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Home My WebLink AboutCDP 15-45; Abdi Residence; Retaining Wall Calculations Abdi Residence 5623 Shore Dr Carlsbad CA 92008; 2017-09-12Title R.T4 No Seismic Cales Page: 2 Job#: . Dsgnr: COFFEY ENG. INC. Date: 12 SEP 2017 Description .... H=4'TRW This Wall in File: j:\jobs\2016 jobs\2016-068 -abdi drainage\reportslrw\2016-68 abdi drainage.rpx RetalnPro (c) 1987-2017, Build 11.17.07.27 License : KW-06056682 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To : COFFEY ENGINEERING, INC. Concrete Stem Rebar Area Details Bottom Stem As (based on applied moment) : (4/3) •As: Vertical Reinforcing 0.0364 in2/ft 0.0485 in2/ft Horizontal Reinforcing Min Stem T&S Reinf Area 0.960 in2 200bd/fy: 200(12)(8.1875)/60000: 0.0018bh: 0.0018(12)(10): 0.3275 in2/ft 0.216 in2/ft Min Stem T&S Re inf Area per ft of stem Height : 0.240 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of: Required Area : 0.216 in2/ft #4@ 10.00 in #4@ 20.00 in Provided Area : 0.2325 in2/ft #5@ 15.50 in #5@ 31.00 in Maximum Area : 1.1092 in2/ft #6@ 22.00 in #6@ 44.00 in I Footing Dimensions & Strengths • Toe Width Heel Width Total Footing Width = = = 1.04 ft 1.88 2.92 Footing Thickness = 14.00 in Key Width 10.00 in Key Depth = 0.00 in Key Distance from Toe 1.00 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover@ Top 2.00 @ Btm.= 3.00 in Footing Design Results • ~ 11w Factored Pressure 1,984 O psf Mu': Upward 917 15 ft-# Mu' : Downward = 228 513 ft-# Mu: Design = 689 498 ft-# Actual 1-Way Shear 1.69 6.19 psi Allow 1-Way Shear = 40.00 40.00 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing None Spec'd Other Acceptable Sizes & Spacings Toe: Not req'd: Mu< phi•5•1ambda•sqrt(fc)'Sm Heel: Not req'd: Mu < phi•5•1ambda•sqrt(fc)'Sm Key: Not req'd: Mu < phi•5•1ambda•sqrt(fc)'Sm Min footing T&S reinf Area 0.88 in2 0.30 in2 1ft Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 7.94 in #5@ 12.30 in #6@ 17.46 in If two layers of horizontal bars: #4@ 15.87 in #5@24.60 in #6@34.92 in Summa of Overturnin & Resistin Forces & Moments Item Heel Active Pressure Surcharge over Heel Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load Load @ Stem Above Soil = = Total = Resisting/Overturning Ratio ••••• OVERTURNING .•••• Force Distance Moment lbs ft ft-# 640.7 1.72 1,103.4 56.0 8.67 6.92 696.7 O.T.M. 387.3 1,490.7 = Vertical Loads used for Soil Pressure = = 1.87 1,661.5 lbs . .... RESISTING •.••. Force Distance lbs ft Soil Over Heel 520.8 2.40 Sloped Soil Over Heel = Surcharge Over Heel Adjacent Footing Load = Axial Dead Load on Stem= * Axial Live Load on Stem Soil Over Toe 130.2 0.52 Surcharge Over Toe = Stem Weight(s) = 500.0 1.46 Earth @ Stem Transitions= Footing Weigh! = 510.4 1.46 Key Weight = 1.42 Vert. Component Total= 1,661.5 lbs R.M.= Moment ft-# 1,247.8 67.8 729.2 744.4 2,789.2 * Axial live load NOT included in total displayed! or used for overturning resistance, but is included for soil pressure ca culation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure JS NOT considered in the calculation of Overturning Resistance. Title R.T4 f'lo Seismic Cales Page : 4 Job#: Dsgnr: COFFEY ENG. INC. Date: 12 SEP 2017 Description .... H=4'TRW This Wall in File: j:~obs\2016 jobs\2016-068 -abdi drainage\reports\rw\2016-68 abdi drainage.rpx RetalnPro (c) 1987-2017, Build 11.17.07.27 License : KW-06056682 License To : COFFEY ENGINEERING, INC. Cantilevered Retaining Wall Rebar Lap & Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Lap Splice length for #5 bar specified in this stem design segment= Development length for #5 bar specified in this stem design segment= Hooked embedment length into footing for #5 bar specified in this stem design segment= As Provided = As Required= Code: CBC 2016,ACI 318-14,ACI 530-13 23.40 in 18.00 in 10.50 in 0.2325 in2/ft 0.0485 in2/ft --' Title R.T4 $eismic Cales Page: 2 Job#: Dsgnr: COFFEY ENG. INC. Date: 12 SEP 2017 Description .... H=4'TRW This Wall in File: j:~obs\2016 jobs\2016-068 -abdi drainagelreports\Jw\2016-68 abdi drainage.rpx RetainPro (c) 1987-2017, Build 11.17.07.27 License : KW-06056682 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To : COFFEY ENGINEERING, INC. Concrete Stem Rebar Area Details Bottom Stem As (based on applied moment) : (4/3) •As: Vertical Reinforcing 0.0418 in2/ft 0.0557 in2/ft Horizontal Reinforcing Min Stem T&S Reinf Area 0.960 in2 200bd/fy: 200(12)(8.1875)/60000: 0.0018bh: 0.0018(12)(10): 0.3275 in2/ft 0.216 in2/ft Min Stem T&S Re inf Area per ft of stem Height : 0.240 in2/ft Horizontal Reinforcing, Options : One layer of: Two layers of: Required Area : 0.216 in2/ft #4@ 10.00 in #4@ 20.00 in Provided Area : 0.2325 in2/ft #5@ 15.50 in #5@ 31.00 in Maximum Area : 1.1092 in2/ft #6@ 22.00 in #6@ 44.00 in I Footing Dimensions & Strengths I Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe = = = = fc = 2,500 psi Fy = Footing Concrete Density = 1.04 ft 1.88 2.92 14.00 in 10.00 in o.oo in 1.00 ft 60,000 psi 150.00 pcf 0.0018 Min.As% Cover@Top 2.00 @ Btm.= 3.00 in Footing Design Results • :rim l:wtl Factored Pressure 2,344 0 psf Mu' : Upward 1,049 o ft-# Mu' : Downward = 228 513 ft-# Mu: Design = 821 512 ft-# Actual 1-Way Shear 2.07 6.79 psi Allow 1-Way Shear = 40.00 40.00 psi Toe Reinforcing = None Spec'd Heel Reinforcing None Spec'd Key Reinforcing None Spec'd Other Acceptable Sizes & Spacings Toe: Not req'd: Mu < phi"5"1ambda"sqrt(fc)"Sm Heel: Not req'd: Mu < phi'"5"1ambda*sqrt(fc)*Sm Key: Not req'd: Mu < phi"5"1ambda"sqrt(fc)"Sm Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 7.94 in #5@ 12.30 in #6@ 17.46 in 0.88 in2 0.30 in2 1ft If two layers of horizontal bars: #4@ 15.87 in #5@24.60 in #6@34.92 in Summary of Overturning & Resisting Forces & Moments ..... OVERTURNING ..... • .... RESISTING ..... Force Distance Moment Item lbs · ft ft-# Heel Active Pressure 640.7 1.72 1,103.4 Soil Over Heel = Surcharge over Heel = Surcharge Over Toe Adjacent Footing Load = Added Lateral Load Load @ Stem Above Soil = 56.0 Seismic Earth Load = 57.9 Total 754.5 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure= 8.67 6.92 387.3 3.44 199.3 O.T.M. 1,690.0 1.65 1,661.5 lbs Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load = Axial Dead Load on Stem= * Axial Live Load on Stem = Soil Over Toe Surcharge Over Toe Stem Weight(s) = Earth @ Stem Transitions= Footing Weigh! = Key Weight = Vert. Component Force Distance lbs ft 520.8 130.2 500.0 510.4 2.40 0.52 1.46 1.46 1.42 Moment ft-# 1,247.8 67.8 729.2 744.4 Total= 1,661.5 lbs R.M.= 2,789.2 If seismic is included, the OTM and sliding ratios be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 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. * Axial live toad NOT included in total displayed! or used for overturning resistance, but is included for soil pressure ca culation. • Title R.T4 ~eismic Cales Page: 4 Job# : Dsgnr: COFFEY ENG. INC. Date: 12 SEP 2017 Description .... H=4'TRW This Wall in File: j:~obs\2016 jobs\2016-068 -abdi drainage\reportslrw\2016--68 abdi drainage.rpx RetalnPro (c) 1987~2017, Build 11.17.07.27 License : KW-06056682 License To : COFFEY ENGINEERING, INC. Cantilevered Retaining Wall Rebar Lap & Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Lap Splice length for #5 bar specified in this stem design segment::: Development length for #5 bar specified in this stem design segment::: Hooked embedment length into footing for #5 bar specified in this stem design segment::: As Provided ::: As Required= Code: CBC 2016,ACI 318-14,ACI 530-13 23.40 in 18.00 in 10.50 in 0.2325 in21ft 0.0557 in2/ft Title R.T6.J No Seismic Cales Page : 2 Job#: Dsgnr: COFFEY ENG. INC. Date: 12 SEP 2017 Description .... H=6.33.TRW This Wall in File: j:~obs\2016 jobs\2016-068 -abdi drainage\reportslrw\2016--68 abdi drainage.rpx RetainPro {c) 1987-2017, Build 11.17.07.27 License : KW-06056682 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To : COFFEY ENGINEERING, INC. Concrete Stem Rebar Area Details Bottom Stem As (based on applied moment) : (4/3) •As: Vertical Reinforcing 0.1228 in2/ft 0.1637 in2/ft Horizontal Reinforcing Min Stem T&S Rein! Area 1.519 in2 200bd/fy: 200(12)(7.625)/60000: 0.0018bh : 0.0018(12)(10) : 0.305 in2/ft Min Stem T&S Rein! Area per ft of stem Height: 0.240 in2/ft 0.216 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of: Required Area : 0.216 in2/ft #4@ 10.00 in #4@ 20.00 in Provided Area : 0.33 in2/ft #5@ 15.50 in #5@ 31.00 in Maximum Area : 1.0329 in2/ft #6@ 22.00 in #6@ 44.00 in I Footing Dimensions & Strengths I Toe Width Heel Width Total Footing Width Footing Thickness = = = Key Width = Key Depth = Key Distance from Toe = fc = 2,500 psi Fy = Footing Concrete Density 1.54 ft 2.38 3.92 16.00 in 10.00 in 8.00 in 1.54 ft 60,000 psi 150.00 pcf 0.0018 Min.As% Cover@Top 2.00 @ Btm.= 3.00 in Footing Design Results I ~ l::lw Factored Pressure = 2,834 O psf Mu': Upward = 2,797 45 ft-# Mu': Downward 541 1,649 ft-# Mu: Design 2,256 1,605 ft-# Actual 1-Way Shear 6.27 11.53 psi Allow 1-Way Shear 40.00 40.00 psi Toe Reinforcing None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = # 6 @ 18.00 in Other Acceptable Sizes & Spacings Toe: Not req'd: Mu < phi•s•1ambda•sqrt(fc)•sm Heel: Not req'd: Mu < phi•5•1ambda•sqrt(fcrsm Key: Not req'd: Mu < phi•5•1ambda"sqrt(fcrsm Min footing T&S reinf Area 1.35 in2 0.35 in2 ,tt Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 6.94 in #5@ 10.76 in #6@ 15.28 in If two layers of horizontal bars: #4@ 13.89 in #5@21.53 in #6@30.56 in Summa of Overturnin & Resistin Forces & Moments ••••• OVERTURNING ..... . .•.. RESISTING ..... Force Distance Moment Force Distance Item lbs ft ft-# lbs ft Heel Active Pressure = 1,409.4 2.55 3,600.3 Soil Over Heel 1,219.8 3.15 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load 11.16 Axial Dead Load on Stem = Load @ Stem Above Soil = 56.0 9.41 527.1 * Axial Live Load on Stem Soil Over Toe = 192.7 0.77 Surcharge Over Toe = Total 1,465.4 O.T.M. 4,127.5 Stem Weight(s) 791.3 1.96 Earth @ Stem Transitions= = Footing Weight = 783.3 1.96 Resisting/Overturning Ratio 1.75 Key Weight = 83.3 1.96 Vertical Loads used for Soil Pressure = 3,070.5 lbs Vert. Component Moment ft-# 3,837.4 148.5 1,549.5 1,534.0 163.2 Total= 3,070.5 lbs R.M.= 7,232.7 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. * Axial live load NOT included in total displayed! or used for overturning resistance, but is included for soil pressure ca culation. i I Title R.T6.