BOLT BEARING AT SUPPORT AND ANGLE 1 SIDE
Vertical Shear Only Load Case:
At Row 1, At Column 1:
(phi)Rnbolt = 17.89 kips
Lcssupp at Support spacing = 2.19 in.
Lcesupp at Support edge = 14.84 in.
(phi)Rnssupp at Support spacing = (phi) * hf1 * Lcs * (twsup/# bolt sides supported) * Fu = 0.75 * 1.20 * 2.19 * (0.55/2) * 65.00 = 35.19 kips/bolt
(phi)Rnesupp at Support edge = (phi) * hf1 * Lce * (twsup/# bolt sides supported) * Fu = 0.75 * 1.20 * 14.84 * (0.55/2) * 65.00 = 238.80 kips/bolt
(phi)Rndsupp on Support at Bolt Diameter = (phi) * hf2 * db * (twsup/# bolt sides supported) * Fu = 0.75 * 2.40 * 0.75 * (0.55/2) * 65.00 = 24.13 kips/bolt
Support bearing capacity, (phi)Rnsupp = min((phi)Rnssupp,(phi)Rnesupp,(phi)Rndsupp) = min(35.19, 238.80, 24.13) = 24.13 kips/bolt
Lcsang1 at Angle 1 spacing = 2.19 in.
Lceang1 at Angle 1 edge = 0.59 in.
(phi)Rnsang1 at Angle 1 spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.19 * 0.38 * 65.00 = 47.99 kips/bolt
(phi)Rneang1 at Angle 1 edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 0.59 * 0.38 * 65.00 = 13.03 kips/bolt
(phi)Rndang1 on Angle 1 at Bolt Diameter = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.38 * 65.00 = 32.91 kips/bolt
Angle 1 bearing capacity, (phi)Rnang1 = min((phi)Rnsang1,(phi)Rneang1,(phi)Rndang1) = min(47.99, 13.03, 32.91) = 13.03 kips/bolt
(phi)Rn = min((phi)Rnbolt, (phi)Rnsupp, (phi)Rnang1) = min(17.89, 24.13, 13.03) = 13.03 kips/bolt
At Row 2, At Column 1:
(phi)Rnbolt = 17.89 kips
Lcssupp at Support spacing = 2.19 in.
Lcesupp at Support edge = 11.84 in.
(phi)Rnssupp at Support spacing = (phi) * hf1 * Lcs * (twsup/# bolt sides supported) * Fu = 0.75 * 1.20 * 2.19 * (0.55/2) * 65.00 = 35.19 kips/bolt
(phi)Rnesupp at Support edge = (phi) * hf1 * Lce * (twsup/# bolt sides supported) * Fu = 0.75 * 1.20 * 11.84 * (0.55/2) * 65.00 = 190.54 kips/bolt
(phi)Rndsupp on Support at Bolt Diameter = (phi) * hf2 * db * (twsup/# bolt sides supported) * Fu = 0.75 * 2.40 * 0.75 * (0.55/2) * 65.00 = 24.13 kips/bolt
Support bearing capacity, (phi)Rnsupp = min((phi)Rnssupp,(phi)Rnesupp,(phi)Rndsupp) = min(35.19, 190.54, 24.13) = 24.13 kips/bolt
Lcsang1 at Angle 1 spacing = 2.19 in.
Lceang1 at Angle 1 edge = 3.59 in.
(phi)Rnsang1 at Angle 1 spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.19 * 0.38 * 65.00 = 47.99 kips/bolt
(phi)Rneang1 at Angle 1 edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 3.59 * 0.38 * 65.00 = 78.84 kips/bolt
(phi)Rndang1 on Angle 1 at Bolt Diameter = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.38 * 65.00 = 32.91 kips/bolt
Angle 1 bearing capacity, (phi)Rnang1 = min((phi)Rnsang1,(phi)Rneang1,(phi)Rndang1) = min(47.99, 78.84, 32.91) = 32.91 kips/bolt
(phi)Rn = min((phi)Rnbolt, (phi)Rnsupp, (phi)Rnang1) = min(17.89, 24.13, 32.91) = 17.89 kips/bolt
At Row 3, At Column 1:
(phi)Rnbolt = 17.89 kips
Lcssupp at Support spacing = 2.19 in.
