BOLT BEARING AT BEAM AND SHEAR PLATE SIDE
Vertical Shear Only Load Case:
ICR cordinate relative to CG = (0.87, 0.00)
At Row 1, At Column 1:
Ribolt = 23.90 kips
Ri vector at Beam = <0.53, 0.85>
Lcsbm at Beam spacing = 2.87 in.
Lcebm at Beam edge = 1.57 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.87 * (0.17/1) * 65.00 = 28.57 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 1.57 * (0.17/1) * 65.00 = 15.61 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.88 * (0.17/1) * 65.00 = 17.40 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(28.57, 15.61, 17.40) = 15.61 kips/bolt
Ri vector at Shear Plate = <-0.53, -0.85>
Lcsshpl at Shear Plate spacing = 2.81 in.
Lceshpl at Shear Plate edge = 4.29 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.81 * 0.25 * 65.00 = 41.04 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 4.29 * 0.25 * 65.00 = 62.71 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.88 * 0.25 * 65.00 = 25.59 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(41.04, 62.71, 25.59) = 25.59 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(15.61, 25.59) = 15.61 kips/bolt
Bolt Shear Demand to Bearing ratio = 15.61 / 23.90 = 0.65
At Row 1, At Column 2:
Ribolt = 22.42 kips
Ri vector at Beam = <0.92, -0.38>
Lcsbm at Beam spacing = 2.87 in.
Lcebm at Beam edge = 12.21 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.87 * (0.17/1) * 65.00 = 28.57 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 12.21 * (0.17/1) * 65.00 = 121.39 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.88 * (0.17/1) * 65.00 = 17.40 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(28.57, 121.39, 17.40) = 17.40 kips/bolt
Ri vector at Shear Plate = <-0.92, 0.38>
Lcsshpl at Shear Plate spacing = 2.81 in.
Lceshpl at Shear Plate edge = 2.28 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.81 * 0.25 * 65.00 = 41.04 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 2.28 * 0.25 * 65.00 = 33.34 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.88 * 0.25 * 65.00 = 25.59 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(41.04, 33.34, 25.59) = 25.59 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(17.40, 25.59) = 17.40 kips/bolt
Bolt Shear Demand to Bearing ratio = 17.40 / 22.42 = 0.78
At Row 2, At Column 1:
Ribolt = 23.90 kips
Ri vector at Beam = <-0.53, 0.85>
Lcsbm at Beam spacing = 2.87 in.
Lcebm at Beam edge = 2.78 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.87 * (0.17/1) * 65.00 = 28.57 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.78 * (0.17/1) * 65.00 = 27.62 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.88 * (0.17/1) * 65.00 = 17.40 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(28.57, 27.62, 17.40) = 17.40 kips/bolt
Ri vector at Shear Plate = <0.53, -0.85>
Lcsshpl at Shear Plate spacing = 2.81 in.
Lceshpl at Shear Plate edge = 0.74 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.81 * 0.25 * 65.00 = 41.04 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 0.74 * 0.25 * 65.00 = 10.81 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.88 * 0.25 * 65.00 = 25.59 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(41.04, 10.81, 25.59) = 10.81 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(17.40, 10.81) = 10.81 kips/bolt
Bolt Shear Demand to Bearing ratio = 10.81 / 23.90 = 0.45
At Row 2, At Column 2:
Ribolt = 22.42 kips
Ri vector at Beam = <-0.92, -0.38>
Lcsbm at Beam spacing = 2.87 in.
Lcebm at Beam edge = 4.41 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.87 * (0.17/1) * 65.00 = 28.57 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 4.41 * (0.17/1) * 65.00 = 43.87 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.88 * (0.17/1) * 65.00 = 17.40 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(28.57, 43.87, 17.40) = 17.40 kips/bolt
Ri vector at Shear Plate = <0.92, 0.38>
Lcsshpl at Shear Plate spacing = 2.81 in.
