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Project: Cascade Coffee Addition <br /> HSS Cap Plate Moment Connection to C-Channel Project#: 22-10-138 <br /> Date: 2/21/2023 <br /> Engineer: CCL <br /> Page: 1 of 1 <br /> Connection Loads <br /> Ma= 0.645 kip"ft (Column Moment- in the strong axis of the connection) <br /> Pa= 0.128 kip (Column Axial) <br /> T= 0.553 kip-ft (Beam Torsion-Moment in the weak axis of the connection) <br /> Beam Column Plate <br /> C8X11.5 HSS4x4x3/16 Fy= 36 ksi <br /> Fy= 36 ksi Fy= 46 ksi F,= 58 ksi <br /> F,= 65 ksi Fa= 58 ksi Plate Width= 4 in <br /> E= 29000 ksi H= 4 in Plate Thickness= 0.375 in <br /> W.G.= 1.02 in B= 4 in Bolt spacing= 6 in <br /> d= 8 in t= 0.174 in Weld D= 3 x/16" <br /> tW= 0.22 in <br /> bf= 2.26 in <br /> tf= 0.39 in r ; ' I ; I <br /> ZX= 9.63 in3 <br /> k= 0.938 ;. .. . ..4 <br /> Connection Layout <br /> Bolts Beam Web Local Yielding <br /> Ft= 90 ksi Ca= 1.62 kips <br /> Fv= 54 ksi N= 2.05 in <br /> Bolt dia= 0.5 in Rn/_? = 35.58 kips OK <br /> rnUc? = 8.84 kip <br /> Tensile Load in Bolt Beam Web Local Crippling <br /> Ta= 1.50 kips OK lb= 4.00 in <br /> Rn/c? = 43.08 kips OK <br /> Flange Prying Action HSS Wall Yielding <br /> b= 0.91 in N= 3.83 in <br /> b'= 0.66 in 5Tp+N 5.70 in >B <br /> p= 3.19 in Rn/ii? = 32.02 kips OK <br /> train= 0.178 in OK <br /> Plate Prying Action HSS Wall Crippling <br /> b= 1.00 in Rn/" = 57.78 kips OK <br /> b'= 0.75 in <br /> p= 2.00 in <br /> tm;n= 0.254 in OK <br /> Bolt Strength Weld <br /> rn/c? >Ta OK Dmm= 1.58x/16" OK <br /> 76/81 <br />