~ No Seismic Cales Page : 4 Job#: Dsgnr: COFFEY ENG. INC. Date: 12 SEP 2017 Description .... H=6.33'TRW This Wall in File: j:~obs\2016 jobs\2016-068 -abdi drainagelreportslrw\2016--68 abdi drainage.rpx RetainPro {c) 1987-2017, Build 11.17.07.27 License : KW-06056682 License To : COFFEY ENGINEERING, INC. Cantilevered Retaining Wall Rebar Lap & Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height: 0.00 fl above top of footing Lap Splice length for #6 bar specified in this stem design segment= Development length for #6 bar specified in this stem design segment= Hooked embedment length into footing for #6 bar specified in this stem design segment= As Provided = As Required = Code: CBC 2016,ACI 318-14,ACI 530-13 28.08 in 21.60 in 12.60 in 0.3300 in2/ft 0.1637 in2/ft Title R.T6.J Seismic Cales Page: 2 Job#: Dsgnr: COFFEY ENG. INC. Date: 12 SEP 2017 Description .... H=6.33'TRW This Wall in File: j:~obs\2016 jobs\2016-068 -abdi drainagelreportslrw\2016--68 abdi drainage.rpx RetalnPro (c) 1987-2017, Build 11.17.07.27 License : KW-06056682 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To : COFFEY ENGINEERING, INC. Concrete Stem Rebar Area Details Bottom Stem As (based on applied moment) : (4/3) •As: 200bdify: 200(12)(7.625)/60000: 0.0018bh: 0.0018(12)(10): Required Area : Provided Area : Maximum Area : Vertical Reinforcing 0.1452 in2ift 0.1935 in2/ft 0.305 in2/ft 0.216 in2ift 0.216 in2/ft 0.33 in2/ft 1.0329 in2/ft Horizontal Reinforcing Min Stem T&S Reinf Area 1.519 in2 Min Stem T&S Reinf Area per ft of stem Height: 0.240 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of: #4@ 10.00 in #4@ 20.00 in #5@ 15.50 in #5@ 31.00 in #6@ 22.00 in #6@ 44.00 in I Footing Dimensions & Strengths • Footing Design Results • Toe Width Heel Width Total Footing Width Footing Thickness Key Width = = = Key Depth = Key Distance from Toe = fc = 2,500 psi Fy = 1.54 ft 2.38 3.92 16.00 in 10.00 in 8.00 in 1.54 ft 60,000 psi 150.00 pcf Footing Concrete Density Min. As 0/o = 0.0018 Cover@Top 2.00 @ Btm.= 3.00 in ~ .l:lw Factored Pressure = 3,648 0 psf Mu' : Upward 3,390 0 ft-# Mu' : Downward = 541 1,649 ft-# Mu: Design = 2,849 1,649 ft-# Actual 1-Way Shear = 8.24 12.73 psi Allow 1-Way Shear 40.00 40.00 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = # 6 @ 18.00 in Other Acceptable Sizes & Spacings Toe: Not req'd: Mu < phi,.5*lambda*sqrt(fc)*Sm Heel: Not req'd: Mu < phi•5•1ambda•sqrt(fc)'Sm Key: Not req'd: Mu < phi•5•1ambda•sqrt(fc)'Sm Min footing T&S reinf Area 1.35 in2 Min footing T&S reinf Area per foot 0.35 in2 1ft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 6.94 in #4@ 13.89 in #5@ 10.76 in #5@21.53 in #6@ 15.28 in #6@ 30.56 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 = 1,409.4 2.55 3,600.3 Soil Over Heel = 1,219.8 3.15 3,837.4 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load Adjacent Footing Load = Added Lateral Load 11.16 Axial Dead Load on Stem= Load @ Stem Above Soil = Seismic Earth Load = = Total Resisting/Overturning Ratio 56.0 135.7 1,601.2 Vertical Loads used for Soil Pressure= 9.41 5.11 527.1 693.4 O.T.M. 4,820.8 = = 1.50 3,070.5 lbs • Axial Live Load on Stem Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = Earth @ Stem Transitions= Footing Weigh! = Key Weight = Vert. Component 192.7 791.3 783.3 83.3 0.77 1.96 1.96 1.96 148.5 1,549.5 1,534.0 163.2 Total= 3,070.5 lbs R.M.= 7,232.7 If seismic is included, the OTM and sliding ratios be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 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. * Axial live load NOT included in total displayed! or used for overturning resistance, but is included for soil pressure ca culation. Title R.T6.~ Seismic Cales Page: 4 Job#: Dsgnr: COFFEY ENG. INC. Date: 12 SEP 2017 Description .... H0 6.33'TRW This Wall in File: j:~obs\2016 jobs\2016-068 -abdi drainage\reportslrw\2016,-68 abdi drainage.rpx RetainPro (c) 1987-2017, Build 11.17.07.27 License : KW-06056662 License To : COFFEY ENGINEERING, INC. Cantilevered Retaining Wall Rebar Lap & Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Lap Splice length for #6 bar specified in this stem design segment= Development length for #6 bar specified in this stem design segment= Hooked embedment length into footing for #6 bar specified in this stem design segment= As Provided = As Required= Code: CBC 2016,ACI 318-14,ACI 530-13 28.08 in 21.60 in 12.60 in 0.3300 in2/ft 0.1935 in2/ft Title R.T8.~ No Seismic Cales Page: 1 Job#: Dsgnr: COFFEY ENG. INC. Date: 12 SEP 2017 Description .... H=8.33'TRW This Wall in File: j:~obs\2016 jobs\2016-068 -abdi drainagelreportslrw\2016--68 abdi drainage.rpx RetalnPro (c) 1987~2017, Build 11.17.07.27 License : KW-06056682 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To · COFFEY ENGtNEERING INC I Criteria • I Soil Data • Retained Height = 8.33 ft Allow Soil Bearing = 4,000.0 psf Equivalent Fluid Pressure Method Wall height above soil = 3.50 ft Active Heel Pressure = 48.0 psi/ft -Slope Behind Wall = 0.00 Height of Soil over Toe = 12.00 in = Water height over heel 0.0 ft Passive Pressure = 400.0 psi/ft = Soil Density, Heel = 125.00 pct Soil Density, Toe = 125.00 pcf Footingl[Soil Friction = 0.300 ~ Soil height to ignore ~ (r for passive pressure = 12.00 in ..,I S'!"u.r.c.h.ar.g'!"e•L•o•a•d•s-----.. • I Lateral Load Applied to Stern • I AdJacent Footing Load Surcharge Over Heel 0.0 psf NOT Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overturning I Axial Load Applied to Stern I Axial Dead Load = Axial Live Load Axial Load Eccentricity I Design Summary 0.0 lbs o.o lbs 0.0 in • Wall Stability Ratios Overturning Sliding = = 1.79 OK 1.50 OK Total Bearing Load ... resultant ecc. = 4,606 lbs 13.42 in Soil Pressure@ Toe 2,292 psf OK Soil Pressure @ Heel = O psf OK Allowable 4,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe 3,209 psf ACI Factored @ Heel = O psf Footing Shear@ Toe = 13.8 psi OK Footing Shear@ Heel 18.0 psi OK Allowable 75.0 psi Sliding Cales Lateral Sliding Force less 100% Passive Force = less 70 % Friction Force = Added Force Req'd = .... for 1.5 Stability 2,297.1 lbs 2,488.9 lbs 967.2 lbs 0.0 lbs OK 0.0 lbs OK Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Lateral Load = ... Height to TO~ = ... Height to Bottom = 200.0 #/ft 11.50ft 11.50ft Load Type Wind (!N) (Service Level) Wind on Exposed Stem = (Service Level) Stern Construction Design Height Above Ftg Wall Material Above "Ht" Design Method Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force @Section Service Level Strength Level Moment .... Actual Service Level Strength Level Moment. .... Allowable Shear ..... Actual Service Level Strength Level Shear ..... Allowable Anet (Masonry) Rebar Depth 'd' Masonry Data fm Fs Solid Grouting Modular Ratio 'n' Wall Weight 16.0 psi • 2nd ft= 8.33 = Fence = LRFD = = = = = lbs= lbs= 56.0 ft-#= ft-#= 98.0 ft-#= psi= psi= in2= in= psi= psi= = psf= Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio Bottom Stem OK 0.00 Concrete LRFD LRFD 10.00 # 6 16.00 Edge 0.800 2,903.9 8,594.8 10,744.9 31.7 75.0 7.63 125.0 Load Factors-------------Short Term Factor = Building Code Dead Load Live LOad Earth, H Wind,W Seismic, E CBC 2016,ACI 1.400 1.700 1.700 1.300 1.000 Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy = = Normal Weight = ASD psi= 2,500.0 psi= 60,000.0 = = = = = 0.0 lbs 1.00 ft o.oo in 0.00 ft Line Load 0.0 ft 0.300 LRFD • Title R.TB.~ No Seismic Cales Page : 2 Job#: Dsgnr: COFFEY ENG. INC. Date: 12 SEP 2017 Description .... H•8.33'TRW This Wall in File: j:~obs\2016 jobs\2016-068 -abdi drainage\reportslrw\2016-68 abdi drainage.rpx RetainPro (c) 1987-2017, Bulld 11.17.07.27 License: KW-06056682 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To : COFFEY ENGINEERING, INC. Concrete Stem Rebar Area Details Bottom Stem As (based on applied moment) : (4/3) •As: Vertical Reinforcing 0.2614 in2/ft 0.3486 in2/ft Horizontal Reinforcing Min Stem T&S Reinf Area 1.999 in2 200bd/fy: 200(12)(7.625)/60000: 0.0018bh : 0.0018(12)(10) : 0.305 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.240 in2/ft 0.216 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of: Required Area : Provided.Area: 0.305 in2/ft 0.33 in2/ft #4@ 10.00 in #4@ 20.00 in #5@ 15.50 in #5@ 31.00 in Maximum Area : 1.0329 in2/ft #6@ 22.00 in #6@ 44.00 in I Footing Dimensions & Strengths • Toe Width Heel Width Total Footing Width • • 2.04 ft 2.88 4.92 Footing Thickness 16.00 in Key Width 12.00 in Key Depth • 16.00 in Key Distance from Toe 2.04 ft fc • 2,500 psi Fy • 60,000 psi Footing Concrete Density = 150.00 pcf Min. As% • 0.0018 Cover@ Top 2.00· @ Btm.= 3.00 in Footing Design Results I ~ liw Factored Pressure 3,209 O psf Mu' : Upward • 5,555 199 ft-# Mu' : Downward 948 3,622 ft-# Mu: Design 4,607 3,423 ft-# Actual 1-Way Shear • 13.79 18.01 psi Allow 1-Way Shear 40.00 40.00 psi Toe Reinforcing = # 7@ 16.00 in Heel Reinforcing = None Spec'd Key Reinforcing • # 6 @ 16.00 in Other Acceptable Sizes & Spacings Toe: Not req'd: Mu < phi*5*1ambda*sqrt(fc)*Sm Heel: Not req'd: Mu < phi•5•1ambda•sqrt(fc)'Sm Key: Not req'd: Mu < phi•5•1ambda•sqrt(fc)'Sm Min footing T&S reinf Area 1.70 in2 0.35 in2 1ft Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 6.94 in #5@ 10.76 in #6@ 15.28 in If two layers of horizontal bars: #4@ 13.89 in #5@21.53 in #6@30.56 in Summary of Overturning & Resisting Forces & Moments ..... OVERTURNING ..... .. ... RESISTING ..... Force Distance Moment Force Distance Moment Item lbs ft ft-# Heel Active Pressure = Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil = • Total • Resisting/Overturning Ratio 2,241.1 56.0 2,297.1 Vertical Loads used for Soil Pressure= 3.22 12.83 11.41 O.T.M. 7,218.9 639.1 7,858.0 = 1.79 4,605.7 lbs 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. Soil Over Heel = Sloped Soil Over Heel • Surcharge Over Heel = Adjacent Footing Load • Axial Dead Load on Stem= * Axial Live Load on Stem Soil Over Toe = Surcharge Over Toe = Stem Weight(s) Earth @ Stem Transitions= Footing Weight • Key Weight • lbs ft ft-# 2,125.9 3.90 8,282.1 255.2 1,041.3 983.3 200.0 1.02 2.46 2.46 2.54 260.5 2,559.7 2,417.4 508.3 Vert. Component _• ____ _ Total• 4,605.7 lbs R.M.• 14,028.1 • Axial live load NOT included in total displayed! or used for overturning resistance, but is included for soil pressure ca culation. • Title R.TB.~ No Seismic Cales Page: 4 Job#: Dsgnr: COFFEY ENG. INC. Date: 12 SEP 2017 Description .... H=8.33'TRW This Wall in File: j:~obs\2016 jobs\2016-068 -abdi drainage\reportslrw\2016-68 abdi drainage.rpx RetainPro (c) 1987-2017, Build 11.17.07.27 License : KW-06056682 License To : COFFEY ENGINEERING, INC. Cantilevered Retaining Wall Rebar Lap & Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Lap Splice length for #6 bar specified in this stem design segment= Development length for #6 bar specified in this stem design segment= Hooked embedment length into footing for #6 bar specified in this stem design segment= As Provided = As Required= Code: CBC 2016,ACI 318-14,ACI 530-13 28.08 in 21.60 in 12.60 in 0.3300 in2/ft 0.3050 in2/ft Title R.T8.