Lceshpl at Shear Plate edge = 1.25 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.81 * 0.25 * 65.00 = 41.04 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 1.25 * 0.25 * 65.00 = 18.32 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.88 * 0.25 * 65.00 = 25.59 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(41.04, 18.32, 25.59) = 18.32 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(17.40, 18.32) = 17.40 kips/bolt
Bolt Shear Demand to Bearing ratio = 17.40 / 22.42 = 0.78
Min Bolt Shear Demand to Bearing ratio Beam and Shear Plate for vertical shear only
= min(1.00, 0.65, 0.78, 0.45, 0.78) = 0.45
BEARING AT BEAM AND SHEAR PLATE SIDE SUMMARY:
Bearing Capacity at Vertical Shear Load Only, Rbv = Min Bolt Shear Demand to Bearing Ratio * Bolt Shear = 0.45 * 23.16 = 10.48 kips
Rbv = 10.48 kips >= Reaction V = 6.00 kips (OK) |
Web Depth = d - [Top Cope Depth] = 7.89 - 1.25 = 6.64 in.
Using AISC 15th Ed. Equation J4-3
Gross Area (Shear), Agross = [Web Depth] * tw = 6.64 * 0.17 = 1.13 in^2
Shear Yielding, (phi)Vny = (phi) * 0.6 * Fybeam * Agross = 1.00 * 0.6 * 50.00 * 1.13 = 33.86 kips
33.86 kips >= Reaction V = 6.00 kips (OK)
Shear Rupture:
Using AISC 15th Ed. Equation J4-4
Net Area (Shear), Anet = ([Web Depth] - [# rows] * (hole width + 0.06)) * tw
= (6.64 - 2 * (0.94 + 0.06)) * 0.17 = 0.79 in^2
Shear Rupture, (phi)Vnu = (phi) * 0.6 * Fubeam * Anet = 0.75 * 0.6 * 65.00 * 0.79 = 23.07 kips
23.07 kips >= Reaction V = 6.00 kips (OK)
Check Vertical Block Shear
Using AISC 15th Ed. Equation J4-5
Block Shear = {(phi) * ((0.6 * Fu * Anv) + (Ubs * Fu * Ant))} <= {(phi) * ((0.6 * Fy * Agv) + (Ubs * Fu * Ant))}
Block Shear for Reaction V is not required.
Block Shear for Axial T/C is not required.
Buckling and Flexure at End of Cope
(Top Cope Only at Section - Using AISC 15th Ed. Equations 9-4 to 9-14, F11-1)
Eccentricity at Section, e = 8.57 in.
tw = 0.17 in.
d = 7.89 in.
dc = 1.25 in.
c = 3.75 in.
ho = d - [Top Cope Depth] = 7.89 - 1.25 = 6.64 in.
Fybeam = 50.00 ksi
Snet1 (bolt holes not applicable) = 1.92 in^3
Snet2 (bolt holes applicable) = 1.92 in^3
Znet1 (bolt holes not applicable) = 3.48 in^3
Znet2 (bolt holes applicable) = 3.48 in^3
Mp = Fybeam * Znet1 = 50.00 * 3.48 = 174.10 kips-in
My = Fybeam * Snet1 = 50.00 * 1.92 = 96.15 kips-in
c/ho = 3.75/6.64 = 0.56
when c/ho <= 1.0, k = 2.2*(ho/c)^1.65 = 2.2*(6.64/3.75)^1.65 = 5.65
c/d = 3.75/7.89 = 0.48
when c/d <= 1.0, f = 2*(c/d) = 2*(3.75/7.89) = 0.95
k1 = max(f*k,1.61) = max(0.95*5.65,1.61) = 5.37
web slenderness, lambda = ho/tw = 6.64/0.17 = 39.06
limiting slenderness for compact web, lambdap = 0.475 * (k1 * E / Fybeam)^0.5 = 0.475 * (5.37 * 29000 / 50.00)^0.5 = 26.50
When lambdap < lambda <= 2*lambdap, then Mn = Mp - (Mp - My) * (lambda/lambdap - 1)
= 174.10 - (174.10 - 96.15) * (39.06/26.50 - 1) = 137.18 kips-in
Flexural Local Buckling Reaction Capacity, (phi)Rn = (phi) * Mn / e = 0.90 * 137.18 / 8.57 = 14.41 kips
Flexural Yielding using AISC 15th Ed. Equation F11-1
Reaction Capacity, (phi)Rn = min((phi) * Mp / e, (phi) * 1.6 * Fybeam * Snet1 / e) =
= min(0.90 * 174.10 / 8.57, 0.90 * 1.6 * 50.00 * 1.92 / 8.57) = 16.16 kips
Flexural Rupture using AISC 15th Ed. Equation 9-4
Reaction Capacity, (phi)Rn = (phi)Mn / e = (phi) * Fubeam * Znet2 / e =
= 0.75 * 65.00 * 3.48 / 8.57 = 19.81 kips
Buckling and Flexure at Furthest Bolt Line within Cope
(Top Cope Only at Section - Using AISC 15th Ed. Equations 9-4 to 9-14, F11-1)
Eccentricity at Section, e = 6.57 in.
tw = 0.17 in.
d = 7.89 in.
dc = 1.25 in.
c = 3.75 in.
ho = d - [Top Cope Depth] = 7.89 - 1.25 = 6.64 in.