Lcesupp at Support edge = 8.84 in.
(phi)Rnssupp at Support spacing = (phi) * hf1 * Lcs * (twsup/# bolt sides supported) * Fu = 0.75 * 1.20 * 2.19 * (0.55/1) * 65.00 = 70.38 kips/bolt
(phi)Rnesupp at Support edge = (phi) * hf1 * Lce * (twsup/# bolt sides supported) * Fu = 0.75 * 1.20 * 8.84 * (0.55/1) * 65.00 = 284.55 kips/bolt
(phi)Rndsupp on Support at Bolt Diameter = (phi) * hf2 * db * (twsup/# bolt sides supported) * Fu = 0.75 * 2.40 * 0.75 * (0.55/1) * 65.00 = 48.26 kips/bolt
Support bearing capacity, (phi)Rnsupp = min((phi)Rnssupp,(phi)Rnesupp,(phi)Rndsupp) = min(70.38, 284.55, 48.26) = 48.26 kips/bolt
Lcsang1 at Angle 1 spacing = 2.19 in.
Lceang1 at Angle 1 edge = 6.59 in.
(phi)Rnsang1 at Angle 1 spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.19 * 0.38 * 65.00 = 47.99 kips/bolt
(phi)Rneang1 at Angle 1 edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 6.59 * 0.38 * 65.00 = 144.65 kips/bolt
(phi)Rndang1 on Angle 1 at Bolt Diameter = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.38 * 65.00 = 32.91 kips/bolt
Angle 1 bearing capacity, (phi)Rnang1 = min((phi)Rnsang1,(phi)Rneang1,(phi)Rndang1) = min(47.99, 144.65, 32.91) = 32.91 kips/bolt
(phi)Rn = min((phi)Rnbolt, (phi)Rnsupp, (phi)Rnang1) = min(17.89, 48.26, 32.91) = 17.89 kips/bolt
Bearing Capacity at Support and Angle 1 for vertical shear only
= Sum{ Bearing At [(Row)i,(Column)i] }
= 13.03 + 17.89 + 17.89 = 48.81 kips
BOLT BEARING AT SUPPORT AND ANGLE 2 SIDE
Vertical Shear Only Load Case:
At Row 1, At Column 1:
(phi)Rnbolt = 17.89 kips
Lcssupp at Support spacing = 2.19 in.
Lcesupp at Support edge = 14.84 in.
(phi)Rnssupp at Support spacing = (phi) * hf1 * Lcs * (twsup/# bolt sides supported) * Fu = 0.75 * 1.20 * 2.19 * (0.55/2) * 65.00 = 35.19 kips/bolt
(phi)Rnesupp at Support edge = (phi) * hf1 * Lce * (twsup/# bolt sides supported) * Fu = 0.75 * 1.20 * 14.84 * (0.55/2) * 65.00 = 238.80 kips/bolt
(phi)Rndsupp on Support at Bolt Diameter = (phi) * hf2 * db * (twsup/# bolt sides supported) * Fu = 0.75 * 2.40 * 0.75 * (0.55/2) * 65.00 = 24.13 kips/bolt
Support bearing capacity, (phi)Rnsupp = min((phi)Rnssupp,(phi)Rnesupp,(phi)Rndsupp) = min(35.19, 238.80, 24.13) = 24.13 kips/bolt
Lcsang2 at Angle 2 spacing = 2.19 in.
Lceang2 at Angle 2 edge = 0.59 in.
