.00 in nr'�aN Y Surcharge Loads 1 Lateral Load Applied to Stem 0 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 Wail Axial Live Load = 750.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load 1 Method :Mononobe-Okabe/Seed-Whitman Kae for seismic earth pressure = 0.445 Added seismic base force 717.6 lbs Design Kh = 0.20D 9 Kt if apr ure = 0.319 = 0.125 Using Mononobe-Okabe/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: 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 RetalnPro Buildt1.18.71.12 Cantilevered RetainingWall Code: IBC 2015,ACI 318-14,ACI 530-13 License:KW-06a6s189 License To:HORN CONSULTING ENGINEERS Design Summary i Stem Construction 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 4g Toe = 1,767 psf OK Design Data Soil Pressure G€ Heel = 791 psf OK ibIFB+fa/Fa = 0.957 Allowable = 2,000 pet Total Force @ Section Soil Pressure Less Than Allowable Service Level lbs= ACI Factored 6 Toe = 2,473 psf Strength Level lbs= 5,434.1 ACI Factored Heel = 1,107 psf Moment....Actual Footing Shear g Toe = 30.0 psi OK Service Level ft-#= Footing Shear @ Heel = 23.4 psi OK Strength Level ft-#= 23,423.4 Allowable = 75.0 psi Moment Allowable = 24,472.5 Sliding Calcs Lateral Sliding Force = 3,899.3 lbs less 100%Passive Force= - 222.2 lbs Service Level psi= less 100%Friction Force = - 5,704.9 lbs Strength Level psi= 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 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 Lenngr prototype wall PVL' 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:1Users\Dave\Documents\RetainPro 10 Project Files\ennar_prototype retaining wal Ucens�%1 56184, Build 11.16.11.12 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)(8.1675)/60000: 0.3275 in2Nt 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 #4@ 10.00 in #4©20.00 in Provided Area: 0.744 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 = 2.75 ft LW I}Iii Heel Width = 7.75 Factored Pressure = 2,473 1,107 psf Total Footing Width = 10.50 Mu':Upward = 8,902 33,661 ft-# Footing Thickness = 14.00 in Mu':Downward = 1,218 48,414 ft-# Mu: Design = 7,684 14,754 ft-# Key Width = 0.00 in Actual 1-Way Shear = 29.95 23.40 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 fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 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 G 7.94 In,#5@ 12.30 in,#6,e 17.46 in,#7@ 23.81 in,#8@ 31.35 in,#9@ 39 Heel:#4@ 6.14 in,#5@ 9.51 in,#6@ 13.51 in,#7©18.42 in,#8@ 24.25 in,#9©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 Ift 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 #6c! 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 = 2,960.6 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 a 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/OvertumIng Ratio = 4.18 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 gIN2Z 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:\Users\Dave\Documents\RetainPro 10 Project FilesVennar-prototype retaining wal RetalnPro(c)1957-2016, Build 11.18.11.12 License:KW-06056154 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To:HORN CONSULTING ENGINEERS Criteria Il Soil Data Retained Height = 12.00 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 Passive Pressure = 250.0 psf/it * * Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf x 1 ry Soil Density,Toe = 0.00 pet .' Footing$ISoil 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 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 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 0 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 a eprghure = 0.319 = 0.126 Using Mononobe-Okabe/Seed-Whitman procedure Use menu Item Settings>Printing&Title Block Title tanner prototype wall PA 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 Files\lennar_prototype retaining wal ensa%1��0 Build 11.16.11.12 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 = 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 Placed at = Edge Design Data Soil Pressure @ Heel = 813 psf OK ib/FB+fa/Fa = 0.966 Allowable = 2,000 psf Total Force @ Section Soil Pressure Less Than Allowable Service Level lbs= ACI Factored @ Toe = 2,731 psf Strength Level lbs= 6,419.2 ACI Factored @ Heel = 1,138 psf Footing Shear @ Toe = 33.6 psi OK MomenL...Actual Footing Shear @Heel = 27.7 psi OK Service Level ft-#= Allowable = 75.0 psi Strength Level ft#= 30,106.2 SIIdIngCalcs 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 Ration' _ 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 Uve 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 wa,4" 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\ennar_prototype retaining wal Retdnero(c)1es, build 11.16.11.12 License:KW-060tta1tt058184 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): 0.6779 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 in21ft 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 #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 = 2.75 ft Toe Heel Heel Width = 8.50 Factored Pressure = 2,731 1,138 psf Total Footing Width = 11.25 Mu':Upward = 9,836 41,954 ft-it 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 fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 8.09 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 C 23.81 in,#84. 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 ift 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 = 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 Soll= *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. • el Ftiv 1 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 wlo slab for sliding& garage floor slab on high side This Wall in File:C:1Users\Dave\Documents1RetainPro 10 Project Files\ennar_prototype retaining wal RetalnPro(c)1887-2017, Build 11.17.11.03 License:KW-08088194 Cantilevered Retaining Wall Code: IBC 2015,ACI318-14,ACI530-13 License To:HORN CONSULTING ENGINEERS Criteria 1 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 psi/ft Height of Soil over Toe = 6.00 in = r?: i;;x Water height over heel = 0.0 ft Passive Pressure = 250.0 psf/ft Soil Density,Heel = 110.00 pcf .r.;".:ii Soil Density,Toe = 0.00 pcf --` Footinglisoil Friction = 0.450 ; F, Soil height to ignore for passive pressure = 12.00 in ;;i ;' Surcharge Loads Lateral Load Applied to Stem 4 Adjacent Footing Load Surcharge Over Heel = 50.0 psf Lateral Load = 0.0#lit 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 IIFooting 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 = 0.3D0 Axial Load Eccentricity = 0.0 in [Earth Pressure Seismic Load 0 Method :Mononobe-Okabe&Seed-Whitman Kae for seismic earth pressure = 0.445 Added seismic base force 174.4 lbs Design Kh 0.200 9 K; a ptgisure = 0.319 0.125 Using Mononobe-Okabe/Seed-Whitman procedure ( W L • use menu Wal Settings>Printing&Title Block Title Lennar prototype wall Page: 2 to tet thesellsellasis et 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:\UserslDavelDocuments\RetainPro 10 Project Files\lennar.prototype retaining wal RatamPro(0)111874017, Build 11.17.11.03 License To NORW CONSULTING ENGINEERS Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 'Design Summary I Stem Construction 1 Bottom Stern OK Wall Stability Ratios Design Height Above Fig 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 lbs Rebar Size = # 5 ...resultant ecc. • 6.09 in Rebar Spacing = 18.00 Soil Pressure 0 Toe = 1,895 psf OK Rebar Placed at = Edge Design Data Soil Pressure 230 psf OK - �Heel = fb/F8+fa/Fa - 0.450 Allowable = 2,000 psf Total Force 0 Section Soil Pressure Less Than Allowable Service Level lbs= ACI Factored®Toe = 2,373 psf ACI Factored 6 Heel = 322 psf Strength Level Ibs= 1,232.9 I Footing Shear ig Toe Ste^ L 8.7 psi OK Moment.ce levvell e Footing Shear Cp Heel = 3.8 psi OK Allowable 75.0 psi Strength Level 11 ft#= 2,488.2 Sliding Calks Moment Allowable = 5,527.6 Lateral Sliding Force = 977.7 lbs Shear Actual less 100%Passive Force= • 158.3 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 Met(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= 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 VtiwS 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 Fiies\lennar,prototype retaining wal RetaMPro(e)1937-2017, Build 11.17.11.03 License To MORN CONSULTING ENGINEERS Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 Concrete Stem Reber Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.0942 in2/ft (4/3)'As: 0.1256 in2lft Min Stem T&S Reint Area 0.960 in2 200bdlfy:200(12)(6.1875)/80000: 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: 0.1728 in2/ft #46 12.50 in #4©25.00 in Provided Area: 0.2067 in2/ft #50 19.38 in #541 38.75 in Maximum Area : 0.8382 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Dimensions&Strengths II Footing Design Results Toe Width = 1.25 ft Leg uni 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# Mu: Design = 1,463 840 ft-it Key Width = 0.00 in Actual Key Depth 0.00 in Allow 1-Way Shear r = 40.00 40.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #5 a 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 0 Bim= 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 1.04 in2 Min footing T&S reinf Area per foot 0.26 in2 dt If one layer of horizontal bars: If two layers of horizontal bars: #46 9.26 in #40 18.52 in #5t 14.35 in #50 28.70 in *64g 20.37 in #6(3g 40.74 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 = 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 6 Stern 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 1p Stem Transitions= _ = Footing Weight = 600.0 2.00 1,200.0 Resisting/Overturning Ratio = 2.97 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. 