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Structural <br /> Engineering & Design Inc. <br /> 1815 Wright Ave I a Verne, CA A1750 TPI• 20c).598.1351 Fax- 209 528 7188 <br /> By: NIHAL Project: NORTHWEST PUMP Project#: <br /> 3 Pin Beam to Column Connection TYPE A 5 <br /> e beam en —m-o—m-e-FiU s own herein show the result of the maximum induced xe end monen s Form seismic static oa s ancl the code <br /> mandated minimum value of 1.5%(DL+PL) i� <br /> Mconn max= (Mseismic+ Mend-fixity)*0.70*Rho P1 <br /> rho <br /> = 8,707 in-lb Load at level 1 2„ <br /> P2 <br /> 2" <br /> P3 <br /> 1/2' <br /> 12" <br /> Connector Type= 3 Pin <br /> Shear Capacity of Pin <br /> Pin Diam= 0.44 in Fy= 55,000 psi <br /> Ashear= (0.438 in)^2*Pi/4 <br /> = 0.1507 in^2 <br /> Pshear= 0.4* Fy*Ashear <br /> = 0.4*55000 psi*0.1507inA2 <br /> = 3,315 lb <br /> Bearing Capacity of Pin <br /> tcol= 0.075 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*0.075 in/2.22 <br /> = 2,135 lb < 3315 lb <br /> Moment Capacity of Bracket <br /> Edge Distance=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 /> P l+P 1*(2.5"/4.5")+P l*(0.5"/4.5") <br /> = 1.667*P1 <br /> Mcap= Sclip* Fbending C*d= Mcap= 1.667 d= E/2 <br /> = 0.127 inA3*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= 2,135 lb <br /> = 5,531 Ib <br /> Mconn-allow= [P1*4.5"+Pl*(2.5"/4.5")*2.5"+Pl*(0.511/4.5")*0.5"] <br /> = 2135 LB*[4.5"+(2.5"/4.5")*2.5"+(0.511/4.5")*0.5"] <br /> = 12,691 in-lb > Mconn max, OK <br /> TYPE A Page 9 of zg 7/2/2024 <br />