bcf.s.s.00424.00936

SHEAR PLATE CONNECTION SUMMARY

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

Filler Beam profile: W30X235
Column profile: W10X49
Slope: 0.00 deg.
Skew: 90.00
Vertical Offset: 0.00 in.
Horizontal Offset: 0.00 in.
Beam Length in Model: 61.75 ft.
Reaction, V: 100.00 kips
Shear Capacity, Rn: 111.51 kips
Design/Reference according to AISC 15th Ed. - LRFD
Shear Plate: Conventional Configuration
Beam material grade: A992
Support material grade: A992
Plate material grade: A572-GR.50
Weld grade: E70
Shear Plate Size: 4.00 in. x 23.25 in. x 0.38 in.
Configuration Geometry:
Welds at shear plate to support: 4/16 FILLET, 4/16 FILLET
Bolt: 8 rows x 1 column 0.88 in. Diameter F1852N_TC bolts
Vertical spacing: 3.00 in.
Horizontal spacing: 3.00 in.
Shear plate edge setback = 0.50 in.
Beam centerline setback = 0.50 in.
Edge distance at vertical edge of plate: 1.75 in.
Edge distance at top edge of plate: 1.12 in.
Edge distance at bottom edge of plate: 1.12 in.
Edge distance at vertical edge of beam: 1.75 in.
Horizontal distance to first hole: 2.25 in.
Down distance from top of filler beam flange: 3.75 in.
Holes in beam web: STD diameter = 0.94 in.
Holes in shear plate: SSL slot width = 0.94 in., slot length = 1.12 in.

BOLT SHEAR CAPACITY AT BEAM AND SHEAR PLATE SIDE:
Bolt Shear Capacity at Shear Load Only:
Using Instantaneous Center Of Rotation Method (AISC 15th Ed. Equation (7-1))
ex = 1.12 in.
Angle = 0.00 deg.
C = 7.74
Using Table 7-1 to determine (phi)rn:
(phi)Rn = (phi)rn * C = 24.35 * 7.74 = 188.48 kips


Total Vertical Bolt Shear Capacity = 188.48 kips
188.48 kips >= Reaction V = 100.00 kips (OK)

BOLT BEARING AT BEAM AND SHEAR PLATE SIDE
Vertical Shear Only Load Case:
ICR cordinate relative to CG = (41.57, -0.00)
At Row 1, At Column 1:
Ribolt = 23.90 kips
Ri vector at Beam   = <0.24, 0.97>
Lcsbm at Beam spacing  = 2.00 in.
Lcebm at Beam edge    = 3.37 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.00 * (0.83/1) * 65.00 = 97.11 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 3.37 * (0.83/1) * 65.00 = 163.53 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.88 * (0.83/1) * 65.00 = 84.97 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(97.11, 163.53, 84.97) = 84.97 kips/bolt
Ri vector at Shear Plate   = <-0.24, -0.97>
Lcsshpl at Shear Plate spacing  = 2.00 in.
Lceshpl at Shear Plate edge    = 8.67 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 * 8.67 * 0.38 * 65.00 = 190.22 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, 190.22, 38.39) = 38.39 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(84.97, 38.39) = 38.39 kips/bolt
Bolt Shear Demand to Bearing ratio = 38.39 / 23.90 = 1.61

At Row 2, At Column 1:
Ribolt = 23.88 kips
Ri vector at Beam   = <0.18, 0.98>
Lcsbm at Beam spacing  = 2.00 in.
Lcebm at Beam edge    = 6.36 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.00 * (0.83/1) * 65.00 = 97.11 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 6.36 * (0.83/1) * 65.00 = 308.77 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.88 * (0.83/1) * 65.00 = 84.97 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(97.11, 308.77, 84.97) = 84.97 kips/bolt
Ri vector at Shear Plate   = <-0.18, -0.98>
Lcsshpl at Shear Plate spacing  = 2.00 in.
Lceshpl at Shear Plate edge    = 12.16 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 * 12.16 * 0.38 * 65.00 = 266.82 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, 266.82, 38.39) = 38.39 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(84.97, 38.39) = 38.39 kips/bolt
Bolt Shear Demand to Bearing ratio = 38.39 / 23.88 = 1.61