Fybeam = 50.00 ksi
Snet1 (bolt holes not applicable) = 1.92 in^3
Snet2 (bolt holes applicable) = 1.49 in^3
Znet1 (bolt holes not applicable) = 3.48 in^3
Znet2 (bolt holes applicable) = 2.52 in^3
Mp = Fybeam * Znet1 = 50.00 * 3.48 = 174.10 kips-in
My = Fybeam * Snet1 = 50.00 * 1.92 = 96.15 kips-in
c/ho = 3.75/6.64 = 0.56
when c/ho <= 1.0, k = 2.2*(ho/c)^1.65 = 2.2*(6.64/3.75)^1.65 = 5.65
c/d = 3.75/7.89 = 0.48
when c/d <= 1.0, f = 2*(c/d) = 2*(3.75/7.89) = 0.95
k1 = max(f*k,1.61) = max(0.95*5.65,1.61) = 5.37
web slenderness, lambda = ho/tw = 6.64/0.17 = 39.06
limiting slenderness for compact web, lambdap = 0.475 * (k1 * E / Fybeam)^0.5 = 0.475 * (5.37 * 29000 / 50.00)^0.5 = 26.50
When lambdap < lambda <= 2*lambdap, then Mn = Mp - (Mp - My) * (lambda/lambdap - 1)
= 174.10 - (174.10 - 96.15) * (39.06/26.50 - 1) = 137.18 kips-in
Flexural Local Buckling Reaction Capacity, (phi)Rn = (phi) * Mn / e = 0.90 * 137.18 / 6.57 = 18.80 kips
Flexural Yielding using AISC 15th Ed. Equation F11-1
Reaction Capacity, (phi)Rn = min((phi) * Mp / e, (phi) * 1.6 * Fybeam * Snet1 / e) =
= min(0.90 * 174.10 / 6.57, 0.90 * 1.6 * 50.00 * 1.92 / 6.57) = 21.08 kips
Flexural Rupture using AISC 15th Ed. Equation 9-4
Reaction Capacity, (phi)Rn = (phi)Mn / e = (phi) * Fubeam * Znet2 / e =
= 0.75 * 65.00 * 2.52 / 6.57 = 18.70 kips
Section Bending Strength Calculations Summary:
Buckling : 14.41 kips >= 6.00 kips (OK)
Flexural Yielding : 16.16 kips >= 6.00 kips (OK)
Flexural Rupture : 19.81 kips >= 6.00 kips (OK)
Buckling : 18.80 kips >= 6.00 kips (OK)
Flexural Yielding : 21.08 kips >= 6.00 kips (OK)
Flexural Rupture : 18.70 kips >= 6.00 kips (OK) |
Using AISC 15th Ed. Equation J4-3
Gross Area, Ag = 0.25 * 5.25 = 1.31 in^2
Shear Yielding, (phi)Vny = (phi) * 0.6 * Fypl * Ag = 1.00 * 0.6 * 50.00 * 1.31 = 39.38 kips
39.38 kips >= Reaction V = 6.00 kips (OK)
Shear Rupture:
Using AISC 15th Ed. Equation J4-4
Net Area, An = (5.25 - (2 * (0.94 + 0.06))) * 0.25 = 0.81 in^2
Shear Rupture, (phi)Vnu = (phi) * 0.6 * Fupl * An = 0.75 * 0.6 * 65.00 * 0.81 = 23.77 kips
23.77 kips >= Reaction V = 6.00 kips (OK)
Check Vertical Block Shear
Using AISC 15th 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 = (5.25 - 1.12) = 4.12 in.
Net Shear Length = 4.12 - (2 - 0.5) * (0.94 + 0.06) = 2.62 in.
Gross Tension Length = (3.00 + 1.75) = 4.75 in.