0Fw it- Use menu Item Settings>Printing&Title Block Tale 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:1Users'DavelDocuments\RetainPro 10 Project Filesilennar_prototype retaining wal RetainPro(c)1987.2017, Build 11.17.11.03 License To•60661HOR CONSULTING ENGINEERS Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 Criteria II Soil Data I Retained Height = 6.00 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 psfht Soil Density,Heel = 110.00 pcf . Soil Density,Toe = 0.00 pcf FootingllSoil Friction = 0.450 Soil height to ignorex for passive pressure = 12.00 in 41111*.?I. ,;,,V.,,'• Surcharge Loads 1 Lateral Load Applied to Stem k Adjacent Footing Load Surcharge Over Heel = 50.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 Ibe 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(Vl) Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem ` (Service Level) Footing Type Line Load Axial Dead Load • 750.0 lbs Wind on 0.0 psf Base Above/Below Wall Soil = Exposed Stern = 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 Kee for seismic earth pressure = 0.445 Added seismic base force 237.4 lbs Design Kh = 0200 9 K §a e64Ppr61sure = 0.319 = 0.126 Using Mononobe-Okabe/Seed-Whitman procedure i eFI'vS Use menu Item Settings>Printing&Title Block Title tanner prototype wall Page : 2 to set tine five Iiges 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\Dave\Documents\RetainPro 10 Project Files\lennar_prototype retaining wal Ri tens roKW-06600651a{ eutld 11.17.11.e] Cantilevered Retaining Wail 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 Fty ft= 0.00 Overturning = 3.49 OK Wall Material Above"Ht" = Concrete Sliding = 1.60 OK Design Method = LRFD ASD LRFD Thickness = 8.00 Total Bearing Load = 5,077 lbs Reber Size = # 5 ...resultant ecc. = 6.89 in Reber Spacing = 15.00 Rebar Placed at = Edge Soil Pressure 0 Toe = 1,602 psf OK Design Data Soil Pressure 0 Heel = 332 pet OK fb/FB+fa/Fa = 0.629 Allowable 2. 2,000 Ps{ Total Force 0 Section Soil Pressure Less Than Allowable ACI Factored 0 Toe = 2,242 psi Service Level lbs= ACI Factored 0 Heel = 485 psf Strength Level Ibs= 1,725.1 Moment...Actual Footing Shear 0 Toe = 11.9 psi OK Service Level ft-#_ Footing Shear 0 Heel = 8.0 psi OK Strength Level ft4= 4,140.5 Allowable = 75.0 psi Sliding Calp Moment Allowable = 6,578.7 Lateral Sliding Force = 1,314.6 lbs Shear....Actuai less 100%Passive Force= • 156.3 lbs Service Level psi= leas 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 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 = 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 (7r_w 0 . 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 Wet in File:C:1Users\Dave\Documents\ReteinPro 10 Project Files1lennaryrototype retaining wai RstalnPro(e)1997.2017, Build 11.17.11.03 LLicensei To-0HORN CONSULTING ENGINEERS Cantilevered Retaining Wall Code: IBC 2015,ACI 31&14,AC 1530-13 Concrete Stem Rebar Area Details Bottom Stem 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 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: 0.209 in2lft #4t l 12.50 in #4©25.00 in Provided Area: 0.248 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.8382 in2/ft #60 27.50 in #6@ 55.00 in Footing Dimensions&Strengths I Footing Design ResultsIII l Toe Width = 1.50 R TLcg tieS8 Heel Width = 3.75 Factored Pressure = 2,242 465 psf Total Footing Width = 5.25 Mu': Upward = 2,332 3,866 ft-S Footing Thickness = 12.00 in Mu': Downward = 323 5,794 ft-S Mu: Design = 2,009 1,929 ft-ft Key Width = 0.00 in Actual 1-Way Shear = 11.91 5.96 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 @ 15.00 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 @ Bfm= 3.00 in 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 1.36 in2 Min footing T&S reinf Area per foot 0.26 in2 /tt If one layer of horizontal bars: If two layers of horizontal bars: #4@ 9.26 in #4@ 18.52 in #5@ 14.35 In #541 28.70 in #61§20.37 in #60 40.74 in 1 Summary of Overturning& Resisting Forces&Moments ....OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-9 lbs ft fl-it 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 @ Stem 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 @ Stem Transitions= _ = Footing Weight = 787.5 2.63 2,067.2 Resisting/Overturning Ratio • 3.49 Key Weight = Vertical Loads used for Soil Pressure A. 5,076.7 lbs Vert.Component - _ Total= 4,326.7 lbs R.M.= '2,660.3 If seismic is included,the OTM and sliding ratios •Axial live load NOT included in total displayed or used for ove'tuming 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. (.7pw-r Use menu Item Settings>Printing&Title Block Title Lennar prototype wall Page: 1 to set these five fines 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:tUsersOave.Oocuments\RetalnPro 10 Project Files1lennar_prototype retaining wal RetalnPro c)19117-2017, Budd 11.17.11.03 License:KW-0605111N Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To:HORN CONSULTING ENGINEERS Criteria 11 Soil Data Retained Height = 7.00 ft Allow Soil Bearing = 2,000.0 psf • Wail height above soil 0.00 ft Equivalent Fluid Pressure Method Active Heel Pressure = 40.0 psf/ft Slope Behind Wail = 0.00 Height of Soli over Toe = 6.00 in = • Water height over heel = 0.0 ft Passive Pressure = 250.0 psf/ft 4TMe Soil Density, Heel = 110.00 pcf Soil Density,Toe = 0.00 pcf FootingllSoil Friction = 0.450 Soil height to ignore �..7,v �t.; t Y .. for passive pressure = 12.00 in r.;3 ` : ,1 A., Surcharge Loads 1 Lateral Load Applied to Stem 4 Adjacent Footing Load Surcharge Over Heel = 50.0 pet 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 Axial Load Applied to Stem ` Load Type _ (Service lLevet) Footing Type Line Load Base Above/Below Soil 0.0 ft Axial Deed Load = 750.0 tbs Wind on Exposed Stem = 0.0 psf at Back of Wan Axial Live Load = 750.0 lbs (Service Level) = Axial Load Eccentricity = 0.0 in Poisson's Ratio0.300 Earth Pressure Seismic Load i Method :Mononobe-Okabe/Seed-Whitman Kae for seismic earth pressure = 0.445 Added seismic base force 323.1 lbs Design tCh 0.200 9 K e prlisure = 0.319 = 0.i26 Using Mononobe-Okabe/Seed-Whitman procedure b'FNr?.5) • Use a►entt item Settings>Printing&Title Block Title Lennar prototype wall Page : 2 to set thesis Mk lines 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:1UserslDavelDocumentsRRetainPro 10 Project Files\iennar_prototype retaining wal RahinPro(c)118ao7-e uiM2At7, B 11.17.11.03 License•Kwo7 CONSU(TING ENGINEERS Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14AC1530-13 License To FIORN 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"Hi' = Concrete Sliding = 1.58 OK Design Method = LRFD ASO LRFD Thickness = 8.00 Total Bearing Load = 6,481 lbs Reber Size = # 5 ...resultant ecc. = 6.49 in Reber Spacing = 12.00 Rebar Placed at = Edge Soil Pressure a Toe 23 1,495 psf OK Design Data Soil Pressure C Heel = 500 psf OK fb/FB+fa/Fa = 0.794 Allowable = 2,000 psf Total Force @ Section Soil Pressure Less Than Allowable ACI Factored C Toe ag 2,092 psf Service Level lbs= ACI Factored 6 Heel = 899 psf Strength Level lbs= 2,311.9 Footing Shear elToe * 12.8 psi OK MomenL..Actual Service Level ft-#= Footing Shear C Heel s 7.9 psi OK Strength Level ft-#= 6,448.8 Allowable = 75.0 psi Sliding Cates Moment Allowable = 8,121.3 Lateral Sliding Force = 1,770.4 lbs Shear....Actual 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 Met(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 Tenn 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 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:1Users'Dave1Documents.RetainPro 10 Project Files\ennar_prototype retaining wal RetainPro(c)1987.2017, Build 11.17.11.03 License License :KW480:H511154 SULTiNGENGINEERS Cantilevered Retaining Wall Code: IBC IBC 2015,ACI 318-14AC1 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 in2fft Min Stem T&S Reinf Area 1.344 in2 200bdfty:200(12)(6.1875)/80000: 0.2475 in2fft Min Stem T&S Reinf Area per ft of stem Height:0.192 in2ifi 0.001Bbh:0.0018(12)(8): 0.1728 in2/ft Horizontal Reinforcing Options: =------ One layer of: Two layers of: Required Area: 0.2475 in2/ft #4© 12.50 in #4i i 25.00 in Provided Area: 0.31 in2/ft #50 19.38 in #5- 38.75 in Maximum Area: 0.8382 in21ft #6Q 27.50 in #6i 55.00 in Footing Dimensions & Strengths t _ Footing Design Results Toe Width = 2.00 ft Heel Heel Width = 4.50 Factored Pressure = 2,092 699 pef Total Footing Width = 6.50 Mu' :Upward = 3,899 7,150 ft-# Footing Thickness = 14.00 in Mu :Downward = 644 10,345 ft-# Key Width = 0.00 in Mu: Design = 3,255 3,194 ft-IS Key Depth = 0.00 In Actual 1-Way Shear = 12.76 7.93 psi Key Distance from Toe = 0.00 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 Speed Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes& Spacings Cover t Top 2.00 ©Btm= 3.00 in Toe: Not req'd:Mu<phi'Flambda'sgrt(fc)'Sm Heel: Not req'd:Mu<ph1•51ambda•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 dt If one layer of horizontal bars: If two layers of horizontal bars: #4+Cp 7.94 in *Mg 15.87 in #5i 12.30 in #50 24.60 in #8(g 17.46 in #60 34.92 in Summary of Overturning & ResistingForces & Moments OVERTURNING .....RESISTING Force Distance Moment Force Distance Moment item lbs ft ft-4 lbs ft ft- Heel Alive Pressure = 1,333.9 2.72 3,631.1 Soil Over Heel = 2,951.7 4.58 13,528.5 Surcharge over Heel = 113.4 4.08 463.2 Sloped Soil Over Heel = 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 a Stern 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) = 7000 2.33 1,633.3 Earth i Stem Transitions= = = Footing Weight = 1,137.5 3.25 3,696.9 Resteung?Overtuming Ratio = 3.76 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. 