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-.L,..9 NoRTi,, Pacific NoridWest Eningeering,inc. Job : 9077 Dsgnr. Dale: .. 4242 Silver Falls Dr.NE Job#Description.... cT Siiverton,OR 97381 '� (503)873.3184(Ph)f'/'&'FFIflNG' (503)873.9907(Fax) This Wall in File:CADocuments and SettingslMark Ellingson Illwi Retain Pro9 a 1589-2011 Yen 9.20 8155 Code:IBC 2009 Registration M.RP-ll90775 R09.20 Restrainer. Retaining Wall Design Licensed to:Pacific Northwest Engineering,Inc. LCrftaria t Soil Data r Retained Height = 2.58 ft Allow Soil Bee ing = 1,500.0 psf Wall height above soh = 3.42ft Equivalent Flu. Pressure Method Total Wall Height = 6.00ft Heel Active Pi.sure = 45.0 psf/ft Toe Active Pressure = 45.0 psf/h Top Support Height 6.00 ft Passive Press ire350.0 psf/ft Soli Density a 110.00 pcf Slope Behind Wall = 0.00:1 FoofingllSoil F lotion a 0.400 Height of Soil over Toe = 0.00 in Soil height to i,more Water height over heel a 0.0ft for passive fressure = 0.0D in Thund9nail Surcharge Loads I unifomltabIra?Load Applied to Stem t Adjacent Fooling Load I Surcharge Over Heel Ei 0.0 pet Lateral Load = 0.0 8/ft Adjacent Footing Load = 0.0 lbs soothed 7o Resist Siding&Overturning ...Height to To7 = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 pat ...Heightto Bottom = 0.00 ft EccenMcity = 0.00 In Used for Slang&Overturning , The above lat,Arai load Wall to Ftg CL Dist = 0.00 ft �Axtel Lad Applied to Stem ' has been ins leased 1.DD Fooling Type Line Load bya factor f Base Above/Below Soil M4., al Dead Load = 240.0 at Back of Wall a 0.0 ft 111s Mal Live Load 460.0 its Wind on Et/lased Stem = 19,9 psf Mal Load Eccentricity a 0.0 in Poisson's -Ratio 0.300 LEarth Pressure Seismic Load M Kb Sal Den.*Multiplier a 0.200 g Added seismic per unit area = 0.0 psf Stem Weight Seismic Load iFp/IN Weight Multiplier 0.000 g Added seismic per unit area = 0.0 psf i Design Summary I Concrete Stem Construction ---4 Total Bearing Load a 1.087 lbs Thickness a 2.00 in Fy = 60,000 psi ...resultant ecc. = 1.40 In Wall Weigh = 25.0 psf To = 4,000 psi Soil Pressure @Toe = 1,087 psi OK Stem is FRE Eta rotate at top of footing Soil Pressure©Heel = 1.087 psf OK Allowable = 1,500 pet p Mmax Between Base of Wall Soi Pressure Less Than Allowable 1�To Support Top&Base i ACI Factored CD Toe = 2,542 pet stem car germ OK Seem a( ACI Factored @Heal 451 psf Design I telght Above Fig = 6.00 ft 227 ft 0.00 ft Fooling Shear©Toe = 23.4 psi OK Reber Size = # 4 # 4 # 4 Fooling Shear ft Heel a 6.5 psi OK Reber Spacing a 18.00 in 18.001n 18.00 In Allowable = 76.0 psi Reba Placed at = Center Center Center Reaction at Top = 70.1 lbs Reber Depth 'd' = 1.00 m 1.00 in 1.00 in Reaction at Bottom = 211.4 lbs Design Data Sliding Stability Ratio = 226 OK ib/FB -fa/Fa a 0.000 0.366 0,000 Sliding Cafes (Vertical Component NOT Used) Mu.....\dual = 0.0 114 198.2 ft4 0.0ft4 Lateral Sliding Force = 211.41bs h1p•Fhi..,.faowable = 541.0 ft-# 541.0 Rau 541.0ft4/ its 100%Passive Force= - 43.81bs less 100%Friction Force= - 434.8 On Shear Force W this height = 112.21bs 236.31bs Added Force Req'd = 0.0 the OK Shear....Actual a 9.35 psi 19.69 psi ....for 1.5:1 Stabity = 0.0 lbs OK Shear...Allowable a 94.87 psi 94.87 psi Load Factors Reba;Lap Required = 14.80 in 14.80 In Building Code IBC 2009 Hooks.i embedment Into footing pw =stress level reduction) GAO in Dead Load 1.200 Ogren llceptable Sizes&Spacings: Live Load 1.600 Toe:if 7018.00ln -or- Not tett'd,Mu<S•Fr Earth,H 1.600 Heel:t6®18.001n -or- Notreq'd,Mu<S•Fr Wind,W 1.600 Key: Ilo key defined -or- No key defined Seismic,E 1,000 `'tj