Laserfiche WebLink
Customer S&H Systems <br />Project Collectors.com <br />Job Number <br />3 Beam Girder Connections.Page 6.3 <br />TRUE <br />d bolt Size Nx = Number of bolts in vertical alignment not on the neutral axis <br />Fy Beam 50 Ny = Number of bolts in rows not on the neutral axis <br />Fu Wf Beam 65 X horizontal distance to the CG of the bolt columns left or right of the NA <br />Fu Lt Ga Beam 65 Y = vertical distance to the CG of the bolt rows above or below the NA <br />Fy angle or plate 36 M@a = P * ( a + Sx*( Nc/2 - 0.5)) <br />Fu Angle or plate 58 Ix2 = NxX̅2 <br />Fnv / Ω A325N Bolts 27 Iy2 = Ny*Y̅2 <br />tp or plate thickness of angle Izp2 = Ix2 +Iy2 <br />Angle Ed Edge Distance 1.375 rx = T / Nbolts + M*Y̅ / Izp2 <br />Wf Beam Design-Toll edge Dist,1.125 ry = V / Nbolts + M* X̅ / Izp2 <br />Lt Ga. Beam Design-Toll. Edge Dist.1.125 r = (rx2 + ry2)0.5 <br />Ω bolts 2.00 10-124 <br />Ω bearing & tearout WF and Angles 2.00 16.1-111 <br />Ω bearing for Light Ga. 2.50 J3 r <= Rn / Ω <br />Ω Tear out for Light Ga. 2.22 J6 Allowable Bolt Shear <br />Ω Bending 1.67 Rn / Ω See Table 7-1 <br />Ω shear 1.67 Bearing & Tear out AISC J3.10 AISI J3.3.1 & J6 <br />L Height of angle or plate Rn/Ω = 3.0 d *t *Fu / Ω <br />Nb number of bolts Rn/Ω =1.5 * Lc * t * Fu / Ω For Wf &Angle <br />Nr Number of bolt rows Rn/Ω =0.6 * An * t * Fu / Ω = 1.2Lc * t * Fu / Ω Light Ga. <br />Nc Number of bolt columns Lc = min [ (Sx(Nc-1)+Ed* r/rx ) / (Nc-1),Sx,Sy]-( d+1/16) <br />sy Vertical Spacing Mnp / Ω = Fcr * Znet / Ω Sect J4.10 <br />sx Horiz Spacing fv = P / ( L* t ) <br />tw Minimum beam web thickness Fcr = [ Fy2 - 3*fvu <br />2 ].5 <br />N = Number of angles or plates per connection Z = tp * L2 / 4 <br />Angle Bending and Shear Znet = Z - (d+.0626) * Nr * ( SŸ ) <br />Single Angle recommendations Pg 10-144 IR = max( r / max ( Rnv,Rnbr ) , Mp / Mnp ) / Ω <br />Steele <br />Solutions Inc.10010 <br /> Minimum angle thickness of 3/8" for 3/4" and 7/8" <br />bolts, 1/2" for 1" bolts <br /> Minimum angle length be 1/2 the T dimension of the <br />beam being supported <br />per AISC 14th pg 10-8; all single vertical bolt column, double angle shear <br />connections, eccentricity can be ignored if a <= 3", so M@a = 0 <br />6737 W. Washington St. West Allis, WI 53214