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. (q7.-ti✓1© 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 aide This Wall in File:C:1UserslDave\Documents1RetalnPro 10 Project Files\iennar_prototype retaining wal RetelnPro(c)1987.2017, Build 11,17.11.03 License To•-0HQRN CONSULTING ENGINEERS Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,AC1 530-13 Criteria I Soil Data 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 = 4D.0 psf/ft Behind Wall = 0.00 Height of Soil over Toe = 8.00 in = Water height over heel 0.0 R 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 3E-%)zt Surcharge Loads Lateral Load Applied to Stem ` Adjacent Footing Load Surcharge Over Heel = 50.0 psf Lateral Load = 0.0#m Adjacent Footing Load = 0.0 lbs Used To Resist Sliding a 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 a 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 Deed 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 0 Method :Mononobe-0kabefSeed-Whibnan Kae for seismic earth pressure = 0.445 Added seismic base force 407.1 los Design Kh = 0.200 g K> epr sure = 0.319 = 0.12e Using Mononobe-Okabe/Seed-Whitman procedure 6-YpW I Use menu item Settings>Printing&Title Block Title Lenner prototype wall Page: 2 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 Fib:C:Wsers\Dave\Documents\ReteinPro 10 Project Files\Iennar-prototype retaining wal RetainPro License:KW 581 , 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 LStem Construction 1 Bottom Stem 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 = # 5 ...resultant ecc. = 7.73 In Reber Spacing = 10.00 Soil Pressure; Toe = 1,838 psf OK Reber Placed at = Edge Design Data Soil Pressure 0 Heel = 524 psf OK tb1F6+fa/Fa - - 0.978 Allowable = 2,000 psf Total Force @ Section Soil Pressure Less Than Allowable Service Level lbs= ACI Factored©Toe = 2,293 psf ACI Factored 0 Heel 733 psf Strength Level lbs= 2,969.6 Footing Shear(4 Toe 3= 16.4 psi OK Moment...Actual Footing Shear Cp Heel = 11.4 psi OK Service Level ft#_ Allowable 75.0 psi Strength Level ft4= 9,414.0 Sliding Calks Moment Allowable = 9,623.1 Lateral Sliding Force = 2,215.0 lbs 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 lbs OK Anet(Masonry) in2= 139.50 Reber Depth 'd' in= 6.19 Masonry Data f m psi= Fs psi= Vertical component of active lateral soil pressure IS Solid Grouting _ Wr 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 Liao menu item Printing Pring&Title Block Title Lennar proto� w to sat Mies••ft*Ones of Information Job#: Dsgnnr: DJH Date: 16 FEB 2017 for your program. Description.... - wall w/o slab for sliding&garage floor slab on high side This Waft in File:C:SUsers\Dave\Documents\RetainPro 10 Project Filesllennar_prototype retaining wal RstsinPro(0)1987.2017, Build 11.17.11.03 c.ens ToH c ORN1 CONSULTING ENGINEERS Cantilevered Retaining Wail Code: IBC 2015,ACI 318-14,ACI 530-13 LicConcrete Stern 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)/66000: 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: 0.3565 in2/ft #40 12.50 in #4@ 25.00 In Provided Area: 0.372 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.8382 in2./ft #64f0 27.50 in #&@ 55.00 in Footing Dimensions & Strengths I Footing Design Results Toe Width = 2.00 ft jo Heel Heel Width = 5.50 Factored Pressure = 2.293 733 psf Total Footing Width = 7.50 Mu':Upward = 4,309 12,481 ft-# 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 t$ 10.00 in rc as 2,500 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 12.30 in Fooling Concrete Density = 150.00 pit Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover G Top 2.00 452 Bhn= 3.00 in Toe: #40 7.94 In,fr50 12.30 in,NO 17.46 in,#7©23.81 in,#80 31.35 in,#90 39 Heel:#46 7.94 in,*Kg 12.30 in,#66 17.46 in,#7@ 23.81 in,#80 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 At If one layer of horizontal bars: tf two layers of horizontal bars: #40 7.94 in #4111 15.87 in #56 12.30 in #5@ 24.60 in #64 17.46 in #68 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-4 Heel Active Pressure = 1,6130.6 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(4 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 = t00 = Surcharge Over Toe = Total 2,215.0 O.T.M. 7,957.E Stem Weight(s) = 600.0 2.33 '4,866.7 Earth @ Stem Transitions= _ = Footing Weight = 1,312.5 3.75 4,921.9 ResistinWWOvertuming Ratio = 3.94 Key Weight = Vertical Loads used for Soft Pressure= 8,107.5 lbs Vert.Component - Total= 7,357.5 lbs R.M.= 3'1,388.1 If seismic is included,the OTM and sliding ratios 'Axial live load NOT included in total displayed or used for overtuming 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 !4l HCE Horn Consulting Engineers LLC Calculations: Project: TS_21_29 RECEY Date: 2/11/2022 Project: Pacific Ridge Apartments Building 1 WI_ 1 8 Tigard, OR Gay of TIGARb 1 13 Q/T NA sulDING DIVISION' Subject Sheet#'s Lateral Loads L1 — L11 Framing F1 — F10 Stud Walls SW1 — SW2 Footings FTG1 OFFICE COPY A P ace •• 5131"I 'L r ORE v44, �i O"�f/D 1J. NCP� Eloires: 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 LI lI H C E Horn Consulting.Engineers LLC New Apartments: JTS-21-29 BLDG 1 Code Basis of Design: 2019 O.S.S.C. Wind Loading: Per ASCE 7 Fig 28.6-1 See attached elevations for wind loading breakdown per level. 120mph 3-sec gust Exp B. The mean roof height of the house ,. h = 45' approximately. f.% Ili ��lii ��° o �r' ® 000 pP.P f1 « > ,,,, „4,. . ..--...„--- -.4 / .,,ib. 0 --:6--- _,---FP- ,,,,,,:*, Case A , ., ♦.'-- - . , _•,, / .;---1 Case 8 a = .10*5.6' = 5.6' or for h =45' a = .4(h) = .4(45') = 18' a must be larger than .04(56') = 2.2' or 3' a = 5.6' controls Therefore: 2a = 12' see Fig 28.6-1 ASCE 7, and Figure above. 7422 SW Beaverton-Hillsdale Hwy, Ste 202 Portland, OR 97225 Phone:503.892.5782 Email:dave@hornce.com Lz IIHCE Horn Consulting Engineers LLC Plywood Shear Walls Seismic Loading: SDS= .677, R = 6.5, W= weight of structure V = [Sos/(R x 1.4)] W V = .074W Roof Dead load = 15 psf Exterior Wall Dead load = 12 psf Interior Wall Dead load = 8 psf Exterior Floor Dead load = 50 psf Interior Gyperete Floor Dead load = 20 psf Weight Wr= (838')(.012ksf)(4.5') + (910')(.0O8ksf)(4.5') + [(14,26Oft2)(.015ksf)] = 291.9k W3 = (838')(.012ksf)(9') + (910')(.008ksf)(9') + [(11240ft2)(.020ksf)] + [(1732ft2)(.050ksf)] = 467.4k W2 = (838')(.012ksf)(4.5') + (926')(.012ksf)(4.5') + (910')(.008ksf)(4.5') + (930')(.008ksf)(4.5') + [(11240ft2)(.O20ksf)] + [(1732ft2)(.050ksf)] = 472.9k W1 = (488')(.012ksf)(4.5') + (926')(.012ksf)(4.5') + (548')(.008ksf)(4.5') + (930')(.008ksf)(4.5') + [(5986ft2)(.O20ksf)] + [(508ft2)(.05Oksf)] = 274.7k Seismic in East to West: Wr= [33.8k/ 57'] = 593p1f > 242.8p1f therefore, seismic governs. W3 = [41.6k/ 57'] + 593p1f= 1323p1f> 392p1f therefore, seismic governs. W2 = [28.0k/ 57'] + 1323p1f= 1814p1f> 541.2p1f therefore, seismic governs. W1 = [8.1k/ 30'j + 1814p1f= 2O84p1f> 669.3p1f therefore, seismic governs. Seismic in North to South: Wr = [33.8k/205'] = 165p1f < 205p1f therefore, wind governs. W3 = [41.6k/205'] + 165p1f= 368p1f > 348.1 plf therefore, seismic governs. W2 = [28.0k/205'] + 368p1f= 504p1f> 491.2p1f therefore, seismic governs. W1 = [8.1k/205'] + 504p1f = 544p1f< 634.3p1f therefore, wind governs. Redundancy Factor= 1.0 per ASCE7 section 12.3.4.2 7412 SW Beaverton-Hillsdale Hwy, Ste 202 Portland, OR 97225 Phone: 503.892.5782 Email:dave@hornce.com t3 • _All _ lr4l HCE Horn Consulting Engineers LLC Roof Diaphragm: Grid Lines 1/2 & 14/15 Grid Line A Pw = (0.205) klf x 13' = 2.7k Torque to Grid Line B Ps = (0.165) klf x 13' = 2.2k V = Pw/ (24.5)' = 109plf Type A Wall Grid Line B 11.5' Wall P = (0.593) klf x 46' = 27.3k Mot = 11.3kft V = P/ (170)' = 161 plf Type A Wall Mr = 16.9(0.6) = 10.1 kft 23' Wall T = 0.1k No HD Req'd Mot = 33.2kft Mr= 95.6(0.6) = 57.4kft No HD Req'd Grid Lines 3/4/5 & 11/12/13 Pw = (0.205) klf x 38' = 7.8k Grid Line C Ps = (0.165) klf x 38' = 6.3k P = (0.593) klf x 17.5' = 10.4k V = Pw/ (88)' = 89p1f Type A Wall V = P/ (101.5)' = 102p1f Type A Wall 9' Wall 3.75' Wall Mot = 7.2kft Mot = 3.5kft Mr = 12.5(0.6) = 7.5kft No HD Req'd Mr= 4.1(0.6) = 2.5kft T = 0.3k No HD Req'd Grid Lines 6 & 10 15' Perforated Walls Pw = (0.205) klf x 32' = 6.6k = 10' / 15' = 67% Ps = (0.165) klf x 32' = 5.3k Max. Opening Ht = 2/9h Co = 1.0 V = Pw/ (53)' = 124p1f Type A Wall V = (0.102)(10') / 10'(1.0) = 102plf Type A Wall 26' Wall Mot = (0.102)(10')(9') = 9.2kft Mot = 29.0kft Mr = 20.9(0.6) = 12.5kft Mr= 79.9(0.6) = 48.0kft No HD Req'd T = 9.2kft - 12.5kft I (10')(1.0) = 0.0k No HD Req'd Grid Lines 7/8/9 49.5' Perforated Walls Pw = (0.205) klf x 43' = 8.8k � = 