BOLT BEARING AT BEAM AND SHEAR PLATE SIDE
Vertical Shear Only Load Case:
ICR cordinate relative to CG = (9.61, 0.00)
At Row 1, At Column 1:
Ribolt = 23.90 kips
Ri vector at Beam = <0.42, 0.91>
Lcsbm at Beam spacing = na
Lcebm at Beam edge = 0.88 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = na
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 0.88 * (0.39/1) * 65.00 = 20.08 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.88 * (0.39/1) * 65.00 = 39.93 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(na, 20.08, 39.93) = 20.08 kips/bolt
Ri vector at Shear Plate = <-0.42, -0.91>
Lcsshpl at Shear Plate spacing = na
Lceshpl at Shear Plate edge = 4.75 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = na
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 4.75 * 0.38 * 65.00 = 104.26 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.88 * 0.38 * 65.00 = 38.39 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(na, 104.26, 38.39) = 38.39 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(20.08, 38.39) = 20.08 kips/bolt
Bolt Shear Demand to Bearing ratio = 20.08 / 23.90 = 0.84
At Row 2, At Column 1:
Ribolt = 23.75 kips
Ri vector at Beam = <0.15, 0.99>
Lcsbm at Beam spacing = 2.00 in.
Lcebm at Beam edge = 3.80 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.00 * (0.39/1) * 65.00 = 45.63 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 3.80 * (0.39/1) * 65.00 = 86.73 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.88 * (0.39/1) * 65.00 = 39.93 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(45.63, 86.73, 39.93) = 39.93 kips/bolt
Ri vector at Shear Plate = <-0.15, -0.99>
Lcsshpl at Shear Plate spacing = 2.00 in.
Lceshpl at Shear Plate edge = 6.71 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.00 * 0.38 * 65.00 = 43.88 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 6.71 * 0.38 * 65.00 = 147.10 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.88 * 0.38 * 65.00 = 38.39 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(43.88, 147.10, 38.39) = 38.39 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(39.93, 38.39) = 38.39 kips/bolt
Bolt Shear Demand to Bearing ratio = 38.39 / 23.75 = 1.62
At Row 3, At Column 1:
Ribolt = 23.75 kips
Ri vector at Beam = <-0.15, 0.99>
Lcsbm at Beam spacing = 2.00 in.
Lcebm at Beam edge = 6.84 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.00 * (0.39/1) * 65.00 = 45.63 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 6.84 * (0.39/1) * 65.00 = 156.01 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.88 * (0.39/1) * 65.00 = 39.93 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(45.63, 156.01, 39.93) = 39.93 kips/bolt
Ri vector at Shear Plate = <0.15, -0.99>
Lcsshpl at Shear Plate spacing = 2.00 in.
Lceshpl at Shear Plate edge = 3.67 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.00 * 0.38 * 65.00 = 43.88 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 3.67 * 0.38 * 65.00 = 80.49 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.88 * 0.38 * 65.00 = 38.39 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(43.88, 80.49, 38.39) = 38.39 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(39.93, 38.39) = 38.39 kips/bolt
Bolt Shear Demand to Bearing ratio = 38.39 / 23.75 = 1.62
At Row 4, At Column 1:
Ribolt = 23.90 kips
Ri vector at Beam = <-0.42, 0.91>
Lcsbm at Beam spacing = na
Lcebm at Beam edge = 3.63 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = na
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 3.63 * (0.39/1) * 65.00 = 82.72 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.88 * (0.39/1) * 65.00 = 39.93 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(na, 82.72, 39.93) = 39.93 kips/bolt
Ri vector at Shear Plate = <0.42, -0.91>
Lcsshpl at Shear Plate spacing = na
Lceshpl at Shear Plate edge = 0.69 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = na
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 0.69 * 0.38 * 65.00 = 15.14 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.88 * 0.38 * 65.00 = 38.39 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(na, 15.14, 38.39) = 15.14 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(39.93, 15.14) = 15.14 kips/bolt
Bolt Shear Demand to Bearing ratio = 15.14 / 23.90 = 0.63
Min Bolt Shear Demand to Bearing ratio Beam and Shear Plate for vertical shear only
= min(1.00, 0.84, 1.62, 1.62, 0.63) = 0.63
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 = 0.63 * 90.23 = 57.15 kips
Rbv = 57.15 kips >= Reaction V = 45.00 kips (OK) |
Web Depth = d - [Top Cope Depth] = 18.10 - 3.75 = 14.35 in.
