bcw.s.s.02143.02143

SHEAR PLATE CONNECTION SUMMARY

Filler Beam profile: W18X60
Column profile: W14X145
Slope: 0.00 deg.
Skew: 67.90
Vertical Offset: 0.00
Horizontal Offset: 0.00
Span: 21.58 ft.
Reaction, V: 27.00 kips
Shear Capacity, Rn: 27.28 kips
Design/Reference according to AISC 14th Ed. - LRFD
Shear Plate: Extended Configuration
Beam material grade: A992
Support material grade: A992
Plate material grade: A572-GR.50
Weld grade: E70
Stabilizer plate grade: A572-GR.50
Shear Plate Size: 15.88 in. x 11.50 in. x 0.38 in.
Shear Plate Detailing Height at Support: 11.50 in.
Shear Plate Detailing Width at Support: 7.81 in.
Stabilizer plate size: 12.50 in. x 7.38 in. x 0.50 in.
(Required due to user requirement)
Configuration Geometry:
Welds at shear plate to support: CJP - TC-U4a-GF, R = 0.25, a = 45
Welds at stabilizer plate :
at column flange: 4/16 FILLET, 4/16 FILLET
at column web: 4/16 FILLET, 4/16 FILLET
at shear plate: 4/16 FILLET, 4/16 FILLET
Bolt: 3 rows x 2 columns 0.75 in. Diameter A325N_TC bolts
Vertical spacing: 4.50 in.
Horizontal spacing: 3.00 in.
Shear plate edge setback = 9.88 in.
Beam centerline setback = 10.12 in.
Edge distance at vertical edge of plate: 1.50 in.
Edge distance at top edge of plate: 1.25 in.
Edge distance at bottom edge of plate: 1.25 in.
Edge distance at vertical edge of beam: 1.50 in.
Horizontal distance to first hole: 11.38 in.
Down distance from top of filler beam flange: 3.00 in.
Holes in beam web: STD diameter = 0.81 in.
Holes in shear plate: SSL diameter = 0.81 in., slot width = 1.00 in.

BOLT SHEAR CAPACITY AT BEAM AND SHEAR PLATE SIDE:
Bolt Shear Capacity at Shear Load Only:
Using Instantaneous Center Of Rotation Method (AISC 7-1)
ex = 12.95 in.
Angle = 0.00 deg.
C = 1.52
Using Table 7-1 to determine (phi)rn:
(phi)Rn = (phi)rn * C = 17.89 * 1.52 = 27.28 kips


Total Vertical Bolt Shear Capacity = 27.28 kips
27.28 kips >= Reaction V = 27.00 kips (OK)

BOLT BEARING AT BEAM AND SHEAR PLATE SIDE
Vertical Shear Only Load Case:
ICR cordinate relative to CG = (1.29, 0.00)
At Row 1, At Column 1:
Ribolt = 17.56 kips
Ri vector at Beam   = <14.93, 9.25>
Lcsbm at Beam spacing  = 4.30 in.
Lcebm at Beam edge    = 5.29 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 4.30 * (0.41/1) * 65.00 = 104.48 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 5.29 * (0.41/1) * 65.00 = 128.44 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.41/1) * 65.00 = 36.42 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(104.48, 128.44, 36.42) = 36.42 kips/bolt
Ri vector at Shear Plate   = <-14.93, -9.25>
Lcsshpl at Shear Plate spacing  = 4.26 in.
Lceshpl at Shear Plate edge    = 12.79 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 4.26 * 0.38 * 65.00 = 93.37 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 12.79 * 0.38 * 65.00 = 280.65 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.38 * 65.00 = 32.91 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(93.37, 280.65, 32.91) = 32.91 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(36.42, 32.91) = 32.91 kips/bolt
Bolt Shear Demand to Bearing ratio = 32.91 / 17.56 = 1.87

At Row 1, At Column 2:
Ribolt = 17.34 kips
Ri vector at Beam   = <17.32, -0.82>
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 322.22 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.19 * (0.41/1) * 65.00 = 53.11 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 322.22 * (0.41/1) * 65.00 = 7822.82 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.41/1) * 65.00 = 36.42 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(53.11, 7822.82, 36.42) = 36.42 kips/bolt
Ri vector at Shear Plate   = <-17.32, 0.82>
Lcsshpl at Shear Plate spacing  = 2.00 in.
Lceshpl at Shear Plate edge    = 13.89 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 * 13.89 * 0.38 * 65.00 = 304.73 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.38 * 65.00 = 32.91 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(43.88, 304.73, 32.91) = 32.91 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(36.42, 32.91) = 32.91 kips/bolt
Bolt Shear Demand to Bearing ratio = 32.91 / 17.34 = 1.90