~ Seismic Cales Page: 2 Job#: Dsgnr: COFFEY ENG. INC. Date: 12 SEP 2017 Description .... H=8.33'TRW This Wall in File: j:~obs\2016 jobs\2016-068 -abdi drainage\reportslrw\2016-68 abdi drainage.rpx RetainPro (c) 1987-2017, Bulld 11.17.07.27 License: KW-06056682 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To : COFFEY ENGINEERING, INC. Concrete Stem Rebar Area Details Bottom Stem As (based on applied moment) : (4/3) •As: 200bd/fy : 200(12)(7.625)/60000 : 0.0018bh: 0.0018(12)(10): Vertical Reinforcing 0.3115 in2/ft 0.4154 in2/ft 0.305 in2/ft 0.216 in2/ft Horizontal Reinforcing Min Stem T&S Reinf Area 1.999 in2 Min Stem T&S Reinf Area per ft of stem Height: 0.240 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of: Required Area : 0.3115 in2/ft #4@ 10.00 in #4@ 20.00 in Provided Area : 0.33 in2/ft #5@15.50 in #5@31.00 in Maximum Area : 1.0329 in2/ft #6@ 22.00 in #6@ 44.00 in I Footing Dimensions & Strengths • Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth = = Key Distance from Toe = fc = 2,500 psi Fy = Footing Concrete Density 2.04 ft 2.88 4.92 16.00 in 12.00 in 16.00 in 2.04 ft 60,000 psi 150.00 pcf = 0.0018 2.00 Footing Design Results • I2l! lllll Factored Pressure 4,196 O psf Mu' : Upward 6,809 2 ft-# Mu' : Downward = 948 3,622 ft-# Mu: Design 5,861 3,620 ft-# Actual 1-Way Shear 20.14 20.96 psi Allow 1-Way Shear 75.00 40.00 psi Toe Reinforcing # 7@ 16.00 in Heel Reinforcing = None Spec'd Key Reinforcing = # 6@ 16.00 in Other Acceptable Sizes & Spacings Min.As% Cover@Top @ Btm.= 3.00 in Toe: #4@6.94 in, #5@ 10.76 in, #6@ 15.28 in, #7@20.83 in, #8@27.43 in, #9@34 Heel: Not req'd: Mu < phi•5•1ambda•sqrt(fc)"Sm Key: Not req'd: Mu < phi*5*1ambda*sqrt(fc)*Sm Min footing T&S reinf Area 1.70 in2 Min footing T&S re inf Area per foot If one layer of horizontal bars: 0.35 in2 !ft If two layers of horizontal bars: #4@13.89 in #4@ 6.94 in #5@ 10.76 in #6@ 15.28 in #5@21.53 in #6@30.56 in Summa of Overturnin & Resistin Forces & Moments Item Heel Active Pressure = Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load Added Lateral Load = Load @ Stem Above Soil= Seismic Earth Load Total Resisting/Overturning Ratio ••••• OVERTURNING ..... Force Distance Moment lbs ft ft-# 2,241.1 56.0 225.4 2,522.5 3.22 12.83 11.41 6.44 0.T.M. = 7,218.9 639.1 1,452.0 9,310.0 Vertical Loads used for Soil Pressure= = 1.51 4,605.7 lbs If seismic is included, the OTM and sliding ratios be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 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. Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = '" Axial Live Load on Stem = Soil Over Toe Surcharge Over Toe = Stem Weight(s) = Earth @ Stem Transitions= Footing Weigh! Key Weight . •... RESISTING ...•. Force Distance Moment lbs ft ft-# 2,125.9 3.90 8,282.1 255.2 1,041.3 983.3 200.0 1.02 2.46 2.46 2.54 260.5 2,559.7 2,417.4 508.3 Vert. Component _= ____ _ Total= 4,605.7 lbs R.M.= 14,028.1 * Axial live load NOT included in total displayed! or used for overturning resistance, but is included for soil pressure ca culation. Title R.T8.~ Seismic Cales Page: 4 Job#: Dsgnr: COFFEY ENG. INC. Date: 12 SEP 2017 Description .... H0 8.33TRW This Wall in File: j:~obs\2016 jobs\2016-068 -abdi drainagelreportslrw\2016-68 abdi drainage.rpx RetalnPro (c) 1987-2017, Build 11.17.07.27 License : KW-06056682 License To : COFFEY ENGINEERING, INC. Cantilevered Retaining Wall Rebar Lap & Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Lap Splice length for #6 bar specified in this stem design segment= Development length for #6 bar specified in this stem design segment= Hooked embedment length into footing for #6 bar specified in this stem design segment= As Provided = As Required= Code: CBC 2016,ACI 318-14,ACI 530-13 28.08 in 21.60 in 12.60 in 0.3300 in2/ft 0.3115 in2/ft Title R.T10i3 No Seismic Cales Page: 2 Job#: Dsgnr: COFFEY ENG. INC. Date: 12 SEP 2017 Description .... H=10.33'TRW with 8"NICHE This Wall in File: j:~obs\2016 jobs\2016-068 -abdi drainage\reports\rw\2016-68 abdi drainage.rpx RetainPro (c) 1987-2017, Build 11.17.07.27 License : KW-06056682 License To: COFFEY ENGINEERING, INC. Concrete Stem Rebar Area Details 2nd Stem As (based on applied moment) : (4/3) *As: 200bd/fy : 200(12)(7.5625)/60000 : 0.0018bh: 0.0018(12)(10); Required Area : Provided Area : Maximum Area : Bottom Stem As (based on applied moment) : (4/3) *As: 200bd/fy : 200(12)(7.5625)/60000 : 0.0018bh: 0.0018(12)(10); Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Vertical Reinforcing 0.1846 in2/ft 0.2461 in2/ft 0.3025 in2/ft 0.216 in2/ft 0.2461 in2/ft 0.4 in2/ft 1.0245 in2/ft Vertical Reinforcing 0.4869 in2/ft 0.6492 in21ft Horizontal Reinforcing Min Stem T&S Reinf Area 1.759 in2 Min Stem T&S Rein! Area per ft of stem Height : 0.240 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of: #4@ 10.00 in #4@ 20.00 in #5@ 15.50 in #5@ 31.00 in #6@ 22.00 in #6@ 44.00 in Horizontal Reinforcing Min Stem T&S Reinf Area 0.720 in2 0.3025 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.240 in2/ft 0.216 in2/ft Horizontal Reinforcing Options: ------------One layer of: Two layers of: Required Area : 0.4869 in2/ft #4@ 10.00 in #4@ 20.00 in Provided Area: 0.72 in2/ft #5@ 15.50 in #5@ 31.00 in Maximum Area : 1.0245 in2/ft #6@ 22.00 in #6@ 44.00 in I Footing Dimensions & Strengths l Footing Design Results l Toe Width = 2. 71 ft I2l! J:llll Heel Width = 3.54 Factored Pressure 3,359 0 psf Total Footing Width 6.25 Mu': Upward = 10,363 970 ft-# Footing Thickness = 18.00 in Mu': Downward = 1,797 7,785 ft-# Mu: Design 8,566 6,815 ft-# Key Width Key Depth Key Distance from Toe = fc = 2,500 psi Fy = Footing Concrete Density = 12.00 in 23.00 in 2.71 ft 60,000 psi 150.00 pcf 0.0018 Min.As% Cover@Top 2.00 @ Btm.= 3.00 in Actual 1-Way Shear 20.59 23.61 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = # 6@ 12.00 in Heel Reinforcing = # 6 @ 12.00 in Key Reinforcing = # 5@ 12.00 in Other Acceptable Sizes & Spacings Toe: #4@ 6.17 in, #5@ 9.57 in, #6@ 13.58 in, #7@ 18.52 in, #8@24.38 in, #9@30. Heel: #4@ 6.17 in, #5@ 9.57 in, #6@ 13.58 in, #7@ 18.52 in, #8@ 24.38 in, #9@ 30. Key: #4@ 9.26 in, #5@ 14.35 in, #6@ 18 in, #7@ 18 in, #8@ 18 Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 6.17 in #5@ 9.57 in #6@ 13.58 in 2.43 in2 0.39 in2 /ft If two layers of horizontal bars: #4@ 12.35 in #5@ 19.14 in #6@ 27.16 in Title R.T10;3 No Seismic Cales Page: 4 Job#: Dsgnr: COFFEY ENG. INC. Date: 12 SEP 2017 Description .... H=10.33'TRW with B"NICHE This Wall in File: j:~obs\2016 jobs\2016-068 -abdi drainage\reports\rw\2016-68 abdi drainage.rpx RetainPro (c) 1987-2017, Build 11.17.07.27 License; KW-06056682 License To : COFFEY ENGINEERING, INC. Cantilevered Retaining Wall Rebar Lap & Embedment Lengths Information Stem Design Segment: 2nd Stem Design Height: 3.00 ft above top of footing Lap Splice length for #7 bar specified in this stem design segment= Lap Splice length for #7 bar extending up into this stem design segment from below= Development length for #7 bar specified in this stem design segment= Development length for #7 bar extending up into this stem design segment from below= Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Lap Splice length for #7 bar extending down into this stem design segment from above= Lap Splice length for #7 bar specified in this stem design segment= Development length for #7 bar extending down into this stem design segment from above= Development length for #7 bar·specified in this stem design segment= Hooked embedment length into footing for #7 bar specified in this stem design segment= As Provided = As Required = Code: CBC 2016,ACI 318-14,ACI 530-13 40.95 in 40.95 in 31.50 in 31.50 in 40.95 in 40.95 in 31.50 in 31.50 in 14.70 in 0. 7200 in2/ft 0.4869 in2/ft ' ' - Title R.T10:3 Seismic Cales Page: 2 Job#: Dsgnr: COFFEY ENG. INC. Date: 12 SEP 2017 Description .... H=10.33'TRW with 8"NICHE This Wall in File: j:~obs\2016 jobs\2016-068 -abdi drainagelreportslrw\2016--68 abdi drainage.rpx RetainPro (c) 1987~2017, Build 11.17.07.27 License : KW-06056682 License To : COFFEY ENGINEERING, INC. Concrete Stem Rebar Area Details 2nd Stem As (based on applied moment) : (4/3) •As: 200bd/fy: 200(12)(7.5625)/60000: 0.0018bh: 0.0018(12)(10): Required Area : Provided Area : Maximum Area : Bottom Stem As (based on applied moment) : (4/3) •As: 200bd/fy: 200(12)(7.5625)/60000: 0.0018bh: 0.0018(12)(10): Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Vertical Reinforcing 0.2369 in2/ft 0.3159 in2/ft 0.3025 in2/ft 0.216 in2/ft 0.3025 in2ift 0.4 in2/ft 1.0245 in2/ft Vertical Reinforcing 0.5797 in2/ft 0.7729 in2/ft 0.3025 in2/ft 0.216 in2/ft Horizontal Reinforcing Min Stem T&S Rein! Area 1.759 in2 Min Stem T&S Rein! Area per ft of stem Height: 0.240 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of: #4@ 10.00 in #4@ 20.00 in #5@ 15.50 in #5@ 31.00 in #6@ 22.00 in #6@ 44.00 in Horizontal Reinforcing Min Stem T&S Reinf Area 0.720 in2 Min Stem T&S Rein! Area per ft of stem Height : 0.240 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of: Required Area : 0.5797 in2/ft #4@ 1 o.oo in #4@ 20.00 in Provided Area: 0.72 in2/ft #5@ 15.50 in #5@ 31.00 in Maximum Area : 1.0245 in2/ft #6@ 22.00 in #6@ 44.00 in I Footing Dimensions & Strengths l Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe = = = = = 2.71 ft 3.54 6.25 18.00 in 12.00 in 23.00 in 2.71 ft fc = 2,500 psi Fy = 60,000 psi 150.00 pct Footing Concrete Density Min.As% Cover@Top 2.00 = 0.0018 @ Btm.~ 3.00 in Footing Design Results I I2!I lilll Factored Pressure = 4,21 o a psf Mu': Upward 12,367 152 ft-# Mu': Downward = 1,797 7,785 ft-# Mu: Design = 10,570 7,633 ft-# Actual 1-Way Shear 25.74 28.44 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = # 6@ 12.00 in Heel Reinforcing # 6 @ 12.00 in Key Reinforcing = # 5@ 12.00 in Other Acceptable Sizes & Spacings Toe: #4@ 6.17 in, #5@ 9.57 in, #6@ 13.58 in, #7@ 18.52 in, #8@ 24.38 in, #9@ 30. Heel: #4@ 6.17 in, #5@ 9.57 in, #6@ 13.58 in, #7@ 18.52 in, #8@ 24.38 in, #9@ 30. Key: #4@ 9.26 in, #5@ 14.35 in, #6@ 18 in, #7@ 18 in, #8@ 18 Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 6.17 in #5@ 9.57 in #6@ 13.58 in 2.43 in2 0.39 in2 1ft If two layers of horizontal bars: #4@12.35 in #5@ 19.14 in #6@ 27.16 in Title R.T10:3 Seismic Cales Page: 4 Job#: . Dsgnr: COFFEY ENG. INC. Date: 12 SEP 2017 Description .... H=10.33'TRW with 8"NICHE This Wall in File: j:~obs\2016 jobs\2016-068 -abdi drainage\reportslrw\2016--68 abdi drainage.rpx RetainPro (c) 1987-2017, Build 11.17.07.27 License : KW-06056682 License To : COFFEY ENGINEERING, INC. Cantilevered Retaining Wall Rebar Lap & Embedment Lengths Information Stem Design Segment: 2nd Stem Design Height: 3.00 ft above top of footing Lap Splice length for #7 bar specified in this stem design segment= Lap Splice length for #7 bar extending up into this stem design segment from below= Development length for #7 bar specified in this stem design segment= Development length for #7 bar extending up into this stem design segment from below= Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Lap Splice length.for #7 bar extending down into this stem design segment from above= Lap Splice length for #7 bar specified in this stem design segment= Development length for #7 bar extending down into this stem design segment from above = Development length for #7 bar specified in this stem design segment= Hooked embedment length into footing for #7 bar specified in this stem design segment= As Provided = As Required = Code: CBC 2016,ACI 318-14,ACI 530-13 40.95 in 40.95 in 31.50 in 31.50 in 40.95 in 40.95 in 31.50 in 31.50 in 14.?0in 0.7200 in2/ft 0.5797 in2/ft Title R.87 ,?3 no Seismic Cales Page : 4 Job#: Dsgnr: COFFEY ENG. INC. Date: 12 SEP 2017 Description .... H=7.33'BW-3.67'RW This Wall in File: j:~obs\2016 jobs\2016-068 -abdi drainagelreports\rw\2016-68 abdi drainage.rpx RetalnPro (c) 1987-2017, Build 11.17.07.27 License: KW.06056682 License To : COFFEY ENGINEERING, INC. Cantilevered Retaining Wall Rebar Lap & Embedment Lengths Information Stem Design Segment: 2nd Stem Design Height: 2.67 ft above top of footing Lap Splice length for #4 bar specified in this stem design segment= Lap Splice length.for #5 bar extending up into this stem design segment from below= Development length for #4 bar specified in this stem design segment= Development length for #5 bar extending up into this stem design segment from below= Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Lap Splice length.for #4 bar extending down into this stem design segment from above = Lap Splice length for #5 bar specified in this stem design segment= Development length for #4 bar extending down into this stem design segment from above = Development length for #5 bar specified in this stem design segment= Hooked embedment length into footing for #5 bar specified in this stem design segment= As Provided = As Required= Code: CBC 2016,ACI 318-14,ACI 530-13 18.72 in 23.40 in 14.40 in 18.00 in 18.72 in 23.40 in 14.40 in 18.00 in 10.50 in 0.2325 in2/ft 0.1296 in2/ft Title R.87.