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BAMBURG 11/17/2021 SDA Job# 6548 1 <br /> Collar Tie Design <br /> Rafter spacing <br /> Live load = 25 PSF <br /> Dead load = 15 PSF <br /> Roof slope= 3iN12in <br /> B <br /> 12 <br /> 8 <br /> f �pCF <br /> 3.251 18 inches <br /> 1707 lbw <br /> A <br /> s.a ft i <br /> Tension in collar tie: <br /> RA= 640 lbs <br /> IMs= (640 x 8.0 ft) - (80 x 8 x 8.0 <br /> T= 1707 lbs <br /> Collar tie/rafter grade F 2 �j <br /> Nails: <br /> Use 16d nails Z= 122 lbs Co= 1.15 <br /> Diameter= 0.162 " 1.5'7 1.62"= 0.93 ---0 Nail penetration reduction <br /> ---► 122 x 0.93 x 1.15= 130 lbs/nail <br /> --► Use(13) 16d nails @ each collar tielrafter Tension <br /> conn.w/ collar ties of same grade TTorAL= 2 x 1707 = 3413 lbs <br /> TALLOW= 8.25 x 525 x 1.15 =4981 lbs <br /> Size Rafters: —► Collar tie tension OK <br /> 462 lbs (Pere. Component of T) <br /> 80 PLF 21 Repetitive member(Cr= 1.15) <br /> CF = 1.2 LU = 1.0ft <br /> Bending: <br /> 2.461538 ft S,a Req'd = 14.38 in"—� 2x8 HF#2 <br /> f-- 8.0 tt )S E— C +i� <br /> Shear: R 2 <br /> Max moment= 15996 in-# Area Req'd = 4.84 in`—♦ 2x6 HF#2 <br /> Max shear= 640 lbs <br /> Deflection: (U240) <br /> Use W HF#2 rafters @ 24" o/c IX Req'd = 10.28 in`—► 2x6 HF#2 <br />