At Row 3, At Column 1:
Ribolt = 23.86 kips
Ri vector at Beam   = <0.11, 0.99>
Lcsbm at Beam spacing  = 2.00 in.
Lcebm at Beam edge    = 9.31 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.00 * (0.83/1) * 65.00 = 97.11 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 9.31 * (0.83/1) * 65.00 = 451.91 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.88 * (0.83/1) * 65.00 = 84.97 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(97.11, 451.91, 84.97) = 84.97 kips/bolt
Ri vector at Shear Plate   = <-0.11, -0.99>
Lcsshpl at Shear Plate spacing  = 2.00 in.
Lceshpl at Shear Plate edge    = 15.72 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 * 15.72 * 0.38 * 65.00 = 344.79 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, 344.79, 38.39) = 38.39 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(84.97, 38.39) = 38.39 kips/bolt
Bolt Shear Demand to Bearing ratio = 38.39 / 23.86 = 1.61

At Row 4, At Column 1:
Ribolt = 23.86 kips
Ri vector at Beam   = <0.04, 1.00>
Lcsbm at Beam spacing  = 2.00 in.
Lcebm at Beam edge    = 12.26 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.00 * (0.83/1) * 65.00 = 97.11 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 12.26 * (0.83/1) * 65.00 = 595.22 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.88 * (0.83/1) * 65.00 = 84.97 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(97.11, 595.22, 84.97) = 84.97 kips/bolt
Ri vector at Shear Plate   = <-0.04, -1.00>
Lcsshpl at Shear Plate spacing  = 2.00 in.
Lceshpl at Shear Plate edge    = 12.63 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 * 12.63 * 0.38 * 65.00 = 277.15 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, 277.15, 38.39) = 38.39 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(84.97, 38.39) = 38.39 kips/bolt
Bolt Shear Demand to Bearing ratio = 38.39 / 23.86 = 1.61

At Row 5, At Column 1:
Ribolt = 23.86 kips
Ri vector at Beam   = <-0.04, 1.00>
Lcsbm at Beam spacing  = 2.00 in.
Lcebm at Beam edge    = 15.26 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.00 * (0.83/1) * 65.00 = 97.11 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 15.26 * (0.83/1) * 65.00 = 740.98 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.88 * (0.83/1) * 65.00 = 84.97 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(97.11, 740.98, 84.97) = 84.97 kips/bolt
Ri vector at Shear Plate   = <0.04, -1.00>
Lcsshpl at Shear Plate spacing  = 2.00 in.
Lceshpl at Shear Plate edge    = 9.63 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 * 9.63 * 0.38 * 65.00 = 211.29 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, 211.29, 38.39) = 38.39 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(84.97, 38.39) = 38.39 kips/bolt
Bolt Shear Demand to Bearing ratio = 38.39 / 23.86 = 1.61

At Row 6, At Column 1:
Ribolt = 23.86 kips
Ri vector at Beam   = <-0.11, 0.99>
Lcsbm at Beam spacing  = 2.00 in.
Lcebm at Beam edge    = 15.76 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.00 * (0.83/1) * 65.00 = 97.11 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 15.76 * (0.83/1) * 65.00 = 765.34 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.88 * (0.83/1) * 65.00 = 84.97 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(97.11, 765.34, 84.97) = 84.97 kips/bolt
Ri vector at Shear Plate   = <0.11, -0.99>
Lcsshpl at Shear Plate spacing  = 2.00 in.
Lceshpl at Shear Plate edge    = 6.66 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 * 6.66 * 0.38 * 65.00 = 146.19 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, 146.19, 38.39) = 38.39 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(84.97, 38.39) = 38.39 kips/bolt
Bolt Shear Demand to Bearing ratio = 38.39 / 23.86 = 1.61