(phi)Rnsang2 at Angle 2 spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.19 * 0.38 * 65.00 = 47.99 kips/bolt
(phi)Rneang2 at Angle 2 edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 0.59 * 0.38 * 65.00 = 13.03 kips/bolt
(phi)Rndang2 on Angle 2 at Bolt Diameter = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.38 * 65.00 = 32.91 kips/bolt
Angle 2 bearing capacity, (phi)Rnang2 = min((phi)Rnsang2,(phi)Rneang2,(phi)Rndang2) = min(47.99, 13.03, 32.91) = 13.03 kips/bolt
(phi)Rn = min((phi)Rnbolt, (phi)Rnsupp, (phi)Rnang2) = min(17.89, 24.13, 13.03) = 13.03 kips/bolt
At Row 2, At Column 1:
(phi)Rnbolt = 17.89 kips
Lcssupp at Support spacing = 2.19 in.
Lcesupp at Support edge = 11.84 in.
(phi)Rnssupp at Support spacing = (phi) * hf1 * Lcs * (twsup/# bolt sides supported) * Fu = 0.75 * 1.20 * 2.19 * (0.55/2) * 65.00 = 35.19 kips/bolt
(phi)Rnesupp at Support edge = (phi) * hf1 * Lce * (twsup/# bolt sides supported) * Fu = 0.75 * 1.20 * 11.84 * (0.55/2) * 65.00 = 190.54 kips/bolt
(phi)Rndsupp on Support at Bolt Diameter = (phi) * hf2 * db * (twsup/# bolt sides supported) * Fu = 0.75 * 2.40 * 0.75 * (0.55/2) * 65.00 = 24.13 kips/bolt
Support bearing capacity, (phi)Rnsupp = min((phi)Rnssupp,(phi)Rnesupp,(phi)Rndsupp) = min(35.19, 190.54, 24.13) = 24.13 kips/bolt
Lcsang2 at Angle 2 spacing = 2.19 in.
Lceang2 at Angle 2 edge = 3.59 in.
(phi)Rnsang2 at Angle 2 spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.19 * 0.38 * 65.00 = 47.99 kips/bolt
(phi)Rneang2 at Angle 2 edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 3.59 * 0.38 * 65.00 = 78.84 kips/bolt
(phi)Rndang2 on Angle 2 at Bolt Diameter = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.38 * 65.00 = 32.91 kips/bolt
Angle 2 bearing capacity, (phi)Rnang2 = min((phi)Rnsang2,(phi)Rneang2,(phi)Rndang2) = min(47.99, 78.84, 32.91) = 32.91 kips/bolt
(phi)Rn = min((phi)Rnbolt, (phi)Rnsupp, (phi)Rnang2) = min(17.89, 24.13, 32.91) = 17.89 kips/bolt
At Row 3, At Column 1:
(phi)Rnbolt = 17.89 kips
Lcssupp at Support spacing = 2.19 in.
Lcesupp at Support edge = 8.84 in.
(phi)Rnssupp at Support spacing = (phi) * hf1 * Lcs * (twsup/# bolt sides supported) * Fu = 0.75 * 1.20 * 2.19 * (0.55/1) * 65.00 = 70.38 kips/bolt
(phi)Rnesupp at Support edge = (phi) * hf1 * Lce * (twsup/# bolt sides supported) * Fu = 0.75 * 1.20 * 8.84 * (0.55/1) * 65.00 = 284.55 kips/bolt
(phi)Rndsupp on Support at Bolt Diameter = (phi) * hf2 * db * (twsup/# bolt sides supported) * Fu = 0.75 * 2.40 * 0.75 * (0.55/1) * 65.00 = 48.26 kips/bolt
Support bearing capacity, (phi)Rnsupp = min((phi)Rnssupp,(phi)Rnesupp,(phi)Rndsupp) = min(70.38, 284.55, 48.26) = 48.26 kips/bolt
Lcsang2 at Angle 2 spacing = 2.19 in.
Lceang2 at Angle 2 edge = 6.59 in.