Using AISC 15th Ed. Equation J4-3
Gross Area (Shear), Agross = [Web Depth] * tw = 14.35 * 0.39 = 5.60 in^2
Shear Yielding, (phi)Vny = (phi) * 0.6 * Fybeam * Agross = 1.00 * 0.6 * 50.00 * 5.60 = 167.90 kips
167.90 kips >= Reaction V = 45.00 kips (OK)
Shear Rupture:
Using AISC 15th Ed. Equation J4-4
Net Area (Shear), Anet = ([Web Depth] - [# rows] * (hole width + 0.06)) * tw
= (14.35 - 4 * (0.94 + 0.06)) * 0.39 = 4.04 in^2
Shear Rupture, (phi)Vnu = (phi) * 0.6 * Fubeam * Anet = 0.75 * 0.6 * 65.00 * 4.04 = 118.07 kips
118.07 kips >= Reaction V = 45.00 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 (1)
Gross Shear Length = [edge dist. at beam edge] + ([# rows - 1] * [spacing]) = 1.25 + (4 - 1) * 3.00 = 10.25 in.
Net Shear Length = Gross Shear Length - (# rows - 0.5) * (hole width + 0.06) = 10.25 - (4 - 0.5) * (0.94 + 0.06) = 6.75 in.
Gross Tension Length = [edge dist. at beam edge] + ([# cols - 1] * [spacing]) = 1.75 + (1 - 1) * 3.00 = 1.75 in.
Net Tension Length = Gross Tension Length - (# cols - 0.5) * (hole length + 0.06) = 1.75 - (1 - 0.5) * (0.94 + 0.06) = 1.25 in.
1. (phi) * [material thickness] * ((0.60 * Fubeam* [net shear length]) + (Ubs * Fubeam * [net tension length]))
= 0.75 * 0.39 * ((0.60 * 65.00 * 6.75) + (1.00 * 65.00 * 1.25)) = 100.77 kips
2. (phi) * [material thickness] * ((0.60 * Fybeam * [gross shear length]) + (Ubs * Fubeam * [net tension length]))
= 0.75 * 0.39 * ((0.60 * 50.00 * 10.25) + (1.00 * 65.00 * 1.25)) = 113.71 kips
Block Shear = 100.77 kips
Block Shear (1) Total = Block Shear (1) = 100.77 kips
100.77 kips >= Reaction V = 45.00 kips (OK)
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 = 4.21 in.
tw = 0.39 in.
d = 18.10 in.
dc = 3.75 in.
c = 3.50 in.
ho = d - [Top Cope Depth] = 18.10 - 3.75 = 14.35 in.
Fybeam = 50.00 ksi
Snet1 (bolt holes not applicable) = 20.87 in^3
Snet2 (bolt holes applicable) = 20.87 in^3
Znet1 (bolt holes not applicable) = 37.96 in^3
Znet2 (bolt holes applicable) = 37.96 in^3
Mp = Fybeam * Znet1 = 50.00 * 37.96 = 1898.24 kips-in
My = Fybeam * Snet1 = 50.00 * 20.87 = 1043.53 kips-in
c/ho = 3.50/14.35 = 0.24
when c/ho <= 1.0, k = 2.2*(ho/c)^1.65 = 2.2*(14.35/3.50)^1.65 = 22.57
c/d = 3.50/18.10 = 0.19
when c/d <= 1.0, f = 2*(c/d) = 2*(3.50/18.10) = 0.39
k1 = max(f*k,1.61) = max(0.39*22.57,1.61) = 8.73
web slenderness, lambda = ho/tw = 14.35/0.39 = 36.79
limiting slenderness for compact web, lambdap = 0.475 * (k1 * E / Fybeam)^0.5 = 0.475 * (8.73 * 29000 / 50.00)^0.5 = 33.80
When lambdap < lambda <= 2*lambdap, then Mn = Mp - (Mp - My) * (lambda/lambdap - 1)
= 1898.24 - (1898.24 - 1043.53) * (36.79/33.80 - 1) = 1822.41 kips-in
Flexural Local Buckling Reaction Capacity, (phi)Rn = (phi) * Mn / e = 0.90 * 1822.41 / 4.21 = 389.83 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 * 1898.24 / 4.21, 0.90 * 1.6 * 50.00 * 20.87 / 4.21) = 357.15 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 * 37.96 / 4.21 = 439.89 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 = 2.46 in.
tw = 0.39 in.
d = 18.10 in.
dc = 3.75 in.
c = 3.50 in.
ho = d - [Top Cope Depth] = 18.10 - 3.75 = 14.35 in.
