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Report (122) Title Progress Landing Page: 2/6 # Dsgnr: Mia Mahedy-Sextor Date: 17 MAY 2017 Description.... Pond wall This Wail in File:d:\Users\Mia\Desktop\MIA WORK\2017\Walls\Jordan Court walls WGS\pond.RPX RetainPro(c)1987.2015, Build 11.15.4.02 ti�nee:KW.080a+2ss Cantilevered Retaining Wall Design Code: IBC 2012,ACI 318-11,ACI 530-11 License To:Rapid Soil Solutions Footing Dimensions&StrengthsFooting Design Results Toe Width = 1.00 ft l DI 11821 Heel Width = 3.50 Factored Pressure = 1,448 290 psf Total Footing Width = 4.50 Mu':Upward = 681 2,139 ft-# Footing Thickness = 12.00 in Mu':Downward = 123 3,716 ft-# Ke Width = Mu: Design = 558 1,577 ft-# Key Depth 0.00 m Actual 1-Way Shear = 3.27 6.74 psi Y eP = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #4 CO 6.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #4 fp 9.00 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 F Toe: Not req'd:Mu<phi*5•Iambda*sgrt(rc)*Sm Heel:Not req'd:Mu<phi•5*lambda*sgrt(fc)`Sm Key: No key defined LSummary of Overturning&Resisting Forces&Moments I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# *Heel Active Pressure = 736.9 1.98 1,460.7 Soil Over Heel = 1,760.9 3.08 5,429.5 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= Load©Stem Above Soil= *Axial Live Load on Stem = Seismic Earth Load = 246.8 3.99 984.8 Soil Over Toe = 0.50 = Surcharge Over Toe = Total 983.7 O.T.M. 2,445.5 Stem Weight(s) = 615.0 1.33 820.0 Earth©Stem Transitions= 207.2 1.83 379.8 Footing Weight = 675.0 2.25 1,518.8 Resisting/Overtuming Ratio = 3.33 Key Weight = Vertical Loads used for Soil Pressure= 3,258.1 lbs Vert.Component = Total= 3,258.1 lbs R.M= 8,148.0 ' Wl4�Zq �OTM and sliding ratios •Axial live load NOT included in total displayed,or used for overturning per seciron 3 of IBC 2009 or IBC 201 resistance,but is included for soil pressure caculation. 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) 0.046 in The above calculation is not valid if the heel soil bearino pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. Title Progress Landing Page: 3/6 Job# Dsgnr: Mia Mahedy-Sextot Date: 17 MAY 2017 Description.... Pond wall This Wall in File:d:\Users\Mia\Desktop\MIA WORK\2017\Walls\Jordan Court walls WGS\pond.RPX RetalnPro(c)1987-2015, Build 11.15.4.02 License:KW-05081233 Cantilevered Retaining Wall Design Code: IBC 2012,ACI 318-11,ACI 530-11 License To:Rapid Soil Solutions Rebar Lap&Embedment Lengths Information Stem Design Segment:Bottom Stem Design Height: 0.00 ft above top of footing Lap Splice length for#4 bar specified in this stem design segment= 20.93 in Development length for#4 bar specified in this stem design segment= 16.10 in Hooked embedment length into footing for#4 bar specified in this stem design segment= 8.40 in Title Progress Landing Page: 4/6 Job# • Dsgnr: Mia Mahedy-Sextor Date: 17 MAY 2017 Description.... Pond wall This Wall in File:d:\Users\Mia\Desktop\MIA WORK\2017\Walls\Jordan Court walls WGS\pond.RPX RetainPro(c)1987-2015, Build 11.15.4.02 License:KW-06061233 Cantilevered Retaining Wall Design Code: IBC 2012,AC1 318-11,ACI 530-11 License To:Rapid Soil Solutions 8"wl#4 @ 12" 1 it k•••••••••••-+,4,-47" 6"-2" .....