At Row 7, At Column 1:
Ribolt = 23.88 kips
Ri vector at Beam   = <-0.18, 0.98>
Lcsbm at Beam spacing  = 2.00 in.
Lcebm at Beam edge    = 9.36 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.00 * (0.83/1) * 65.00 = 97.11 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 9.36 * (0.83/1) * 65.00 = 454.32 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.88 * (0.83/1) * 65.00 = 84.97 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(97.11, 454.32, 84.97) = 84.97 kips/bolt
Ri vector at Shear Plate   = <0.18, -0.98>
Lcsshpl at Shear Plate spacing  = 2.00 in.
Lceshpl at Shear Plate edge    = 3.68 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 * 3.68 * 0.38 * 65.00 = 80.81 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, 80.81, 38.39) = 38.39 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(84.97, 38.39) = 38.39 kips/bolt
Bolt Shear Demand to Bearing ratio = 38.39 / 23.88 = 1.61

At Row 8, At Column 1:
Ribolt = 23.90 kips
Ri vector at Beam   = <-0.24, 0.97>
Lcsbm at Beam spacing  = 2.00 in.
Lcebm at Beam edge    = 6.65 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.00 * (0.83/1) * 65.00 = 97.11 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 6.65 * (0.83/1) * 65.00 = 322.70 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.88 * (0.83/1) * 65.00 = 84.97 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(97.11, 322.70, 84.97) = 84.97 kips/bolt
Ri vector at Shear Plate   = <0.24, -0.97>
Lcsshpl at Shear Plate spacing  = 2.00 in.
Lceshpl at Shear Plate edge    = 0.64 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 * 0.64 * 0.38 * 65.00 = 14.14 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(43.88, 14.14, 38.39) = 14.14 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(84.97, 14.14) = 14.14 kips/bolt
Bolt Shear Demand to Bearing ratio = 14.14 / 23.90 = 0.59

Min Bolt Shear Demand to Bearing ratio Beam and Shear Plate for vertical shear only
 = min(1.00, 1.61, 1.61, 1.61, 1.61, 1.61, 1.61, 1.61, 0.59) = 0.59

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 = 0.59 * 188.48 = 111.51 kips
Rbv = 111.51 kips >= Reaction V = 100.00 kips (OK)

Web Depth = d = 31.30 in.

Using AISC 15th Ed. Equation J4-3
Gross Area (Shear), Agross = [Web Depth] * tw = 31.30 * 0.83 = 25.98 in^2
Shear Yielding, (phi)Vny = (phi) * 0.6 * Fybeam * Agross = 1.00 * 0.6 * 50.00 * 25.98 = 779.37 kips
779.37 kips >= Reaction V = 100.00 kips (OK)

Shear Rupture:
Using AISC 15th Ed. Equation J4-4
Net Area (Shear), Anet = ([Web Depth] - [# rows] * (hole width + 0.06)) * tw 
    = (31.30 - 8 * (0.94 + 0.06)) * 0.83 = 19.34 in^2
Shear Rupture, (phi)Vnu = (phi) * 0.6 * Fubeam * Anet = 0.75 * 0.6 * 65.00 * 19.34 = 565.68 kips
565.68 kips >= Reaction V = 100.00 kips (OK)


Check Horizontal 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 Axial T/C is not required.

Using AISC 15th Ed. Equation J4-3
Gross Area, Ag = 0.38 * 23.25 = 8.72 in^2
Shear Yielding, (phi)Vny = (phi) * 0.6 * Fypl * Ag = 1.00 * 0.6 * 50.00 * 8.72 = 261.56 kips
261.56 kips >= Reaction V = 100.00 kips (OK)

