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Boylseon a-Plr <br />2717 Boybton E <br />Ss�ltl�, WA 9�722 <br />P�rbi: Bykomn <br />Titk : Roy Hem �: Page: _ <br />Job �: MI Daqnr: mhb Oate: JUL 7,200f <br />Descriplion.... <br />Cantilevered Retaining Wall Design <br />Criteria � <br />Retained Heighl = 5.50 fl <br />Wall height above soii = 0.50 fl <br />Slope Behind Watl = 77.43: 1 <br />Height ol Soil over Tce = 8.00 in <br />Water height over heel = 0.0 fl <br />Wind on Slem = 0.0 psf <br />Vertical componenl of aclive <br />laleral soil pressure oplions: <br />USED for Soil Pressure. <br />NOTUSED lor Sliding Resistance. <br />USED tor Overturning Resislance. <br />Surcharge Loads -j <br />Surcharge Over Heel - 100.0 Psl <br />Used To Resisl Sliding 8 OveAurning <br />Surcharge Over Toe = 0.0 psf <br />Used lor SliCing 8 Overturning <br />� Azlal Load Applled to Stem � <br />Azial Dead Load = O.O ibs <br />Aziat Live Load = O.O lbs <br />Azial Load Ecceniricity = 0.0 in <br />Design Summary -� <br />W�II Stabillry Ratlos <br />Overturning = 2,87 OK <br />Sliding = 1.54 OK <br />Total �earing Load = 2,174 Ibs <br />._resultanlecc. = 1.371n <br />Soil Pressure @ Toe = 636 psl <br />Soil Pressure Q Heel = 451 psf <br />Allowable - 1,000 ps( <br />Soil Pressure Less 7han Nlowable <br />AC� Faclored @ ice = 692 psf <br />ACI Factomd @ Heel = 490 psl <br />Footing Shea� Q Toe = B.4 psi <br />OK <br />OK <br />OK <br />Footing Shear (� Heel = 9.9 psi OK <br />Allowable = 75.0 psi <br />Slldinp Calcs (Vertical Comporenl NOT Used) <br />Laleral SliCing Fo¢e = 888.31bs <br />less 100 % Passive Force =• 781.J Ibs <br />less 100 % ftiction Force =- 590.B Ibs <br />Added Force Req'd = 0.0 Ibs OK <br />.._for 1.5: 7 Slability = 0.0 Ibs OK <br />Load Facton <br />�uilding Code <br />Oead Lcad <br />Live Load <br />Earih, li <br />Wind, W <br />Seismi0. E <br />Soll Data <br />Allow Soil Bearing = 1,000.0 pcl <br />EQuivalenl FIuiO Pressure Method <br />Heel Active Pressure = 35.0 DsVfl <br />Tce Active Pressure = 35.0 psf/II <br />Passive Pressure = 250.0 psf/fl <br />Soit Density, Heel = 1 t0.00 pcl <br />Soil Density, Toe O.QO pcl <br />Footing��Soil Friclion = 0.300 <br />Soil heght lo gnore <br />lor passive pressure = O.00 in <br />Lateral Load Appl(ed to Stem � <br />Lateral Load = 0.0 Nllt <br />..Neighl to Top = 0.0011 <br />...Height to Bottom = 0.00 % <br />� Stem Construction � <br />Design Helphl Abov� Flq fl <br />Wa�l Material Above "HP <br />Thickne55 <br />Rebar Size <br />Reba� Spacing <br />Rebar Placed al <br />Design DaW <br />IbIFB r Ia�Fa <br />Total force Q Section Ibs <br />Mom enl....Actual 11-k <br />Mom enl.....Allowable <br />Shear.....Actual psi <br />Shear.....Allowable psi <br />Wall Weighl <br />Rebar Deplh 'd' in <br />LAP SPLICE IF ABOVE in <br />IAP SPLICE IF BELOW in <br />HOOK EMBED INTO FTG in <br />Masonry Data <br />fm psi= <br />Fs psi= <br />Solid Grouting = <br />elarkr�t <br />Code: IBC 2006 <br />Footing Dimensfons 3 Stmngths <br />ToeWiOih = 2.25f1 <br />Fleel Widlh = 7.75 <br />T�lal Fooling Width = 1.00 <br />Fooling Thickness = 10.00 in <br />Key WiAlh = B.00 in <br />Key DeptM1 = 12.00 in <br />Key Dislance fran Tce = 2.2511 <br />fc = 2,SOOpsi Fy = 60,OOOpsi <br />Footing Concrete Density = 150.00 pcl <br />Min. As % = 0.0018 <br />Cover � Top = 2.00 in � Btm.= 3.00 in <br />AdJacent Footlag Load <br />Adjaeent Fooling Loaa = O.O lbs <br />FOWing Widlh = O.00 fl <br />Eccenlricily = 0.00 in <br />Wall lo FIg CL Dist = 0.00 (t <br />Footing Type Line Load <br />Base AbovelBelow Soit _ � Q n <br />at Back of Wall <br />Poisson's Ratio = 0.300 <br />Top Slem __ _ <br />Slem OK <br />= 0.00 <br />= Concrete <br />= 8.00 <br />= p 4 <br />= 18.00 <br />= Edge <br />- 0.675 <br />= 1,114.6 <br />= 2,320.1 <br />= 3,fi55.6 <br />= 14.9 <br />= 75.0 <br />= 100.0 <br />= 615 <br />= 18.72 <br />= 6D0 <br />IBC 2006 Modular Ralio'n' <br />1200 Shotl Term Factnr <br />7.600 EQuiv. Solid Thick. <br />1.600 Masonry Block Type <br />1.600 Masonry Uesign Melhod <br />1D00 ConcretoData <br />fc <br />Fy <br />= Medium Weight <br />= ASD <br />psi= 2,500.0 <br />p51= 60,OOD.O <br />