29.5' /49.5' = 60% Ps = (0.165) klf x 43' = 7.1k Max. Opening Ht = 5/9h C. = 0.80 V = Pw/ (85)' = 104plf Type A Wall V = (0.102)(29.5') /29.5'(0.80) = 128p1f 9' Wall Type A Wall Mot = 8.4kft Mot = (0.102)(29.5')(9') = 27.1 kft Mr = 12.5(0.6) = 7.5kft Mr = 153.1(0.6) = 91.9kft T = 0.1k No HD Req'd T = 27.1 kft-91.9kft/ (29.5')(0.80) = 0.0k No HD Req'd 7412 SW Beaverton-Hillsdale Hwy, Ste 202 Portland, OR 97225 Phone: 503.892.5782 Email:dave@hornce.com L9 %� I !4IHCE Horn Consulting Engineers LLC Level 4 Diaphragm: Grid Lines 1/2 & 14/15 Grid Line A Pw = (0.1431) klf x 13' + 2.7k = 4.6k Torque to Grid Line B Ps = (0.203) klf x 13' + 2.2k = 4.8k V = PS (24.5)' = 198p1f Type A Wall Grid Line B 11.5' Wall P = (0.730) klf x 46' + 27.3k = 60.9k Mot = 20.4kft V = P/ (170)' = 358p1f Type B Wall Mr = 17.7(0.6) = 10.6kft 23' Wall T = 0.9k + 0.1k = 1.0k Type 8 HD Mot = 74.1kft Mr = 59.1(0.6) = 35.5kft Grid Lines 3/4/5 & 11/12/13 T = 1.7k Type 8 HD Pw = (0.1431) klf x 38' + 7.8k = 13.2k 62' Wall Ps = (0.203) klf x 38' + 6.3k = 14.0k Mot = 199.8kft V = PS (88)' = 159p1f Type A Wall Mr= 377(0.6) = 226.2kft No HD Req'd 9' Wall Mot = 12.9kft Grid Line C Mr= 14.2(0.6) = 8.5kft P = (0.730) klf x 17.5' + 10.4k = 23.2k T = 0.48k No HD Req'd V = P/ (101.5)' = 228p1f Type B Wall 3.75' Wall Grid Lines 6 & 10 Mot = 7.7kft Pw = (0.1431) klf x 32' + 6.6k = 11.2k Mr= 3.1(0.6) = 1.9kft PS = (0.203) klf x 32' + 5.3k = 11.8k T = 1.6k + 1.3k = 2.9k Type 8 HD V = Ps/ (53)' = 223p1f Type A Wall 15' Perforated Walls 26' Wall IL = 10' / 15' = 67% Mot = 52.1 kft Max. Opening Ht = 2/9h Co = 1.0 Mr= 90.1(0.6) = 54.0kft No HD Req'd V = (0.228)(10') / 10'(1.0) = 228p1f Type B Wall Mot = (0.228)(10')(9) = 20.5kft Grid Lines 7/8/9 Mr = 12.8(0.6) = 7.7kft Pw = (0.1431) klf x 43' + 8.8k = 15.0k T = 20.5kft- 7.7kft/ (10')(1.0) Ps = (0.203) klf x 43' + 7.1k = 15.8k = 1.3k + 0.4k = 1.7k Type 8 HD V = PS (85.5)' = 185p1f Type A Wall 49.5' Perforated Walls 9' Wall Zc = 29.5' /49.5' = 60% Mot = 15.0kft Max. Opening Ht = 5/9h Co = 0.80 Mr= 17.8(0.6) = 10.7kft V = (0.228)(29.5') / 29.5'(0.80) = 285p1f T = 0.47k No HD Req'd Type B Wall Mot = (0.228)(29.5')(9') = 60.5kft Mr= 82.6(0.6) = 49.6kft T = 60.5kft- 49.6kft / (29.5')(0.80) = 0.46k No HD Req'd 7412 SW Beaverton-Hillsdale Hwy, Ste 202 Portland, OR 97225 Phone:503.892.5782 Email:dave@homce.com S ,.. % .--_-:-.,i.. .„..._. I !4IHCE Horn Consulting Engineers LLC Level 3 Diaphragm: Grid Lines 7/8/9 (Cont.) 26.5' Wall Grid Lines 1/2 & 14/15 Mot = 61.8kft PW = (0.1431) klf x 13' + 4.6k = 6.5k Mr = 142.5(0.6) = 85.5kft No HD Req'd Ps = (0.136) klfx 13' + 4.8k = 6.6k V = Ps/ (34.5)' = 190plf Type A Wall Grid Line A 11.5' Wall Torque to Grid Line B Mot = 19.7kft Mr= 17.7(0.6) = 10.6kft Grid Lines B T = 0.8k + 1.0k = 1.8k Type 1 or8HD P = (0.491) klf x46' + 60.9k = 83.5k V = P/ (170)' = 491p1f Type C Wall Grid Lines 3/4/5 & 11/12/13 23' Wall Rs = (0.1431) klf x 38' + 13.2k = 18.6k Mot = 101.7kft Ps = (0.136) klf x 38' + 14.0k = 19.2k Mr = 71.8(0.6) = 43.1 kft V = Ps/ (85.5)' = 224p1f Type A Wall T = 2.6k + 1.7k = 4.3k Type 9 HD 9.5' Wall 62' Wall Mot = 19.2kft Mot = 274.0kft Mr= 19.6(0.6) = 11.8kft Mr = 469.2(0.6) = 281.5kft No HD Req'd T = 0.8k Type 1 HD 19' Wall Grid Line C Mot = 38.3kft P = (0.491) klf x 17.5' + 23.2k = 31.8k Mr = 57.9(0.6) = 34.7kft V = P/ (101.5)' = 313p!f Type C Wall T = 0.2k No HD Req'd 3.75' Wall Mot = 10.6kft Grid Lines 6 & 10 Mr = 3.2(0.6) = 1.9kft PW = (0.1431) klf x32' + 11.2k = 15.8k T = 2.3k + 2.9k = 5.2k Type 9 HD Ps = (0.136) klf x 32' + 11.8k = 16.2k 15' Perforated Walls V = Ps/ (26.5)' = 610p1f Type D Wall IL = 10' / 15' = 67% Note: No 3x Sill Req'd wf DBL A.B.'s Max. Opening Ht = 2/9h Co = 1.0 26.5' Wall V = (0.313)(10') / 10'(1.0) = 313p1f Type C Wall Mot = 145.4kft Mot = (0.313)(10')(9') = 28.2kft Mr= 107.4(0.6) = 64.4kft Mr= 12.8(0.6) = 7.7kft T = 3.1k Type 8 HD T = 28.2kft- 7.7kft/ (10')(1.0) = 2.1k + 1.7k = 3.8k Type 9 HD Grid Lines 7/8/9 49.5' Perforated Walls Ps, = (0.1431) klf x43' + 15.0k = 21.2k IL = 29.5' /49.5' = 60% Ps = (0.136) klf x 43' + 15.8k = 21.7k Max. Opening Ht = 5/9h Co = 0.80 V = Ps/ (83.5)' = 259p1f Type A Wall V = (0.313)(29.5') /29.5'(0.80) = 391 plf 9.5' Wall Type C Wall Mot = 22.2kft Mot = (0.313)(29.5')(9') = 83.1 kft Mr = 21.8(0.6) = 13.1 kft Mr= 82.6(0.6) = 49.6kft T = 1.0k Type 1 HD T = 83.1 kft-49.6kft/ (29.5')(0.80) 19' Wall = 1.4k + 0.46k = 1.9k Type 8 HD Mot = 44.3kft Mr= 50.7(0.6) = 30.4kft T = 0.7k Type 1 HD 7412 SW Beaverton-Hillsdale Hwy, Ste 202 Portland, OR 97225 Phone:503.892.5782 Email:dave@hornce.com L to HCE Horn Consulting Engineers LLC Level 2 Diaphragm: Grid Line 2 Grid Line B P,„ = (0.1431)(14')+(0.188)(13') = 4.5k P = (0.270) klf x 19' + 83.5k = 88.6k Ps = (0.040)(14')+(0.190)(13') = 3.0k V = P/ (172)' = 515p1f Type C Wall V = P„,/ (13)' = 342p1f Type B Wall 23' Wall 13' Wall Mot = 59.3kft Mot = 40.0kft Mr = 59.1(0.6) = 35.5kft Mr = 25.8(0.6) = 15.5kft T = 1.0k + 4.3k = 5.3k Type 3 HD T = 1.9k + 1.8k = 3.7k Type 2 HD 63' Wall Mot = 162.2kft Grid Line 4 Mr = 388.7(0.6) = 233.2kft No HD Req'd P„, = (0.1431)(32')+(0.218)(28.5') = 10.8k Ps = (0.040)(32')+(0.224)(28.5) = 7.7k Grid Line C V = P„,/ (29)' = 372p1f Type B Wall P = (0.270) klf x 17.5' + 31.8k = 36.5k 29' Wall V = P/ (101.5)' = 360p1f Type C Wall Mot = 97.1 kft 3.75' Wall Mr= 169.2(0.6) = 101.6kft No HD Req'd Mot = 12.2kft Mr = 3.2(0.6) = 1.9kft Grid Lines 6 & 10 T = 2.7k + 5.2k = 7.9k Type 4 HD P„, = (0.1431)(18.5')+(0.596)(26.5') = 18.4k 15' Perforated Walls PS = (0.040)(18.5')+(0.610)(26.5') = 16.9k yc = 10' / 15' = 67% V = Ps/ (54)' = 341p1f Type B Wall Max. Opening Ht = 2/9h Co = 1.0 27' Wall V= (0.360)(10') / 10'(1.0) = 360p1f Type C Wall Mot = 82.8kft Mot = (0.360)(10')(9') = 32.4kft Mr = 125.8(0.6) = 75.5kft Mr = 12.8(0.6) = 7.7kft T = 0.3k + 3.1k = 3.4k Type 2 HD T = 32.4kft- 7.7kft/ (10')(1.0) = 2.5k + 3.8k = 6.3k Type 4 HD Grid Line 8 49.5' Perforated Walls P„, = (0.1431)(37')+(0.254)(26.5') = 12.0k = 29.5' /49.5' = 60% Ps = (0.040)(37')+(0.269)(26.5') = 8.6k Max. Opening Ht = 5/9h Co = 0.80 V = P„,/ (26.5)' = 454p1f Type B Wall V = (0.360)(29.5') / 29.5'(0.80) = 450p1f 26.5' Wall Type C Wall Mot = 108.2kft Mot = (0.360)(29.5')(9') = 95.6kft Mr = 107.4(0.6) = 64.4kft Mr = 82.6(0.6) = 49.6kft T = 1.7k Type 1 HD T = 95.6kft-49.6kft / (29.5')(0.80) = 2.0k + 1.9k = 3.9k Type 2 HD 7412 SW Beaverton-Hillsdale Hwy, Ste 202 Portland, OR 97225 Phone: 503.892.5782 Email:dave@hornce.com • Asp 1 Izo MAN ex4 8 3-sec 444ST z 112 A • ?1-1(")= I04 qsb E9 0 E• y.E6(4)• 51 41) C . ?..s(,(oo' 12.3 .ts7 ])' oo•c11•41 • S-oASLA..VS'—o" (4.2wz r t1111°— r' C]IF7 E7 C7 Ii ra i [•J ® E7 ® i, -- � WI •a• TM nisI 12 C7 E7 C7Clu' aFI r 7 � 12 ® c. n- r_a,e �< 4: 3•1 —' ,•ace r� .. Yam.. I� .. '. ' c) C7 Be r c� C7 El .c1 �. :i ra 12 .v; ,. _II,�34 . fir ' /'i C7 YC®1J c�, i� `' /r. r.� �W C] iain cari�E2 C7 1 d�E''� (AV4.= (003(1.f2) = Zo5 w3 w2/ wi 7- flbg I 123 1 l(o'/ low. , /27.•S�/!2 % (` 4 / 12' /'oi /2' n `1 62 ' /}SCE' V no MAN 6XP. 3 3-sec 4.flST' 2 o /./z A . 2s 1-(- % 1S.q ASa e5^"lo A . 1-4•b(•A' Lb.lo All) C ' 2o•W6(011 /2.Z. ASb tta lyo(.b)' $'V AsD NI k_ '��,_ �,�=Z4tr•. *I • arc �o� �. � � .`C„�, �� 9,ZVI w w3, -----I71an�, Col i+] ,�i0 II m.; Z• i4/9 &V AhMIL co cm I/ iNg 117s! „F. krit 21q.f 2cA 1, Ave.., 2/(0•$( (2' YY 9S' /2' i'`i I 122 I I 1AvL,_ /37.2(/'/2) ' /4.2 "/, 12' yV7S• i2• I ' S yy>*s' r2• na 1/2" Client JTS_21_29 Sheet L 1 Project Date 12/13/21 Subject Lateral Loads By DJH Ply Shear Walls Vertical Distribution Diaphragm Level I Ht, Ft. I Wt, Kips I Shear, Kips Shear, Kips'Seismic Factors 5th 0 0.0 0.0 I 0.0 R 4th 9 291.9 33.8 33.8 6.5 3rd 10 467.4 41.6 46.4 2nd 10 472.9 28.0 39.7 '1st 10 274.7 8.1 20.3 Seismic Multiplier: 0.074 Totals 1,506.9 111.5 Base Shear, Kips 111.5 1 1 I 11/9/21,2:14 PM U.S.Seismic Design Maps 1 M5A OSHPD Latitude, Longitude: 45.41155401, -122.79252713 Wellington Estates 9 Apartments Trillium Hills- David Weekley Homes ee06era� f s 5 v Goggle P Map data©2021 Date 11/9/2021,2:14:16 PM Design Code Reference Document ASCE7-16 Risk Category 11 Site Class D-Default(See Section 11.4.3) Type Value Description Ss 0.847 MCER ground motion.(for 0.2 second period) S1 0.393 MCER ground motion.(for 1.0s period) Seas 1.016 Site-modified spectral acceleration value SM1 null-See Section 11.4.8 Site-modified spectral acceleration value SOS 0.677 Numeric seismic design value at 0.2 second SA S01 null-See Section 11.4.8 Numeric seismic design value at 1.0 second SA .......... Type Value Description SDC null-See Section 11.4.8 Seismic design category Fa 1.2 Site amplification factor at 0.2 second F null-See Section 11.4.8 Site amplification factor at 1.0 second PGA 0.386 MCER peak ground acceleration FPGA 1.214 Site amplification factor at PGA PGAM 0.469 Site modified peak ground acceleration TL 16 Long-period transition period in seconds SsRT 0.847 Probabilistic risk-targeted ground motion.(0.2 second) SsUH 0.957 Factored uniform-hazard(2%probability of exceedance in 50 years)spectral acceleration SsD 1.5 Factored deterministic acceleration value.(0.2 second) S1RT 0.393 Probabilistic risk-targeted ground motion.(1.0 second) S1UH 0.453 Factored uniform-hazard(2%probability of exceedance in 50 years)spectral acceleration. Si D 0.6 Factored deterministic acceleration value.