Laserfiche WebLink
G Structural <br /> I <br /> Y <br /> Engineering & Design Inc. <br /> I <br /> 1815 Wriaht Ave La Verne CA 91750 Tell 909 596 1351 Fax$ 909 596 7186 <br /> By: Bob S Project: Fast Signs Project#:24-0917-16 <br /> Base Plate Configuration:TYPE A SELECTIVE RACK <br /> I ' <br /> Section 4 a —► I <br /> Baseplate= 8080.375 <br /> Eff Width=W= 8.00 in a = 3.00 in Mb <br /> Eff Depth=D= 8.00 in Anchor c.c. =2*a=d= 6.00 in <br /> Column Width=b= 3.00 in N=#Anchor/Base= 4 I4-- L <br /> Column Depth=dc= 3.00 in Fy= 36,000 psi „ w e► <br /> L= 2.50 in <br /> Plate Thlckness=t= 0.375 in Downalsle Elevation <br /> Down Aisle Loads Load Case 5::0+0.105*5ds)D+0.75*/(i.4+0.145ds)*B*P+0.75*/'0.7*rho*F'1<=1.0 ASD Method <br /> COLUMN DL= 75 lb Axial=P= 1.105 * 75 lb + 0.75 * (1.54* 0.7 * 8500 lb) <br /> COLUMN PL= 8,500 lb = 6,955 lb <br /> Base Moment= 8,000 in-lb Mb= Base Moment*0.75*0.7*rho <br /> 1+0.105*Sds= 1.1050 = 8000 in-lb * 0.75*0.7*rho <br /> 1,4+0,14Sds= 1.5400 = 4,200 in-lb EM <br /> B= 0,7000 Axial Load P = 6,955 lb Mbase=Mb = 4,200 in-Ib Effe <br /> Axial stress=fa= P/A= P/(D*W) M1= wLA2/2= fa*L^2/2 <br /> = 109 psi = 340 in-lb <br /> Moment Stress=fb= M/S= 6*Mb/[(D*B^2] Moment Stress=fb2 = 2 *fb* L/W <br /> = 49.2 psi = 30.8 psi <br /> Moment Stress=fbl= fb-fb2 M2= fb1*L^2)/2 F <br /> = 18.5 psi = 58 in-lb <br /> M3= (1/2)*fb2*L*(2/3)*L= (1/3)*fb2*LA2 Mtotal = M1+M2+M3 <br /> = 64 In-lb = 461 in-lb/in <br /> S-plate= (1)(t^2)/6 Fb = 0,75*Fy <br /> = 0.023 inA3/in = 27,000 psi <br /> fb/Fb= Mtotal/[(S-plate)(Fb)] F'p= 0.7*F'c <br /> = 0.73 OK = 2,800 psi OK <br /> Tanchor= (Mb-(PLapp*0.75*0.46)(a))/[(d)*N/2] Tallow= 1,961 lb OK <br /> _ -1,670 lb No Tension <br /> Cross Aisle Loads CrLLka/hadcaseRM15ec2.1,1tem4:(l+0..Jjsds)DL+(itai45D5)PL*0,75+EL"0.75a-1.0,AS0Method Check uplift load on Baseplate <br /> Check uplift forces on baseplate with 2 or more anchors per RMI 7.2.2. <br /> Pstatic= 6,955 lb "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 /> Movt*0,75*0,7*rho= 241,712 in-lb Pseismic= Movt/Frame Depth shall be determined based on a design bending moment In the plate equal <br /> Frame Depth= 48.0 in = 5,036 lb to the uplift force on one anchor times 1/2 the distance from <br /> P=Pstatie+Pseismic 11,991 lb the centerline of the anchor to the nearest edge of the rack column" <br /> b=Column Depth= 3.00 in I T <br /> ~ ci <br /> L=Base Plate Depth-Col Depth= 2.50 In Ta Mu a <br /> fa= P/A= P/(D*W) M= wLA2/2= fa*L^2/2 I I b l <br /> = 187 psi = 585 in-lb/In Elevation <br /> Uplift per Column= 5,552 lb <br /> Sbase/In= (1)(t^2)/6 Fbase= 0.75*Fy Qty Anchor per BP= 4 <br /> = 0.023 InA3/in = 27,000 psi Net Tension per anchor=Ta= 1,388 lb <br /> c= 2,50In <br /> fb/Fb= M/[(S-plate)(Fb)] Mu=Moment on Baseplate due to uplift= Ta*c/2 <br /> 0.93 OK = 1,735 In-lb <br /> Splate= 0.188 In^3 <br /> fb Fb *0.75= 0,257 OK <br /> type a select-fast 516jn5.xl5 Page Z of l 911512024 <br />