Net Tension Length = 4.75 - (2 - 0.5) * (1.12 + 0.06) = 2.97 in.
1. (phi) * [material thickness] * ((0.60 * Fupl* [net shear length]) + (Ubs * Fupl * [net tension length]))
= 0.75 * 0.25 * ((0.60 * 65.00 * 2.62) + (0.50 * 65.00 * 2.97)) = 37.29 kips
2. (phi) * [material thickness] * ((0.60 * Fypl * [gross shear length]) + (Ubs * Fupl * [net tension length]))
= 0.75 * 0.25 * ((0.60 * 50.00 * 4.12) + (0.50 * 65.00 * 2.97)) = 41.29 kips
Block Shear = 37.29 kips
Block 2 (Shear):
Gross Shear Length = 2 * (5.25 - 1.12) = 8.25 in.
Net Shear Length = 2 * ( 4.12 - (2 - 0.5) * (0.94 + 0.06) ) = 5.25 in.
Gross Tension Length = (3.00 + 1.75) - 1.75 = 3.00 in.
Net Tension Length = 3.00 - (2 - 1) * (1.12 + 0.06) = 1.81 in.
1. (phi) * [material thickness] * ((0.60 * Fupl* [net shear length]) + (Ubs * Fupl * [net tension length]))
= 0.75 * 0.25 * ((0.60 * 65.00 * 5.25) + (0.50 * 65.00 * 1.81)) = 49.44 kips
2. (phi) * [material thickness] * ((0.60 * Fypl * [gross shear length]) + (Ubs * Fupl * [net tension length]))
= 0.75 * 0.25 * ((0.60 * 50.00 * 8.25) + (0.50 * 65.00 * 1.81)) = 57.45 kips
Block Shear = 49.44 kips
Block Shear Total = min(Block Shear (1), Block Shear (2)) = min(37.29,49.44) = 37.29
37.29 kips >= Reaction V = 6.00 kips (OK)
Block Shear for Axial T/C is not required.
Check Flexural Yielding and Rupture:
Eccentricity at first line of bolts, e = 6.57 in.
Zgross = 1.72 in^3
Znet = 0.97 in^3
Sgross = 1.15 in^3
Snet = 0.70 in^3
Fypl = 50.00 ksi
Fupl = 65.00 ksi
Mp = Fypl * Zgross = 50.00 * 1.72 = 86.13 kips-in
My = Fypl * Sgross = 50.00 * 1.15 = 57.42 kips-in
Flexural Yielding using AISC 15th Ed. Equation F11-1
Reaction Capacity, (phi)Rn = min((phi) * Mp / e, (phi) * 1.6 * Fypl * Sgross / e) =
= min(0.90 * 86.13 / 6.57, 0.90 * 1.6 * 50.00 * 1.15 / 6.57) = 11.80 kips
11.80 kips >= 6.00 kips (OK)
Flexural Rupture using AISC 15th Ed. Equation 9-4
Reaction Capacity, (phi)Rn = (phi)Mn / e = (phi) * Fupl * Znet / e =
= 0.75 * 65.00 * 0.97 / 6.57 = 7.22 kips
7.22 kips >= 6.00 kips (OK)
Flexural and Buckling Strength:
Lateral Torsional Buckling using AISC 15th Ed. Equations 9-15 to 9-16, F11-1 to F11-4
t = tshpl = 0.25 in.
d = hshpl = 5.25 in.
drect = hshpl = 5.25 in.
dc = down distance (per AISC Example II.A-19B) = 3.00 in.
Lb = horizontal distance to first hole = 6.00 in.
Fypl = 50.00 ksi
Cb = max((3 + ln(Lb / d)) * (1 - dc / d), 1.84) =
= max((3 + ln(6.00 / 5.25)) * (1 - 3.00 / 5.25), 1.84) = 1.84
Lb * drect / t^2 = 6.00 * 5.25 / 0.25^2 = 504.00
0.08 * E / Fypl = 0.08 * 29000 / 50.00 = 46.40
1.9 * E / Fypl = 1.9 * 29000 / 50.00 = 1102.00
For case when 0.08 * E / Fypl < Lb * drect / t^2 <= 1.9 * E / Fypl
Mn = min(Cb * (1.52 - 0.274 * (Lb * drect / t^2) * Fypl / E) * My, Mp)
= min(1.84 * (1.52 - 0.274 * (6.00 * 5.25 / 0.25^2) * 50.00 / 29000) * 57.42, 86.13)
= min(135.44, 86.13) = 86.13 kips-in
Flexural Local Buckling Reaction Capacity, (phi)Rn = (phi) * Mn / e = 0.90 * 86.13 / 6.57 = 11.80 kips
11.80 kips >= 6.00 kips (OK)
Interaction Check of Flexural Yielding:
Using AISC 15th Ed. Equation 10-5
Eccentricity at first line of bolts, e = 6.57 in.
