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1 of 1 <br />JOHN A. MARTIN and ASSOCIATES, INC. □ STRUCTURAL ENGINEERS <br />Client: Sheet <br />Project: Job No 16041 <br />Date 3/9/2020 <br />Engineer KK/MF <br />Base Plate Analysis <br />N = 9 in Minimum 9" Square Plate x 3/4" Thick <br />B = 9 in <br />tp = 0.75 in <br />Fy = 36 ksi <br />f = N/2 = 4.5 in <br />f'c = 2500 psi <br />fp,max = 1381 psi <br />qmax = 12431 lbs/in <br />Mr = 1520 lb-ft <br />Pr = 238 lbs <br />e = Mr/Pr = 77 in > ecrit = N/2 - Pr/2/qmax 4.5 in <br />Design of Column Base Plates with Large Moment (Design Guide 1) <br />Y = (f+N/2) - ((f+N/2)2- 2Pr(e+f)/qmax)1/2 = 0.2 in <br />Tu = qY-Pu = 1928 lbs <br />Y < m = 2.60 in <br />Bearing Interface: <br />m = (N-0.95d)/2 = 2.60 in <br />tp,req = 2.11(fpY(m-Y/2)/Fy)1/2 = 0.27 in <br />Tension Interface: <br />x = N/2-d/2-1 = 1.50 in <br />tp,req = 2.11(Tux/B/Fy)1/2 = 0.20 in <br />tp = 0.75 in > tp,req = 0.27 in OK <br />DCR = 0.36 <br />Anchor Bolts Minimum (4) 3/4" Dia. x 24" Anchor Bolts <br />Wind Forces on Anchors= Seismic Forces on Anchors= <br />Vu = 207 lbs ΩVu = 78 lbs <br />Mu = 1520 lb-ft ΩMu = 1052 lb-ft <br />*Wind governs anchorage analaysis. See attached Hilti Profis Report for anchorage analysis. <br />Forces per bolt = <br />d = 6.95 in <br />Tu,bolt = Mu/d = 1313 lbs φTn = 6412 lbs DCR = 0.20 <br />Vu,bolt = Vu/4 = 52 lbs φVn = 1468 lbs DCR = 0.04 <br />DCR = (Tu/Tn)5/3 + (Vu/Vn)5/3 = 0.07 ok <br />Rogers Electric <br />CBC 2019 <br />CAW-432 <br />SANTA ANA, CALIFORNIA <br /> 950 SOUTH GRAND AVENUE, 4TH FLOOR LOS ANGELES, CA 90015 213.483.6490 <br />G:\Job16000\J16041 Light Pole Foundation\Engineering\Calcs\0.Source Calcs\Automated Light Pole Foundation ASCE 7-16 200124.xlsm <br />2020-160821 <br />12/07/20