(phi)Rnsang2 at Angle 2 spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.19 * 0.38 * 65.00 = 47.99 kips/bolt
(phi)Rneang2 at Angle 2 edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 6.59 * 0.38 * 65.00 = 144.65 kips/bolt
(phi)Rndang2 on Angle 2 at Bolt Diameter = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.38 * 65.00 = 32.91 kips/bolt
Angle 2 bearing capacity, (phi)Rnang2 = min((phi)Rnsang2,(phi)Rneang2,(phi)Rndang2) = min(47.99, 144.65, 32.91) = 32.91 kips/bolt
(phi)Rn = min((phi)Rnbolt, (phi)Rnsupp, (phi)Rnang2) = min(17.89, 48.26, 32.91) = 17.89 kips/bolt
Bearing Capacity at Support and Angle 2 for vertical shear only
= Sum{ Bearing At [(Row)i,(Column)i] }
= 13.03 + 17.89 + 17.89 = 48.81 kips
BEARING AT SUPPORT AND ANGLES SUMMARY:
Bearing Capacity at Vertical Shear Load Only, Rbv1 = Sum{ [(Row)i,(Column)i] } / gage1 ratio = 48.81 / 0.50 = 97.62 kips
Bearing Capacity at Vertical Shear Load Only, Rbv2 = Sum{ [(Row)i,(Column)i] } / gage2 ratio = 48.81 / 0.50 = 97.62 kips
Overall vertical Bearing Capacity Rbv = min(Rbv1, Rbv2) = min(97.62, 97.62) = 97.62 kips
97.62 kips >= 30.00 kips (OK) |
Angle1
Support Angle Leg
Using AISC 14th Ed. Equation J4-3
Gross Area, Ag = 0.38 * 8.00 = 3.00 in^2
Shear Yielding, (phi)Vny = (phi) * 0.6 * Fya * Ag = 1.00 * 0.6 * 50.00 * 3.00 = 90.00 kips
Using AISC 14th Ed. Equation J4-4
Net Area, An = (8.00 - (3 * (0.81 + 1/16))) * 0.38 = 2.02 in^2
Shear Rupture, (phi)Vnu = (phi) * 0.6 * Fua * An = 0.75 * 0.6 * 65.00 * 2.02 = 58.96 kips
Check Vertical Block Shear
Using AISC 14th Ed. Equation J4-5
Block Shear = {(phi) * ((0.6 * Fu * Anv) + (Ubs * Fu * Ant))} <= {(phi) * ((0.6 * Fy * Agv) + (Ubs * Fu * Ant))}
Block 1 (Shear):
Gross Shear Length = (8.00 - 1.00) = 7.00 in.
Net Shear Length = 7.00 - (2.50 * (0.81 + 1/16)) = 4.81 in.
Gross Tension Length = [edge dist.] = 1.41 in.
Net Tension Length = (1.41 - (1.00 + 1/16)/2) = 0.88 in.
1. (phi) * [material thickness] * ((0.60 * Fua* [net shear length]) + (Ubs * Fua * [net tension length]))
= 0.75 * 0.38 * ((0.60 * 65.00 * 4.81) + (1.00 * 65.00 * 0.88)) = 68.81 kips
2. (phi) * [material thickness] * ((0.60 * Fya * [gross shear length]) + (Ubs * Fua * [net tension length]))
= 0.75 * 0.38 * ((0.60 * 50.00 * 7.00) + (1.00 * 65.00 * 0.88)) = 75.08 kips
Block Shear = 68.81 kips
Beam Angle Leg
Using AISC 14th Ed. Equation J4-3
Gross Area, Ag = 0.38 * 8.00 = 3.00 in^2
Shear Yielding, (phi)Vny = (phi) * 0.6 * Fyangle * Ag = 1.00 * 0.6 * 50.00 * 3.00 = 90.00 kips
Using AISC 14th Ed. Equation J4-4
Net Area, An = 0.38 * 8.00 = 3.00 in^2
Shear Rupture, (phi)Vnu = (phi) * 0.6 * Fuangle * An = 0.75 * 0.6 * 65.00 * 3.00 = 87.75 kips
Flexural and Buckling Strength:
Eccentricity at Weld = 2.86
Zgross = 6.00 in^3
Znet = 6.00 in^3
Sgross = 4.00 in^3
Snet = 4.00 in^3
Using AISC 14th Ed. Equation 9-19
Flexural Yielding = (phi) * Fy * Sgross / e = 0.90 * 50.00 * 4.00 / 2.86 = 63.00 kips
Using AISC 14th Ed. Equation 9-4
Flexural Rupture = (phi) * Fu * Znet / e = 0.75 * 65.00 * 6.00 / 2.86 = 102.38 kips
Using AISC 14th Ed. Equation 9-14 through 9-18, Fcr = Fy * Q
tw = 0.38 in.