Sgross = 1.15 in^3
Zgross = 1.72 in^3
Mr = Vr * e = 6.00 * 6.57 = 39.41 kips-in
Mc = phi * Mn = min(phi * Fypl * Zgross, phi * 1.6 * Fypl * Sgross) =
= min(0.90 * 50.00 * 1.72, 0.90 * 1.6 * 50.00 * 1.15) = 77.52 kips-in
Vr = 6.00 kips
Vc = phi * Vn = phi * 0.60 * Fypl * Ag = 1.00 * 0.60 * 50.00 * 1.31 = 39.38 kips
Interaction due to moment and shear, (Vr/Vc)^2 + (Mr/Mc)^2 <= 1.0
(Vr/Vc)^2 + (Mr/Mc)^2 = (6.00 / 39.38)^2 + (39.41 / 77.52)^2 = 0.28
0.28 <= 1.00 (OK)
LATERAL-TORSIONAL STABILITY:
Available Strength to Resist Lateral Displacement:
Using Eq. 6, Thornton and Fortney 2011 Engineering Journal
(phi)Rn = 1500.00 * 3.14 * L * tp^3 / a^2 = 0.90 * 1500.00 * 3.14 * 5.25 * 0.25^3 / 6.00^2 = 9.66 kips
9.66 kips >= Reaction V = 6.00 kips (OK)
Torsional Strength:
Using Eq. 10 and Eq. 16, Thornton and Fortney 2011 Engineering Journal
Required, Mtu = Ru * (tw + tp) / 2 = 6.00 * ((0.19 + 0.25) / 2) = 1.31 kips-in
Lateral Shear Strength of Shear Plate, Mtn (no slab) = [(phiv) * (0.6 * Fyp) - (Ru / (L * tp))] * L * tp^2 / 2 =
= [(1.00) * (0.6 * 50.00) - (6.00 / (5.25 * 0.25))] * 5.25 * 0.25^2 / 2 = 4.17 kips-in
4.17 kips-in >= Mtu = 1.31 kips-in (OK)
MAXIMUM PLATE THICKNESS:
No of bolt columns = 2
tp < = db/2 + 0.06 = 0.25 <= 0.50 OK
tw < = db/2 + 0.06 = 0.17 <= 0.50 OK
Leh(plate) >= 2 * db = 1.75 >= 1.75 OK
Leh(bm) >= 2 * db = 1.75 >= 1.75 OK
Maximum Plate Thickness is Not a Limiting Criteria. |
WELD:
Strength of CJP weld at joint limited by support base material thickness:
tsup = 0.39 in.
connection length, L = 5.25 in.
theta = atan(P/V) = atan( 0.00/6.00) = 0.00 deg.
Support shear yielding,
Using AISC 15th Ed. Equation J4-3
Shear Area, Ag = L * tsup = 5.25 * 0.39 = 2.05 in^2
Shear Yielding, (phi)Vny = (phi) * 0.6 * Fy * Ag * 2 vplanes / #connectsides = 1.00 * 0.6 * 50.00 * 2.05 * 2.00 / 2.00 = 61.42 kips
Support shear rupture,
Using AISC 15th Ed. Equation J4-4
Shear Area, An = L * tsup = 5.25 * 0.39 = 2.05 in^2
Shear Rupture, (phi)Vnu = (phi) * 0.6 * Fu * An * 2 vplanes / #connectsides = 0.75 * 0.6 * 65.00 * 2.05 * 2.00 / 2.00 = 59.89 kips
Support strength, (phi)Rn = min(shear yielding, shear rupture) = min(61.42, 59.89) = 59.89 kips
Vertical Capacity, Vcap = (phi)Rn * cos(theta) = 59.89 * cos(0.00) = 59.89 kips
59.89 kips >= Reaction V = 6.00 kips (OK) |
