bb.se.s.00082.00115

SHEAR PLATE CONNECTION SUMMARY

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

Filler Beam profile: W16X26
Support Girder profile: W18X55
Slope: 0.00 deg.
Skew: 90.00
Vertical Offset: 0.00 in.
Horizontal Offset: 0.00 in.
Beam Length in Model: 22.25 ft.
Reaction, V: 35.00 kips
Shear Capacity, Rn: 55.28 kips
Design/Reference according to AISC 15th Ed. - LRFD
Shear Plate: Extended Configuration
Beam material grade: A992
Support material grade: A992
Plate material grade: A572-GR.50
Weld grade: E70
Shear Plate Size: 10.50 in. x 10.25 in. x 0.38 in.
Configuration Geometry:
Welds at shear plate to support: 4/16 FILLET, 4/16 FILLET
Bolt: 3 rows x 2 columns 0.88 in. Diameter F1852N_TC bolts
Vertical spacing: 4.00 in.
Horizontal spacing: 3.00 in.
Shear plate edge setback = 4.00 in.
Beam centerline setback = 4.00 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: 5.75 in.
Down distance from top of filler beam flange: 3.00 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 = 7.45 in.
Angle = 0.00 deg.
C = 2.27
Using Table 7-1 to determine (phi)rn:
(phi)Rn = (phi)rn * C = 24.35 * 2.27 = 55.28 kips


Total Vertical Bolt Shear Capacity = 55.28 kips
55.28 kips >= Reaction V = 35.00 kips (OK)

BOLT BEARING AT BEAM AND SHEAR PLATE SIDE
Vertical Shear Only Load Case:
ICR cordinate relative to CG = (1.54, 0.00)
At Row 1, At Column 1:
Ribolt = 23.90 kips
Ri vector at Beam   = <0.80, 0.61>
Lcsbm at Beam spacing  = 3.64 in.
Lcebm at Beam edge    = 4.46 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 3.64 * (0.25/1) * 65.00 = 53.24 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 4.46 * (0.25/1) * 65.00 = 65.21 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.88 * (0.25/1) * 65.00 = 25.59 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(53.24, 65.21, 25.59) = 25.59 kips/bolt
Ri vector at Shear Plate   = <-0.80, -0.61>
Lcsshpl at Shear Plate spacing  = 3.59 in.
Lceshpl at Shear Plate edge    = 6.48 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 3.59 * 0.38 * 65.00 = 78.72 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 6.48 * 0.38 * 65.00 = 142.07 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(78.72, 142.07, 38.39) = 38.39 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(25.59, 38.39) = 25.59 kips/bolt
Bolt Shear Demand to Bearing ratio = 25.59 / 23.90 = 1.07

At Row 1, At Column 2:
Ribolt = 23.45 kips
Ri vector at Beam   = <1.00, 0.01>
Lcsbm at Beam spacing  = 2.00 in.
Lcebm at Beam edge    = 303.16 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.00 * (0.25/1) * 65.00 = 29.25 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 303.16 * (0.25/1) * 65.00 = 4433.83 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.88 * (0.25/1) * 65.00 = 25.59 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(29.25, 4433.83, 25.59) = 25.59 kips/bolt
Ri vector at Shear Plate   = <-1.00, -0.01>
Lcsshpl at Shear Plate spacing  = 1.81 in.
Lceshpl at Shear Plate edge    = 8.16 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 1.81 * 0.38 * 65.00 = 39.76 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 8.16 * 0.38 * 65.00 = 178.94 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(39.76, 178.94, 38.39) = 38.39 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(25.59, 38.39) = 25.59 kips/bolt
Bolt Shear Demand to Bearing ratio = 25.59 / 23.45 = 1.09

At Row 2, At Column 1:
Ribolt = 22.59 kips
Ri vector at Beam   = <0.00, 1.00>
Lcsbm at Beam spacing  = 3.00 in.
Lcebm at Beam edge    = 6.50 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 3.00 * (0.25/1) * 65.00 = 43.88 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 6.50 * (0.25/1) * 65.00 = 95.06 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.88 * (0.25/1) * 65.00 = 25.59 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(43.88, 95.06, 25.59) = 25.59 kips/bolt
Ri vector at Shear Plate   = <0.00, -1.00>
Lcsshpl at Shear Plate spacing  = 3.00 in.
Lceshpl at Shear Plate edge    = 4.62 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 3.00 * 0.38 * 65.00 = 65.81 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 4.62 * 0.38 * 65.00 = 101.46 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(65.81, 101.46, 38.39) = 38.39 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(25.59, 38.39) = 25.59 kips/bolt
Bolt Shear Demand to Bearing ratio = 25.59 / 22.59 = 1.13

At Row 2, At Column 2:
Ribolt = 3.30 kips
Ri vector at Beam   = <0.00, 1.00>
Lcsbm at Beam spacing  = 3.00 in.
Lcebm at Beam edge    = 6.50 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 3.00 * (0.25/1) * 65.00 = 43.88 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 6.50 * (0.25/1) * 65.00 = 95.06 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.88 * (0.25/1) * 65.00 = 25.59 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(43.88, 95.06, 25.59) = 25.59 kips/bolt
Ri vector at Shear Plate   = <0.00, -1.00>
Lcsshpl at Shear Plate spacing  = 3.00 in.
Lceshpl at Shear Plate edge    = 4.62 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 3.00 * 0.38 * 65.00 = 65.81 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 4.62 * 0.38 * 65.00 = 101.46 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(65.81, 101.46, 38.39) = 38.39 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(25.59, 38.39) = 25.59 kips/bolt
Bolt Shear Demand to Bearing ratio = 25.59 / 3.30 = 7.76

