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1 <br /> i'. <br /> h' Structural <br /> i <br /> Engineering & Design Inc. <br /> 1815 Wright Ave La Verne CA 91750 TPI- 909.596.1351 Fax- 909 596 7186 <br /> By: Bob S Project: Fast Signs Project* 24-0917-16 <br /> l' 3 Pin Beam to Column Connection TYPE A SELECTIVE RACK <br /> e beam end moments s own lierein show tne result of the maxiM—umincluced Fixedend monen s Torm seismic+ static oa s an a Me <br /> mandated minimum value of 1.5%(DL+PL) <br /> Mconn max= (Mseismic+ Mend-fixity)*0.70*Rho Pi rho= 1,0000 <br /> = 15,598 in-lb Load at level 1 <br /> 2.1 <br /> P2 <br /> z�� <br /> P3 7 <br /> /2° <br /> Connector Type= 3 Pin <br /> Shear Capacity of Pin <br /> Pin Diam= 0.44 in Fy= 55,000 psi <br /> Ashear= (0.438 1n)^2* PI/4 <br /> = 0.1507 inA2 <br /> Pshear= 0.4* Fy*Ashear <br /> = 0.4*55000 psi*0.15071nA2 <br /> = 3,315 lb <br /> Bearing Capacity of Pin <br /> tcol= 0.105 in Fu= 65,000 psi <br /> Omega= 2.22 a= 2.22 <br /> Pbearing= alpha* Fu*diam*tcol/Omega <br /> = 2.22*65000 psi*0.438 in*0.105 in/2.22 <br /> = 2,989 lb <3315 lb <br /> Moment Capacity of Bracket <br /> Edge Dlstance=E= 1.00 in Pin Spacing= 2.0 in Fy= 55,000 psi <br /> C= P1+P2+P3 tclip= 0.18 in Sclip= 0.127 inA3 <br /> = P1+P1*(2.5"/4.5")+Pi*(0.5"/4.5") <br /> = 1.667* Pi <br /> Mcap= Sclip* Mending C*d= Mcap = 1.667 d= E/2 <br /> = 0.127 1n^3*0.66* Fy = 0.50 in <br /> = 4,610 in-lb <br /> Pclip= Mcap/(1.667*d) <br /> = 4610.1 in-lb/(1.667*0.5 in) Thus, P1= 2,989 lb <br /> = 5,531 lb <br /> Mconn-allow= [Pl*4.5"+Pl*(2.5"/4.5")*2.5"+Pl*(0.5"/4.5")*0.S"] <br /> = 2989 LB*[4.5"+(2.5"/4.5")*2.5"+(0.5"/4.5")*0.5"] <br /> = 17,768 in-lb > Mconn max, OK <br /> type a select-fast signs.xls Page 7 of 13 9/18/2024 <br />