(1.0 second) PGAd 0.5 Factored deterministic acceleration value.(Peak Ground Acceleration) CRS 0.884 Mapped value of the risk coefficient at short periods CR1 0.866 Mapped value of the risk coefficient at a period of 1 s https://seismicmaps.org 1/2 PROJECT }js-2(-z9 SHEET L-t� /►%k HCE DATE I2-13.2/ SUBJECT LRTt-gAL LORDS Horn Consulting Engineers LLC BY t..P4 CHE0'D!A 4/6•V/4/57 /�o. Sly) ( Zs/zos) = 99 � s w Level 3 o '( 1`Of2 (�) . o•5114- io ti 7S ' V ' {0-c4 k + (•o9q)(2 a Z S /Z- */ D IA o K 4----- 9320 SW EAR BUR BLVD. SUITE 135 • PORTLAND, OR • 97219 PHONE: 503,892.5782 • EMAIL: DAVE@E-ORNCE.COM en \ 1\I� HCE SUBJECT LM�PROJECT T$ '21- Z9 SHEET Pi `IZANAfk DATE q• IZr ZI DPHorn Consulting Engineers LLC BY JiL % ti w 11 O k/, M% O�. Lcc e- S .��t r 6k►a o--- S"42�r 43. 3� f. 3s (I,IS� 2 1 I L .►o . 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SUITE 135 • PORTLAND, OR • 97219 PHONE: 503.892.5782 • EMAIL: DAvE@HORNCECOM Doug Fir Width Depth Le Fb Fc E Cf Cf Cd Cr Axial Load Moment Fc' FcE FcE/Fc Cp F'c F'b fc fb UNITY Inches Inches Inches PSI PSI KSI Corn Bend Lbs Ft-Lbs PSI KSI PSI PSI PSI PSI 2X4 STUD 1.5 3.5 108 675 825 1400 1 1.5 1 1.2 2450 0 949 441 0.465 0.41 388 1164 467 0 1.45 1.5 3.5 108 675 825 1400 1 1.5 1.3 1.2 2210 27 1262 441 0.350 0.32 403 1549 421 106 2.59 1.5 3.5 108 675 825 1400 1 1.5 1.3 1.2 1510 67.5 1262 441 0.350 0.32 403 1549 288 264 1.00 1.5 3.5 108 675 825 1400 1 1.5 1.3 1.2 1920 53.5 1262 441 0.350 0.32 403 1347 366 210 1.73 3X4 STUD 2.5 3.5 96 675 825 1400 1 1.5 1 1.2 4090 0 949 558 0.588 0.49 467 1164 467 0 1.00 2.5 3.5 96 675 825 1400 1 1.5 1.3 1.2 3870 27 1262 558 0.442 0.39 495 1549 442 63 1.00 2.5 3.5 96 675 825 1400 1 1.5 1.3 1.2 3730 40 1262 558 0.442 0.39 495 1549 426 94 1.00 2.5 3.5 96 675 825 1400 1 1.5 1.3 1.2 3600 53.5 1262 558 0.442 0.39 495 1549 411 126 1.00 2X6 STUD 1.5 5.5 96 675 825 1400 1 1.3 1 1.2 6080 0 908 1379 1.519 0.81 738 1009 737 0 1.00 1.5 5.5 96 675 825 1400 1 1.3 1.3 1.2 7000 27 1207 1379 1.142 0.73 887 1342 848 43 1.00 1.5 5.5 96 675 825 1400 1 1.3 1.3 1.2 6850 40 1207 1379 1.142 0.73 887 1342 830 63 1.00 1.5 5.5 96 675 825 1400 1 1.3 1.3 1.2 6740 53.5 1207 1379 1.142 0.73 887 1342 817 85 1.00 2x4 NO 2 1.5 3.5 108 900 1300 1600 1 1.3 1.3 1.2 3225 67.3 1988 504 0.254 0.24 474 1790 614 264 1.00 2X6 NO 2 1.5 5.5 156 900 1300 1600 1 1.3 1.3 1.2 3650 106 1988 597 0.300 0.28 554 1790 442 168 1.00 1.5 5.5 132 900 1300 1600 1 1.3 1.3 1.2 5225 76 1988 833 0.419 0.37 744 1790 633 121 1.00 1.5 5.5 108 900 1300 1600 1 1.3 1.3 1.2 7465 67.3 1988 1245 0.626 0.52 1026 1790 905 107 1.00 2,0E LVL 5.25 7.25 252 3100 3000 2000 1 1 1.6 1 11000 5130 4800 497 0.103 0.10 486 4960 289 1338 1.00 1.75 7.25 252 3100 3000 2000 1 1 1.6 1.2 4450 1010 4800 497 0.103 0.10 486 5704 351 791 0.99 1.75 7.25 252 3100 3000 2000 1 1 1.6 1.2 4700 755.2 4800 497 0.103 0.10 486 5704 370 591 0.99 3.5 7.25 204 3100 3000 2000 1 1 1.6 1 12750 2275 4800 758 0.158 0.15 732 4960 502 890 1.00 5.25 7.25 252 3100 3000 2000 1 1 1.6 1 13900 2160 4800 497 0.103 0.10 486 4960 365 564 0.99 2,0E LVL 4.5 7.25 252 3100 3000 2000 1 1 1.6 1 8600 5130 4800 497 0.103 0.10 486 4960 264 1562 0.97 1.5 7.25 252 3100 3000 2000 1 1 1.6 1.2 3700 1010 4800 497 0.103 0.10 486 5704 340 922 1.00 1.5 7.25 252 3100 3000 2000 1 1 1.6 1.2 3930 755.2 4800 497 0.103 0.10 486 5704 361 690 1.00 3 7.25 204 3100 3000 2000 1 1 1.6 1 10450 2275 4800 758 0.158 0.15 732 4960 480 1039 1.00 6 7.25 252 3100 3000 2000 1 1 1.6 1 6700 2160 4800 497 0.103 0.10 486 4960 154 493 0.24 1.3E LVL 6 7.25 252 2250 1950 113001 1 1 1.6 1 8600 5130 I 3120 1 323 0.103 0.10 316 3600 198 1171 1.23 1.5 7.25 252 2250 1950 1300 1 1 1.6 1.2 2185 1010 3120 323 0.103 0.10 316 4140 201 922 1.00 N PROJECT J'�$-•2VZ� SHEET �`T�+' /\\Ik HCE DATE 2s ' Zz SUBJECT T.'n•U�+S .!� Horn Consulting Engineers LLC BY 'p`R' C f3 b A o"/ E a ZZ.3 t I t� (a� = Z1. 4 4-• " ��0 1' k 0" S . y+i. ‘Vi— ra LA., e t00 /gar o .qk .1 s41 - Zo.4 4�_ 8 * „ k 4 -4t'5 CA 10`. 4 '?5=e3RC �- Ic ,4 t � Z3 sk i. L. `r- �,4 Ca e. 4, hq 18 7 V. P-- 2•� 7.k k 2.t 7- �.% =. ? •s*f 4. 3-I F� --► 14 6°1'1. 55 f-th ak PN l os 60.4 li i,s t 1,1,41(z-L c/Is 3t,11" 1. 1,3 4 44� k11 G-r,31� �.s� - 12.E �.� ?: - .7 S a N.A 9320 SW BARBUR BLVD. SUITE 135 • PORTLAND, OR • 97219 PHONE: 503.892.5782 • EMAIL: DAVE@HORNCE.COM Digit,ly;i9-ietl by Dave'a0P ]=iom�onsultin� EnAin �\ Horn=L„m°�` :e'2GROil6 I S:El JS GT][' L !AI H C E Calculations: Project: JTS_21_29 Date: 2/11/2022 RECEIVED Project: Pacific Ridge Apartments Building 1 JUL 1 8 2022 Tigard, OR CITY OF TIGARD BUILDING DIVISION Subject Sheet #'s Slope Backfill Retaining Wall SW1 — SW16 OFFICE COPY cR,,ED PROFFs • iNFF Rio 51 9PE 'L R 0 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. 74.2 SW Beaverton-Hillsdale Hwy, Ste 202 Portland,OR 97225 Phone:503.892.5782 Email:dave@a hornce.com 5wi Project Name/Number: pacific ridge Use menu item Settings>Printing&Title Block Title Pacific Ridge Page: 1 to set these five lines of information Dsgnr: DJH Date: 26 APR 2022 for your program. Description.... sloped backfill This Wall in File:c:lusers\daveldocuments\retainpro 10 project files\pacific ridge_sloped backfill. RetainPro(c)1987-2019, Build 11.20.03.31 License:KW-06056184 Cantilevered Retaining Wall Code: IBC 2018,ACI 318-14,TMS 402-16 License To: HORN CONSULTING ENGINEERS Criteria 0 Soil Data I b ^, ".. Retained Height = 5.00 ft Allow Soil Bearing = 3,000.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Active Heel Pressure = 65.0 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 rA " ; Fx Soil height to ignore • • for passive pressure = 12.00 in , • • I 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 to Ftg CL Dist 0.00 ft Axial Load Applied to Stem ` Wall t = Load Type = Wind(W) Wall(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 = 1,250.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in r Earth Pressure Seismic Load Method : Mononobe-Okabe/Seed-Whitman Kae for seismic earth pressure = 0.620 Added seismic base force 347.1 lbs KP Design Kh = 0.200 g gPlga fie prsure = 0 445 = 0.175 Using Mononobe-Okabe/Seed-Whitman procedure 5 ►.r Z Project Name/Number: pacific ridge " Use menu item Settings>Printing&Title Block Title Pacific Ridge Page: 2 to set these five lines of information Dsgnr: DJH Date: 26 APR 2022 for your program. Description.... sloped backfill This Wall in File:causersldaveldocumentslretainpro 10 project files 1pacific ridge_sloped backfill- RetainPro(c)1987-2019, Build 11.20.03.31 License:KW-06056184 Cantilevered Retaining Wall Code: IBC 2018,ACI 318-14,TMS 402-16 License To: HORN CONSULTING ENGINEERS _Design Summary Stem Construction I Bottom Stem OK Design Height Above Ftf ft= 0.00 Wall Stability Ratios Wall Material Above"Ht" = Concrete Overturning = 1.62 OK Design Method = LRFD ASD LRFD Slab Resists All Sliding ! Thickness = 8.00 Rebar Size = # 5 Total Bearing Load = 3,521 lbs Rebar Spacing = 18.00 ...resultant ecc. = 3.92 in Rebar Placed at = Edge Soil Pressure @ Toe = 1,430 psf OK Design Data 0.688 Soil Pressure @ Heel = 448 psf OK fb/FB+fa/Fa = Allowable = 3,000 psf Total Force @ Section Soil Pressure Less Than Allowable Service Level lbs= ACI Factored @ Toe = 2,002 psf Strength Level lbs= 1,890.3 ACI Factored @ Heel = 627 psf Moment....Actual Footing Shear @ Toe = 21.4 psi OK Service Level ft-#= Footing Shear @ Heel = 1.4 psi OK Strength Level ft-#= 3,829.3 Allowable = 75.0 psi Moment Allowable = 5,565.4 Sliding Calcs Shear Actual , Lateral Sliding Force = 1,517.1 lbs Service Level psi= Strength Level psi= 25.5 Shear Allowable psi= 82.2 Anet(Masonry) in2= 139.50 Rebar Depth 'd' in= 6.19 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 Ration' = Wall Weight psf= 100.0 Load Factors Short Term Factor = Building Code IBC 2018,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= 3,000.0 Seismic, E 1.000 Fy psi= 60,000.0 Project Name/Number: pacific ridge Use menu item Settings>Printing&Title Block Title Pacific Ridge Page : 3 to set these five lines of information Dsgnr: DJH Date: 26 APR 2022 for your program. Description.... sloped backfill This Wall in File:c:\usersldaveldocuments\retainpro 10 project files\pacific ridge_sloped backfill. RetainPro(c)1987.2019, Build 11.20.03.31 License:KW-06056184 Cantilevered Retaining Wall Code: IBC 2018,ACI 318-14,TMS 402-16 License To: HORN CONSULTING ENGINEERS Concrete Stem Rebar Area Details 1.111 Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.145 in2/ft (4/3)'As: 0.1933 in2/ft Min Stem T&S Reinf Area 0.960 in2 200bd/fy: 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 : 0.1933 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area : 0.2067 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area : 1.0059 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Data -I 1, Footing Design Results Toe Width = 2.25 ft Toe Heel Heel Width = 1.50 Factored Pressure = 2,002 627 psf Total Footing Width = 3.75 Mu': Upward = 52,449 253 ft-# Footing Thickness = 12.00 in Mu': Downward = 8,718 340 ft-# Mu: Design = 3,644 87 ft-# Key Width = 0.00 in Actual 1-Way Shear = 21.40 1.39 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 @ 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 Footing Torsion,Tu = 0.00 ft-lbs Cover @ Top 2.00 @ Btm= 3.00 in Footing Allow.Torsion. phi Tu = 0.00 ft-Ibs If