At Row 2, At Column 1:
Ribolt = 16.18 kips
Ri vector at Beam   = <-0.00, 16.18>
Lcsbm at Beam spacing  = 3.69 in.
Lcebm at Beam edge    = 7.09 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 3.69 * (0.41/1) * 65.00 = 89.53 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 7.09 * (0.41/1) * 65.00 = 172.22 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.41/1) * 65.00 = 36.42 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(89.53, 172.22, 36.42) = 36.42 kips/bolt
Ri vector at Shear Plate   = <0.00, -16.18>
Lcsshpl at Shear Plate spacing  = 3.69 in.
Lceshpl at Shear Plate edge    = 5.34 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 3.69 * 0.38 * 65.00 = 80.90 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 5.34 * 0.38 * 65.00 = 117.23 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.38 * 65.00 = 32.91 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(80.90, 117.23, 32.91) = 32.91 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(36.42, 32.91) = 32.91 kips/bolt
Bolt Shear Demand to Bearing ratio = 32.91 / 16.18 = 2.03

At Row 2, At Column 2:
Ribolt = 5.76 kips
Ri vector at Beam   = <-0.00, -5.76>
Lcsbm at Beam spacing  = 3.69 in.
Lcebm at Beam edge    = 10.29 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 3.69 * (0.41/1) * 65.00 = 89.53 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 10.29 * (0.41/1) * 65.00 = 249.91 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.41/1) * 65.00 = 36.42 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(89.53, 249.91, 36.42) = 36.42 kips/bolt
Ri vector at Shear Plate   = <0.00, 5.76>
Lcsshpl at Shear Plate spacing  = 3.69 in.
Lceshpl at Shear Plate edge    = 5.34 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 3.69 * 0.38 * 65.00 = 80.90 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 5.34 * 0.38 * 65.00 = 117.23 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.38 * 65.00 = 32.91 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(80.90, 117.23, 32.91) = 32.91 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(36.42, 32.91) = 32.91 kips/bolt
Bolt Shear Demand to Bearing ratio = 32.91 / 5.76 = 5.71

At Row 3, At Column 1:
Ribolt = 17.56 kips
Ri vector at Beam   = <-14.93, 9.25>
Lcsbm at Beam spacing  = 4.30 in.
Lcebm at Beam edge    = 1.36 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 4.30 * (0.41/1) * 65.00 = 104.48 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 1.36 * (0.41/1) * 65.00 = 32.98 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.41/1) * 65.00 = 36.42 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(104.48, 32.98, 36.42) = 32.98 kips/bolt
Ri vector at Shear Plate   = <14.93, -9.25>
Lcsshpl at Shear Plate spacing  = 4.26 in.
Lceshpl at Shear Plate edge    = 1.79 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 4.26 * 0.38 * 65.00 = 93.37 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 1.79 * 0.38 * 65.00 = 39.17 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.38 * 65.00 = 32.91 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(93.37, 39.17, 32.91) = 32.91 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(32.98, 32.91) = 32.91 kips/bolt
Bolt Shear Demand to Bearing ratio = 32.91 / 17.56 = 1.87

At Row 3, At Column 2:
Ribolt = 17.34 kips
Ri vector at Beam   = <-17.32, -0.82>
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 4.10 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.19 * (0.41/1) * 65.00 = 53.11 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 4.10 * (0.41/1) * 65.00 = 99.51 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.41/1) * 65.00 = 36.42 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(53.11, 99.51, 36.42) = 36.42 kips/bolt
Ri vector at Shear Plate   = <17.32, 0.82>
Lcsshpl at Shear Plate spacing  = 2.00 in.
Lceshpl at Shear Plate edge    = 1.00 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 * 1.00 * 0.38 * 65.00 = 21.96 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.38 * 65.00 = 32.91 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(43.88, 21.96, 32.91) = 21.96 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(36.42, 21.96) = 21.96 kips/bolt
Bolt Shear Demand to Bearing ratio = 21.96 / 17.34 = 1.27

Min Bolt Shear Demand to Bearing ratio Beam and Shear Plate for vertical shear only
 = min(1.00, 1.87, 1.90, 2.03, 5.71, 1.87, 1.27) = 1.00

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 = 1.00 * 27.28 = 27.28 kips
Rbv = 27.28 kips >= Reaction V = 27.00 kips (OK)

Web Depth = d - [Top Cope Depth] - [Bottom Cope Depth] = 18.20 - 0.00 - 0.00 = 18.20 in.

