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rinen e�ssori,�r�s,ri.i.�� pi�er d Aseocfa� ?LLC Tille � 8"I6'-0"CN� )Slab Page:_ <br /> ' � �+;;j=:�,-'� 2722 Col6y Ave Job A ; 2 Osgnr. yp Date. MAY 17,Z010 <br /> -'-"""_ Suite 722 Dese.nption.... <br /> Everett,WA 98201 <br /> 0:425•308-0070 Fax:�25-25P J292 <br /> This Wall in File•c•ldocumeMs antl settinasltom.ownerEk� <br /> HeUn�Pro 9 m 1989-2009 Ver.9.09 8119 <br /> Regletratlon/:RP-1775155 RP9.09 Cantilevered Retaining Nfall Design Code:IBC 2006 <br /> Licensed to:Piher and AssoNatea,PLLC <br /> Design Summary � Stem Construction � Top stem <br /> Stem OK <br /> Wall Stabllity Ratios Design Height Above Ft{ ft= 0.00 <br /> Ovenuming = 2.17 Oh WaII Matenal Above"Ht" = Concrete <br /> Sliding = 1.55 OK Thickness = 8.00 <br /> Re6ar Size = # 4 <br /> TotalBeanngLoad = 2,21BIbs Re6ar5pacing = ?2.00 <br /> ...resWtant ecc. = 6.E8 in Rebar Placed at = �eMer (�'p�� <br /> Design DaG .. . - ---- -------- -� - - - - <br /> Sail F-�ssure Q Toe = 1,702 psf OK Po/FB+falFa = 0.7�0 <br /> Soil Pressure(r�Heel = 53 psl OK Total Forca�il Section Ibs= 1,160.7 <br /> Allowable = 1,500 PS{ Moment....Actual ft-#= 2,700.6 <br /> Soil Pressure Less Than Allowable <br /> ACI FacloreA�Toe = 1,32J psf Moment.....Allowable = 3,805.6 <br /> ACI FadoreC�Neel = ;0 psl Shear.....Actual psi= 14.1 <br /> Footing Shear�Toe = 9.P psi OK Shear.....Allowable psi= 75.0 <br /> Faating Shear @ Heel = 13.5 psi OK N1all Weight = 700.0 <br /> Allowable = 75.0 psi Re6ar Depth 'C' in= 6.50 <br /> Silding Cales (Venial Component NOT Used) IAP SPLICE IF ABOVE in= 12.48 <br /> Lateral Slitling Force - 1,002.51bs �P SPLICE fF BELOLN In= <br /> less 100°.6 Passive Force= - 7B 1.3 Ibs HGJK EMBED INTO FTG in= 6.00 <br /> less 700%Fndion Force = - 776.3 Ibs Mfrsonry Data -- -� . - _ . _ _ _ . _ . <br /> psi= <br /> AdAed Force Req'd = 0,0 Ibs OK Fs psi= <br /> ....for 1.5: 1 Stability = 0.0 165 OK Solid Grouting = <br /> ModularRatio'n' _ <br /> ShortTermFactor = <br /> Load Factars _ .. Equiv.Salid Thick. _ <br /> Building COCe IBC 2006 Masonry Block Type = Medium Weight <br /> �ead Load 1.200 Masonry Oesign Melhod = ASD <br /> Live Load 1.fi00 Concrete DaG ------- ----� - - � <br /> Earth,H 1.600 �� psi= 2,50�.0 <br /> Wind,W 1.600 FY psi= 40,OOD.O <br /> Seismic,E 1.000 <br /> Footin=��ns& Str�th= Foottng Design Results � <br /> Toe Width = 7.57 ft Toe Heel <br /> Heel Witlth = 225 Fadored Pressure = 1,323 70 psf <br /> Total Footing WidtL• _ - 3.B2 Mu':Upward = 1,424 304 R-# <br /> Fooling Thickness = 10.00 in Mu':Downward = 4B2 1,371 ft-# <br /> Mu: Design = 941 1,067 ft�F <br /> Key Width = 0.00 in Actual 1-Way Shear = 9.04 13.46 psi <br /> Key Depth = 0.00 in �Ilow 1-Way Shear = 75.00 75.00 psi <br /> Key Distance from Toe = 1.50 fl Toe Reinforcing = None Spec'd <br /> Tc = 2,500 psi Fy = 40,00�psi Heel Reinforcing = None Spec'd <br /> Footing Concrete Density = 150DOpd Key Reinfarcing = None Spec'd <br /> M�n.qs% = o.00t8 OtherAcceptable Sizes 8 Spacings <br /> Cover @ l'op 2.00 @ Btm= 3.00 in <br /> Toe: Not req'd,Mu<5'Pr <br /> Heel:Not reQ'tl.Mu<S'Fr <br /> Key� Na key defned <br /> . � /� <br /> Rezin Pro Sc^n�ze 3.CCd NoA F�ti�;ahcns.Inc Lce-.se^b�FR;?r arC Ass;ca;es.PILC vrv.w RetainPro com <br /> N.'R�.S^.ts F.esene7 Eve4tt.WA SB.,1 <br />