ho = 8.00 in.
c = 2.86 in.
lambda = (ho * Fy ^ 0.5) / ( 10 * tw * ( 475.00 + 280.00 * (ho / c)^2 ) ^0.5 ) =
= 8.00 * 50.00^0.5 / (10 * 0.38 * (475.00 + 280.00 * (8.00/2.86)^2 )^0.5) = 0.29
When lambda <= 0.70, Q=1
Q = 1.00
Fcrmin =phi * Fcr = 0.90 * 50.00 * 1.00 = 45.00 ksi
Using AISC 14th Ed. Equation 9-6
Buckling = Fcr * Sgross / e = 45.00 * 4.00 / 2.86 = 63.00 kips
Stress Interaction on Angle due to Combined Shear, Axial and Moment Loading:
Zgx = 6.00 in^3
Znx = 6.00 in^3
Zgy = 0.28 in^3
Zny = 0.28 in^3
Mrx = vertical reaction * ex = 15.00 * 2.86 = 42.86 kips-in
Mry = axial reaction * ey = 0.00 * 0.34 = 0.00 kips-in
Mcx = (phi) * Zgx * Min(Fy, Fcr) = 0.90 * 6.00 * Min(50.00, 50.00) = 270.00 kips-in
Mcy = (phi) * Zgy * Fy = 0.90 * 0.28 * 50.00 = 12.66 kips-in
Shear Stress on Gross Section = 15.00 / 3.00 = 5.00 ksi
Shear Stress on Net Section = 15.00 / 3.00 = 5.00 ksi
Axial Stress on Gross Section due to Axial force = 0.00 / 3.00 = 0.00 ksi
Axial Stress on Net Section due to Axial force = 0.00 / 3.00 = 0.00 ksi
Axial Stress on Gross Section due to Moment (shear) = 42.86 / 6.00 = 7.14 ksi
Axial Stress on Net Section due to Moment (shear) = 42.86 / 6.00 = 7.14 ksi
Axial Stress on Gross Section due to Moment (axial) = 0.00 / 0.28 = 0.00 ksi
Axial Stress on Net Section due to Moment (axial) = 0.00 / 0.28 = 0.00 ksi
Axial Stress on Gross Section (total) = 0.00 + 0.00 + 7.14 = 7.14 ksi
Axial Stress on Net Section (total) = 0.00 + 0.00 + 7.14 = 7.14 ksi
Shear Yield Stress Capacity (SYSC) = phi * 0.6 * Fy = 1.00 * 0.60 * 50.00 = 30.00 ksi
Tensile Yield Stress Capacity (TYSC) = phi * Fy = 0.90 * 50.00 = 45.00 ksi
Stress Interaction at Gross Section (elliptical):
(fvg / SYSC)^2 + (fag / TYSC )^2 = (5.00 / 30.00)^2 + (7.14 / 45.00 )^2 = 0.05 <= 1.0 (OK)
Shear Rupture Stress Capacity (SRSC) = phi * 0.6 * Fu = 0.75 * 0.60 * 65.00 = 29.25 ksi
Tensile Rupture Stress Capacity (TRSC) = phi * Fu = 0.75 * 65.00 = 48.75 ksi
Stress Interaction at Net Section (elliptical):
(fvn / SRSC)^2 + (fan / TRSC )^2 = (5.00 / 29.25)^2 + (7.14 / 48.75 )^2 = 0.05 <= 1.0 (OK)
