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. -3- <br /> "POLEFDN.xIs" Program <br /> Version 2.2 <br /> POLE FOUNDATION ANALYSIS <br /> For Free-Top (Unconstrained) Rigid Round Piers Using IBC 2012 Code Method <br /> Sub'ected Vertical Load, Horizontal Load, andlor Moment <br /> Job Name: Me er Siqn Sub'ect: 7-11 Everell <br /> Job Number: 0238- Originator: GLS Checker: SG <br /> Input Data: <br /> Pier Data: P"� <br /> Pier Foundation Diameler, D = 2.000 r�. <br /> Pier Height Above Soil, h1 = 0.500 n. 64=0(t-k <br /> Ph=0.825 k <br /> Soil Data: <br /> Unit Weight of Soil, y = 0.120 kcr <br /> Angle of Intemal Friction, y�= 30.00 deg. H=3' cround <br /> Deplh lo Resisting Surface, h2 = 1.000 «. Line <br /> Allow. Vert. Bearing Pressure, Pa = 2.000 ksi h1=0.5' <br /> h2=1' <br /> Pier Loadinqs ' � , <br /> Axial Load, Pv = 0.500 kips ---- ' -----"' <br /> Horizonlal Load, Ph = 0.825 e�ps Resis�inc� f : <br /> Dislance from Ph to Top/Pier, H = 3.000 n. sunace � � L=5.94' <br /> Extemally Applied Moment, M = 0.000 «�kiPs }� <br /> Pier `x <br /> .:D=2 �:��. <br /> Results: <br /> Nomenclature <br /> Pier Embedment and Total Lon th: <br /> Pe = 0.825 kips Pe = Ph+(MI(H+h1+h2)) ("equivalent lolal" horizonlal load) <br /> Pba = 0.150 ksr Pba =allowable laleral bearing pressurelfl. below grade (Table 1806.2) <br /> S1 = 0.297 kst S1 = Pba'L/3 (allowable lateral soil pressure at 1l3 embedment depth) <br /> A= 3.251 A= 2.34'Pel(S1'�) <br /> L = 5.94 n. L= 0 5'A'(1+SaRT(1+(4.36'(H+h1+h2)/A))) (IBC 2012 Eqn. 18.1) <br /> Lt= 7.44 n. Lt= h1+h2+L (tntal lenglh) <br /> Pier End Bearin Pressure: <br /> Af = 3.14 a.^z Af = ;i D^2/4 (pier base area) <br /> Wf = 3.50 k�ps Wf = (Af'Lt)'0.150 (pier weight) <br /> 2:Pv = 4.00 k�ps ?'Pv = Pv+Wf (total vertical load) <br /> P(bot) = 1.275 kst P(bot)_ ::Pv/Af Pa>=P(bot), O.K. <br /> Reference: 2012 Inlernational Building Code(IBC), Section 1807.3.2.1, paaes 403-404 <br /> Comments: <br /> 1 0( 1 10/29/2012 10:25 AM <br />