Using AISC 14th Ed. Equation J4-3
Gross Area (Shear), Agross = [Web Depth] * tw = 18.20 * 0.41 = 7.55 in^2
Shear Yielding, (phi)Vny = (phi) * 0.6 * Fybeam * Agross = 1.00 * 0.6 * 50.00 * 7.55 = 226.59 kips

Using AISC 14th Ed. Equation J4-4
Net Area (Shear), Anet = ([Web Depth] - ([# rows] * [Diameter + 0.06])) * tw 
    = (18.20 - (3 * 0.88)) * 0.41 = 6.46 in^2
Shear Rupture, (phi)Vnu = (phi) * 0.6 * Fubeam * Anet = 0.75 * 0.6 * 65.00 * 6.46 = 189.07 kips


Check Horizontal 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 Shear for Axial T/C is not required.

Using AISC 14th Ed. Equation J4-3
Gross Area, Ag = 0.38 * 11.50 = 4.31 in^2
Shear Yielding, (phi)Vny = (phi) * 0.6 * Fypl * Ag = 1.00 * 0.6 * 50.00 * 4.31 = 129.38 kips

129.38 kips >= Reaction V = 27.00 kips (OK)

Using AISC 14th Ed. Equation J4-4
Net Area, An = (11.50 - (3 * (0.81 + 1/16))) * 0.38 = 3.33 in^2
Shear Rupture, (phi)Vnu = (phi) * 0.6 * Fupl * An = 0.75 * 0.6 * 65.00 * 3.33 = 97.35 kips

97.35 kips >= Reaction V = 27.00 kips (OK)


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 = (11.50 - 1.25) = 10.25 in.
Net Shear Length = 10.25 - (2.50 * (0.81 + 0.06)) = 8.06 in.
Gross Tension Length = (3.00 + 1.50) = 4.50 in.
Net Tension Length = 4.50 - (1.50 * (1.00 + 0.06)) = 2.91 in.
1. (phi) * [material thickness] * ((0.60 * Fupl* [net shear length]) + (Ubs * Fupl * [net tension length])) 
    = 0.75 * 0.38 * ((0.60 * 65.00 * 8.06) + (0.50 * 65.00 * 2.91)) = 115.00 kips
2. (phi) * [material thickness] * ((0.60 * Fypl * [gross shear length]) + (Ubs * Fupl * [net tension length])) 
    = 0.75 * 0.38 * ((0.60 * 50.00 * 10.25) + (0.50 * 65.00 * 2.91)) = 113.05 kips
Block Shear = 113.05 kips

Block 2 (Shear): 
Gross Shear Length = 2 * (11.50 - 1.25) = 20.50 in.
Net Shear Length = 2 * ( 10.25 - (2.50 * (0.81 + 0.06)) ) = 16.12 in.
Gross Tension Length = (3.00 + 1.50) - 1.50 = 3.00 in.
Net Tension Length = 3.00 - 1 * (1.00 + 0.06) = 1.94 in.
1. (phi) * [material thickness] * ((0.60 * Fupl* [net shear length]) + (Ubs * Fupl * [net tension length])) 
    = 0.75 * 0.38 * ((0.60 * 65.00 * 16.12) + (0.50 * 65.00 * 1.94)) = 194.59 kips
2. (phi) * [material thickness] * ((0.60 * Fypl * [gross shear length]) + (Ubs * Fupl * [net tension length])) 
    = 0.75 * 0.38 * ((0.60 * 50.00 * 20.50) + (0.50 * 65.00 * 1.94)) = 190.68 kips
Block Shear = 190.68 kips
113.05 kips >= Reaction V = 27.00 kips (OK)

Block Shear for Axial T/C is not required.