Shear Rupture:
Using AISC 15th Ed. Equation J4-4
Net Area, An = (23.25 - (8 * (0.94 + 0.06))) * 0.38 = 5.72 in^2
Shear Rupture, (phi)Vnu = (phi) * 0.6 * Fupl * An = 0.75 * 0.6 * 65.00 * 5.72 = 167.28 kips
167.28 kips >= Reaction V = 100.00 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 = (23.25 - 1.12) = 22.12 in.
Net Shear Length = 22.12 - (8 - 0.5) * (0.94 + 0.06) = 14.62 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 * 14.62) + (1.00 * 65.00 * 1.16)) = 181.56 kips
2. (phi) * [material thickness] * ((0.60 * Fypl * [gross shear length]) + (Ubs * Fupl * [net tension length])) 
    = 0.75 * 0.38 * ((0.60 * 50.00 * 22.12) + (1.00 * 65.00 * 1.16)) = 207.82 kips
Block Shear = 181.56 kips
181.56 kips >= Reaction V = 100.00 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 = 1.12 in.
Zgross = 50.68 in^3
Znet   = 32.68 in^3
Sgross = 33.79 in^3
Snet   = 21.57 in^3
Fypl = 50.00 ksi
Fupl = 65.00 ksi
Mp = Fypl * Zgross = 50.00 * 50.68 = 2533.89 kips-in
My = Fypl * Sgross = 50.00 * 33.79 = 1689.26 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 * 2533.89 / 1.12, 0.90 * 1.6 * 50.00 * 33.79 / 1.12) = 2027.11 kips
2027.11 kips >= 100.00 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 * 32.68 / 1.12 = 1416.07 kips
1416.07 kips >= 100.00 kips (OK)

Interaction Check of Flexural Yielding:
Using AISC 15th Ed. Equation 10-5
Eccentricity due to Conventional Config. (e = a/2), e = 1.12 in.
Sgross = 33.79 in^3
Zgross = 50.68 in^3
Mr = Vr * e = 100.00 * 1.12 = 112.50 kips-in
Mc = phi * Mn = min(phi * Fypl * Zgross, phi * 1.6 * Fypl * Sgross) = 
 = min(0.90 * 50.00 * 50.68, 0.90 * 1.6 * 50.00 * 33.79) = 2280.50 kips-in
Vr = 100.00 kips
Vc = phi * Vn = phi * 0.60 * Fypl * Ag = 1.00 * 0.60 * 50.00 * 8.72 = 261.56 kips
Interaction due to moment and shear, (Vr/Vc)^2 + (Mr/Mc)^2 <= 1.0
(Vr/Vc)^2 + (Mr/Mc)^2 = (100.00 / 261.56)^2 + (112.50 / 2280.50)^2 = 0.15
0.15 <= 1.00 (OK)

MAXIMUM PLATE THICKNESS:
No of columns = 1
12" < Distance cl top to cl bot bolts <= 33" (Equivalent depth of n = 6 to 12 at 3", AISC 15th Ed. Table 10-9)
Slot shape = SSL
tw > (db/2) + (0.06) = 0.83 > 0.50
tMax = (db/2) + (0.06) = 0.50 in.
Maximum Plate Thickness is Not a Limiting Criteria.

WELD:

 Weld Requirements:

At shear only case: 
Weld Length for shear, Lv = 23.25 in.
Shear Load per inch per weld, fv = R/Lv/2 = 100.00 / 23.25 / 2 = 2.15 kips/in/ weld 
theta = 0 deg.
cPhi  = 1.0 + 0.5 * sin(theta)^1.5 = 1.0 + 0.5 * sin(0.00)^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) = 2.15 / (0.75 * 1.86) = 1.54/16

Minimum fillet weld size : 
   At shear only load case = 0.10 in.
   per Table J2.4          = 0.19 in.
   5/8tp                   = 0.23 in.
   user preference         = 0.19 in.

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 9-2)
 = tfcol * Fusupport / ( Fexx * C1 * 0.04 )
 = 0.56 * 65.00 / ( 70.00 * 1.00 * 0.04 ) 
 = 11.77 
Dmax3 = project max fillet weld = 16.00
Dmax=min(Dmax1, Dmax2, Dmax3) = min(3.94, 11.77, 16.00)
 = 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 * 23.25 * (3.94 + 3.94) = 255.03 kips

255.03 kips >= Reaction V = 100.00 kips (OK)