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r�rzv�.W n�sucures,r��c Pitzer 8 Associa� �LLC Title � 8"14'-0"CW. )Slab Page:_ <br /> �'� �.::l�-�� 2722 Coi6y Ave Job# : 3 Dsgnr tJp Date: MAY 17,20�U <br /> — '-- Suite722 Desctiption.... <br /> Everett,WA 98201 <br /> 0:425J08�8G70 Fax:425-258J292 This Wall In File:e:ldocuments and se:tinysltom.owner-dM� <br /> RetainPro9m19B9•2009Ver:9.09 8179 <br /> Ro��etntlonR:RP�777%55 RP9.09 Cantilevered Retaining Wall Design Cade: IBC 2006 <br /> Licnnsed to:Pitrer and Associates,PLLC <br /> . _ _. _— _ . _ . ____ _ . - __ - _..—_ — <br /> Criteria �� Soi� D.;ta � � <br /> Retained Height ' 1 00 R Allow Soil Beanng = 7,500.0 ps1 <br /> Wall height above scil = 0.00 fl Equivalent Fluid Pressure Mtthod <br /> Heel Active Pressurn - 35.�psf/ft <br /> Slape Behind Wall = 0.00: 1 Toe Adive Pressure = 35.0 psl/ft <br /> Height of Soil over Tae = 6.00 in Passive Pressure = 350D psf/ft <br /> Watzr height over heel = 0.0 ft Soil Densiry,Heel = 720.00 pd � <br /> Soil Densily,Toe = 120.00 pcf <br /> Foating��Soil Fndion = 0.400 � <br /> Soil height to ignore � <br /> forpassivaprcssure = 0,00 in � <br /> Thumbnail <br /> --- ---- -_ _ . - ' <br /> _ __ _ -- - -- — - - <br /> Surcharge Loads � Laterel Load Applied to Stem � Adjacent Footing Load � <br /> Surcharge Over Heel = 50.0 Psf Lateral Laad = O.O WR Atljacent ooting Loatl = O.O lbs <br /> NOT L'sed To i7esist Slitling 8 Overtm nmg .,,Height to TOF = 0.00 ft Footing WiOth = 0.00 R <br /> Surcharge Over Toe = 0 0 psf ...Height ta Bottom = 0.00 ft Eccenlncity = 0.00 in <br /> NOT Used for Sliding 8 Overtuming The a6ove lateral load Wall to Ftg Cl Dist = 0.00 R <br /> Altlel L02d A lied to Stem has been increased 1.00 Focti�g Type Liae Laad <br /> pP � by a factor of <br /> Arzial Dead Load = 0.0 Ibs Base AbovelBelow Soil _ 0.0 R <br /> Wind an Ezposed Stem= 0.0 psf a[Back af Wall <br /> Azial Live Loatl = uA ibs Poisson's Ratio = 0,300 <br /> laial Load Eccentncity = 0.0 in <br /> Earth Pressure Seismic Load � Kae for seismic earth pressure = 0.281 Fdded seismic base force 27.9 165 <br /> Design Kh = 0.050 g Ka fnr static earth pressure = 0253 <br /> Diiference: Kae-Ka = 0.028 <br /> Using Mononohe-Okabe I Seed-Wnitman procedure <br /> St0rt1 W819ht S015fttlG L02d � FP/WP Weight Multiplier = 0.050 g Added seismic base force 20.0 16s <br /> l �� <br /> fiatas Fc Sc`;�are.,2:Cc HSA F�.Cimabons,Inc L�cer.se.;o.P,,:er arCAssttiates.FLLC ,w.w Re[air.Pre:.r <br /> A.I F,y:s FeszryeC Ever.tt.WA 58297 <br />