Angle2
Support Angle Leg
Using AISC 14th Ed. Equation J4-3
Gross Area, Ag = 0.38 * 8.00 = 3.00 in^2
Shear Yielding, (phi)Vny = (phi) * 0.6 * Fya * Ag = 1.00 * 0.6 * 50.00 * 3.00 = 90.00 kips
Using AISC 14th Ed. Equation J4-4
Net Area, An = (8.00 - (3 * (0.81 + 1/16))) * 0.38 = 2.02 in^2
Shear Rupture, (phi)Vnu = (phi) * 0.6 * Fua * An = 0.75 * 0.6 * 65.00 * 2.02 = 58.96 kips
Check Vertical Block Shear
Using AISC 14th Ed. Equation J4-5
Block Shear = {(phi) * ((0.6 * Fu * Anv) + (Ubs * Fu * Ant))} <= {(phi) * ((0.6 * Fy * Agv) + (Ubs * Fu * Ant))}
Block 1 (Shear):
Gross Shear Length = (8.00 - 1.00) = 7.00 in.
Net Shear Length = 7.00 - (2.50 * (0.81 + 1/16)) = 4.81 in.
Gross Tension Length = [edge dist.] = 1.41 in.
Net Tension Length = (1.41 - (1.00 + 1/16)/2) = 0.88 in.
1. (phi) * [material thickness] * ((0.60 * Fua* [net shear length]) + (Ubs * Fua * [net tension length]))
= 0.75 * 0.38 * ((0.60 * 65.00 * 4.81) + (1.00 * 65.00 * 0.88)) = 68.81 kips
2. (phi) * [material thickness] * ((0.60 * Fya * [gross shear length]) + (Ubs * Fua * [net tension length]))
= 0.75 * 0.38 * ((0.60 * 50.00 * 7.00) + (1.00 * 65.00 * 0.88)) = 75.08 kips
Block Shear = 68.81 kips
Beam Angle Leg
Using AISC 14th Ed. Equation J4-3
Gross Area, Ag = 0.38 * 8.00 = 3.00 in^2
Shear Yielding, (phi)Vny = (phi) * 0.6 * Fyangle * Ag = 1.00 * 0.6 * 50.00 * 3.00 = 90.00 kips
Using AISC 14th Ed. Equation J4-4
Net Area, An = 0.38 * 8.00 = 3.00 in^2
Shear Rupture, (phi)Vnu = (phi) * 0.6 * Fuangle * An = 0.75 * 0.6 * 65.00 * 3.00 = 87.75 kips
Flexural and Buckling Strength:
Eccentricity at Weld = 2.86
Zgross = 6.00 in^3
Znet = 6.00 in^3
Sgross = 4.00 in^3
Snet = 4.00 in^3
Using AISC 14th Ed. Equation 9-19
Flexural Yielding = (phi) * Fy * Sgross / e = 0.90 * 50.00 * 4.00 / 2.86 = 63.00 kips
Using AISC 14th Ed. Equation 9-4
Flexural Rupture = (phi) * Fu * Znet / e = 0.75 * 65.00 * 6.00 / 2.86 = 102.38 kips
Using AISC 14th Ed. Equation 9-14 through 9-18, Fcr = Fy * Q
tw = 0.38 in.
ho = 8.00 in.
c = 2.86 in.