torsion exceeds allowable,provide supplemental design for footing torsion. Other Acceptable Sizes& Spacings Toe: #4@ 9.25 in,#5@ 14.35 in,#6@ 20-37 in,#7@ 27.77 in,#8@ 36-57 in,#9©46 Heel: phiMn=phi'5'lambda'sgrt(fc)'Sm Key: No key defined Min footing T&S reinf Area 0.97 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: #4@ 9.26 in #4@ 18.52 in #5@ 14.35 in #5@ 28.70 in #6@ 20.37 in #6@ 40.74 in 5wq- Project NamelNumber: pacific ridge Use menu item Settings>Printing&Title Block Title Pacific Ridge Page: 4 to set these five lines of information Dsgnr: DJH Date: 26 APR 2022 , for your program. Description.... sloped backfill This Wall in File: c\users\dave\documents\retainpro 10 project files pacific ridge_sloped backfill. RetainPro(c)1987-2019, Build 11.20.03.31 License:Kw-06056184 Cantilevered Retaining Wall Code: IBC 2018,ACI 318-14,TMS 402-16 License To : HORN CONSULTING ENGINEERS _Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING • Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# HL Act Pres(ab water tbl) 1,170.0 2.00 2,340.0 Soil Over HL (ab.water tbl) 458.3 3.33 1,527.8 HL Act Pres(be water tbl) Soil Over HL (bet water tbl) 3.33 1,527.8 Hydrostatic Force Watre Table Buoyant Force = Sloped Soil Over Hee = Surcharge over Heel = Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem= 2,000.0 2.58 1,937.5 Added Lateral Load = 'Axial Live Load on Stem = 1,250.0 2.58 3,229.2 Load @ Stem Above Soil = Soil Over Toe = 1.13 Seismic Earth Load = 347.1 3.60 1,249.5 Surcharge Over Toe = = Stem Weight(s) = 500.0 2.58 1,291.7 - -- -- - Earth @ Stem Transitions= Total = 1,517.1 O.T.M. = 3,589.5 Footing Weight = 562.5 1.88 1,054.7 Key Weight = Resisting/Overturning Ratio = 1.62 Vert. Component = Vertical Loads used for Soil Pressure= 3,520.8 lbs Total= 2,270.8 lbs R.M.= 5,811.E `Axial live load NOT included in total displayed, or used for overturning If seismic is included,the OTM and sliding ratios resistance,but is included for soil pressure calculation. may be 1.1 per section 1807.2.3 of IBC. 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. LTilt 1 Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall(approximate only) 0.053 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe because the wall would then tend to rotate into the retained soil. Project Name/Number: pacific ridge SIN Use menu item Settings>Printing&Title Block Title Pacific Ridge Page 1 to set these five lines of information Dsgnr: DJH Date: 26 APR 2022 for your program. Description.... sloped backfill This Wall in File:c:\users\dave\documents\retainpro 10 project fileslpacific ridge sloped backfill. RetainPro(c)1987.2019, Build 11.20.03.31 License:KW-06056184 Cantilevered Retaining Wall Code: IBC 2018,ACI 318-14,TMS 402-16 License To: HORN CONSULTING ENGINEERS Criteria ' Soil Data I Retained Height = 6.00 ft Allow Soil Bearing = 3,000.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method I Active Heel Pressure = 65.0 psf/ft Slope Behind Wall = 0.00 1 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 , • LSurcharge Loads ' L,Lateral Load Applied to Stem 11 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 Wall to FtgCL Dist = 0.00 ft Load Type = Wind(W) [Axial Load Applied to Stem 1 (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 = 1,250.0 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 = 0.620 Added seismic base force 472.4 lbs Design Kh = 0.200 9 KAPR f�E {ir sure = 0.445 = 0.175 Using Mononobe-Okabe/Seed-Whitman procedure S \P.-b Project Name/Number: pacific ridge Use menu item Settings>Printing&Title Block Title Pacific Ridge Page : 2 to set these five lines of information Dsgnr: DJH Date: 26 APR 2022 for your program. Description.... sloped backfill This Wall in File:c:\users\dave\documents\retainpro 10 project files\pacific ridge_sloped backfill. RetalnPro(c)1987-2019, Build 11.20.03.31 License:KW-06056184 Cantilevered Retaining Wall Code: IBC 2018,ACI 318-14,TMS 402-16 License To: HORN CONSULTING ENGINEERS Design Summary I Stem Construction Bottom Stem OK Design Height Above Ftc ft= 0.00 Wall Stability Ratios Wall Material Above"Ht" = Concrete Overturning = 1.56 OK Design Method = LRFD ASD LRFD Slab Resists All Sliding ! Thickness = 8.00 Rebar Size = # 5 Total Bearing Load = 3,863 lbs Rebar Spacing = 14.00 .. resultant ecc. = 4.60 in Rebar Placed at = Edge Soil Pressure @ Toe = 1,207 psf OK Design Data fb • Soil Pressure @ Heel = 419 psf OK /FB+fa/Fa = 0.918 Allowable = 3,000 psf Total Force @ Section Soil Pressure Less Than Allowable Service Level lbs= ACI Factored @ Toe = 1,690 psf Strength Level lbs= 2,692.4 ACI Factored @ Heel = 587 psf Moment....Actual Footing Shear @ Toe = 27.2 psi OK Service Level ft-#= Footing Shear @ Hee = 3.1 psi OK Strength Level ft-#= 6,510.4 Allowable = 75.0 psi Moment Allowable = 7,086.1 Sliding Caics Shear Actual Lateral Sliding Force = 2,064.9 lbs Service Level psi= Strength Level psi= 36.3 Shear Allowable psi= 82.2 Anet(Masonry) in2= 139.50 Rebar Depth 'd' in= 6.19 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 Ratio'n' = Wall Weight psf= 100.0 Load Factors Short Term Factor = Building Code IBC 2018,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= 3,000.0 Seismic, E 1.000 Fy psi 60,000.0 ‘Ne-t' Project Name/Number:pacific ridge Use menu item Settings>Printing&Title Block Title Pacifjc Ridge Page: 3 to set these five lines of information Dsgnr: DJH Date: 26 APR 2022 • for your program. Description.... sloped backfill This Wall in File: c:\users\dave\documents\retainpro 10 project files\pacific ridge_sloped backfill. RetainPro(c)1987-2019, Build 11.20.03.31 License:KW-06056184 Cantilevered Retaining Wall Code: IBC 2018,ACI 318-14,TMS 402-16 License To: HORN CONSULTING ENGINEERS Concrete Stem Rebar Area Details I Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.2465 in2/ft (4/3)"As: 0.3287 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 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 #4@ 12.50 in #4@ 25.00 in Provided Area: 0.2657 in2/ft #5© 19.38 in #5@ 38.75 in Maximum Area : 1.0059 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Data I Footing Design Results Toe Width = 3.25 ft Toe Heel Heel Width = 1.50 Factored Pressure = 1,690 587 psf Total Footing Width = 4.75 Mu' : Upward = 91,155 226 ft-# Footing Thickness = 12.00 in Mu' : Downward = 18,189 394 ft-# Mu: Design = 6,081 168 ft-# Key Width = 0.00 in Actual 1-Way Shear = 27.19 3.13 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 t 14.00 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 Footing Torsion,Tu = 0.00 ft-lbs Cover @ Top 2.00 @ Btm= 3.00 in Footing Allow.Torsion,phi Tu = 0.00 ft-lbs If torsion exceeds allowable,provide supplemental design for footing torsion. Other Acceptable Sizes&Spacings Toe: #4@ 9.25 in,#5© 14.35 in,#6@ 20.37 in,#7@ 27.77 in,#8@ 36.57 in,#9@ 46 Heel:phiMn=phi 5'lambda'sgrt(fc)'Sm Key: No key defined Min footing T&S reinf Area 1.23 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 Project Name/Number: pacific ridge Use menu item Settings>Printing&Title Block Title Pacific Ridge Page: 4 to set these five lines of information Dsgnr: DJH Date: 26 APR 2022 - for your program. Description.... sloped backfill This Wall in File:c:\users\dave\documents\retainpro 10 project files\pacific ridge_sloped backfill. RetainPro(c)1987-2019, Build 11.20.03.31 License:KW-06056184 Cantilevered Retaining Wall Code: IBC 2018,ACI 318-14,TMS 402-16 License To : HORN CONSULTING ENGINEERS Summary of Overturning & Resisting Forces & Moments I - OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# HL Act Pres(ab water tbl) 1,592.5 2.33 3,715.8 Soil Over HL (ab.water tbl) 550.0 4.33 2,383.3 HL Act Pres(be water tbl) Soil Over HL (bel.water tbl) 4.33 2,383.3 • Hydrostatic Force Watre Table Buoyant Force = Sloped Soil Over Heel = Surcharge over Heel = Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem= 2,000.0 3.58 2,687 5 Added Lateral Load = "Axial Live Load on Stem = 1,250.0 3.58 4,479.2 Load © Stem Above Soil = Soil Over Toe = 1.63 Seismic Earth Load = 472.4 4.20 1,984.2 Surcharge Over Toe = = Stem Weight(s) = 600.0 3.58 2,150.0 Earth @ Stem Transitions= Total = 2,064.9 O.T.M. = 5,700.0 Footing Weigh] = 712.5 2.38 1,692.2 Key Weight = Resisting/Overturning Ratio = 1.56 Vert. Component = Vertical Loads used for Soil Pressure= 3,862.5 lbs Total= 2,612.5 lbs R.M.= 8,913.0 "Axial live load NOT included in total displayed, or used for overturning If seismic is included,the OTM and sliding ratios resistance, but is included for soil pressure calculation. may be 1.1 per section 1807.2.3 of IBC. 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. Tilt I Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall(approximate only) 0.042 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe because the wall would then tend to rotate into the retained soil. w1Project Name/Number: pacific ridge Use menu item Settings> Printing&Title Block Title Pacific Ridge Page: 1 to set these five lines of information Dsgnr: DJH Date: 26 APR 2022 for your program. Description.... sloped backfill This Wall in File:c:\users\dave\documents\retainpro 10 project files 1pacific ridge_sloped backfill. RetainPro(c)1987-2019, Build 11.20.03.31 License:KW-06056184 Cantilevered Retaining Wall Code: IBC 2018,ACI 318-14,TMS 402-16 License To: HORN CONSULTING ENGINEERS Criteria I [Soil Data I Retained Height = 7.00 ft Allow Soil Bearing = 3,000.0 psf Wall height above soil = 0 00 ft Equivalent Fluid Pressure Method Active Heel Pressure = 65.0 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 r!