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EC <br /> Structural Calculations - Residence Underpinning <br /> Project Name : May Residence Project No. : 19001.18 <br /> Designed By : DET Date : 10-Jun-19 ENGINFFPING <br /> G�f'�r•�ANY <br /> Check Flexural Buckling of Pier(Per AISC E3) <br /> Design Axial Strength <br /> Elastic Modulus = 29000 ksi <br /> Yield Stress, Fy = 50 ksi <br /> Ag = 1.146 in' <br /> kL/r = 13.25 - <br /> 5 Use(E3-2) <br /> 4.71V(E/Fy) = 113.4 - <br /> Fe=rt`E/(kL/r)` = 1630 ksi <br /> Use (E3-2), (0.658^(Fy/Fe))*Fy, Fcr = 49.4 ksi <br /> Pn=FcrAg = 56.57 kips AISC, E3-1 <br /> Safety Factor for Compression, Q, = 1.67 - AISC, El <br /> Allowable Axial Compressive Strength, Pn/Qc = 33.87 kips <br /> Actual Axial Compressive Demand, P, = 7.07 kips <br /> DCR,Axial Capacity <br /> DCR=Pr/(Pn/Oc) = 0209 F - OK <br /> Design Flexural Strength <br /> D/t, min = 18.77 in AISC, F8 <br /> <_ OK <br /> 0.45E/Fy = 261 - <br /> NOTE:The flexural design capacity is Mp=FyZ = 146.0 kip-in AISC, (F8-1) <br /> based on the combined plastic seciton Safety Factor for Flexure, 01, = 1.67 - AISC, Fl <br /> modulus of the pier and the sleeve. <br /> Allowable Flexural Strength, Mn/Ob = 87.4 kip-in <br /> Actual Flexural Demand: Mr = 30.1 kip-in <br /> DCR,Flexural Capacity <br /> DCR=Mr/(MP/Ob) = '0 344 ys\oc- OK <br /> Combined Flexure and Compression <br /> Pr/Pc = 0.209 - AISC, H1.1 <br /> Use(H1-1a) <br /> 0.2 <br /> Use(H1-1a),Pr/Pc+(8/9)(Mrx/Mcx+Mry/Mcy) OK <br /> Tower Engineering Company 21907 64th Ave.W,Suite 140, Mountlake Terrace,WA 98043-2298 Sheet 4 of 7 <br />