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'‘ • --1 Jr , . 1 L 1141-611 : -,,, .... ,. , . .- "" a 1 /-* ,c4 ,.... c 1 i i • i 1 ,, ...i......1 VN . • ill .....- N.. 0 c.3 __,,...._ ... • Rowell Engineering,LLC Title R2 Cant 35 pcf Limited BF Page: 10570 SE Washington St.Suite 212 Job 4 13 ft Dsgnr: TTR Date: DEC 3,2014 Portland,OR 97216 Description.. This Wall In File:11precision390lredcolENG-PRJlretaining vt Retain Pro 9 0 1989-2011 Ver:9.27 8171 Registration#:RP-1110505 RP9.27 Cantilevered Retaining Wall Design Code: IBC 2006 Criteria I Soil Data Retained Height = 11.75 ft Allow Soil Bearing = 2,000.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Slope Behind Wall = 0.00: 1 Toe Active Pressure = 35.0 psf/ft Height of Soil over Toe = 0.00 in Passive Pressure = 200.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 0.00 pcf FootingllSoil Friction = 0.300 Soil height to ignore for passive pressure = 12.00 in I i Thumbnail Surcharge Loads I Lateral Load Applied to Stem ' Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs ' NOT Used To Resist Sliding&Overturning ...Height to To = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in NOT Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem , has been increased by a factor of 1.00 Footing Type Line Load Base Above/Below Soil Axial Dead Load = 125.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall 0.0 ft Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary ' Stem Construction I Top Stem 2nd Stem OK Stem OK Wall Stability Ratios Design Height Above Ftc ft= 5.25 0.00 Overturning = 1.95 OK Wall Material Above"HI" = Concrete Concrete Slab Resists All Sliding! Thickness = 8.00 8.00 Rebar Size = # 4 4 5 Total Bearing Load = 5,535 lbs Rebar Spacing = 18.00 6.00 ...resultant ecc. = 12.52 in Rebar Placed at = Edge Edge Design Data Soil Pressure @ Toe = 1,672 psf OK fb/FB+fa/Fa = 0.698 0.973 Soil Pressure @ Heel = 31 psf OK Total Force @ Section lbs= 1,183.0 3,865.8 Allowable = 2,000 psf Moment....Actual ft-#= 2,563.2 15.140.9 Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,340 psf Moment Allowable ft-4= 3,671.3 15,562.2 ACI Factored @ Heel = 44 psf Shear Actual psi= 15.8 52.1 Footing Shear @ Toe = 30.0 psi OK Shear Allowable psi= 82.2 82.2 Footing Shear @ Heel = 25.1 psi OK Wall Weight psf= 100.0 100,0 Allowable = 82.2 psi Rebar Depth 'd' in= 6.25 6.19 Sliding Calcs Slab Resists All Sliding! LAP SPLICE IF ABOVE in= 12.00 20.78 Lateral Sliding Force = 2,957.5 lbs LAP SPLICE IF BELOW in= 12.00 HOOK EMBED INTO FTG in= 9.29 Lap splice above base reduced by stress ratio Hook embedment reduced by stress ratio Masonry Data fm psi Fs psi= Solid Grouting = Modular Ration' = Load Factors Building Code IBC 2006 Short Term Factor = Dead Load 1.200 Equiv.Solid Thick. _ Live Load 1.600 Masonry Block Type = Normal Weight Earth,H 1.600 Masonry Design Method = ASD Concrete Data Wind.W 1.600 Pc psi= 3,000.0 3,000.0 Seismic,E 1.000 Fy psi= 60.000,0 60,000.0 • • Rowell Engineering,LLC Title R2 Cant 35 pcf Limited BF Page:^- 10570 SE Washington St.Suite 212 Job# • 13 ft Dsgnr TTR Date: DEC 3,2014 Portland,OR 97216 Description.... This Wall in File:11precision3901redco ENG-PRJlretaining M Retain Pro 9 C 1989.2011 Ver:9.27 8171 Registration#:RP-1110505 RP9.27 Cantilevered Retaining Wall Design Code: IBC 2006 Footing Dimensions &Strengths ' Footing Design Results I Toe Width = 3.50 ft Toe Heel Heel Width = 3.00 Factored Pressure = 2,340 44 psf Total Footing Width = 6.50 Mu':Upward = 11.809 868 ft-# Footing Thickness = 15.00 in Mu':Downward = 1.608 5,640 ft-# Mu: Design = 10.201 4,773 ft-# Key Width = 8.00 in Actual 1-Way Shear = 30.00 25.14 psi Key Depth = 0.00 in Allow 1-Way Shear = 82.16 82.16 psi Key Distance from Toe = 1.00 ft Toe Reinforcing = #5 @ 6.00 in f'c = 3,000 psi Fy = 60.000 psi Heel Reinforcing = #5 @ 14.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = #4 @ 0.00 in Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: #4@ 9.00 in,#5@ 14.00 in,#6@ 20.00 in,#7@ 27.00 in,#8@ 35.75 in,#9©45 Heel:Not req'd,Mu<S*Fr Key: Slab Resists Sliding-No Force on Key Summary of Overturning & Resisting Forces&Moments 1 OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs It ft-# lbs ft ft-# Heel Active Pressure = 2,957.5 4.33 12,815.8 Soil Over Heel = 3.015.8 5.33 16,084.4 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem= 125.0 3.83 479.2 Added Lateral Load = •Axial Live Load on Stern = Load @ Stem Above Soil= Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 1,175.0 3.83 4,504.2 Earth @ Stem Transitions= Total = 2,957.5 O.T.M. = 12,815.8 Footing Weight = 1,218.8 3.25 3.960.9 Resisting/Overturning Ratio = 1.95 Key Weight = 1.33 Vertical Loads used for Soil Pressure= 5,534.6 lbs Vert.Component = Total= 5,534.6 lbs R.M.r+ 25.028.7 'Axial live load NOT included in total displayed.or used for overturning resistance,but is included for soil pressure calculation. DESIGNER NOTES: • 8.in Co nc w/#4 @ 18.in o/c '''''''''"'•'''.4.•v••••••••—' • .:.-.......:.:.;.....-•- A 4 i ... * 1 , • 1 - 13/4 1 , • 1 i i • i i 1 > i i • ; ! • ! i • 11*-9" 1 . 8.in Conc w/#5 @ 6.in olc A i , . • • ..• . . • • ' .41 1 3/4* • •-3" ' e ; . . , * ; o i2 10"7. • T t Sliding Restraint S s_. , r #5@6.in @ Toe . 1 i #5@14.in @ Heel I Designer select 3.-6" 3'-0" all honz.reinf.-.41 Ir.ii lir See Appendix A 6'-6" I DL=125..LL=0.#, Ecc=O.in Vj Sliding Restraint 31.425psf 2957.5# 1671.5psf