` n.wmrxaia_ a'r for passive pressure = 12.00 in , Surcharge Loads I rLateral 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 Wall to Ftg CL Dist = 0.00 ft Load Type = Wind(W) [Axial Load Applied to Stern 0 (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 = 1,250.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in [Earth Pressure Seismic Load A Method : Mononobe-Okabe/Seed-Whitman Kae for seismic earth pressure = 0.620 Added seismic base force 617.0 lbs Design Kh = 0.200 g KPgPiTa1f8e pr ure = 0.445 = 0.175 Using Mononobe-Okabe/Seed-Whitman procedure Project Name/Number: pacific ridge 5 w )O • Use menu item Settings>Printing&Title Block Title Pacific Ridge Page: 2 to set these five lines of information Dsgnr: DJH Date: 26 APR 2022 for your program. Description..., sloped backfill This Wall in File: c:\users\dave\documents\retainpro 10 project files\pacific ridge_sloped backfill. RetainPro(c)1987-2019, Build 11.20.03.31 License:KW-06056184 Cantilevered Retaining Wall Code: IBC 2018,ACI 318-14,TMS 402-16 License To: HORN CONSULTING ENGINEERS Design Summary I LStem Construction 0 Bottom Stern OK Design Height Above Ftp ft= 0.00 Wall Stability Ratios Wall Material Above"Ht" = Concrete Overturning = 1.56 OK Design Method = LRFD ASD LRFD Slab Resists All Sliding ! Thickness = 8.00 Rebar Size = # 5 Total Bearing Load = 4,242 lbs Rebar Spacing = 9.00 .._resultant ecc. = 5.38 in Rebar Placed at = Edge Soil Pressure @ Toe = 1,024 psf OK Design Data fb/FB+fa/Fa = 0.950 Soil Pressure @ Heel = 390 psf OK Allowable = 3.000 psf Total Force @ Section Soil Pressure Less Than Allowable Service Level lbs= ACI Factored @ Toe = 1,433 psf Strength Level lbs= 3,635.9 ACI Factored @ Heel = 546 psf Moment....Actual Footing Shear @ Toe = 31.6 psi OK Service Level ft#_ Footing Shear @ Heel = 4.7 psi OK Strength Level ft-#= 10,217.3 Allowable = 75.0 psi Moment Allowable = 10,752.8 Sliding Calcs Shear Actual Lateral Sliding Force = 2,697.0 lbs Service Level psi= Strength Level psi= 49.0 Shear., Allowable psi= 82.2 Anet(Masonry) in2= 139.50 Rebar Depth 'd' in= 6.19 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 Ration' = Wall Weight psf= 100.0 Load Factors Short Term Factor = Building Code IBC 2018,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= 3,000.0 Seismic, E 1.000 Fy psi= 60,000.0 SwI Project Name/Number:pacific ridge Use menu item Settings>Printing&Title Block Title Pacific Ridge Page : 3 to set these five lines of information Dsgnr: DJH Date: 26 APR 2022 for your program. Description.... sloped backfill This Wall in File.c:\users\dave\documents\retainpro 10 project files\pacific ridge_sloped backfill. RetainPro(c)1987-2019, Build 11.20.03.31 License:KW-06056184 Cantilevered Retaining Wall Code: IBC 2018,ACI 318-14,TMS 402-16 License To:HORN CONSULTING ENGINEERS Concrete Stem Rebar Area Details I Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.3869 in2/ft (4/3)*As : 0.5158 in2/ft Min Stem T&S Reinf Area 1.344 in2 200bd/fy: 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: 0.3869 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area: 0.4133 in2/ft #5@ 19.38 in #51@ 38.75 in Maximum Area: 1.0059 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Data I Footing Design Results Toe Width = 4.50 ft Toe Heel Heel Width = 1.50 Factored Pressure = 1,433 546 psf Total Footing Width = 6.00 Mu': Upward = 147,196 204 ft-# Footing Thickness = 12.00 in Mu':Downward = 34,871 447 ft-# Mu: Design = 9,360 243 ft-# Key Width = 0.00 in Actual 1-Way Shear = 31.58 4.72 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 @ 9.00 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 Footing Torsion,Tu = 0.00 ft-lbs Cover @ Top 2.00 ©Btm.= 3.00 in Footing Allow.Torsion,phi Tu = 0.00 ft-Ibs If torsion exceeds allowable,provide supplemental design for footing torsion. Other Acceptable Sizes&Spacings Toe: #4@ 7.07 in,#5@ 10.97 in,#6@ 15.57 in,#7@ 21.23 in,#8©27.96 in,#9@ 35 Heel:phiMn=phi'5'lambda'sgrt(fc)'Sm Key: No key defined Min footing T&S reinf Area 1.56 in2 Min footing T&S reinf Area per foot 0.26 in2 dt If one layer of horizontal bars: If two layers of horizontal bars: #4@ 9.26 in #41§18.52 in #5@ 14.35 in #5@ 28.70 in #6@ 20.37 in #6@ 40.74 in Project Name/Number: pacific ridge 5 W IZ Use menu item Settings>Printing&Title Block Title Pacific Ridge Page : 4 to set these five lines of information Dsgnr: DJH Date: 26 APR 2022 , for your program. Description.... sloped backfill This Wall in File: c:\users\dave\documents\retainpro 10 project files\pacific ridge_sloped backfill. RetainPro(c)1987.2019, Build 11.20.03.31 License:KW-06056184 Cantilevered Retaining Wall Code: IBC 2018,ACI 318-14,TMS 402-16 License To: HORN CONSULTING ENGINEERS Summary of Overturning & Resisting Forces & Moments l OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-0 lbs ft ft-# HL Act Pres(ab water tbl) 2,080.0 2.67 5,546.7 Soil Over HL (ab.water tbl) 641.7 5.58 3,582.6 HL Act Pres(be water tbl) Soil Over HL (bel.water tbl) 5.58 3,582.6 Hydrostatic Force Watre Table Buoyant Force = Sloped Soil Over Heel = Surcharge over Heel = Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem= 2,000 0 4.83 3,625.0 Added Lateral Load = *Axial Live Load on Stem = 1,250.0 4.83 6,041.7 Load @ Stem Above Soil = Soil Over Toe = 2.25 Seismic Earth Load = 617.0 4.80 2,961.8 Surcharge Over Toe = = Stem Weight(s) = 700.0 4.83 3,383.3 Earth @ Stem Transitions= Total = 2,697.0 O.T.M. = 8,508.5 Footing Weight = 900.0 3.00 2,700.0 Key Weight = Resisting/Overturning Ratio = 1.56 Vert. Component = Vertical Loads used for Soil Pressure= 4,241.7 lbs Total= 2,991.7 lbs R.M.= 13,291.0 *Axial live load NOT included in total displayed,or used for overturning If seismic is included,the OTM and sliding ratios resistance, but is included for soil pressure calculation. may be 1.1 per section 1807.2.3 of IBC. 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. Tilt Horizontal Deflection at Top of Wall due to settlement of soil • (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall(approximate only) 0.033 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe because the wall would then tend to rotate into the retained soil. Project Name/Number: pacific ridge • Sw13 Use menu item Settings>Printing&Title Block Title Pacific Ridge Page : 1 to set these five lines of information Dsgnr: DJH Date: 26 APR 2022 for your program. Description.... sloped backfill This Wall in File: c:\users\dave\documents\retainpro 10 project files\pacific ridge_sloped backfill. RetainPro(c)1987-2019, Build 11.20.03.31 License:KW-06056184 Cantilevered Retaining Wall Code: IBC 2018,ACI 318-14,TMS 402-16 License To: HORN CONSULTING ENGINEERS I Criteria I [Soil Data I - Retained Height = 8.00 ft Allow Soil Bearing = 3,000.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Active Heel Pressure = 65.0 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 I ,,! ? 4,tae. °,&I for passive pressure = 12.00 in Surcharge Loads ` LLateral 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 Wall to Ftg CL Dist = 0.00 ft Load Type = Wind (W) Axial Load Applied to Stem Footing Type Line Load ti (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 = 1,250.0 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 = 0.620 Added seismic base force 781.0 lbs Design Kh = 0.200 9 KPligPigSWEe rpr sure = 0.445 = 0.175 Using Mononobe-Okabe/Seed-Whitman procedure Project Name/Number: pacific ridge S W 111' Use menu item Settings>Printing&Title Block Title Pacific Ridge Page: 2 to set these five lines of information Dsgnr: DJH Date: 26 APR 2022 for your program. Description.... sloped backfill This Wall in File:c:\users\dave\documents\retainpro 10 project files\pacific ridge_sloped backfill. RetainPro(c)1987-2019, Build 11.20.03.31 License:KW-06056164 Cantilevered Retaining Wall Code: IBC 2018,ACI 318-14,TMS 402-16 License To: HORN CONSULTING ENGINEERS Design Summary ' _Stem Construction I Bottom Stem OK Design Height Above Ftc ft= 0.00 Wall Stability Ratios Wall Material Above"Ht" = Concrete Overturning = 1.52 OK Design Method = LRFD ASD LRFD Slab Resists All Sliding ! Thickness = 8.00 Rebar Size = # 5 Total Bearing Load = 4,621 lbs Rebar Spacing = 6.00 ...resultant ecc. = 7.48 in Rebar Placed at = Edge Soil Pressure @ Toe = 966 psf OK Design Data Soil Pressure @ Heel = 309 psf OK fblFB+fa/Fa 0.971 Allowable = 3,000 psf Total Force @ Section Soil Pressure Less Than Allowable Service Level lbs= ACI Factored @ Toe = 1,352 psf Strength Level lbs= 4,720.7 ACI Factored @ Heel = 432 psf Moment....Actual Footing Shear @ Toe = 36-0 psi OK Service Level ft-#= Footing Shear @ Hee! = 6.6 psi OK Strength Level ft#= 15,116.1 Allowable = 75-0 psi Moment Allowable = 15,562.2 Sliding Caics Shear Actual Lateral Sliding Force = 3,413.5 lbs Service Level psi= Strength Level psi 63.6 Shear Allowable psi= 82.2 Anet(Masonry) in2= 139,50 Rebar Depth 'd' in= 6.19 Masonry Data f 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 2018,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 