Laserfiche WebLink
Structural <br />Engineering & Design Inc. <br />CITY OF SANTA ANA <br />Planning and Building Agency <br />Approved <br />FOR PERMIT ISSUANCE <br />By: NIHAL Project: THE DOT PRINTER Proiect #: 25-0421-7 <br />Base Plate Configuration: TYPE 1 SELECTIVE RACK Date: <br />Section <br />Baseplate= 7x5x0.375 <br />Eff Width=W = 7.00 in a = 2.50 in Mb <br />Eff Depth=D = 5.00 in Anchor c.c. =2*a=d = 5.00 in <br />Column Width=b = 3.20 in N=# Anchor/Base= 2 ( I b I* -Column Depth=dc = 2.70 in Fy = 36,000 psi a <br />L= 1.90 in w <br />Plate Thickness=t = 0.375 In Downaisle Elevation <br />Down Aisle Loads Load Case 5.• : O+a105*5ds)D + 075*[(1 4+0145ds)*B*P + 075*f07*rho*E7<= 1.0, ASD Method <br />COLUMN DL= 120 Ib Axial=P= 1.106512 * 120 lb + 0.75 * (1.542016 * 0.7 * 4400 lb) <br />COLUMN PL= 4,400lb = 3,695 lb <br />Base Moment= 0 in -lb Mb= Base Mompnt*0.75*0.7*rho <br />1+0.105*Sds= 1.1065 = 0 in -lb * 0.75*0.7*rho <br />1.4+0.14Sds= 1.5420 = 0 in -lb EM <br />B= b,700t)" Axial Load P = 3,695 lb Mbase=Mb = 0 in -lb Effe <br />Axial stress=fa = P/A = P/(D*W) M1= wL^2/2= fa*L^2/2 <br />= 106 psi = 191 in -lb <br />Moment Stress=fb = M/S = 6*Mb/[(D*B^21 Moment Stress=fb2 = 2 * fb * L/W <br />= 0.0 ps1 = 0.0 psi <br />Moment Stress=fbl = fb-fb2 M2= fbl*L^2)/2 <br />= 0.0 psi <br />= 0 in -lb <br />M3 = (1/2)*fb2*L*(2/3)*L = (1/3)*fb2*L^2 <br />Mtotal = M1+M2+M3 <br />= 0 in -lb <br />= 191 in-lb/in <br />S-plate = (1)(t^2)/6 <br />Fb = 0.75*Fy <br />= 0.023 in^3/in <br />= 27,000 psi <br />fb/Fb = Mtotal/[(S-plate)(Fb)] <br />F'p= 0.7*F'c <br />= 0.30 OK <br />= 1,750 psi <br />Tanchor =(Mb-(PLapp*0.75*0.46)(a))/[(d)*N/2] <br />Tallow= 1,961 lb <br />= -2,139 Ib No Tension <br />Dads Cdtkatloadcase RMlSec Z.l, ltent$o*aiisds)DL+(Y+0.145DS)PL"0.75+EL*0.751=1.0, ASDMethod <br />Pstatic= 3,695 lb <br />Movt*0.75*0.7*rho= 71,672 in -lb Pseismic= Movt/Frame Depth <br />Frame Depth= 42.0 in = 1,706 lb <br />P=Pstatic+Pseismic= 5,401 lb <br />b =Column Depth= 2.70 in <br />L =Base Plate Depth -Col Depth= 1.90 in <br />fa = P/A = P/(D*W) <br />= 154 psi <br />Sbase/in = (1)(t^2)/6 <br />= 0.023 in^3/in <br />fb/Fb = M/[(S-plate)(Fb)] <br />0.44 OK <br />M= wL^2/2= fa*L^2/2 <br />= 279 in-lb/in <br />Fbase = 0.75*Fy <br />= 27,000 psi <br />OK <br />OK <br />)aa on 13aseplate <br />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 centerllne of the anchor to the nearest edge of the rack column" <br />T <br />Ta <br />Mu a <br />I— I bl ..I <br />Elevation <br />Uplift per Column= 2,224 lb <br />Qty Anchor per BP= 2 <br />Net Tension per anchor=Ta= 1,112 lb <br />c= 1.90 in <br />Mu=Moment on Baseplate due to uplift= Ta*c/2 <br />= 1,056 in -lb <br />Splate= 0.117 in^3 <br />TYPE 1 rvd Page 19 of 1 T 7/31/2025 <br />