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Eg9 Sills&hill Tacoma,Washington Designed: OMA Date: 11 1 2022 Project Number: 19,933 <br /> 253-474 9449 Checked: CJT Date: 11 4 2022 16 <br /> Project: Emerald Court Carports <br /> MEMBER CHECKS, CONTINUED <br /> PURLIN-BEAM CONNECTION: (4) 1/2" DIA. BOLTS <br /> R1=4332.6 (bf ASD-level bearing force <br /> —R2=1385.64 (bf ASD-level uplift force <br /> Shear due to lateral forces(Seismic and C&C Horizontal Loading) are omitted as <br /> vertical forces will govern. <br /> Shear in Purlin: <br /> f2„1:=2.00 shear safety factor <br /> F,,:=60 ksi ultimate stress for ASTM A307 Gr.A, <br /> per AISC 15th Ed.Table 2-6 <br /> t:=0.1017 in design thickness of purlin <br /> e:=4.5 in distance between bolt holes <br /> Pnv,:=4•t•e•F„=109.84 kip <br /> Shear in Bolts: <br /> f2 2:=2.00 shear safety factor <br /> Fn,,:=27 ksi nominal shear stress for ASTM A307 Gr.A, <br /> per AISC 15th Ed.Table J3.2 <br /> d:=0.5 in bolt diameter <br /> Ab:= 4 dz =0.196 in' <br /> Pnv2:=4•Ab•Fn„=21.206 kip <br /> Bearing Capacity of Bolts: <br /> f2b:=2.50 shear safety factor per AISI J3.3.1 <br /> d=4.916 <br /> t <br /> C:=3.0 bearing factor per AISI Table J3.3.1-1 <br /> mf:=0.75 modification factor for bearing connection type <br /> per AISI Table J3.3.1-2 <br /> Pnb:=4•C•mf•d•t•F„=27.459 kip (Eq.J3.3.1-1) <br />