Flexural and Buckling Strength:

Eccentricity at first line of bolts, e = 11.45 in.
Zgross = 12.40 in^3
Znet   = 9.37 in^3
Sgross = 8.27 in^3
Snet   = 5.95 in^3

Using AISC 14th Ed. Equation 9-4
Flexural Rupture = (phi) * Fu * Znet / e = 0.75 * 65.00 * 9.37 / 11.45 = 39.91 kips


Using AISC 14th Ed. Equation 9-14 through 9-18, Fcr = Fy * Q
tw = 0.38 in.
ho = 11.50 in.
c = 11.45 in.
lambda = (ho * Fy ^ 0.5) / ( 10 * tw * ( 475.00 + 280.00 * (ho / c)^2 ) ^0.5 ) = 
 = 11.50 * 50.00^0.5 / (10 * 0.38 * (475.00 + 280.00 * (11.50/11.45)^2 )^0.5) = 0.79
When 0.70 < lambda <= 1.41, Q=1.34 - 0.49 * lambda
Q = 0.96
Fcrmin =phi * Fcr = 0.90 * 50.00 * 0.96 = 43.07 ksi

Using AISC 14th Ed. Equation 9-6
Buckling = Fcr * Sgross / e = 43.07 * 8.27 / 11.45 = 31.09 kips

Interaction Check of Flexural Yielding, Per AISC 10-5: 
Eccentricity at CG of Bolt Group, e = 12.95 in.
Zgross = 12.40
Znet = 12.40
Mr = Vr * e = 27.00 * 12.95 = 349.68 kips-in
Mc = phi * Mn = phi * Fy * Zgross = 0.90 * 50.00 * 12.40 = 557.93 kips-in
Vr = 27.00 kips
Vc = phi * Vn = phi * 0.60 * Fy * Ag = 1.00 * 0.60 * 50.00 * 4.31 = 129.38 kips
Interaction due to moment and shear, (Vr/Vc)^2 + (Mr/Mc)^2 <= 1.0
(Vr/Vc)^2 + (Mr/Mc)^2 = (27.00 / 129.38)^2 + (349.68 / 557.93)^2 = 0.44 <= 1  (OK)

Note: Mn <= 1.6My by inspection

MAXIMUM PLATE THICKNESS:
No of bolt columns = 2
tp  < = db/2 + 1/16 = 0.38 <= 0.44 OK
tw  < = db/2 + 1/16 = 0.41 <= 0.44 OK
Leh(plate) >= 2 * db = 1.50 >= 1.50 OK
Leh(bm) >= 2 * db = 1.50 >= 1.50 OK
Maximum Plate Thickness is Not a Limiting Criteria.

STABILIZER PLATE:

Available Strength to Resist Lateral Displacement:
Using AISC 14th Ed. Equation 10-6
phiRn = 1500.00  * 3.14159 * L * tp^3 / a^2 = 0.90 * 1500.00 * 3.14159 * 11.50 * 0.38^3 / 11.38^2 = 19.88 kips
Stabilizer Plate Required for lateral displacement

Torsional Strength:
Using AISC 14th Ed. Equation 10-8 and 10-7
Required, Mta or Mtu = Ru * (tw + tp) /2 = 27.00 * ((0.44 + 0.38) / 2) = 10.97 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) - (27.00 / (11.50 * 0.38))) * 0.5 * 11.50 * 0.38^2 = 19.20 kips-in
Stabilizer Plate Not Required for torsional strength

WELD:

Strength of CJP weld at joint limited by support base material thickness: 
tsup = 0.68 in.
connection length, L = 10.50 in.
theta = atan(P/V) = atan( 0.00/27.00) = 0.00 deg. 
Support shear yielding, 
Using AISC 14th Ed. Equation J4-3
Shear Area, Ag = L * tsup = 10.50 * 0.68 = 7.14 in^2
Shear Yielding, (phi)Vny = (phi) * 0.6 * Fy * Ag * 2 vplanes / #connectsides = 1.00 * 0.6 * 50.00 * 7.14 * 2.00 / 2.00 = 214.20 kips

Support shear rupture, 
Using AISC 14th Ed. Equation J4-4
Shear Area, An = L * tsup = 10.50 * 0.68 = 7.14 in^2
Shear Rupture, (phi)Vnu = (phi) * 0.6 * Fu * An * 2 vplanes / #connectsides = 0.75 * 0.6 * 65.00 * 7.14 * 2.00 / 2.00 = 208.85 kips

Support strength, (phi)Rn = min(shear yielding, shear rupture) = min(214.20, 208.85) = 208.85 kips
Vertical Capacity, Vcap = (phi)Rn * cos(theta) = 208.85 * cos(0.00) = 208.85 kips
208.85 kips >= Reaction V = 27.00 kips (OK)