Laserfiche WebLink
Structural <br />CITY OF SANTA ANA <br />Planning and Building Agency <br />Engineering & Design Inc. <br />Approved <br />FOR PERMIT ISSUANCE <br />By: Bob S Project: Airborne Systems Pro ieci #5 0221-14 <br />Base Plate Configuration: Type A Selective Rack <br />Section <br />Baseplate= 8x5x3/8 <br />Eff Width=W = 8.00 in a = 3.00 in <br />Eff Depth=D = 5.00 in Anchor c.c. =2*a=d = 6.00 in <br />Column Width=b = 3.00 in N=# Anchor/Base= 2 <br />Column Depth=dc = 3.00 in Fy = 36,000 psi <br />L = 2.50 in <br />Plate Thickness=t = 0.375 in <br />+ 0.75Y(1.4+0,145ds)*B*P + 0.75*f0.7*rhn*F7r_ <br />COLUMN DL= 40 Ib <br />Axi'al=P= 1.109704 * 40 lb + 0.75 * (1.546272 <br />COLUMN PL= 3,250 lb <br />= 2,683 lb <br />Base Moment= 8,000 in -lb , <br />Mb= Base Moment* 0.75*0.7* rho <br />1+0.105*Sds= 1.1097 <br />= 8000 in -lb * 0.75*0.7*rho <br />1.4+0.14Sds 1.5463 <br />= 4,200In-lb <br />B = 01(7 <br />Axial Load P = 2,683 lb Mbase=Mb = 4,' <br />Axial stress=fa = P/A = P/(D*W) <br />M1= wLA2/2= fa*LA2/2 <br />= 67 psi <br />= 210 in -lb <br />Moment Stress=fb = M/S = 6*Mb/[(D*BA2] <br />Moment Stress=fb2 = 2 * fb * L/W <br />= 78.8 psi <br />= 49.2 psi <br />Moment Stress=fbl = fb-fb2 <br />M2= fbl*LA2)/2 <br />= 29.5 psi <br />= 92 in -lb <br />M3 = (1/2)*fb2*L*(2/3)*L = (1/3)*fb2*LA2 <br />Mtotal = M1+M2+M3 <br />= 103 in -lb <br />= 404 in-lb/in <br />S-plate = (1)(tA2)/6 <br />Fb = 0.75*Fy <br />= 0.023 inA3/in <br />= 27,000 psi <br />fb/Fb = Mtotal/[(S-plate)(Fb)] <br />F'p= 0.7*F'c <br />= 0.64 OK <br />= 5,763 psi OK <br />Tanchor =(Mb-(PLapp*0.75*0.46)(a))/[(d)*N/2] Tallow= 1,250 lb OK <br />= -832 Ib No Tension <br />Es Aisle Loads OrnA�llwdfeRM15e 2.1, iteal4-'0k0.1'Sd5A b(1+0.14SDS)PV0.754EtV..75a=1.0,ASDMeMod Check u lift load on <br />Pstatic= 2,683 lb <br />Movt*0.75*0.7*rho 44,485 in -lb Pseismic= Movt/Frame Depth <br />Frame Depth= 42.0 in = 1,059 lb <br />P=Pstatic+Pseismic= 3,742lb <br />b =Column Depth= 3.00 in <br />L =Base Plate Depth -Col Depth= 2.50 In <br />fa = P/A = P/(D*W) <br />= 94 psi <br />Sbase/in = (1)(tA2)/6 <br />= 0.023 inA3/in <br />fb/Fb = M/[(S-plate)(Fb)] <br />= 0.46 OK <br />M= wLA2/2= fa*LA2/2 <br />= 292 in-lb/in <br />Fbase = 0.75*Fy <br />= 27,000 psi <br />Date: <br />Mb <br />i b I�— L <br />i� w —► <br />Downalsle Elevation <br />* <br />in -lb <br />Eff( <br />Effe <br />Check uplift forces on baseplate with 2 or more anchors per RMI 7.2.2 <br />"When the base plate configuration consists of two anchor bolts located on either side <br />f the column and a net uplift force exists, the minimum base plate thickness <br />hall be determined based on a design bending moment in the plate equal <br />to the uplift force on one anchor times 1/2 the distance from <br />he centerline of the anchor to the nearest edge of the rack column" <br />I4—ci T <br />T <br />Mu <br />a a <br />3 I b I ►� <br />Elevation <br />Uplift per Column= 2,376 lb <br />Qty Anchor per BP= 2 <br />Net Tension per anchor=Ta= 1,188 lb <br />c= 2.50 in <br />Mu=Moment on Baseplate due to uplift= Ta*c/2 <br />= 1,485 in -lb <br />Splate= 0.117 inA3 <br />I'fb/Fb1*0.75= 0359 nk <br />type a select-airborne-revd.xls Page of 3/6/2025 <br />