~3 Seismic Cales Page: 2 Job#: Dsgnr: COFFEY ENG. INC. Date: 12 SEP 2017 Description .... H=7.33'BW-3.67'RW This Wall in File: j:~obs\2016 jobs\2016-066 -abdi drainage\reports\rw\2016-66 abdi drainage.rpx RetainPro (c) 1987-2017, Build 11.17.07.27 License: KW-06056682 License To : COFFEY ENGINEERING, INC. Concrete Stem Rebar Area Details 2nd Stem As (based on applied moment) : (4/3) •As: 200bd/fy: 200(12)(4.25)/60000: 0.0018bh : 0.0018(12)(6) : Required Area : Provided Area : Maximum Area : Bottom Stem As (based on applied moment) : (4/3) •As: 200bd/fy: 200(12)(8.1875)/60000 : 0.0016bh : 0.0018(12)(10) : Required Area : Provided Area : Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Vertical Reinforcing 0.0137 in2/ft 0.0163 in2/ft 0.17 in2/ft 0.1296 in2/ft 0.1296 in2/ft 0.15 in2/ft 0.5757 in2/ft Vertical Reinforcing 0.0429 in2/ft 0.0571 in2/ft 0.3275 in2/ft 0.216 in2/ft 0.216 in2/ft 0.2325 in2/ft Horizontal Reinforcing Min Stem T&S Reinf Area 0.672 in2 Min Stem T&S Reinf Area per ft of stem Height : 0.144 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of: #4@ 16.67 in #4@ 33.33 in #5@ 25.63 in #5@ 51.67 in #6@ 36.67 in #6@ 73.33 in Horizontal Reinforcing Min Stem T&S Reinf Area 0.641 in2 Min Stem T&S Reinf Area per ft of stem Height : 0.240 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of: #4@ 10.00 in #4@ 20.00 in #5@ 15.50 in #5@ 31.00 in Maximum Area : 1.1092 in2/ft #6@ 22.00 in #6@ 44.00 in I Footing Dimensions & Strengths I Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe = = = fc = 2,500 psi Fy = Footing Concrete Density = 1.04 ft 1.88 2.92 14.00 in 10.00 in 4.00 in 1.00 ft 60,000 psi 150.00 pcf 0.0018 Min.As% Cover@Top 2.00 @ Btm.= 3.00 in Footing Design Results I ~ !:!w Factored Pressure = 2,483 O psf Mu': Upward = 1,159 37 ft-# Mu' : Downward = 228 481 ft-# Mu: Design = 931 444 ft-# Actual 1-Way Shear = 2.25 5.14 psi Allow 1-Way Shear = 40.00 40.00 psi Toe Reinforcing = None Spec'd Heel Reinforcing None Spec'd Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: Not req'd: Mu < phi'5'1ambda'sqrt(fc)"Sm Heel: Not req'd: Mu < phi'5'1ambda'sqrt(fc)"Sm Key: Not req'd: Mu < phi"5"1ambda"sqrt(fc)"Sm Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 7.94 in #5@ 12.30 in #6@ 17.46 in 0.86 in2 0.30 in2 1ft If two layers of horizontal bars: #4@15.87 in #5@24.60 in #6@34.92 in Title R.87.~3 Seismic Cales Page: 4 Job#: Dsgnr: COFFEY ENG. INC. Date: 12 SEP 2017 Description .... H=7.33'BW-3.67'RW This Wall in File: j:~obs\2016 jobs\2016-068 -abdi drainage\reports\rw\2016-68 abdi drainage.rpx RetalnPro (c) 1987-2017, Build 11.17.07.27 J..lcense : KW-06056682 License To : COFFEY ENGINEERING, INC. Cantilevered Retaining Wall Rebar Lap & Embedment Lengths Information Stem Design Segment: 2nd Stem Design Height: 2.67 ft above top of footing Lap Splice length for #4 bar specified in this stem design segment= Lap Splice length for #5 bar extending up into this stem design segment from below= Development length for #4 bar specified in this stem design segment= Development length for #5 bar extending up into this stem design segment from below= Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Lap Splice length for #4 bar extending down into this stem design segment from above = Lap Splice length for #5 bar specified in this stem design segment= Development length for #4 bar extending down into this stem design segment from above = Development length for #5 bar specified in this stem design segment= Hooked embedment length into footing for #5 bar specified in this stem design segment= As Provided = As Required= Code: CBC 2016,ACI 318-14,ACI 530-13 18.72 in 23.40 in 14.40 in 18.00 in 18.72 in 23.40 in 14.40 in 18.00 in 10.50 in 0.2325 in2/ft 0.1296 in2/ft Title R.89.67 No Seismic Cales Page : 2 Job#: . Dsgnr: COFFEY ENG. INC. Date: 12 SEP 2017 Description .... H=9.67'BW-4" niche-5.67'RW This Wall in File: j:~obs\2016 jobs\2016-068 -abdi drainagelreports\iw\2016-68 abdi drainage.rpx RetalnPro (c) 1987-2017, Build 11.17.07.27 License : KW-06056682 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To : COFFEY ENGINEERING, INC. Concrete Stem Rebar Area Details 3rd Stem As (based on applied moment) : (4/3) *As: 200bd/fy: 200(12)(4.25)/60000 : 0.0018bh: 0.0018(12)(6): Required Area : Provided Area : Maximum Area : 2nd Stem As (based on applied moment) : (4/3) •As: Vertical Reinforcing 0.0053 in2/tt 0.007 in2/ft 0.17 in21ft 0.1296 in2/ft 0.1296 in2/ft 0.15 in2/ft 0.5757 in2/ft Horizontal Reinforcing Min Stem T&S Reinf Area 0.432 in2 Min Stem T&S Reinf Area per ft of stem Height: 0.144 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of: #4@ 16.67 in #4@ 33.33 in #5@ 25.83 in #5@ 51.67 in #6@ 36.67 in #6@ 73.33 in Horizontal Reinforcing Min Stem T&S Reinf Area 0.528 in2 200bd/fy: 200(12)(4.1875)/60000: 0.0018bh: 0.0018(12)(6): Vertical Reinforcing 0.0372 in2/ft 0.0496 in2/ft 0.1675 in2/ft 0.1296 in2/ft Min Stem T&S Reinf Area per ft of stem Height: 0.144 in2/ft Horizontal Reinforcing Options : Required Area : Provided Area : Maximum Area : Bottom Stem As (based on applied moment) : (4/3) •As: 200bd/fy : 200(12)(8.1875)/60000 : 0.0018bh: 0.0018(12)(10): Required Area : Provided Area : 0.1296 in2/ft 0.2325 in2/tt 0.5673 in2/ft Vertical Reinforcing 0.0933 in2/ft 0.1244 in2/ft 0.3275 in2/ft 0.216 in2/ft 0.216 in2/fl 0.2325 in2/ft One layer of: Two layers of: #4@ 16.67 in #4@ 33.33 in #5@ 25.83 in #5@ 51.67 in #6@ 36.67 in #6@ 73.33 in Horizontal Reinforcing Min Stem T&S Reinf Area 0.720 in2 Min Stem T&S Reinf Area per ft of stem Height : 0.240 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of: #4@ 10.00 in #4@ 20.00 in #5@ 15.50 in #5@ 31.00 in Maximum Area : 1.1092 in2/ft #6@ 22.00 in #6@ 44.00 in I Footing Dimensions & Strengths • Toe Width . Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe = = fc = 2,500 psi Fy = Footing Concrete Density = 1.63 ft 2.46 4.08 14.00 in 10.00 in 12.00 in 1'63 ft 60,000 psi 150.00 pcf 0.0018 Min.As% Cover@Top 2.00 @ Btm.= 3.00 in Footing Design Results I l2ll !::Im Factored Pressure = 2,140 585 psf Mu' : Upward 2,554 1,045 ft-# Mu' : Downward = 555 1,633 ft-# Mu: Design 1,999 588 ft-# Actual 1-Way Shear 8.02 3.86 psi Allow 1-Way Shear = 40.00 40.00 psi Toe Reinforcing None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing # 5 @ 16.00 in Other Acceptable Sizes & Spacings Toe: Not req'd: Mu < phi•5•1ambda•sqrt(fc)•sm Heel: Not req'd: Mu < phi•s•1ambda*sqrt(fc)•Sm Key: Not req'd: Mu < phi•5•1ambda•sqrt(fc)•sm Min footing T&S reinf Area Min footing T&S re inf Are~ per foot If one layer of horizontal bars: #4@ 7.94 in #5@ 12.30 in #6@ 17.46 in 1.23 in2 0.30 in2 1ft If two layers of horizontal bars: #4@15.87in #5@24.60 in #6@34.92 in Title R.B9.e7 No Seismic Cales Page : 4 Job#: Dsgnr: COFFEY ENG. INC. Date: 12 SEP 2017 Description .... H=9.67'BW-4" niche-5.67'RW This Wall in File: j:~obs\2016 jobs\2016-068 -abdi drainagelreportslrw\2016-68 abdi drainage.rpx RetainPro (c) 1987-2017, Build 11.17.07.27 License : KW-06056682 License To : COFFEY ENGINEERING, INC. Cantilevered Retaining Wall Rebar Lap & Embedment Lengths Information Stem Design Segment: 3rd Stem Design Height: 6.67 ft above top of footing Lap Splice length for #4 bar specified in this stem design segment= Lap Splice length for#5 bar extending up into this stem design segment from below= Development length for #4 bar specified in this stem design segment= Development length for #5 bar extending up into this stem design segment from below= Stem Design Segment: 2nd Stem Design Height: 3.00 ft above top of footing Lap Splice length for #4 bar extending down into this stem design segment from above = Lap Splice length for #5 bar specified in this stem design segment= Lap Splice length for #5 bar extending up into this stem design segment from below= Development length for #4 bar extending down into this stem design segment from above = Development length for #5 bar specified in this stem design segment= Development length for #5 bar extending up into this stem design segment from below= Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Lap Splice length for #5 bar extending down into this stem design segment from above = Lap Splice length for #5 bar specified in this stem design segment= Development length for #5 bar extending down into this stem design segment from above= Development length for #5 bar specified in this stem design segment= Hooked embedment length into footing for #5 bar specified in this stem design segment= As Provided = As Required = Code: CBC 2016,ACI 318-14,ACI 530-13 18.72 in 23.40 in 14.40 in 18.00 in 18.72 in 23.40 in 23.40 in 14.40 in 18.00 in 18.00 in 23.40 in 23.40 in 18.00 in 18.00 in 10.50 in 0.2325 in2/ft 0.1296 in2/ft Title R.B9.