lambda = (ho * Fy ^ 0.5) / ( 10 * tw * ( 475.00 + 280.00 * (ho / c)^2 ) ^0.5 ) =
= 8.00 * 50.00^0.5 / (10 * 0.38 * (475.00 + 280.00 * (8.00/2.86)^2 )^0.5) = 0.29
When lambda <= 0.70, Q=1
Q = 1.00
Fcrmin =phi * Fcr = 0.90 * 50.00 * 1.00 = 45.00 ksi
Using AISC 14th Ed. Equation 9-6
Buckling = Fcr * Sgross / e = 45.00 * 4.00 / 2.86 = 63.00 kips
Stress Interaction on Angle due to Combined Shear, Axial and Moment Loading:
Zgx = 6.00 in^3
Znx = 6.00 in^3
Zgy = 0.28 in^3
Zny = 0.28 in^3
Mrx = vertical reaction * ex = 15.00 * 2.86 = 42.86 kips-in
Mry = axial reaction * ey = 0.00 * 0.34 = 0.00 kips-in
Mcx = (phi) * Zgx * Min(Fy, Fcr) = 0.90 * 6.00 * Min(50.00, 50.00) = 270.00 kips-in
Mcy = (phi) * Zgy * Fy = 0.90 * 0.28 * 50.00 = 12.66 kips-in
Shear Stress on Gross Section = 15.00 / 3.00 = 5.00 ksi
Shear Stress on Net Section = 15.00 / 3.00 = 5.00 ksi
Axial Stress on Gross Section due to Axial force = 0.00 / 3.00 = 0.00 ksi
Axial Stress on Net Section due to Axial force = 0.00 / 3.00 = 0.00 ksi
Axial Stress on Gross Section due to Moment (shear) = 42.86 / 6.00 = 7.14 ksi
Axial Stress on Net Section due to Moment (shear) = 42.86 / 6.00 = 7.14 ksi
Axial Stress on Gross Section due to Moment (axial) = 0.00 / 0.28 = 0.00 ksi
Axial Stress on Net Section due to Moment (axial) = 0.00 / 0.28 = 0.00 ksi
Axial Stress on Gross Section (total) = 0.00 + 0.00 + 7.14 = 7.14 ksi
Axial Stress on Net Section (total) = 0.00 + 0.00 + 7.14 = 7.14 ksi
Shear Yield Stress Capacity (SYSC) = phi * 0.6 * Fy = 1.00 * 0.60 * 50.00 = 30.00 ksi
Tensile Yield Stress Capacity (TYSC) = phi * Fy = 0.90 * 50.00 = 45.00 ksi
Stress Interaction at Gross Section (elliptical):
(fvg / SYSC)^2 + (fag / TYSC )^2 = (5.00 / 30.00)^2 + (7.14 / 45.00 )^2 = 0.05 <= 1.0 (OK)
Shear Rupture Stress Capacity (SRSC) = phi * 0.6 * Fu = 0.75 * 0.60 * 65.00 = 29.25 ksi
Tensile Rupture Stress Capacity (TRSC) = phi * Fu = 0.75 * 65.00 = 48.75 ksi
Stress Interaction at Net Section (elliptical):
(fvn / SRSC)^2 + (fan / TRSC )^2 = (5.00 / 29.25)^2 + (7.14 / 48.75 )^2 = 0.05 <= 1.0 (OK)
Total Support Side Shear Yielding Capacity = min(YieldAngle1/Gage1 Ratio, YieldAngle2/Gage2 Ratio) = min(180.00 , 180.00) = 180.00 kips
180.00 kips >= Reaction V = 30.00 kips (OK)
Total Support Side Shear Rupture Capacity = min(RuptureAngle1/Gage1 Ratio, RuptureAngle2/Gage2 Ratio) = min(117.92 , 117.92) = 117.92 kips
117.92 kips >= Reaction V = 30.00 kips (OK)
Total Support Side Vertical Block Shear Capacity = min(BlockAngle1/Gage1 Ratio, BlockAngle2/Gage2 Ratio) = min(137.62 , 137.62) = 137.62 kips
137.62 kips >= Reaction V = 30.00 kips (OK)
