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Structural Calculations - Residence UnderpinningLc <br /> Project Name : May Residence Project No. : 19001.18 <br /> Designed By DET Date : 10-Jun-19 5NMNEETIZNG <br /> CCJE"1f�ANY <br /> Check Equal Angle Foundation Support <br /> Single Angle Cantilever Bending Check Inputs <br /> Pier Span,s = 7 ft (2)Angles <br /> Demand,w = 1.233 klf LRFD Load <br /> Cantilever Length, Lc = 1.5 ft 3'Angle/2 <br /> Cantilever Point Load Trib length, Lp = 2.75 ft Lp=s/2 <br /> Cantilever Point Load, P = 3.392 k <br /> Member Demands <br /> Mu = 10.71 k-ft <br /> Xl <br /> D. = 128.6 k-in <br /> I I Section Properties <br /> Span Length, L = 18 in <br /> I yb Leg Width, b=bw = 6 in Equal Legs <br /> Leg Thickness,t = 0.375 in <br /> (� Yield Stress,fy = 36 ksi A36 <br /> Section Modulus,Sx = 3.51 in3 <br /> ° =- Gross Yielding <br /> Yield Moment, My = 189.5 k-in AISC(F10-1) <br /> *— Lateral-Torisonal Buckling <br /> Lateral-Torisonal Buckling does not control due to the <br /> angle being restrained from rotating by the concrete <br /> foundation <br /> Leg Local Buckling <br /> b/t = 16.0 ASIC Table B4.1b(12) <br /> Shape is Non,-corri$Nact'y "' 15.3,. " -0:54*v(E%F ) <br /> Shape is Non-slender < 82.7 =0.91*d(E/FY) <br /> For compact sections,the limit state of Leg <br /> AISC E10.3.(a) <br /> Local Buckling does not apply. <br /> For non-compact sections,see AISC F10.3 <br /> Sc = 3.461 in3 <br /> Mn = 182.0 k-in <br /> Single Angle Flexural Capacity <br /> 4Mn = 163.8 k-in Leg Local Buckling <br /> Mu = 128.6 k-in <br /> DCR=Mu/cMn = OK <br /> Tower Engineering Company 21907 64th Ave.W,Suite 140, Mountlake Terrace,WA 98043-2298 Sheet 7 of 7 <br />