3,000.0 Seismic, E 1.000 Fy psi= 60,000.0 Sw►s Project Name/Number: pacific ridge Use menu item Settings>Printing&Title Block Title Pacific Ridge Page : 3 to set these five lines of information Dsgnr: DJH Date: 26 APR 2022 for your program. Description.... sloped backfill This Wall in File:c:users Wave\documentslretainpro 10 project fileslpacific ridge_sloped backfill. RetalnPro(c)1987-2019, Build 11.20.03.31 License:KW-06056184 Cantilevered Retaining Wall Code: IBC 2018,ACl 318-14,TMS 402-16 License To: HORN CONSULTING ENGINEERS Concrete Stem Rebar Area Details I Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment) : 0.5724 in2/ft (4/3)*As : 0 7632 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 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 : 0.5724 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area : 0.62 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area 1.0059 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Data ` Footing Design Results Toe Width = 5.75 ft Toe Heel Heel Width = 1.50 Factored Pressure = 1,352 432 psf Total Footing Width = 7.25 Mu' : Upward = 220,016 162 ft-# Footing Thickness = 12.00 in Mu' : Downward = 56,934 501 ft-# Mu: Design = 13,590 338 ft-# Key Width = 0.00 in Actual 1-Way Shear = 36.03 6,64 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 40 00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #5 @ 9.00 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 Footing Torsion,Tu = 0.00 ft-Ibs Cover @ Top 2.00 @ Btm.= 3.00 in Footing Allow.Torsion, phi Tu = 0.00 ft-lbs If torsion exceeds allowable,provide supplemental design for footing torsion. Other Acceptable Sizes 8 Spacings Toe: #4@ 6.50 in,#5@ 10.07 in,#6@ 14.30 in,#7@ 19.50 in,#8@ 25.68 in,#9@ 32 Heel: phiMn =phi'5'lambda'sgrt(fc)'Sm Key: No key defined Min footing T&S reinf Area 1.88 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 Project Name/Number: pacific ridge 5NA.1 o - Use menu item Settings>Printing&Title Block Title Pacific Ridge Page: 4 to set these five lines of information Dsgnr: DJH Date: 26 APR 2022 for your program. Description.... sloped backfill This Wall in File:c:\users\dave\documents\retainpro 10 project files\pacific ridge_sloped backfill. RetainPro(c)1987-2019, Build 11.20.03.31 License:KW-06056184 Cantilevered Retaining Wall Code: IBC 2018,ACI 318-14,TMS 402-16 License To: HORN CONSULTING ENGINEERS Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# HL Act Pres(ab water tbl) 2,632.5 3.00 7,897.5 Soil Over HL (ab.water tbl) 733.3 6.83 5,011.1 HL Act Pres(be water tbl) Soil Over HL (bet water tbl) 6-83 5,011.1 Hydrostatic Force Watre Table Buoyant Force = Sloped Soil Over Heel = Surcharge over Heel = Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem= 2,000.0 6.08 4,562.5 Added Lateral Load = *Axial Live Load on Stem = 1,250.0 6.08 7,604.2 Load @ Stem Above Soil = Soil Over Toe = 2.88 Seismic Earth Load = 781.0 5.40 4,217.1 Surcharge Over Toe = _ Stem Weight(s) = 800.0 6.08 4,866.7 Earth @ Stem Transitions= Total = 3,413.5 O.T.M. = 12,114.6 Footing Weight = 1,087.5 3.63 3,942.2 Key Weight = Resisting/Overturning Ratio = 1.52 Vert. Component = Vertical Loads used for Soil Pressure= 4,620.8 lbs Total= 3,370.8 lbs R.M.= 18,382.5 Axial live load NOT included in total displayed,or used for overturning If seismic is included,the OTM and sliding ratios resistance, but is included for soil pressure calculation. may be 1.1 per section 1807.2.3 of IBC. 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. TiltI Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Dell @ Top of Wall(approximate only) 0.030 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe because the wall would then tend to rotate into the retained soil Digitally signed by Dave Dave-ON,m=rn .cnDave Horn, o=Horn Consulting Engineers,ou, b email=davec�hornce Horn com,c=US Date:2022.04.26 lI H C E ,6e�3g e,eo DECEIVED JUL 182022 Calculations: CITY OF TIGARD Project: JTS_21_29 BUILDING DIVISION Date: 2/11/2022 Project: Pacific Ridge Apartments Buildings 1 & 2 Plan Check Response Tigard, OR Subject Sheet#'s Plan Check Items PC1 — PC6 Trash Enclosure TL1 — TL2 OFFICE COPY \BOG IN FFsso 51 t9PE cc arYI R ON 41/OJN 12, �0$� Expires: 6-30-23 'fhe 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: 5o3.892.5782 Email:dave@e hornce.com PROJECT 11 S-- 7-k."Z 1 SHEET Pe:- I "g, HCE SUBJECT P1.r (-Fig et- DATE 3" 16-1'L Horn Consulting Engineers LLC gY � I-tfM 4:13 DEMO LoAO 5611 67ID CYO -.-. 11,s ' 1 109 (1i•S 9 = Ik, 28 .)Q..k r- . 01 s'r,0, I LS'11 7 = tri • o 1 3 ale , o15(t43 k lt , IL, ll`' 11,k Ca .kl c7, b At 1l• Z t - ', 14 _ a .14c1 1•10 tAaDVAY•f lt.c--' Tc b < a•s 9320 SVv BAROUR BLVD. SUITE 135 • PORTLAND, OR • 97219 PHONE: 503.892.5782 • Errn;t: DeVEr HORVCE.COV, PROJECT 315-.1 "1-°\ SHEET PC.-Z. 1111I1 HCE D DATE 3-AI'1-Z SUBJECT ?LRN CV;1r(� Fts &USx Horn Consulting Engineers LLC By Atk I ,- mj 4340 i-\ 7 . z.�k •o b S'(3 / 1 = 2 .4 . 1,4' ti , t f- I 1.�,k I: •, CJ� ; �.1 ►- � 3 q Ste{ 1,9 ��1-� - 2� b '^ $' Irmr � tsf r t t (J1,� G •3 td W o` oo 5�� J2 c�. L IlStk 4e ,t��,� 3�•4U, + O1 (�v\ � 1 b�. 1• 2 - ill. Zst o`S e I L't o4 wa GEC (ib111- ; a k1 „ Z (qc) s ,t (,04 .) ,)c - 9320 SW BARBUR BLVD. SUITE 135 • PORTLAND, OR • 97219 PHONE: 503.892.5782 • EMAIL: DAVE@HC RNCE.COM Cn c CEO PC-3;ar v G MEMBER REPORT FAILED Level,Floor: Flush Beam 1 piece(s)W10X30(A992)ASTM Steel Overall_ength:21 6' + 11'6' 10' a o 0 % STEEL P'S 1 0� All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. sue.,., , .,. D it6s--waP�*�f�„ " A1td4«lsrat10B :,,,AlbaeaA Buell 'LD► tedd&Geatbsoudker re)- ;. '-"w,i System:Floor ----- 32(.04)11'6" -- 12361(S.50") rel,.d(2G 1 A,) 1.0 D r 1.0 L(All Span,' Member Type:Flush Beam Shear(Ibs) 23418 @ 11'3 1/4" 63000 Passed(37% Guiding CoUsed:) -- 1.0 D+ 1.0 L(All Spans) Building o Residential e:IBC 2015 Moment(Ft-lbs) -25179 @ 11'6° 40914 Passed(62%) •- 1.0 D+ 1.0 L(All Spans) Design Methodology:ASD Live Load Den.(in) 0.083 @ 5'10 1/4" 0.279 Passed(1/999+) -- 1.0 D+1.0 L(Alt Spans) Total Load Deft(in) 0.084 @ 5'10 1/8" 0.558 Passed(1/999+) -- 1.0 D+1.0 L(Alt Spans) •Deflection criteria:LL(1/480)and TL(L/240). •Bearing reinforcement may be required for support located at 11'4 3/4". • -347 lbs uplift at support located at 4".Strapping or other restraint may be required. •Applicable cakulations are based on AN51/AISC 360-16. •A lateral-torsional buckling factor(Ca)of 1.0 has been assumed. C,',,,.,, . - Bearing tempts tawds to Supports Casa) SUPPOly .. Toted Anailebte Required" Dead Floor fire Total Aaamaries 1-Stud wall-DF 5.50" 4.25" 4.25" 137 7310/-484 74444/ 1 1/4"Rim Board 2-Stud wall-DF 5.50" 5.50" Failed 392 32212 32604 None 3-Stud wall-DF 5.50" 4.25" 4.25' 109 5850/-1718 5959/ 11/4"Rim Board 1718 •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. Lateral e add. 6radsg 1Mervels comments Top Edge(Lu) End Bearing Points Bottom Edge(Lu) End Bearing Points . I Dead Floor Lire Vertlall LOadf Location isms) Tribu8 y Width (0-91:ft (1.00) Comments 0-Self Weight(PLF) 11/4"to 21 4 3/4" N/A 30.0 - 1-Uniform(PLF) 0 to 21'6" N/A - 1270.0 Default Load 2-Point(lb) 10'6" N/A - 15600 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software a not intended to circumvent the need for a design professional as determined by the authority having junsdicton.The designer of record,builder or framer is responsible to assure that this calculation Is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed try this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproduct/document-library. The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes 4/20/2022 10:04:56 PM UTC David Norm Horn Consulting ForteWEB v3.2,Engine:V8.2.0.17,Data:V8.1.0.16 (503)807-9059 dave@ihomce.com Weyerhaeuser File Name: Pacific Ridge Page 1/1 PROJECT S1.5 ^Zl - Zq SHEET PC: t /2I1 HCE L C rL DATE 4 • SUBJECT N By A�u Horn Cons JItins Ercineers LUG �l \A 7c,-T (— ASC Si 6L. CoL <s- . O -► = C L) - 0 c?-, H55 c c ks /lb �t1� ( ZZ t ° of 9320 SW BARBUR BLVD. SUITE :35 • PORTLAND, OR • 97219 PHONE: 503.892.5782 • EMAiL: DAVEHORNCE.COM PROJECT s1.5 SHEET 'Pt-C 12II HCE SUBJECT P LAN Ak`LAC DATE Tyy]f• 7- Hom Consulting Engineers LLC BY `' ' 1TEn 0 Z k- vn.oi-V C.rS . 4 - L _EvELS (3- Fc..00xs' C �A FLva 7- 3 (1 L� = `1 Z ' x 3 = 13 2,'' / 1 „ tL I s" tvr4 L „ 11 ! l4" 1 t $ iZ - a ,3-16- rcfrAL Vv 4�+ E 3N1 r'oTAL c1- i t 5 10%. L1'H/N LLoM.A !'^ 1 TS 932C SW BARBUR BLVD. SUITE 135 • PORTLAND, OR • 97219 PHONE: 503.892.5782 • EMAIL DAVE@HORNCE.COM PROJECT sTtw, Z1' Za elitSHEET P�.- 6 "%, HCE SUBJECT Potty c DATE 2'Z'�- n BY 13,344 Horn Consulting Engineers LLC HoR N3 .aLS �l(1- 4AI (1) tc (4) r- . 1. L j, ` ZdK 4 xiz 9320 SW BARBUR BLVD. SUITE 135 • PORTLAND, OR • 97219 PHO E: 503.892.5782 • EMAIL: DAVE@HORNCE-COM PROJECT S+5'1I SHEET r� HCE DATE � - 77 P/ SUBJECT `A7. o��s BY G✓L Horn Consult! g Engineers LLC Z „V( � F U /3 ' '' 5 7 — • ! ¢ i • 9320 SW BARBUR BLVD. SUITE 13S • PORTLAND, OR • 97219 PHONE: 503.8925782 • EMAIL: DAVE@n HORNCF.COM % PROJECT S' °'I �ff/i4S/-el it(CL SHEET rL Z H C E SUBJECT — ••9 /•"" r DATE Horn Consulting Engineers LLC BY 7y1p /s�1G / �—'�i' sv ,E�,E eti %,-VAA9zz.S' 2 ' CL ?KS.�.�2" O. c �B 1 �003 9320 SW BARBUR BIVD. SUITE 135 • PORTLAND, OR • 97219 PHONE S03-892.5782 • EMAIL: RAVE@HORNCE.COM