bcw.s.s.02234.02301

SHEAR PLATE CONNECTION SUMMARY

NOTE: DESIGNED WITH MEMBERS CHOSEN ON ONLY ONE SIDE OF SUPPORT

Filler Beam profile: W16X31
Column profile: W14X120
Slope: 0.00 deg.
Skew: 90.00
Vertical Offset: 0.00 in.
Horizontal Offset: 0.00 in.
Span: 2.75 ft.
Reaction, V: 30.00 kips
Shear Capacity, Rn: 40.46 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: 13.62 in. x 11.50 in. x 0.38 in.
Shear Plate Detailing Height at Support: 11.50 in.
Shear Plate Detailing Width at Support: 7.00 in.
Stabilizer plate size: 12.50 in. x 5.81 in. x 0.50 in.
(Required due to user requirement)
Configuration Geometry:
Welds at shear plate to support: 4/16 FILLET, 4/16 FILLET
Welds at stabilizer plate :
at column flange: 4/16 FILLET, 4/16 FILLET
at shear plate: 4/16 FILLET, 4/16 FILLET
Bolt: 4 rows x 2 columns 0.75 in. Diameter A325N_TC bolts
Vertical spacing: 3.00 in.
Horizontal spacing: 3.00 in.
Shear plate edge setback = 7.62 in.
Beam centerline setback = 7.62 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: 9.12 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 = 10.62 in.
Angle = 0.00 deg.
C = 2.29
Using Table 7-1 to determine (phi)rn:
(phi)Rn = (phi)rn * C = 17.89 * 2.29 = 41.02 kips


Total Vertical Bolt Shear Capacity = 41.02 kips
41.02 kips >= Reaction V = 30.00 kips (OK)

BOLT BEARING AT BEAM AND SHEAR PLATE SIDE
Vertical Shear Only Load Case:
ICR cordinate relative to CG = (1.25, -0.00)
At Row 1, At Column 1:
Ribolt = 17.56 kips
Ri vector at Beam   = <14.98, 9.17>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 5.34 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 3.12 * (0.28/1) * 65.00 = 50.13 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 5.34 * (0.28/1) * 65.00 = 85.93 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.28/1) * 65.00 = 24.13 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(50.13, 85.93, 24.13) = 24.13 kips/bolt
Ri vector at Shear Plate   = <-14.98, -9.17>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 10.11 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 3.05 * 0.38 * 65.00 = 66.90 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 10.11 * 0.38 * 65.00 = 221.83 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(66.90, 221.83, 32.91) = 32.91 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(24.13, 32.91) = 24.13 kips/bolt
Bolt Shear Demand to Bearing ratio = 24.13 / 17.56 = 1.37

At Row 1, At Column 2:
Ribolt = 17.35 kips
Ri vector at Beam   = <17.32, -0.95>
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 235.57 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.19 * (0.28/1) * 65.00 = 35.19 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 235.57 * (0.28/1) * 65.00 = 3789.76 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.28/1) * 65.00 = 24.13 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(35.19, 3789.76, 24.13) = 24.13 kips/bolt
Ri vector at Shear Plate   = <-17.32, 0.95>
Lcsshpl at Shear Plate spacing  = 2.00 in.
Lceshpl at Shear Plate edge    = 11.64 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 * 11.64 * 0.38 * 65.00 = 255.41 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, 255.41, 32.91) = 32.91 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(24.13, 32.91) = 24.13 kips/bolt
Bolt Shear Demand to Bearing ratio = 24.13 / 17.35 = 1.39

At Row 2, At Column 1:
Ribolt = 16.55 kips
Ri vector at Beam   = <7.92, 14.53>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 6.43 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 3.12 * (0.28/1) * 65.00 = 50.13 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 6.43 * (0.28/1) * 65.00 = 103.38 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.28/1) * 65.00 = 24.13 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(50.13, 103.38, 24.13) = 24.13 kips/bolt
Ri vector at Shear Plate   = <-7.92, -14.53>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 7.79 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 3.05 * 0.38 * 65.00 = 66.90 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 7.79 * 0.38 * 65.00 = 170.97 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(66.90, 170.97, 32.91) = 32.91 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(24.13, 32.91) = 24.13 kips/bolt
Bolt Shear Demand to Bearing ratio = 24.13 / 16.55 = 1.46

At Row 2, At Column 2:
Ribolt = 13.81 kips
Ri vector at Beam   = <13.63, -2.24>
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 60.68 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.19 * (0.28/1) * 65.00 = 35.19 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 60.68 * (0.28/1) * 65.00 = 976.15 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.28/1) * 65.00 = 24.13 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(35.19, 976.15, 24.13) = 24.13 kips/bolt
Ri vector at Shear Plate   = <-13.63, 2.24>
Lcsshpl at Shear Plate spacing  = 2.00 in.
Lceshpl at Shear Plate edge    = 11.78 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 * 11.78 * 0.38 * 65.00 = 258.45 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, 258.45, 32.91) = 32.91 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(24.13, 32.91) = 24.13 kips/bolt
Bolt Shear Demand to Bearing ratio = 24.13 / 13.81 = 1.75