�. 2"ree**R+ ......+.+ r 1.=.1 MIMMMUMMINIMINIIMr T e #4@6.in —� 3" 1>-0" @ Toe 1.8„ 3.-6„ T4 4'-6" @ Heel "" '� Title Progress Landing Page: 5/6 Job# Dsgnr: Mia MahedySextor Date: 17 MAY 2017 Description.... Pond wall This Wall in File:d:\Users\Mia\Desktop\MIA WORK\2017\Walls\Jordan Court walls WGS\pond.RPX RetainPro(c)1987.2015, Build 11.15.4.02 License:KW-08081233 Cantilevered Retaining Wall Design Code: IBC 2012,ACI 318-11,ACI 530-11 License To:Rapid Soil Solutions Wal I Concrete Masonry Designer to determine bar cutoff locations 110.0 lbs 330.0 lbs 550.0 lbs 770.0 lbs 990.0 lbs 0.0 lbs 220.0 lbs 440.0 lbs 660.0 lbs 880.0 lbs Ill 0. I MN.111.111111.1111 111111 MI MI IIIIII all IIIII IIill IIII 111 III 11111111111 1111 1111111111111111111111101 111111 IIIIII ME 111111 II II ,Illi 44 RI 41 [7t,,....i ess Landing Page:17 MAY 6/6 Job# Dsgnr: Mia Mahedy-Sexton Date: 2017 Description.... Pond wail This Wall in File:d:\Users\Mia\Desktop\MIA WORK\2017\Walis\Jordan Court walls WGS\pond.RPX RetalnPro(c)1987-2015, Build 11.15.4.02 License:KW-06061233 Cantilevered Retaining Wall Design Code: IBC 2012,ACI 318-11,ACI 530-11 License To:Rapid Soil Solutions Wal II Concrete Masonry Allowable Moment Li Concrete Masonry Designer to determine bar cutoff locations 600.0 ft-# 1,800.0 ft-It 3,000.0 ft-# 4,200.0 ft-# 5,400.0 ft-# 0.0 ft-# 1,200.0 ft-# 2,400.0 ft-# 3,600.0 ft-# 4,800.0 ft-# kill I 111111 NNW liZillimis ift _. III 11 III .I.I With load Title Progress Landing Page: 1/6 Job* • Dsgnr. Mia Mahedy-Sextor Date: 17 MAY 2017 Description.... Pond wall This Wall in File:d:lUsers MialDesktopUMIA WORK120171Wails1Jordan Court walls WGSipond.RPX Kubis*%1907-233 Build 11.15.4.02 Cantilevered Retaining Wall Design Code:IBC 2012,ACI 318-11,ACI 530-11 License To:Rapid Soll Solutions Criteria 4 (Soil Data ,,,,&„ RV Retained Height = 5.65 ft Allow Soil Bearing = 2,000.0 psf Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00:1 Heel Active Pressure = 28.0 psf/ft Height of Soil over Toe = 6.00 in Passive Pressure = 300.0 psf/ft Water height over heel = 1.3 ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 0.00 pcf FootingllSoil Friction = 0.400 �1 " ___-- Soil height to ignore " "'"� _.------J ,, for passive pressure = 12.00 in a Loads _.__ i ___-- __ ._ _ _.. _.______ _ _ Surcharge 1 , Lateral Load Applied to Stem 0 [Adjacent Footing Load Il Surcharge Over Heel = 250.0Load = 0.0*/ft Adjacent Footing Load = 0.0 lbs Used 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 The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem i has been increased 1.00 Footing Type Line Load by a factor of Base Above/Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem= 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs (Strength Level) Axial Load Eccentricity = 0.0 in Poisson's Ratio 0.300 Earth Pressure Seismic Load 0 Kae for seismic earth pressure = 0.365 Added seismic base force 246.8 lbs sign Kh = 0.290 g Ka for static earth pressure = 0.220 Using Mononobe-Okabe/Seed-Whitman procedure rence. Kae-Ka = 0.145 j Design Summary ' I Stem Construction 1 Bottom Wall Stability Ratios Desi g 9 n Hei M Above Ftg ft= 0�8f0 00 .00 Overturning = 4.33 OK Wall Material Above"Ht" = Concrete Sliding = 1.56 OK Design Method = LRFD ASD LRFD Thickness = 8.00 Total Bearing Load = 5,025 lbs Reber Size = 5 4 ...resultant ecc. = 3.84 in Rebar Spacing = 12.00 SoilPressure 0 Toe = 1,166 psf OK Rebar Placed at = Edge Soil Pressure©Heel = 582 f OK Design Data - - Allowable = 2,000 tbJFB+fa/Fa 0.720 QED PRoi�tC.`pp__ Soil Pressure Less Than Allowablepsf Total Force Section \��0),S1) �G 1 N a; Jj ACI Factored 6 Toe = 1,399 psf Service Level lbs= 'Q O ACI Factored 6 Heel 698 psf Strength Leve! lbs= 1,603.0 1'9244f' W Footing Shear Toe = 5.8 psi OK Moment..Actual is,- FootingShear Heel = Service Level ft4•= /' 13.2 psi OK Strength��, ft-rlt= 3,858.9 O' GON / 1 Allowable 75.0 psi Sliding Callus Moment Allowable = 5,359.5 .4 t Lateral Sliding Force = 1,406.9 lbs Shear....Actual 9�,Mgy ' � less 100%Passive Force= - 187.5 lbs Service Level psi- EDY- s less 100%Friction Force = - 2,010.2 lbs Strength Leve psi 21.4 Added Force Req'd = 0.0 lbs OK Shear Allowable psi= 67.1 EXPIRES: /2., -1-ZJ ....for 1.5:1 Stability = 0.0 lbs OK Wall Weight psi 100.0 Rebar Depth 'd' in= 6.25 Masonry Data I'm psi= Fs psi= Vertical component of active lateral soil pressure IS Mohd Grouting NOT considered in the calculation of soil bearing Short Termar Ratio _ Short Factor = Load Factors- Equiv.Solid Thick. = Building Code IBC 2012,ACI Masonry Block Type = Medium Weight Dead Load 1.400 Masonry Design Method = ASD Live Load 1.600 Concrete Data Earth,H 1.600 Pc psi= 2,000.0 Wind,W 1.000 Fy psi= 60,000.0 Seismic,E 1.000 Title Progress Landing Page: 2/6 Job# Dsgnr. Mia Mahedy-Sextor Date: 17 MAY 2017 Description.... Pond wall This Wall in File:d:\Users\Mia\Desktop\MIA WORK120171Walls\Jordan Court walls WGS\pond.RPX RetainPro(c)1987-2015, Build 11.15.4.02 License:KW-06061233 Cantilevered Retaining Wall Design Code: IBC 2012,ACI 318-11,ACI 530-11 License To:Rapid Soil Solutions Footing Dimensions&Strengths I Footing Design Results Toe Width = 1.25 ft let Mal Heel Width = 4.50 Factored Pressure = 1,399 698 psf Total Footing Width = 5.75 Mu':Upward = 1,053 6,275 ft-# Footing Thickness = 12.00 in Mu':Downward = 192 9,741 ft-# Mu: Design = 861 3,466 ft-# Key Width0.00 in Actual 1-Way Shear = 5.83 13.24 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #4 @ 6.00 in ft = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #4#9.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover©Top 2.00 Q Btm= 3.00 in Toe: Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm Heel:#4©9.26 in,#5©14.35 in,#6©20.37 in,#7©27.78 in,#8©36.57 in,#9©46 Key: No key defined Summary of Overturning&Resisting Forces&Moments - OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# *Heel Active Pressure = 736.9 1.98 1,460.7 Soil Over Heel = 2,382.4 3.83 9,132.6 Surcharge over Heel = 423.2 3.33 1,407.1 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 958.3 3.83 3,673.6 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load©Stem Above Soil= *Axial Live Load on Stem = Seismic Earth Load = 246.8 3.99 984.8 Soil Over Toe = 0.63 = Surcharge Over Toe = Total 1,406.9 O.T.M. 3,852.6 Stem Weight(s) = 615.0 1.58 973.8 Earth OD Stem Transitions= 207.2 2.08 431.6 Footing Weight = 862.5 2.88 2,479.7 Resisting/Overtuming Ratio = 4.33 Key Weight = Vertical Loads used for Soil Pressure= 5,025.4 lbs Vert.Component = Total= 5,025.4 lbs R.M.