Fybeam = 50.00 ksi
Snet1 (bolt holes not applicable) = 20.87 in^3
Snet2 (bolt holes applicable) = 14.37 in^3
Znet1 (bolt holes not applicable) = 37.96 in^3
Znet2 (bolt holes applicable) = 25.74 in^3
Mp = Fybeam * Znet1 = 50.00 * 37.96 = 1898.24 kips-in
My = Fybeam * Snet1 = 50.00 * 20.87 = 1043.53 kips-in
c/ho = 3.50/14.35 = 0.24
when c/ho <= 1.0, k = 2.2*(ho/c)^1.65 = 2.2*(14.35/3.50)^1.65 = 22.57
c/d = 3.50/18.10 = 0.19
when c/d <= 1.0, f = 2*(c/d) = 2*(3.50/18.10) = 0.39
k1 = max(f*k,1.61) = max(0.39*22.57,1.61) = 8.73
web slenderness, lambda = ho/tw = 14.35/0.39 = 36.79
limiting slenderness for compact web, lambdap = 0.475 * (k1 * E / Fybeam)^0.5 = 0.475 * (8.73 * 29000 / 50.00)^0.5 = 33.80
When lambdap < lambda <= 2*lambdap, then Mn = Mp - (Mp - My) * (lambda/lambdap - 1)
= 1898.24 - (1898.24 - 1043.53) * (36.79/33.80 - 1) = 1822.41 kips-in
Flexural Local Buckling Reaction Capacity, (phi)Rn = (phi) * Mn / e = 0.90 * 1822.41 / 2.46 = 667.43 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 * 1898.24 / 2.46, 0.90 * 1.6 * 50.00 * 20.87 / 2.46) = 611.48 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 * 25.74 / 2.46 = 510.58 kips
Section Bending Strength Calculations Summary:
Buckling : 389.83 kips >= 45.00 kips (OK)
Flexural Yielding : 357.15 kips >= 45.00 kips (OK)
Flexural Rupture : 439.89 kips >= 45.00 kips (OK)
Buckling : 667.43 kips >= 45.00 kips (OK)
Flexural Yielding : 611.48 kips >= 45.00 kips (OK)
Flexural Rupture : 510.58 kips >= 45.00 kips (OK) |
Using AISC 15th Ed. Equation J4-3
Gross Area, Ag = 0.38 * 11.25 = 4.22 in^2
Shear Yielding, (phi)Vny = (phi) * 0.6 * Fypl * Ag = 1.00 * 0.6 * 50.00 * 4.22 = 126.56 kips
126.56 kips >= Reaction V = 45.00 kips (OK)
Shear Rupture:
Using AISC 15th Ed. Equation J4-4
Net Area, An = (11.25 - (4 * (0.94 + 0.06))) * 0.38 = 2.72 in^2
Shear Rupture, (phi)Vnu = (phi) * 0.6 * Fupl * An = 0.75 * 0.6 * 65.00 * 2.72 = 79.53 kips
79.53 kips >= Reaction V = 45.00 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 = (11.25 - 1.12) = 10.12 in.
Net Shear Length = 10.12 - (4 - 0.5) * (0.94 + 0.06) = 6.62 in.
Gross Tension Length = (0.00 + 1.75) = 1.75 in.
Net Tension Length = 1.75 - (1 - 0.5) * (1.12 + 0.06) = 1.16 in.
1. (phi) * [material thickness] * ((0.60 * Fupl* [net shear length]) + (Ubs * Fupl * [net tension length]))
= 0.75 * 0.38 * ((0.60 * 65.00 * 6.62) + (1.00 * 65.00 * 1.16)) = 93.81 kips
2. (phi) * [material thickness] * ((0.60 * Fypl * [gross shear length]) + (Ubs * Fupl * [net tension length]))
= 0.75 * 0.38 * ((0.60 * 50.00 * 10.12) + (1.00 * 65.00 * 1.16)) = 106.57 kips
Block Shear = 93.81 kips
93.81 kips >= Reaction V = 45.00 kips (OK)
Block Shear for Axial T/C is not required.
Check Flexural Yielding and Rupture:
Eccentricity due to Conventional Config. (e = a/2), e = 1.13 in.
Zgross = 11.87 in^3
Znet = 7.37 in^3
Sgross = 7.91 in^3
Snet = 4.89 in^3
Fypl = 50.00 ksi
Fupl = 65.00 ksi
Mp = Fypl * Zgross = 50.00 * 11.87 = 593.26 kips-in
My = Fypl * Sgross = 50.00 * 7.91 = 395.51 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 * 593.26 / 1.13, 0.90 * 1.6 * 50.00 * 7.91 / 1.13) = 472.08 kips
472.08 kips >= 45.00 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 * 7.37 / 1.13 = 317.47 kips
317.47 kips >= 45.00 kips (OK)
Interaction Check of Flexural Yielding:
Using AISC 15th Ed. Equation 10-5
Eccentricity due to Conventional Config. (e = a/2), e = 1.13 in.