At Row 3, At Column 1:
Ribolt = 16.55 kips
Ri vector at Beam   = <-7.92, 14.53>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 2.73 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 3.12 * (0.28/1) * 65.00 = 50.13 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.73 * (0.28/1) * 65.00 = 43.91 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.28/1) * 65.00 = 24.13 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(50.13, 43.91, 24.13) = 24.13 kips/bolt
Ri vector at Shear Plate   = <7.92, -14.53>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 4.38 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 3.05 * 0.38 * 65.00 = 66.90 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 4.38 * 0.38 * 65.00 = 96.02 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(66.90, 96.02, 32.91) = 32.91 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(24.13, 32.91) = 24.13 kips/bolt
Bolt Shear Demand to Bearing ratio = 24.13 / 16.55 = 1.46

At Row 3, At Column 2:
Ribolt = 13.81 kips
Ri vector at Beam   = <-13.63, -2.24>
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 4.15 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.19 * (0.28/1) * 65.00 = 35.19 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 4.15 * (0.28/1) * 65.00 = 66.83 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.28/1) * 65.00 = 24.13 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(35.19, 66.83, 24.13) = 24.13 kips/bolt
Ri vector at Shear Plate   = <13.63, 2.24>
Lcsshpl at Shear Plate spacing  = 2.00 in.
Lceshpl at Shear Plate edge    = 1.01 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 * 1.01 * 0.38 * 65.00 = 22.23 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(43.88, 22.23, 32.91) = 22.23 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(24.13, 22.23) = 22.23 kips/bolt
Bolt Shear Demand to Bearing ratio = 22.23 / 13.81 = 1.61

At Row 4, At Column 1:
Ribolt = 17.56 kips
Ri vector at Beam   = <-14.98, 9.17>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 1.35 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 3.12 * (0.28/1) * 65.00 = 50.13 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 1.35 * (0.28/1) * 65.00 = 21.76 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.28/1) * 65.00 = 24.13 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(50.13, 21.76, 24.13) = 21.76 kips/bolt
Ri vector at Shear Plate   = <14.98, -9.17>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 1.81 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 3.05 * 0.38 * 65.00 = 66.90 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 1.81 * 0.38 * 65.00 = 39.68 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(66.90, 39.68, 32.91) = 32.91 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(21.76, 32.91) = 21.76 kips/bolt
Bolt Shear Demand to Bearing ratio = 21.76 / 17.56 = 1.24

At Row 4, At Column 2:
Ribolt = 17.35 kips
Ri vector at Beam   = <-17.32, -0.95>
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 * (0.28/1) * 65.00 = 35.19 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 4.10 * (0.28/1) * 65.00 = 65.97 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.28/1) * 65.00 = 24.13 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(35.19, 65.97, 24.13) = 24.13 kips/bolt
Ri vector at Shear Plate   = <17.32, 0.95>
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 = 21.97 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, 21.97, 32.91) = 21.97 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(24.13, 21.97) = 21.97 kips/bolt
Bolt Shear Demand to Bearing ratio = 21.97 / 17.35 = 1.27

Min Bolt Shear Demand to Bearing ratio Beam and Shear Plate for vertical shear only
 = min(1.00, 1.37, 1.39, 1.46, 1.75, 1.46, 1.61, 1.24, 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 * 41.02 = 41.02 kips
Rbv = 41.02 kips >= Reaction V = 30.00 kips (OK)

Web Depth = d - [Top Cope Depth] - [Bottom Cope Depth] = 15.90 - 0.00 - 0.00 = 15.90 in.

Using AISC 14th Ed. Equation J4-3
Gross Area (Shear), Agross = [Web Depth] * tw = 15.90 * 0.28 = 4.37 in^2
Shear Yielding, (phi)Vny = (phi) * 0.6 * Fybeam * Agross = 1.00 * 0.6 * 50.00 * 4.37 = 131.18 kips

Using AISC 14th Ed. Equation J4-4
Net Area (Shear), Anet = ([Web Depth] - ([# rows] * [Diameter + 0.06])) * tw 
    = (15.90 - (4 * 0.88)) * 0.28 = 3.41 in^2
Shear Rupture, (phi)Vnu = (phi) * 0.6 * Fubeam * Anet = 0.75 * 0.6 * 65.00 * 3.41 = 99.74 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 = 30.00 kips (OK)