= 16,691.2 *(thiB4ggbgj�tOTM and sliding ratios *Axial live load NOT included in total displayed,or used for overturning De_'f r section 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. 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 Defl©Top of Wall(approximate only) 0.035 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. Title Progress Landing Page: 3/6 Job# Dsgnr: Mia MahedySextor Date: 17 MAY 2017 Description.... Pond wall This Wall in File:d:\Users\Mia\Desktop\MIA WORK\2017\WallsUordan Court walls WGS\pond.RPX RetainPro(c)1987-2015, BuIld 11.15.4.02 License:KW-08081233 Cantilevered Retaining Wall Design Code: IBC 2012,ACI 318-11,ACI 530-11 License To:Rapid Soil Solutions Rebar Lap&Embedment Lengths Information Stem Design Segment:Bottom Stem Design Height: 0.00 ft above top of footing Lap Splice length for#4 bar specified in this stem design segment= 20.93 in Development length for#4 bar specified in this stem design segment= 16.10 in Hooked embedment length into footing for#4 bar specified in this stem design segment= 8.40 in Title Progress Landing Page: 4/6 Job# • Dsgnr: Mia Mahedy-Sexto►Date: 17 MAY 2017 Description.... Pond wall This Wall in File:d:\Users\Mia\Desktop\MlA WORK\2017\Walls\ordan Court walls WGS\pond.RPX RetainPro(c)1987-2015, Build 11.15.4.02 License:KW-06061233 Cantilevered Retaining Wall Design Code: IBC 2012,ACI 318-11,ACI 530-11 License To:Rapid Soil Solutions 8' w/#4@12" • • • 5"-8„ 6-2" • • rYv L+n k.ice•*••••4�• L 7 V — L #4@6.in • * 3„ 1. 0 „ T @floe 4.-6" #4@9" 5'-9" @ Heel ' Title Progress Landing Page: 5/6 Job# Dsgnr: Mla MahedySextor Date: 17 MAY 2017 Description.... Pond wall This Wall in File:d:\Users\Mia\Desktop\MIA WORK12017\Walls\Jordan Court walls WGS1pond.RPX RetainPro(c)1987-2015, Build 11.15.4.02 License:KW-08081233 Cantilevered Retaining Wall Design Code: IBC 2012,ACI 318-11,ACI 530-11 License To:Rapid Soil Solutions Wal 1 Concrete Masonry Designer to determine bar cutoff locations 170.0lbs 510.0 lbs 850.0 lbs 1,190.0 lbs 1,530.0 lbs 0.0 lbs 340.0 lbs 680.0 lbs 1,020.0 lbs 1,360.0 lbs • 1111111ArifiliTilliliriallinlainiliffl Mill ;r. 1 II iiiii iii II 1111 R Title Progress Landing Page: 6/6 Job# • Dsgnr: Mia Mahedy-Sextot Date: 17 MAY 2017 Description.... Pond wall This Wall in File:d:\Users\Mia\Desktop\MIA WORK\2017\WaIlsUordan Court walls WGS\pond.RPX RetainPro(c)1987-2015, Build 11.15.4.02 License:KW'08081233 Cantilevered Retaining Wall Design Code: IBC 2012,ACI 318-11,ACI 530-11 License To:Rapid Soil Solutions Wal1 Concrete Masonry Allowable Moment Li =- Concrete Masonry Designer to determine bar cutoff locations 600.0 ft-# 1,800.0 ft-# 3,000.0 ft-# 4,200.0 ft-# 5,400.0 ft-# 0.0 ft-# 1,200.0 ft-# 2,400.0 ft-11 3,600.0 ft-# 4,800.0 ft-ft ill `'"`ate