~7 Seismic Cales Page : 4 Job#: Dsgnr: COFFEY ENG. INC. Date: 12 SEP 2017 Description .... H0 9.67'BW-4" niche-5.67'RW This Wall in File: j:~obs\2016 jobs\2016-068 -abdi drainage\reportslrw\2016-68 abdi drainage.rpx RetalnPro (c) 1987-2017, Build 11.17.07.27 License : KW-06056682 License To : COFFEY ENGINEERING, INC. Cantilevered Retaining Wall Rebar·Lap & Embedment Lengths Information Stem Design Segment: 3rd Stem Design Height: 6.67 ft above top of footing Lap Splice length for #4 bar specified in this stem design segment= Lap Splice length for #5 bar extending up into this stem design segment from below= Development length for #4 bar specified in this stem design segment= Development length for #5 bar extending up into this stem design segment from below= Stem Design Segment: 2nd Stem Design Height: 3.00 ft above top of footing Lap Splice length for #4 bar extending down into this stem design segment from above= Lap Splice length for #5 bar specified in this stem design segment= Lap Splice length for#5 bar extending up into this stem design segment from below= Development length for #4 bar extending down into this stem design segment from above = Development length for #5 bar specified in this stem design segment= Development length for #5 bar extending up into this stem design segment from below= Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Lap Splice length for #5 bar extending down into this stem design segment from above = Lap Splice length for #5 bar specified in this stem design segment= Development length for #5 bar extending down into this stem design segment from above= Development length for #5 bar specified in this stem design segment= Hooked embedment length into footing for #5 bar" specified in this stem design segment= As Provided = As Required= Code: CBC 2016,ACI 318-14,ACI 530-13 18.72 in 23.40 in 14.40 in 18.00 in 18.72 in 23.40 in 23.40 in 14.40 in 18.00 in 18.00 in 23.40 in 23.40 in 18.00 in 18.00 in 10.50 in 0.2325 in2/ft 0.1442 in2/ft Title R.B1Q No Seismic Cales Page: 2 Job#: Dsgnr: COFFEY ENG. INC. Date: 12 SEP 2017 Description .... H=10'BRW This Wall in File: j:~obs\2016 jobs\2016-068 -abdi drainage\reports\rw\2016-68 abdi drainage.rpx RetalnPro (c) 1987-2017, Build 11.17.07.27 License : KW-06056682 License To : COFFEY ENGINEERING, INC. Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Concrete Stem Rebar Area Details 2nd Stem As (based on applied moment) : (4/3) •As: 200bd/fy: 200(12)(8.1875)/60000: 0.0018bh : 0.0018(12)(10) : Required Area : Provided Area : Maximum Area : Bottom Stem As (based on applied moment) : (4/3) •As: 200bd/fy : 200(12)(11.5625)/60000 : 0.0018bh: 0.0018(12)(14): Vertical Reinforcing 0.0727 in2/ft 0.097 in2/ft 0.3275 in2/ft 0.216 in2/ft 0.216 in2/ft 0.2325 in2/ft 1.1092 in2/ft Vertical Reinforcing 0.2857 in2/ft 0.3809 in2/ft 0.4625 in2/ft 0.3024 in2/ft Horizontal Reinforcing Min Stem T&S Reinf Area 1.279 in2 Min Stem T&S Rein! Area per ft of stem Height : 0.240 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of : #4@ 10.00 in #4@ 20.00 in #5@ 15.50 in #5@31.00 in #6@ 22.00 in #6@ 44.00 in Horizontal Reinforcing Min Stem T&S Rein! Area 1.569 in2 Min Stem T&S Rein! Area per ft of stem Height : 0.336 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of: Required Area : 0.3809 in2/ft #4@ 7.14 in #4@ 14.29 in Provided Area : 0.6 in2/ft #5@ 11.07 in #5@ 22.14 in Maximum Area : f.5664 in2/ft #6@ 15.71 in #6@31.43 in I Footing Dimensions & Strengths l Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe = = = 2.54 ft 3.71 6.25 18.00 in 16.00 in 21.00 in 2.54 ft fc = 2,500 psi Fy = 60,000 psi 150.00 pcf Footing Concrete Density Min.As% Cover@Top 2.00 = 0.0018 @ Btm.= 3.00 in Footing Design Results I Ill§ Hill Factored Pressure 3,194 0 psf Mu' : Upward = 8,883 1,192 fl-# Mu' : Downward 1,583 6,670 ft-# Mu: Design 7,300 5,478 ft-# Actual 1-Way Shear 17.76 19.54 psi Allow 1-Way Shear = 75.00 40.00 psi Toe Reinforcing = # 7 @ 12.00 in Heel Reinforcing # 7 @ 12.00 in Key Reinforcing = # 7 @ 12.00 in Other Acceptable Sizes & Spacings Toe: #4@6.17 in, #5@ 9.57 in, #6@ 13.58 in, #7@ 18.52 in, #8@24.38 in, #9@30. Heel: Not req'd: Mu < phi•s•1ambda•sqrt(fc)'Sm Key: #4@6.94 in, #5@ 10.76 in, #6@ 15.28 in, #7@ 18 in, #8@ Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@6.17in #5@ 9.57 in #6@ 13.58 in 2.43 in2 0.39 in2 1ft If two layers of horizontal bars: #4@ 12.35 in #5@ 19.14 in #6@27.16 in Title R.B10; No Seismic Cales Page: 4 Job#: Dsgnr: COFFEY ENG. INC. Date: 12 SEP 2017 Description .... H=10'BRW This Wall in File: j:~obs\2016 jobs\2016-068 -abdi drainagelreportslrw\2016-68 abdi drainage.rpx RetalnPro (c) 1987-2017, Build 11.17.07.27 License: KW-06056682 License To : COFFEY ENGINEERING, INC. Cantilevered Retaining Wall Rebar Lap & Embedment Lengths Information Stem Design Segment: 2nd Stem Design Height: 4.67 ft above top of footing Lap Splice length for #5 bar specified in this stem design segment= Lap Splice length for #7 bar extending up into this stem design segment from below= Development length for #5 bar specified in this stem design segment= Development length for #7 bar extending up into this.stem design segment from below= Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Lap Splice length for #5 bar extending down into this stem design segment from above= Lap Splice length for #7 bar specified in this stem design segment= Development length for #5 bar extending down into this stem design segment from above = Development length for #7 bar specified in this stem design segment= Hooked embedment length into footing for #7 bar specified in this stem design segment= As Provided = As Required= Code: CBC 2016,ACI 318-14,ACI 530-13 23.40 in 40.95 in 18.00 in 31.50 in 23.40 in 40.95 in 18.00 in 31.50 in 14.70 in 0.6000 in2/ft 0.3809 in2/ft __ I Title R.B1Q Seismic Cales Page: 2 Job#: Dsgnr: COFFEY ENG. INC. Date: 12 SEP 2017 Description .... H•10'BRW This Wall in File: j:~obs\2016 jobs\2016-068 -abdi drainage\reports\rw\2016--68 abdi drainage.rpx RetainPro (c) 1987-2017, Build 11.17.07.27 License : KW-06056682 License To : COFFEY ENGINEERING, INC. Concrete Stem Rebar Area Details 2nd Stem As (based on applied moment) : (4/3) *As: 200bd/fy: 200(12)(8.1875)/60000: 0.0018bh: 0.0018(12)(10): Required Area : Provided Area : Maximum Area : Bottom Stem As (based on applied moment) : (4/3) *As: 200bd/fy : 200(12)(11.5625)/60000 : 0.0018bh: 0.0018(12)(14): Required Area : Provided Area : Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Vertical Reinforcing 0.0998 in2/ft 0.1331 in2/ft 0.3275 in2/ft 0.216 in2/ft 0.216 in2/ft 0.2325 in2/ft 1.1092 in2/ft Vertical Reinforcing 0.3418 in2/ft 0.4558 in2/ft 0.4625 in2/ft 0.3024 in2/ft 0.4558 in2/ft 0.6 in2/ft Horizontal Reinforcing Min Stem T&S Reinf Area 1.279 in2 Min Stem T&S Rein! Area per ft of stem Height : 0.240 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of : #4@ 10.00 in #4@ 20.00 in #5@ 15.50 in #5@ 31.00 in #6@ 22.00 in #6@ 44.00 in Horizontal Reinforcing Min Stem T&S Rein! Area 1.569 in2 Min Stem T&S Rein! Area per ft of stem Height : 0.336 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of: #4@ 7.14 in #4@14.29 in #5@ 11.07 in #5@22.14 in Maximum Area : 1.5664 in2/ft #6@15.71 in #6@31.43in I Footing Dimensions & Strengths I Toe Width Heel Width Total Footing Width Footing Thickness • • Key Width • Key Depth • Key Distance from Toe = fc • 2,500 psi Fy • Footing Concrete Density = 2.54 ft 3.71 6.25 18.00 in 16.00 in 21.00 in 2.54 ft 60,000 psi 150.00 pcf 0.0018 Min.As% Cover@Top 2.00 @ Btm.= 3.00 in Footing Design Results • !22 J:lw Factored Pressure = 3,869 o· psf Mu' : Upward 10,394 299 ft-# Mu' : Downward • 1,583 6,670 ft-# Mu: Design • 8,811 6,371 ft-# Aclual 1-Way Shear 21.68 23.82 psi Allow 1-Way Shear 75.00 40.00 psi Toe Reinforcing # 7@ 12.00 in Heel Reinforcing • # 7@ 12.00 in Key Reinforcing # 7@ 12.00 in Other Acceptable Sizes & Spacings Toe: #4@ 6.17 in, #5@ 9.57 in, #6@ 13.58 in; #7@ 18.52 in, #8@ 24.38 in, #9@ 30. Heel: Not req'd: Mu < phi'5*lambda*sqrt(fc)*Sm Key: #4@ 6.94 in, #5@ 10.76 in, #6@ 15.28 in, #7@ 18 in, #8@ Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 6.17 in #5@ 9.57in #6@ 13.58 in 2.43 in2 0.39 in2 Jft If two layers of horizontal bars: #4@12.35 in #5@ 19.14 in #6@27.16 in Title R.81 Q Seismic Cales Page : 4 Job#: Dsgnr: COFFEY ENG. INC. Date: 12 SEP 2017 Description .... H=10'BRW This Wall in File: j:~obs\2016 jobs\2016-068 -abdi drainagelreports\rw\2016-68 abdi drainage.rpx RetainPro (c) 1987-2017, Build 11.17.07.27 License: KW-06056682 License To : COFFEY ENGINEERING, INC. Cantilevered Retaining Wall Rebar Lap & Embedment Lengths Information Stem Design Segment: 2nd Stem Design Height: 4.67 ft above top of footing Lap Splice length for #5 bar specified in this stem design segment= Lap Splice length for #7 bar extending up into this stem design segment from below= Development length for #5 bar specified in this stem design segment= Development length for #7 bar extending up into this stem design segment from below= Stem Design Segment: ~ottom Stem Design Height: 0.00 ft above top of footing Lap Splice length for #5 bar extending down into this stem design segment from above = Lap Splice length for #7 bar specified in this stem design segment= Development length for #5 bar extending down into this stem design segment from above= Development length for #7 bar specified in this stem design segment= Hooked embedment length into footing for #7 bar specified in this stem design segment= As Provided = As Required = Code: CBC 2016,ACI 318-14,ACI 530-13 23.40 in 40.95 in 18.00 in 31.50in 23.40 in 40.95 in 18.00 in 31.50 in 14.70 in 0.6000 in2/ft 0.4558 in2/ft Title R.B1 Q.3 No Seismic Cales Page : 4 Job# : Dsgnr: COFFEY ENG. INC. Date: 12 SEP 2017 Description .... H=10.3'BW/open/6'RW@ landing This Wall in File: j:~obs\2016 jobs\2016-068-abdi drainage\reports\rw\2016-68 abdi drainage.rpx RetalnPro (c) 1987-2017, Bulld 11.17.07.27 License : KW-06056682 License To : COFFEY ENGINEERING, INC. Cantilevered Retaining Wall Rebar Lap & Embedment Lengths Information Stem Design Segment: 3rd Stem Design Height: 6.00 ft above top of footing Lap Splice length for #4 bar specified in this stem design segment= Lap Splice length for #5 bar extending up into this stem design segment from below= Development length for #4 bar specified in this stem design segment= Development length for #5 bar extending up into this stem design segment from below= Stem Design Segment: 2nd Stem Design Height: 3.00 ft above top of footing Lap Splice length for #4 bar extending down into this stem design segment from above = Lap Splice length for #5 bar specified in this stem design segment= Lap Splice length for #5 bar extending up into this stem design segment from below= Development length for #4 bar extending down into this stem design segment from above= Development length for #5 bar specified in this stem design segment= Development length for #5 bar extending up into this stem design segment from below= Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Lap Splice length for #5 bar extending down into this stem design segment from above= Lap Splice length for #5 bar specified in this stem design segment= Development length for #5 bar extending down into this stem design segment from above = Development length for #5 bar specified in this stem design segment= Hooked embedment length into footing for #5 bar specified in this stem design segment= As Provided = As Required= Code: CBC 2016,ACI 318-14,ACI 530-13 18.72 in 23.40 in 14.40 in 18.00 in 18.72in 23.40 in 23.40 in 14.40 in 18.00 in 18.00 in 23.40 in 23.40 in 18.00 in 18.00 in 10.50 in 0.2325 in2/ft 0.1734 in2/ft Title R.81Q.3 Seismic Cales Page : 4 