Using AISC 14th Ed. Equation J4-4
Net Area, An = (11.50 - (4 * (0.81 + 1/16))) * 0.38 = 3.00 in^2
Shear Rupture, (phi)Vnu = (phi) * 0.6 * Fupl * An = 0.75 * 0.6 * 65.00 * 3.00 = 87.75 kips

87.75 kips >= Reaction V = 30.00 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 - (3.50 * (0.81 + 0.06)) = 7.19 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 * 7.19) + (0.50 * 65.00 * 2.91)) = 105.41 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 = 105.41 kips

Block 2 (Shear): 
Gross Shear Length = 2 * (11.50 - 1.25) = 20.50 in.
Net Shear Length = 2 * ( 10.25 - (3.50 * (0.81 + 0.06)) ) = 14.38 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 * 14.38) + (0.50 * 65.00 * 1.94)) = 175.39 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 = 175.39 kips
105.41 kips >= Reaction V = 30.00 kips (OK)

Block Shear for Axial T/C is not required.

Flexural and Buckling Strength:

Eccentricity at first line of bolts, e = 9.12 in.
Zgross = 12.40 in^3
Znet   = 8.46 in^3
Sgross = 8.27 in^3
Snet   = 5.70 in^3

Using AISC 14th Ed. Equation 9-4
Flexural Rupture = (phi) * Fu * Znet / e = 0.75 * 65.00 * 8.46 / 9.12 = 45.20 kips


Using AISC 14th Ed. Equation 9-14 through 9-18, Fcr = Fy * Q
tw = 0.38 in.
ho = 11.50 in.
c = 9.12 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 * (11.50/9.12)^2 )^0.5) = 0.72
When 0.70 < lambda <= 1.41, Q=1.34 - 0.49 * lambda
Q = 0.99
Fcrmin =phi * Fcr = 0.90 * 50.00 * 0.99 = 44.66 ksi

Using AISC 14th Ed. Equation 9-6
Buckling = Fcr * Sgross / e = 44.66 * 8.27 / 9.12 = 40.46 kips

Interaction Check of Flexural Yielding:
Using AISC 14th Ed. Equation 10-5
Eccentricity at CG of Bolt Group, e = 10.62 in.
Zgross = 12.40
Znet = 12.40
Mr = Vr * e = 30.00 * 10.62 = 318.75 kips-in
Mc = phi * Mn = phi * Fy * Zgross = 0.90 * 50.00 * 12.40 = 557.93 kips-in
Vr = 30.00 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 = (30.00 / 129.38)^2 + (318.75 / 557.93)^2 = 0.38 <= 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 = 0.28 <= 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 / 9.12^2 = 30.89 kips
Stabilizer Plate Not Required for lateral displacement

Torsional Strength:
Using AISC 14th Ed. Equation 10-8 and 10-7
Required, Mta or Mtu = Ru * (tw + tp) /2 = 30.00 * ((0.25 + 0.38) / 2) = 9.38 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) - (30.00 / (11.50 * 0.38))) * 0.5 * 11.50 * 0.38^2 = 18.63 kips-in
Stabilizer Plate Not Required for torsional strength

WELD:

 Weld Requirements:

At shear only case: 
Weld Length for shear, Lv = 11.50 in.
Shear Load per inch per weld, fv = R/Lv/2 = 30.00 / 11.50 / 2 = 1.30 kips/in/ weld 
theta = 0 deg.
cPhi  = 1.0 + 0.5 * sin(0)^1.5 = 1.00
Weld Coefficient = 0.60 * 70.00 * 1.00 * 1.00 * (2^0.5/2)*(1/16) = 1.86
Required weld size, Dv = fv/ (phi * coeff) = 1.30 / (0.75 * 1.86) = 0.94/16

Minimum fillet weld size : 
   At shear only load case = 0.06 in.
   per Table J2.4     = 0.19 in.
   5/8tp              = 0.23 in.
   user preference    = 0.25 in.

Dmax1 (using eqn 9-3)
 = tshpl * Fushpl / ( Fexx * C1 * 0.09)
 = 0.38 * 65.00 / ( 70.00 * 1.00 * 0.09 ) 
 = 3.94 
Dmax2 (using eqn 9-3)
 = twcol * Fusupport / ( Fexx * C1 * 0.09 )
 = 0.59 * 65.00 / ( 70.00 * 1.00 * 0.09 ) 
 = 6.20 
Dmax3 = project max fillet weld = 12.00
Dmax=min(Dmax1, Dmax2, Dmax3) = min(3.94, 6.20, 12.00)
 = 3.94 

Use weld size
D1 = 4.00
D2 = 4.00

Weld Strength :

Vertical weld capacity during shear only load, phi * Rnv1 = 0.75 * 1.86 * 11.50 * (3.94 + 3.94) = 126.14 kips

126.14 kips >= Reaction V = 30.00 kips (OK)