Sgross = 7.91 in^3
Zgross = 11.87 in^3
Mr = Vr * e = 45.00 * 1.13 = 50.90 kips-in
Mc = phi * Mn = min(phi * Fypl * Zgross, phi * 1.6 * Fypl * Sgross) =
= min(0.90 * 50.00 * 11.87, 0.90 * 1.6 * 50.00 * 7.91) = 533.94 kips-in
Vr = 45.00 kips
Vc = phi * Vn = phi * 0.60 * Fypl * Ag = 1.00 * 0.60 * 50.00 * 4.22 = 126.56 kips
Interaction due to moment and shear, (Vr/Vc)^2 + (Mr/Mc)^2 <= 1.0
(Vr/Vc)^2 + (Mr/Mc)^2 = (45.00 / 126.56)^2 + (50.90 / 533.94)^2 = 0.14
0.14 <= 1.00 (OK)
MAXIMUM PLATE THICKNESS:
No of columns = 1
Distance cl top to cl bot bolts <= 12" (Equivalent depth of n = 1 to 5 at 3", AISC 15th Ed. Table 10-9)
Slot shape = SSL
tmax = Unlimited
Maximum Plate Thickness is Not a Limiting Criteria. |
Plate Thickness, tshpl = 0.38 in.
Skew = 86.32 deg.
Dihedral Angle, DA = Skew = 86.32 deg.
Gap on Obtuse Angle Side Without Shear Plate Bevel = 0.02 in. < 0.06 in., Weld Size Need Not Account for Gap per AWS D1.1/D1.1M (2015, p.511, C-5.21.1)
Weld Length for shear, Lv = 11.25 in.
Minimum weld sizes:
Acute Side Weld per Table J2.4 = 0.19 in.
Obtuse Side Weld per Table J2.4 = 0.19 in.
Per User Preference = 0.19 in.
Per 5/8*tshpl:
Required Effective Throat (Square Case), teff = 5/8 * tshpl * 2^0.5/2 = 0.62 * 0.38 * 2^0.5/2 = 0.17 in.
Required Acute Side Weld, treqa = (teff/cos(DA/2)) * sin(DA) = (0.17 / cos(86.32/2)) * sin(86.32) = 0.23 in.
Required Obtuse Side Weld (gap < 0.06), treqo = (teff*sin(DA)) / sin(DA/2) = (0.17 * sin(86.32)) / sin(86.32/2) = 0.24 in.
Weld design size:
Acute Side Weld, D1 = max(Table J2.4 Min, User Pref Min, treqa) = max(0.19, 0.19, 0.23) = RoundUp(0.23) = 0.25 in., USE D1 = 4.00
Acute Side Effective Throat, teffa = ((D1/16)/sin(DA)) * cos(DA/2) = ((4.00/16) / sin(86.32)) * cos(86.32/2) = 0.18 in. >= 0.17 in. (OK)
Obtuse Side Weld, D2 = max(Table J2.4, User Pref Min, treqo) = max(0.19, 0.19, 0.24) = RoundUp(0.24) = 0.25 in., USE D2 = 4.00
Obtuse Side Effective throat (gap < 0.06), teffo = ((D2/16)/sin(DA)) * sin(DA/2) = ((4.00/16)/sin(86.32)) * sin(86.32/2) = 0.17 in. >= 0.17 in. (OK)
Dmax1 (using AISC 15th Ed. eqn 9-3)
= tshpl * Fushpl / ( Fexx * C1 * 0.09)
= 0.38 * 65.00 / ( 70.00 * 1.00 * 0.09 )
= 3.94
Dmax2 (using AISC 15th Ed. eqn 9-3)
= twbm * Fusupport / ( Fexx * C1 * 0.09 )
= 0.39 * 65.00 / ( 70.00 * 1.00 * 0.09 )
= 4.10
Dmax3 = project max fillet weld = 16.00
Dmax=min(Dmax1, Dmax2, Dmax3) = min(3.94, 4.10, 16.00)
= 3.94
Maximum effective throat, tmax = 3.94/16 * 2^0.5/2 = 0.17 in.
Weld Strength:
Vertical weld capacity during shear only load:
theta = 0 deg.
cPhi = 1.0 + 0.5 * sin(theta)^1.5 = 1.0 + 0.5 * sin(0.00)^1.5 = 1.00
(phi) * Rnv1 = (phi) * 0.60 * Fexx * cPhi * C1 * Lv * (min(teffa, tmax) + min(teffo, tmax))
= 0.75 * 0.60 * 70.00 * 1.00 * 1.00 * 11.25 * (min(0.18,0.17) + min(0.17,0.17)) = 122.43 kips
122.43 kips >= Reaction V = 45.00 kips (OK) |