Job# : Dsgnr: COFFEY ENG. INC. Date: 12 SEP 2017 Description .... H=10.3'BW/open/6'RW@ landing This Wall in File: j:~obs\2016 jobs\2016-068 -abdi drainage\reports\rw\2016-68 abdi drainage.rpx RetalnPro (c) 1987-2017, Build 11.17.07.27 License : KW-06056682 License To : COFFEY ENGINEERING, INC. Cantilevered Retaining Wall Rebar Lap & Embedment Lengths Information Stem Design Segment: 3rd Stem Design Height: 6.00 ft above top of footing Lap Splice length for #4 bar specified in this stem design segment= Lap Splice length for #5 bar extending up into this stem design segment from below= Development length for #4 bar specified in this stem design segment= Development length for #5 bar extending up into this stem design segment from below= Stem Design Segment: 2nd Stem Design Height: 3.00 ft above top of footing Lap Splice length for #4 bar extending down into this stem design segment from above= Lap Splice length for #5 bar specified in this stem design·segment = Lap Splice length for #5 bar extending up into this stem design segment from below= Development length for #4 bar extending down into this stem design segment from above = Development length for #5 bar specified in this stem design segment= Development length for #5 bar extending up into this stem design segment from below= Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Lap Splice length for #5 bar extending down into this stem design segment from above= Lap Splice length for #5 bar specified in this stem design segment= Development length·for #5 bar extending down into this stem design segment from above= Development length for #5 bar specified in this stem design segment= Hooked embedment length into footing for #5 bar specified in this stem design segment= As Provided = As Required= Code: CBC 2016,ACI 318-14,ACI 530-13 18.72 in 23.40 in 14.40 in 18.00 in 18.72 in 23.40 in 23.40 in 14.40 in 18.00 in 18.00 in 23.40 in 23.40 in 18.00 in 18.00 in 10.50 in 0.2325 in2/ft 0.1968 in2/ft Title R.811: No Seismic Cales Page : 4 Job#: Dsgnr: COFFEY ENG. INC. Date: 12 SEP 2017 Description .... H0 11"BRW This Wall in File: j:ljobs\2016 jobs\2016-068 -abdi drainagelreportslrw\2016-68 abdi drainage.rpx RetalnPro (c) 1987-2017, Bulld 11.17.07.27 License: KW-06056682 License To : COFFEY ENGINEERING, INC. Cantilevered Retaining Wall Rebar Lap & Embedment Lengths Information Stem Design Segment: 3rd Stem Design Height: 7.33 ft above top of footing Lap Splice length for #5 bar specified in this stem design segment= Lap Splice length for #7 bar extending up into this stem design segment from below= Development length for #5 bar specified in this stem design segment= Development length for #7 bar extending up into this stem design segment from below= Stem Design Segment: 2nd Stem Design Height: 2.67 ft above top of footing Lap Splice length for #5 bar extending down into this stem design segment from above = Lap Splice length for #7 bar specified in this stem design segment= Lap Splice length for#? bar extending up into this stem design segment from below= Development length for #5 bar extending down into this stem design segment from above = Development length for #7 bar specified in this stem design segment= Development length for #7 bar extending up into this stem design segment from below= Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Lap Splice length for #7 bar extending down into this stem design segment from above = Lap Splice length for #7 bar specified in this stem design segment= Development length for #7 bar extending down into this stem design segment from above = Development length for #7 bar specified in this stem design segment= Hooked embedment length into footing for #7 bar specified in this stem design segment= As Provided = As Required = Code: CBC 2016,ACI 318-14,ACI 530-13 23.40 in 40.95 in 18.00 in 31.50 in 23.40 in 40.95 in 40.95 in 18.00 in 31.50 in 31.50 in 40.95 in 40.95 in 31.50 in 31.50 in 14.70 in 0.4500 in2/ft 0.3699 in2/ft Title R.811: Seismic Cales Page: 4 Job#: Dsgnr: COFFEY ENG. INC. Date: 12 SEP 2017 Description .... H=11'BRW This Wall in File: j:\jobs\2016 jobs\2016-068 -abdi drainage\reports\rw\2016--68 abdi drainage.rpx RetalnPro (c) 1987-2017, Build 11.17.07.27 License: KW-06056682 License To : COFFEY ENGINEERING INC. Cantilevered Retaining Wall Rebar Lap & Embedment Lengths Information Stem Design Segment: 3rd Stem Design Height: 7.33 ft above top of footing Lap Splice length for #5 bar specified in this stem design segment= Lap Splice length for #7 bar extending up into this stem design segment from below= Development length for #5 bar specified in this stem design segment= Development length for #7 bar extending up into this stem design segment from below= Stem Design Segment: 2nd Stem Design Height: 2.67 ft above top of footing Lap Splice length for #5 bar extending down into this stem design segment from above = Lap Splice length for #7 bar specified in this stem design segment= Lap Splice length for #7 bar extending up into this stem design segment from below= Development length for #5 bar extending down into this stem design segment from above= Development length for #7 bar specified in this stem design segment= Development length for #7 bar extending up into this stem design segment from below= Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Lap Splice length for #7 bar extending down into this stem design segment from above= Lap Splice length for #7 bar specified in this stem design segment= Development length for #7 bar extending down into this stem design segment from above = Development length for #7 bar specified in this stem design segment= Hooked embedment length into footing for #7 bar specified in this stem design segment= As Provided = As Required = Code: CBC 2016,ACI 318-14,ACI 530-13 23.40 in 40.95 in 18.00 in 31.50in 23.40 in 40.95 in 40.95 in 18.00 in 31.50 in 31.50 in 40.95 in 40.95 in 31.50 in 31.50 in 14.70 in 0.4500 in2/ft 0.4430 in2/ft Title R.B11:Seismic.Calcs Page: 5 Job#: Dsgnr: COFFEY ENG. INC. Date: 12 SEP 2017 Description .... H=11'BRW This Wall in File: j:~obs\2016 jobs\2016-068 -abdi drainagelreportslrw\2016-68 abdi drainage.rpx RetainPro (c) 1987-2017, Build 11.17.07.27 License; KW-06056682 License To : COFFEY ENGINEERING, INC. Fence 6" w/#5@ 16" 1o·w1#7@ 16° 1~~w/#7@16" 1'-0" #7@16.in @Toe #7i16.in . @ enter On Key #7@16" @Heel Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 3'-6" 3'-6" • 3'-8" • 14'-6_ • 11·-o· 4'-8" • •• 2'-8" 3" 2'-1" 2'-6" 1'-6" 2'-8" 2'-6" 4'-2" S-9" Title R.812; No Seismic Cales Page: 1 Job#: Dsgnr: COFFEY ENG. INC. Date: 12 SEP 2017 Description .... H•12'BRW This Wall in File: j:~obs\2016 jobs\2016-068-abdi drainage\reports\rw\2016-68 abdi drainage.rpx ~1~~~~:r,0~:t-1ii1fiil' Build 11·17·07·27 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To : COFFEY ENGINEERING, INC. I Criteria • I Soil Data • Allow Soil Bearing 4,000.0 psi Equivalent Fluid Pressure Method Active Heel Pressure = 48.0 psf/ft Retained Height a 12.00 ft Wall height above soil a 3.50 ft Slope Behind Wall a 0.00 Height of Soil over Toe 12.00 in Water height over heel a 0.0 ft Passive Pressure a 400.0 psi/ft Soil Density, Heel a 125.00 pcf Soil Density, Toe 125.00 pcf Footingl[Soil Friction a 0.300 Soil height to ignore for passive pressure a 12.00 in I I J l J .,I s.u.r.c.ha.r .. g.e.L.o.a.ds ______ • I Lateral Load Applied to Stem Surcharge Over Heel = a.a psf • I Adjacent Footing Load Adjacent Footing Load = Footing Width NOT Used To Resist Sliding & Overturning Surcharge Over Toe a.a psf NOT Used for Sliding & Overturning I Axial Load Applied to Stem I Axial Dead Load Axial Live Load = Axial Load Eccentricity = 0.0 lbs 0.0 lbs 0.0 in Lateral Load ... Height to To> ... Height to Bottom Load Type 200.0 #/ft 15.50 ft 15.50 ft • Wind (:JV) (Service Level) Wind on Exposed Stem = (Service Level) 16.0 psi Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio 0.0 lbs 1.00 ft 0.00 in 0.00 ft Line Load 0.0ft 0.300 • I Design Summary • f Stem Construction • __ 4_t_h ___ 3_rd ___ 2_n_d ___ B_ott_o_m ___ _ • Stem OK Stem OK Stem OK Wall Stability Ratios Overturning Sliding Total Bearing Load ... resultant ecc. a a 2.04 OK 1.50 OK 9,612 lbs 15.83 in Soil Pressure @Toe 2,779 psi OK Soil Pressure @ Heel O psi OK Allowable • 4,000 psi Soil Pressure Less Than Allowable ACI Factored @ Toe • 3,891 psi ACI Factored @ Heel O psi Footing Shear@ Toe = Footing Shear@ Heel • Allowable • Sliding Cales Lateral Sliding Force = less 100% Passive Force = less 70 °/o Friction Force Added Force Req'd • ... .for 1.5 Stability = 22.0 psi OK 24.9 psi OK 75.0 psi 4,538.7 lbs 4,800.0 lbs 2,018.5 lbs 0.0 lbs OK 0.0 lbs OK Vertical component of active lateral soil pressure IS· NOT considered in the calculation of soil bearing Load Factors------------- Building Code Dead Load Live Load Earth, H Wind,W Seismic, E CBC 2016,ACI 1.400 1.700 1.700 1.300 1.000 Design Height Above Fig ft• 12.00 7.33 2.67 0.00 Wall Material Above "Ht" Fence Concrete Concrete Concrete Design Method LRFD LRFD LRFD LRFD Thickness • 10.00 16.00 18.00 Rebar Size # 5 # 6 # 7 Rebar Spacing 16.00 14.00 12.00 Rebar Placed at Edge Edge Edge Design Data fb/FB + fa/Fa • 0.224 0.530 0.611 Total Force@Section Service Level lbs = Strength Level lbs• Moment. ... Actual Service Level ft-#= Strength Level ft-#• Moment... .. Allowable ft-#• Shear ..... Actual Service Level psi= Strength Level psi= Shear ..... Allowable = Anet (Masonry) in2 • Rebar Depth 'd' in= Masonry Data rm psi= Fs psi= Solid Grouting Modular Ratio 'n' Wall Weight a psi• a 56.0 98.0 962.6 1,852.5 8,279.1 9.8 75.0 8.19 125.0 Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method • Normal Weight ASD 3,624.4 11,852.1 22,368.3 22.2 75.0 13.63 200.0 5,948.0 24,501.8 40,107.2 31.9 75.0 15.56 225.0 Concrete Data ------------------------- re Fy psi= psi= 2,500.0 60,000.0 2,500.0 60,000.0 2,500.0 60,000.0 Title R.B12: No Seismic Cales Page: 4 Job#: Dsgnr: COFFEY ENG. INC. Date: 12 SEP 2017 Description .... H=12'BRW This Wall in File: j:~obs\2016 jobs\2016-066 -abdi drainage\reportslrw\2016-66 abdi drainage.rpx RetalnPro (c) 1987-2017, Build 11.17.07.27 License : KW-06056682 License To : COFFEY ENGINEERING, INC. Cantilevered Retaining Wall Rebar Lap & Embedment Lengths Information Stem Design Segment: 3rd Stem Design Height: 7 .33 ft above top of footing Lap Splice length for #5 bar specified in this stem design segment= Lap Splice length for #6 bar extending up into this stem design segment from below= Development length for #5 bar specified in this stem design segment= Development length for #6 bar extending up into this stem design segment from below= Stem Design Segment: 2nd Stem Design Height: 2.67 ft above top of footing Lap Splice length for #5 bar extending down into this stem design segment from above = Lap Splice length for #6 bar specified in this stem design segment= Lap Splice length for#7 bar extending up into this stem design segment from below= Development length for #5 bar