610 COLBY AVE 2018-01-02 MF Import

RETAINING WALL DESIGN Title : Nick Roth 610 Colby, Everett, WA Page. Job e - ...New... Dsgnr: S. Ramey Date: JUL 4,2014 Roth Garage 610 Colby Ave. Everett, WA Description. . 7/7/2014 S. Ramey, PE CASE Forensics This Wall in File: d:lrampartJobdocslsmhh nilsonlrothquali Retain Pro a 0 1991 - 2011 ver: 9.27 8171 Registration a: RP-1177405 Ill Cantilevered Re>aining Wall Design Code: IBC 2009 Criteria Retained Height = 6.00 R Wall height above soil = 0.50 R Slope Behind Wall = 0.00 : 1 Height of Soil over Toe = 6,00 in Water height over heel 0.0 It F-surharge Loads Surcharge Over Heel a 0.0 psl Used To Resist Sliding 6 Overturning Surcharge Over Toe = 0.0 Psi Used for Sliding 6 Overturning ---` [Axial Load Applied to Stem Axial Dead Load = 0.01bs Axial Live Load - 0.0 Ibs Axial Load Eccentricity 0.0 in [ Design Summary Wall Stability Ratios Overturning = 2.17 OK Sliding = 1.50 OK Total Bearing Load = 1.866 IDS _.resultant ecc = 5.71 in Soil Pressure @ Toe = 968 psf OK Soil Pressure @ Heel = 98 psi OK Allowable - 1.500 pst Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,356 pst ACI Factored @ Heel = 13i psf Footing Shear @ Toe 19.7 psi OK Footing Shear @ Heel = 10.1 psi OK Allowable = 82.2 psi Sliding Calcs (Vertical Component Use Lateral Sliding Force = 887.B Ibs less 100% Passive Force = - 680.61bs less 100% Friction Force = - 653.2 Ibs Added Force Req'd = 0.0 16s OK ...for 1.5: 1 Stability = 0.0 Ibs OK Load Factors --- Building Code IBC 2009 Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 [soil Data - __ Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 40.0 psf/tt Toe Active Pressure = 30.0 psf/1t Passive Pressure = 250 0 psf/1t Soil Density, Heel = 110.00 Pcf Soil Density, Tow = 110.00 pcf FoolingliSoil Friction = 0.350 Soil height to ignore for passive pressure = 0.00 in Lateral Load Applied to Stem Lateral Load = 0.0 AIN ...Height to Top = 0,00 R ...Height to Bottom = 0 00 R The above lateral load has been increased 1.00 by a factor of Wind on Exposed Stem = 0.0 p,f L- Thumbnail Adjacent Footing Load Adjacent Footing Load u U IDS -11 Footing Width = 0.00 R Eccentricity = 0.00 in Wall to Fig CL Dist = 0.00 R Footing Type Line Load Base Above/Below Soil = 0 0 R at Back of Wall Poisson's Ratio = 0.300 Stem Construction Top Stem Stem OK Design Height Above Ftg tt = 0.00 Wall Material Above'Ht' = Convele Thickness = 8.00 Rebar Size = 0 5 Rabat Spacing = 18.00 �� OF WAS Rebar Placed at = Edge Design Data III +fa/Fa = 0.516 14 Z Total Force @ Section IDS = 1,146.0 Moment.... Actual fl-e= 2,303.0 r/ t Moment..... Allowable = 4.461.0 28630 Shear.... Actual psi = 19.1 Shear..... Allowable psi= 822S/ONAL�G Wall Weight = 100.0 Reber Depth 'd' in = 5.00 LAP SPLICE IF ABOVE in = 1200. LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = 6.00 Lap splice above base reduced by stress ratio Hook embedment reduced by stress ratio Masonry Data-------- rm psi = Fs psi= Solid Grouting = Modular Ratio'n' _ Short Term Factor = Equiv. Solid Thick. - Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data _ -- rc psi= 3,000.0 Fy psi= 60,000.0 \ (3