Total Beam Side Shear Yielding Capacity = min (YieldAngle1/Gage1 Ratio , YieldAngle2/Gage2 Ratio) = min(180.00 , 180.00) = 180.00 kips
180.00 kips >= Reaction V = 30.00 kips (OK)
Total Beam Side Shear Rupture Capacity = min (RuptureAngle1/Gage1 Ratio , RuptureAngle2/Gage2 Ratio) = min(175.50 , 175.50) = 175.50 kips
175.50 kips >= Reaction V = 30.00 kips (OK)
Total Beam Side Flexure Yielding Capacity = min (FlexureYieldAngle1/Gage1 Ratio , FlexureYieldAngle2/Gage2 Ratio) = min(126.00 , 126.00) = 126.00 kips
126.00 kips >= Reaction V = 30.00 kips (OK)
Total Beam Side Flexure Rupture Capacity = min (FlexureRuptureAngle1/Gage1 Ratio , FlexureRuptureAngle2/Gage2 Ratio) = min(204.76 , 204.76) = 204.76 kips
204.76 kips >= Reaction V = 30.00 kips (OK)
Total Beam Side Bending Buckling Capacity = min (BendingBucklingAngle1/Gage1 Ratio , BendingBucklingAngle2/Gage2 Ratio) = min(126.00 , 126.00) = 126.00 kips
126.00 kips >= Reaction V = 30.00 kips (OK) |
Angles Welded to Beam:
Angle1 Beam Weld
k = 0.38
ex = 2.86
a = ex / l = 2.86 / 8.00 = 0.36
Loadangle = 0.00 deg
Weld Coefficient = 0.60 * Fexx * cphi * arrangement coefficient = 2.90
Dmax1 using min(eqn 9-2, tang - 0.06)
= min(tang * Fuang / ( Fexx * C1 * 0.04), tang - 0.06)
= min(0.38 * 65.00 / ( 70.00 * 1.00 * 0.04), 0.38 - 0.06)
= min(7.88, 5.00)
= 5.00
Dmax2 (using eqn 9-3)
= twbeam * Fubeam / ( Fexx * C1 * 0.09 )
= 0.32 * 65.00 / ( 70.00 * 1.00 * 0.09 )
= 3.31
Dmax3 = project max fillet weld = 12.00
Dmax=min(Dmax1, Dmax2, Dmax3) = min(5.00, 3.31, 12.00)
= 3.31
Use D = Min(angle thickness - 1/16, Max(Design Req, Table J2.4, User Pref Min)) = Min(5.00, Max(1.00, 3.00, 4.00)) = 4.00/16
Weld Strength = phi * weld coefficient * l * D = 0.75 * 2.90 * 8.00 * 3.31 = 57.60 kips
Angle2 Beam Weld
k = 0.38
ex = 2.86
a = ex / l = 2.86 / 8.00 = 0.36
Loadangle = 0.00 deg
Weld Coefficient = 0.60 * Fexx * cphi * arrangement coefficient = 2.90
Dmax1 using min(eqn 9-2, tang - 0.06)
= min(tang * Fuang / ( Fexx * C1 * 0.04), tang - 0.06)
= min(0.38 * 65.00 / ( 70.00 * 1.00 * 0.04), 0.38 - 0.06)
= min(7.88, 5.00)
= 5.00
Dmax2 (using eqn 9-3)
= twbeam * Fubeam / ( Fexx * C1 * 0.09 )
= 0.32 * 65.00 / ( 70.00 * 1.00 * 0.09 )
= 3.31
Dmax3 = project max fillet weld = 12.00
Dmax=min(Dmax1, Dmax2, Dmax3) = min(5.00, 3.31, 12.00)
= 3.31
Use D = Min(angle thickness - 1/16, Max(Design Req, Table J2.4, User Pref Min)) = Min(5.00, Max(1.00, 3.00, 4.00)) = 4.00/16
Weld Strength = phi * weld coefficient * l * D = 0.75 * 2.90 * 8.00 * 3.31 = 57.60 kips
Total Welds Shear Strength = min( Angle1 Weld Shear/Gage Ratio at Angle1 , Angle2 Weld Shear/Gage Ratio at Angle2 ) = min ( 115.20, 115.20) = 115.20 kips |