extending down into this stem design segment from above = Development length for #6 bar specified in this stem design segment= Development length for #7 bar extending up into this stem design segment from below= Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Lap Splice length for #6 bar extending down into this stem design segment from above = Lap Splice length for #7 bar specified in this stem design segment= Development length for #6 bar extending down-into this stem design segment from above = Development length for #7 bar specified in this stem design segment= Hooked embedment length into footing for #7 bar specified in this stem design segment= As Provided = As Required = Code: CBC 2016,ACI 318-14,ACI 530-13 23.40 in 28.08 in 16.00 in 21.60 in 23.40 in 28.08 in 40.95 in 18.00 in 21.60 in 31.50in 28.06 in 40.95 in 21.60 in 31.50 in 14.70 in 0.6000 in2/ft 0.4762 in2/ft Title R.B1Z Seismic Cales Page : 4 Job#: Dsgnr: COFFEY ENG. INC. Date: 12 SEP 2017 Description .... H=12'BRW This Wall in File: j:~obs\2016 jobs\2016-068 -abdi drainage\reportslrw\2016-68 abdi drainage.rpx RetalnPro (c) 1907-2017, Build 11.17.07.27 License : KW-06056602 License To : COFFEY ENGINEERING, INC. Cantilevered Retaining Wall Rebar Lap & Embedment Lengths Information Stem Design Segment: 3rd Stem Design Height: 7.33 ft above top of footing Lap Splice length for #5 bar specified in this stem design segment= Lap Splice length for #6 bar extending up into this stem design segment from below= Development length for #5 bar specified in this stem design segment= Development length for #6 bar extending up into this stem design segment from below= Stem Design Segment: 2nd Stem Design Height: 2.67 ft above top of footing Lap Splice length for #5 bar extending down into this stem design segment from above = Lap Splice length for #6 bar specified in this stem design segment= Lap Splice length for #7 bar extending up into this stem design segment from below= Development length for #5 bar extending down into this stem design segment from above= Development length for #6 bar specified in this stem design segment= Development length for #7 bar extending up into this stem design segment from below= Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Lap Splice length for #6 bar extending down into this stem design segment from above= Lap Splice length for #7 bar specified in this stem design segment= Development length for #6 bar extending down into this stem design segment from above= Development length for #7 bar specified in this stem design segment= Hooked embedment length into footing for #7 bar specified in this stem design segment= As Provided = As Required= Code: CBC 2016,ACI 318-14,ACI 530-13 23.40 in 28.08 in 18.00 in 21.60 in 23.40 in 28.08 in 40.95 in 18.00 in 21.60 in 31.50in 28.08 in 40.95 in 21.60 in 31.50 in 14.70 in 0.6000 in2/ft 0.5713 in2/ft Title R.812:.83 No Seismic Cales Page: 1 Job#: Dsgnr: COFFEY ENG. INC. Date: 12 SEP 2017 Description .... H=12.83'BW-8" niche-9.33'RW This Wall in File: j:\jobs\2016 jobs\2016-068 -abdi drainage\reports\rw\2016--68 abdi drainage.rpx RetainPro (c) 1987-2017, Build 11.17.07.27 License : KW-06056682 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To · COFFEY ENGINEERING INC I Criteria • Ison Data • Retained Height = 9.33 ft Allow Soil Bearing = 4,000.0 psi Wall height above soil = 3.50 ft Equivalent Fluid Pressure Method -Active Heel Pressure = 48.0 psi/ft Slope Behind Wall = 0.00 Height of Soil over Toe = 12.00 in = 0.0 ft Passive Pressure = 400.0 psf/ft Water height over heel = Soil Density, Heel = 125.00 pcf Soil Density, Toe = 125.00 pcf FootingJISoil Friction = 0.300 mqB. Soil height to ignore [ I for passive pressure = 12.00 in I '-ii S!!'u•r"!'c•h•ar .. g!!"e•L""!o'!"a""!d•s-----.. 1 I Lateral Load Applied to Stem I I Adjacent Footing Load I Surcharge Over Heel = o.o psi Lateral Load 200.0 #/ft Adjacent Footing Load = 1,661.0 lbs NOT Used To Resist Sliding & Overturning ... Height to To~ = 0.00 ft Footing Width 2.92 ft Surcharge Over Toe 0.0 psi ... Height to Bottom 0.00 ft Eccentricity = 6.76 in NOT Used for Sliding & Overturning Load Type Wind c,N) Wall to Ftg CL Dist = 3.83 ft I Axial Load Applied to Stem • (Service Level) Footing Type Line Load Base Above/Below Soil -3.3 ft Axial Dead Load = 0.0 lbs Wind on Exposed Stem ::: 16.0 psi at Back of Wall Axial Live Load = 0.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in I Design Summary • I Stem Construction • 4th 3rd 2nd Bottom Stem OK Stem OK Stem OK Stem OK Wall Stability Ratios Design Height Above Fig ft= 9.33 7.00 3.50 0.00 Overturning = 1.76 OK Wall M8terial Above "Ht" Concrete Concrete Concrete Concrete Sliding 1.55 OK Design Method = LRFD LRFD LRFD LRFD Thickness 6.00 6.00 6.00 10.00 Total Bearing Load 6,322 lbs Rebar Size = # 4 # 5 # 6 # 7 ... resultant ecc. = 15.30 in Rebar Spacing = 16.00 16.00 16.00 12.00 Rebar Placed at = Edge Edge Edge Edge Soil Pressure@ Toe 2,779 psf OK Design Data Soil Pressure @ Heel 0 psi OK fb/FB + fa/Fa = 0.046 0.115 0.702 0.737 Allowable 4,000 psi Total Force @Section Soil Pressure Less Than Allowable ACI Factored @ Toe 3,890 psi Service Level lbs= ACI Factored @ Heel = O psi Strength Level lbs= 72.8 294.3 1,656.1 4,308.4 Footing Shear@ Toe = 19.2 psi OK Moment .... Actual Service Level ft-#= Footing Shear@ Heel = 20.1 psi OK Strength Level ft-#= 127.4 469.1 3,371.5 13,630.5 Allowable = 75.0 psi Sliding Cales Moment. .... Allowable ft-#= 2,749.3 4,094.1 4,804.9 18,507.2 Lateral Sliding Force 3,332.1 lbs Shear ..... Actual less 100% Passive Force ::: 3,850.0 lbs Service Level psi::: Jess 70 % Friction Force = 1,327.6 lbs Strength Level psi::: 1.4 5.9 38.1 47.5 Added Force Req'd 0.0 lbs OK Shear ..... Allowable psi::: 75.0 75.0 75.0 75.0 ... .for 1.5 Stability 0.0 lbs OK Anet (Masonry) inz::: Rebar Depth 'd' in::: 4.25 4.19 3.63 7.56 Masonry Data rm psi::: Fs psi::: Vertical component of active lateral soil pressure JS Solid Grouting Modular Ratio 'n' = NOT considered in the calculation of soil bearing Wall Weight psi= 75.0 75.0 75.0 125.0 Load Factors Short Term Factor = Building Code CBC 2016,ACI Equiv. Solid Thick. Dead Load 1.400 Masonry Block Type = Normal Weight Live Load 1.700 Masonry Design Metho? = ASD Earth, H 1.700 Concrete Data Wind,W 1.300 fc psi::: 2,500.0 2,500.0 2,500.0 2,500.0 Seismic, E 1.000 Fy psi::: 60,000.0 60,000.0 60,000.0 60,000.0 Title R.812.83 No Seismic Cales Page: 2 Job#: . Dsgnr: COFFEY ENG. INC. Date: 12 SEP 2017 Description .... H•12.83'BW-8" niche-9.33'RW This Wall in File: j:~obs\2016 jobs\2016-068 -abdi drainage\reportslrw\2016-68 abdi drainage.rpx RetainPro (c) 1987-2017, Build 11.17.07.27 License: KW-06056682 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To : COFFEY ENGINEERING, INC. Concrete Stem Rebar Area Details 4th Stem As (based on applied moment) : (4/3) •As: 200bd/fy: 200(12)(4.25)/60000: 0.0018bh : 0.0018(12)(6) : Required Area : Provided Area : Maximum Area : 3rd Stem As (based on applied moment) : (4/3) •As: 200bd/fy: 200(12)(4.1875)/60000: 0.0018bh: 0.0018(12)(6): Required Area : Provided Area : Maximum Area : 2nd Stem As (based on applied moment) : (4/3) •As: 200bd/fy: 200(12)(3.625)/60000: 0.0018bh: 0.0018(12)(6): Required Area : Provided Area : Maximum Area : Bottom Stem As (based on applied moment) : (4/3) •As: 200bd/fy: 200(12)(7.5625)/60000: 0.0018bh : 0.0018(12)(10) : Required Area : Provided Area : Maximum Area : Vertical Reinforcing 0.0072 in2/ft 0.0096 in2/ft 0.17 in2/ft 0.1296 in2/ft 0.1296 in2/ft 0.15 in2/ft 0.5757 in2/ft Vertical Reinforcing 0.0269 in2/ft 0.0359 in2/ft 0.1675 in2/ft 0.1296 in2/ft :::=========== 0.1296 in2/ft 0.2325 in2/ft 0.5673 in2/ft Vertical Reinforcing 0.2266 in2/ft 0.3021 in2/ft 0.145 in2/ft 0.1296 in2/ft 0.2266 in2/ft 0.33 in2/ft 0.4911 in2/ft Vertical Reinforcing 0.4182 in2/ft 0.5575 in2/ft 0.3025 in2/ft 0.216 in2/ft 0.4182 in2/ft 0.6 ln2/ft 1.0245 in2/ft Horizontal Reinforcing Min Stem T&S Reinf Area 0.504 in2 Min Stem T&S Reinf Area per ft of stem Height : 0.144 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of : #4@ 16.67 in #4@ 33.33 in #5@ 25.83 in #5@ 51.67 in #6@ 36.67 in #6@ 73.33 in Horizontal Reinforcing Min Stem T&S Reinf Area 0.336 in2 Min Stem T&S Reinf Area per ft of stem Height: 0.144 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of: #4@ 16.67 in #4@ 33.33 in #5@ 25.83 in #5@ 51.67 in #6@ 36.67 in #6@ 73.33 in Horizontal Reinforcing Min Stem T&S Reinf Area 0.504 in2 Min Stem T&S Reinf Area per ft of stem Height : 0.144 ln2/ft Horizontal Reinforcing Options : One layer of: Two layers of: #4@ 16.67 in #4@ 33.33 in #5@ 25.83 in #5@ 51.67 in #6@ 36.67 in #6@ 73.33 in Horizontal Reinforcing Min Stem T&S Reinf Area 0.840 in2 Min Stem T&S Reinf Area per ft of stem Height : 0.240 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of : #4@ 10.00 in #4@ 20.00 in #5@ 15.50 in #5@ 31.00 in #6@ 22.00 in #6@ 44.00 in Title R.812:,83 No Seismic Cales Page : 4 Job#: Dsgnr: COFFEY ENG. INC. Date: 12 SEP 2017 Description .... H=12.83'BW-8" niche-9.33'RW This Wall in File: j:~obs\2016 jobs\2016-068 -abdi drainagelreportslrw\2016:-68 abdi drainage.rpx RetainPro (c) 1987·2017, Build 11.17.07.27 License : KW-06056682 License To : COFFEY ENGINEERING, INC. Cantilevered Retaining Wall Rebar Lap & Embedment Lengths Information Stem Design Segment: 4th Stem Design Height: 9.33 ft above top of footing Lap Splice length for #4 bar specified in this stem design segment= Lap Splice length. for #5 bar extending up into this stem design segment from below= Development length for #4 bar specified in this stem design segment= Development length.for #5 bar extending up into this stem design segment from below= Stem Design Segment: 3rd Stem Design Height: 7.00 ft above top of footing Lap Splice length for #4 bar extending down into this stem design segment from above = Lap Splice length for #5 bar specified in this stem design segment= Lap Splice length for #6 bar extending up into this stem design segment from below= Development length for #4 bar extending down.into this stem design segment from above= Development length for #5 bar specified in this stem design segment= Development length for #6 bar extending up into this stem design segment from below= Stem Design Segment: 2nd Stem Design Height: 3.50 ft above top of footing Lap Splice length for #5 bar extending down into this stem design segment from above= Lap Splice length for #6 bar specified in this stem design segment= Lap Splice length for #7 bar extending up into this stem design segment from below= Development length for #5 bar extending down into this stem design segment from above= Development length for #6 bar specified in this stem design segment= Development length for #7 bar extending up into this stem design segment from below= Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Lap Splice length for #6 bar extending down into this stem design segment from abOve = Lap Splice length for #7 bar specified in this stem design segment = Development length for #6 bar extending down into this stem design segment from above= Development length for #7 bar specified in this stem design segment= Hooked embedment length into footing for #7 bar specified in this stem design segment= As Provided = As Required = Code: CBC 2016,ACI 318-14,ACI 530-13 18.72 in 23.40 in 14.40 in 18.00 in 18.72in 23.40 in 28.08 in 14.40 in 18.00 in 21.60 in 23.40 in 28.08 in 40.95 in 18.00 in 21.60 in 31.50 in 28.08 in 40.95 in 21.60 in 31.50 in 14.70in 0.6000 in2/ft 0.4182 in2/ft Title R.812.83 No Seismic Cales Page: 5 Job#: . Dsgnr: COFFEY ENG. INC. Date: 12 SEP 2017 Description .... H=12.83'BW-8'" niche-9.33'RW This Wall in File: j:~obs\2016 jobs\2016-068 -abdi drainagelreportslrw\2016-68 abdi drainage.rpx RetainPro (c) 1987-2017, Bulld 11.17.07.27 License : KW-06056682 License To : COFFEY ENGINEERING, INC. fr'w/#4@16" G"w/#5@ 16" 6" w/#6@ 16" 10~ w/ #7@ 12g 1'-0" #6@12.in @Toe #5@12.in @ Center On Key Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 • 3"-5" 3"-5" • ,... . • 12"-10" • 3·.5· 9'-4" • 3'-6- • 1·-5- 3" 2"-0" 2"-5" 10· z.s· 3·.3· s·-r Title R.B1 Z,83 Seismic Cales Page : 1 Job# : Dsgnr: COFFEY ENG. INC. Dale: 12 SEP 2017 Description .... H=12.83'BW-8" niche-9.33'RW This Wall in File: j:~obs\2016 jobs\2016-068 • abdi drainage\reports\rw\2016--68 abdi drainage.rpx RetalnPro (c) 1987-2017, Build 11.17.07.27 License : KW-06056682 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To · COFFEY ENGINEERING INC ' I Criteria • I Soil Data • Retained Height = 9.33 ft Allow Soil Bearing = 4,000.0 psf Wall ~eight above soil = 3.50 ft Equivalent Fluid Pressure Method Active Heel Pressure = 48.0 psf/ft Slope Behind Wall = 0.00 Height of Soil over Toe = 12.00 in = Water height over heel 0.0 ft Passive Pressure = 400.0 psf/ft = Soil Density, Heel = 125.00 pcl Soil Density, Toe = 125.00 pcl FootingJISoil Friction = 0.300 -· I I Soil height to ignore for passive pressure = 12.00 in I '-i s.u.r.c.h.a .. rg•e•L•o•a•d•s ______ , I Lateral Load Applied to Stem I I Adjacent Footing Load Surcharge Over Heel 0.0 psf NOT Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overturning I Axial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load 0.0 lbs Axial Load Eccentricity 0.0 in I Earth Pressure Seismic Load • Method : Inverted Triangular Lateral Load = ... Height to To~ = ... Height to Bottom = Load Type Wind on Exposed Stem = (Service Level) 200.0 #/ft 0.00 ft 0.00 ft Wind ry,J) (Service Level) 16.0 psi Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio Total Strength-Level Seismic Load .... . Load at top of Inverted Triangular Distribution . . . . . . = (Strength) 74.640 psf Total Service-Level Seismic Load .... . = 1,661.0 lbs = 2.92 ft = 6.76 in 3.83 ft Line Load = -3.3 ft 0.300 404.176 lbs 282.923 lbs I I Design Summary • ,,s.te.m .. c.o .. n.st•r•u•c•ti•o•n ...... •-~4t~h~--~3r~d __ ~2~n~d~_~B~o~tt~o~m~--- , • Stem OK Stem OK Stem OK Stem OK Wall Stability Ratios Overturning Sliding Total Bearing Load ... resultant ecc. = = = 1.52 OK 1.43 Ratio < 1.5! 6,322 lbs 19.18 in Soil Pressure @Toe 3,531 psi OK Soil Pressure @ Heel O psi OK Allowable = 4,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 4,943 psi ACI Factored @ Heel O psi Footing Shear@ Toe 24.2 psi OK Footing Shear@ Heel 23.6 psi OK Allowable = 75.0 psi Sliding Cales Lateral Sliding Force less 100% Passive Force = · less 70 % Friction Force = Added Force Req'd ... .for 1.5 Stability = = 3,615.0 lbs 3,850.0 lbs 1,327.6 lbs 0.0 lbs OK 244.9 lbs NG Vertical component of active lateral soil pressure JS NOT considered in the calculation of soil bearing Load Factors ------------- Building Code Dead Load Live Load Earth,H Wind,W Seismic. E CBC 2016,ACI 1.400 1.700 1.700 1.300 1.000 Design Height Above Fig ft= 9.33 7.00 3.50 0.00 Wall Material Above "Ht" = Concrete Concrete Concrete Concrete Design Method = LRFD LRFD LRFD LRFD Thickness = 6.00 6.00 6.00 10.00 RebarSize = # 4 # 5 # 6 # 7 Rebar Spacing = 16.00 16.00 16.00 12.00 Rebar Placed at = Edge Edge Edge Edge Design Data -------------------------- fb/FB + fa/Fa o.046 0.161 0.918 0.862 Total Force@Section Service Level Strength Level Moment .... Actual Service Level Strength Level Moment. .•.. Allowable Shear ..... Actual Service Level Strength Level Shear ..... Allowable Anet (Masonry) Rebar Depth 'd' lbs= lbs= ft-#= ft-#= ft-#= psi= psi= psi= in2= in= 72.8 127.4 2,749.3 1.4 75.0 4.25 449.5 657.1 4,094.1 8.9 75.0 4.19 1,974.1 4,412.4 4,804.9 45.4 75.0 3.63 4,704.8 15,946.3 18,507.2 51.8 75.0 7.56 MasonryData ------------------------- fm Fs Solid Grouting Modular Ratio 'n' Wall Weight Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method psi= psi= = psf= = 75.0 = Normal Weight ASD 75.0 75.0 125.0 Concrete Data ------------------------- fc Fy psi= 2,500.0 psi= 60,000.0 2,500.0 60,000.0 2,500.0 60,000.0 2,500.0 60,000.0 Title R.812.83 Seismic Cales Page: 2 Job#: . Dsgnr: COFFEY ENG. INC. Date: 12 SEP 2017 Description .... H=12.83'BW-8" niche-9.33'RW This Wall in File: j:~obs\2016 jobs\2016-068 -abdi drainage\reports\rw\2016--68 abdi drainage.rpx .RetainPro {c) 1987-2017, Build 11.17.07.27 License: KW-06056682 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To : COFFEY ENGINEERING, INC. Concrete Stem Rebar Area Details 4th Stem As (based on applied moment) : (4/3) •As: 200bd/fy: 200(12)(4.25)/60000: 0.0018bh: 0.0018(12)(6): Required Area : Provided Area : Maximum Area : 3rd Stem As (based on applied momenl) : (4/3) •As: 200bd/fy: 200(12)(4.1875)/60000: 0.0018bh: 0.0018(12)(6): Required Area : Provided Area : Maximum Area : 2nd Stem As (based on applied moment) : (4/3) •As: 200bd/fy: 200(12)(3.625)/60000: 0.0018bh: 0.0018(12)(6): Required Area : Provided Area : Maximum Area : Bottom Stem As (based on applied moment) : (4/3) •As: 200bd/fy: 200(12)(7.5625)/60000: 0.001Bbh: 0.0018(12)(10): Required Area : Provided Area : Maximum Area : Vertical Reinforcing 0.0072 in2/ft 0.0096 in2/ft 0.17 in2/ft 0.1296 in2/ft 0.1296 in2/ft 0.15 in2/ft 0.5757 in2/ft Vertical Reinforcing 0.0377 in2/ft 0.0503 in2/ft 0.1675 in2/ft 0.1296 in2/ft 0.1296 in2/ft 0.2325 in2/ft 0.5673 in2/ft Vertical Reinforcing 0.2966 in2/ft 0.3954 in2/ft 0.145 in2/ft 0.1296 in2/ft 0.2966 in2/ft 0.33 in2/ft 0.4911 in2/ft Vertical Reinforcing 0.4892 in2/ft 0.6523 in2/ft 0.3025 in2/ft 0.216 in21ft 0.4892 in2/ft 0.6 in2/ft 1.0245 in2/ft Horizontal Reinforcing Min Stem T&S Reinf Area 0.504 in2 Min Stem T&S Reinf Area per ft of stem Height : 0.144 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of: #4@ 16.67 in #4@ 33.33 in #5@ 25.83 in #5@ 51.67 in #6@ 36.67 in #6@ 73.33 in Horizontal Reinforcing Min Stem T&S Reinf Area 0.336 in2 Min Stem T&S Reinf Area per ft of stem Height: 0.144 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of : #4@ 16.67 in #4@ 33.33 in #5@ 25.83 in #5@ 51.67 in #6@ 36.67 in #6@ 73.33 in Horizontal Reinforcing Min Stem T&S Reinf Area 0.504 in2 Min Stem T&S Reinf Area per ft of stem Height: 0.144 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of: #4@ 16.67 in #4@ 33.33 in #5@ 25.83 in #5@ 51.67 in #6@ 36.67 in #6@ 73.33 in Horizontal Reinforcing Min Siem T&S Reinf Area 0.840 in2 Min Stem T&S Reinf Area per ft of stem Height: 0.240 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of : #4@ 10.00 in #4@ 20.00 in #5@ 15.50 in #5@ 31.00 in #6@ 22.00 in #6@ 44.00 in Title R.812·.83 Seismic Cales Page : 4 Job#: . Dsgnr: COFFEY ENG. INC. Date: 12 SEP 2017 Description .... H=12.83'BW-8" niche-9.33'RW This Wall in File: j:~obs\2016 jobs\2016-068 -abdi drainagelreportslrw\2016-68 abdi drainage.rpx RetaJnPro (c) 1987-2017, Build 11.17.07.27 License : KW-06056682 License To : COFFEY ENGINEERING, INC. Cantilevered Retaining Wall Rebar Lap & Embedment Lengths Information Stem Design Segment: 4th Stem Design Height: 9.33 ft above top of footing Lap Splice length for #4 bar specified in this stem design segment= Lap Splice length for #5 bar extending up into this stem design segment from below= Development length for #4 bar specified in this stem design segment= Development length for #5 bar extending up into this stem design segment from below= Stem Design Segment: 3rd Stem Design Height: 7.00 ft above top of footing Lap Splice length for #4 bar extending down into this stem design segment from above= Lap Splice length for #5 bar specified in this stem design segment= Lap Splice length for #6 bar extending up into this stem design segment from below= Development length for #4 bar extending down into this stem design segment from above= Development length for #5 bar specified in this stem design segment= Development length for #6 bar extending up into this stem design segment from below= Stem Design Segment: 2nd Stem Design Height: 3.50 ft above top of footing Lap Splice length for #5 bar extending down into this stem design segment from above = Lap Splice length for #6 bar specified in this stem design segment= Lap Splice length for #7 bar extending up into this stem design segment from below= Development length for #5 bar extending down into this stem design segment from above= Development length for #6 bar specified in this stem design segment= Development length for #7 bar extending up into this stem design segment from below= Stem·oesign Segment: Bottom Stem Design Height: 0.00 ft above top of footing Lap Splice length for #6 bar extending down into this stem design segment from above = Lap Splice length for #7 bar specified in this stem design segment= Development length for #6 bar extending down into this stem design segment from above= Development length for #7 bar specified in this stem design segment= Hooked embedment length into footing for #7 bar specified in this stem design segment= As Provided= As Required = Code: CBC 2016,ACI 318-14,ACI 530-13 18.72 in 23.40 in 14.40 in 18.00 in 18.72 in 23.40 in 28.08 in 14.40 in 18.00 in 21.60 in 23.40 in 28.08 in 40.95 in 18.00 in 21.60 in 31.50 in 28.06 in 40.95 in 21.60 in 31.50 in 14.70 in 0.6000 in2/ft 0.4892 in2/ft is COFFEY ENGINEERING, INC. 9666 Businesspark Avenue, Suite 210 San Diego, CA 92131 September 1, 2017 TO: KAISER PERMENANTE RE: BROKER OF RECORD CHANGE Effective immediately, I hereby appoint Karen Winters with Winters Insurance Services as the broker of record for our policy listed below. Coffey Engineering 337997 As the new agent, Karen Winters, supersedes other designations, and terminates commissions and other payments to any other agent. Please direct all future agent correspondence to: Karen L. Winters Winters Insurance Services 701 Kettner Boulevard, #106 San Diego, CA 92101 (619) 370-4355 Karen@WinterslS.com Agent ID# OH32297 Agency ID# OL90896 E&O Policy# 596427449 You are hereby authorized to release any applicable account information, including insurance contracts, rates, rating schedules, renewals, loss experience, and any other policy data required to fully assess the policy holders' coverage, rate structure and policy amendments. Sincerely, Charlene Nash Chief Financial Officer