BOLT BEARING AT BEAM SIDE:
Vertical Shear Only Load Case:
ICR cordinate relative to CG = (3.66, -0.00)
At Row 1, At Column 1:
Ri1 = 11.71 kips
Ri vector at Beam = <7.42, 9.06>
Lcsbm at Beam spacing = na
Lcebm at Beam edge = 3.47 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * na * (0.30/1) * 65.00 = na
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.47 * (0.30/1) * 65.00 = 40.63 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.30/1) * 65.00 = 17.55 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(na, 40.63, 17.55) = 17.55 kips/bolt
Ri vector at Shear Plate = <-7.42, -9.06>
Lcsshpl at Shear Plate spacing = na
Lceshpl at Shear Plate edge = 4.21 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * na * 0.38 * 58.00 = na
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 4.21 * 0.38 * 58.00 = 54.91 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.38 * 58.00 = 19.57 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(na, 54.91, 19.57) = 19.57 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(17.550, 19.575) = 17.55 kips/bolt
Bolt Shear Demand to Bearing ratio = 17.55 / 11.71 = 1.50
At Row 2, At Column 1:
Ri1 = 11.45 kips
Ri vector at Beam = <-0.00, 11.45>
Lcsbm at Beam spacing = 2.19 in.
Lcebm at Beam edge = 5.59 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.19 * (0.30/1) * 65.00 = 25.59 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 5.59 * (0.30/1) * 65.00 = 65.45 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.30/1) * 65.00 = 17.55 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(25.59, 65.45, 17.55) = 17.55 kips/bolt
Ri vector at Shear Plate = <0.00, -11.45>
Lcsshpl at Shear Plate spacing = 2.19 in.
Lceshpl at Shear Plate edge = 3.84 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2.19 * 0.38 * 58.00 = 28.55 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 3.84 * 0.38 * 58.00 = 50.16 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.38 * 58.00 = 19.57 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(28.55, 50.16, 19.57) = 19.57 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(17.550, 19.575) = 17.55 kips/bolt
Bolt Shear Demand to Bearing ratio = 17.55 / 11.45 = 1.53
At Row 3, At Column 1:
Ri1 = 11.71 kips
Ri vector at Beam = <-7.42, 9.06>
Lcsbm at Beam spacing = na
Lcebm at Beam edge = 2.75 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * na * (0.30/1) * 65.00 = na
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.75 * (0.30/1) * 65.00 = 32.17 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.30/1) * 65.00 = 17.55 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(na, 32.17, 17.55) = 17.55 kips/bolt
Ri vector at Shear Plate = <7.42, -9.06>
Lcsshpl at Shear Plate spacing = na
Lceshpl at Shear Plate edge = 1.09 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * na * 0.38 * 58.00 = na
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 1.09 * 0.38 * 58.00 = 14.24 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.38 * 58.00 = 19.57 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(na, 14.24, 19.57) = 14.24 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(17.550, 14.236) = 14.24 kips/bolt
Bolt Shear Demand to Bearing ratio = 14.24 / 11.71 = 1.22
Min Bolt Shear Demand to Bearing ratio for vertical shear only = min(1.0, 1.49902, 1.53311, 1.21592) = 1.00
Bearing Capacity at Beam and Shear Plate at Vertical Shear Load Only, Rbv1 = Min Bolt Shear Demand to Bearing Ratio * Bolt Shear = 1.00 * 29.56 = 29.56 kips |
WELD:
Weld Requirements:
At shear only case:
Weld Length for shear, Lv = 8.500 in.
Shear Load per inch per weld, fv = R/Lv/2 = 26.000 / 8.500 / 2 = 1.529 kips/in/ weld
theta = 0 deg.
cPhi = 1.0 + 0.5 * sin(0)^1.5 = 1.000
Weld Coefficient = 0.6 * 70.000 * 1.000 * 1.000 * (2^0.5/2)*(1/16) = 1.856
Required weld size, Dv = fv/ (1/omega * coeff) = 1.529 / (0.500 * 1.856) = 1.648/16
Minimum fillet weld size :
At shear only load case = 0.10 in.
per Table J2.4 = 0.19 in.
5/8(tp) = 0.23 in.
user preference = 0.25 in.
Dmax1 (using eqn 9-3)
= tshpl * Fushpl / ( Fexx * C1 * 0.088)
= 0.375 * 58.000 / ( 70.000 * 1.000 * 0.088 )
= 3.515
Dmax2 (using eqn 9-2)
= tfsupport * Fusupport / ( Fexx * C1 * 0.044 )
= 0.860 * 65.000 / ( 70.000 * 1.000 * 0.044 )
= 18.070
Dmax3 = project max fillet weld = 12.000
Dmax=min(Dmax1, Dmax2, Dmax3) = min(3.515, 18.070, 12.000)
= 3.515
Dihedral Angle, DA = 88.40 deg.
Gap on Obtuse Angle Side = 0.01 in.
Use weld size
Acute Side D1 = 4.00
Obtuse Side D2 = 4.00
Weld Strength :
Vertical weld capacity during shear only load, 1/omega * Rnv1 = 0.50 * 1.86 * 8.50 * (3.52 + 3.52) = 55.46 kips
Check Effective Throat:
Acute Side Effect throat = (D1/sin(DA)) * cos(DA/2) = (0.25/ sin( 88.40)) * cos( 44.20) = 0.18 in.
Obtuse Side Effect throat = ((D2/sin(DA)-tshpl/tan(DA))*sin((180-(180-DA))/2))= ((0.25 / sin(88.40) -0.38 / tan(88.40)) * sin((180 - (180 - 88.40)) / 2)) = 0.17 in.
Total Effective Throat = 0.18 + 0.17 = 0.35 in.
Total Effective Throat of Square Case = D1 * 2^0.5 = 0.25 * 2^0.5 = 0.35 in.
0.35 in. <= 0.35 in. (OK) |