At Row 3, At Column 1:
Ribolt = 23.90 kips
Ri vector at Beam   = <-0.80, 0.61>
Lcsbm at Beam spacing  = 3.64 in.
Lcebm at Beam edge    = 1.70 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 3.64 * (0.25/1) * 65.00 = 53.24 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 1.70 * (0.25/1) * 65.00 = 24.83 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.88 * (0.25/1) * 65.00 = 25.59 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(53.24, 24.83, 25.59) = 24.83 kips/bolt
Ri vector at Shear Plate   = <0.80, -0.61>
Lcsshpl at Shear Plate spacing  = 3.59 in.
Lceshpl at Shear Plate edge    = 1.11 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 3.59 * 0.38 * 65.00 = 78.72 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 1.11 * 0.38 * 65.00 = 24.43 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(78.72, 24.43, 38.39) = 24.43 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(24.83, 24.43) = 24.43 kips/bolt
Bolt Shear Demand to Bearing ratio = 24.43 / 23.90 = 1.02

At Row 3, At Column 2:
Ribolt = 23.45 kips
Ri vector at Beam   = <-1.00, 0.01>
Lcsbm at Beam spacing  = 2.00 in.
Lcebm at Beam edge    = 4.25 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.00 * (0.25/1) * 65.00 = 29.25 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 4.25 * (0.25/1) * 65.00 = 62.16 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.88 * (0.25/1) * 65.00 = 25.59 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(29.25, 62.16, 25.59) = 25.59 kips/bolt
Ri vector at Shear Plate   = <1.00, -0.01>
Lcsshpl at Shear Plate spacing  = 1.81 in.
Lceshpl at Shear Plate edge    = 1.16 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 1.81 * 0.38 * 65.00 = 39.76 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 1.16 * 0.38 * 65.00 = 25.37 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(39.76, 25.37, 38.39) = 25.37 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(25.59, 25.37) = 25.37 kips/bolt
Bolt Shear Demand to Bearing ratio = 25.37 / 23.45 = 1.08

Min Bolt Shear Demand to Bearing ratio Beam and Shear Plate for vertical shear only
 = min(1.00, 1.07, 1.09, 1.13, 7.76, 1.02, 1.08) = 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 * 55.28 = 55.28 kips
Rbv = 55.28 kips >= Reaction V = 35.00 kips (OK)

Web Depth = d = 15.70 in.

Using AISC 15th Ed. Equation J4-3
Gross Area (Shear), Agross = [Web Depth] * tw = 15.70 * 0.25 = 3.92 in^2
Shear Yielding, (phi)Vny = (phi) * 0.6 * Fybeam * Agross = 1.00 * 0.6 * 50.00 * 3.92 = 117.75 kips
117.75 kips >= Reaction V = 35.00 kips (OK)

Shear Rupture:
Using AISC 15th Ed. Equation J4-4
Net Area (Shear), Anet = ([Web Depth] - [# rows] * (hole width + 0.06)) * tw 
    = (15.70 - 3 * (0.94 + 0.06)) * 0.25 = 3.17 in^2
Shear Rupture, (phi)Vnu = (phi) * 0.6 * Fubeam * Anet = 0.75 * 0.6 * 65.00 * 3.17 = 92.87 kips
92.87 kips >= Reaction V = 35.00 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 * 10.25 = 3.84 in^2
Shear Yielding, (phi)Vny = (phi) * 0.6 * Fypl * Ag = 1.00 * 0.6 * 50.00 * 3.84 = 115.31 kips
115.31 kips >= Reaction V = 35.00 kips (OK)

Shear Rupture:
Using AISC 15th Ed. Equation J4-4
Net Area, An = (10.25 - (3 * (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 = 35.00 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 = (10.25 - 1.12) = 9.12 in.
Net Shear Length = 9.12 - (3 - 0.5) * (0.94 + 0.06) = 6.62 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 * 0.38 * ((0.60 * 65.00 * 6.62) + (0.50 * 65.00 * 2.97)) = 99.81 kips
2. (phi) * [material thickness] * ((0.60 * Fypl * [gross shear length]) + (Ubs * Fupl * [net tension length])) 
    = 0.75 * 0.38 * ((0.60 * 50.00 * 9.12) + (0.50 * 65.00 * 2.97)) = 104.13 kips
Block Shear = 99.81 kips

Block 2 (Shear): 
Gross Shear Length = 2 * (10.25 - 1.12) = 18.25 in.
Net Shear Length = 2 * ( 9.12 - (3 - 0.5) * (0.94 + 0.06) ) = 13.25 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 * 0.38 * ((0.60 * 65.00 * 13.25) + (0.50 * 65.00 * 1.81)) = 161.91 kips
2. (phi) * [material thickness] * ((0.60 * Fypl * [gross shear length]) + (Ubs * Fupl * [net tension length])) 
    = 0.75 * 0.38 * ((0.60 * 50.00 * 18.25) + (0.50 * 65.00 * 1.81)) = 170.56 kips
Block Shear = 161.91 kips

Block Shear Total = min(Block Shear (1), Block Shear (2)) = min(99.81,161.91) = 99.81
99.81 kips >= Reaction V = 35.00 kips (OK)

Block Shear for Axial T/C is not required.

Check Flexural Yielding and Rupture:

Eccentricity at first line of bolts, e = 5.95 in.
Zgross = 9.85 in^3
Znet   = 6.76 in^3
Sgross = 6.57 in^3
Snet   = 4.21 in^3
Fypl = 50.00 ksi
Fupl = 65.00 ksi
Mp = Fypl * Zgross = 50.00 * 9.85 = 492.48 kips-in
My = Fypl * Sgross = 50.00 * 6.57 = 328.32 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 * 492.48 / 5.95, 0.90 * 1.6 * 50.00 * 6.57 / 5.95) = 74.56 kips
74.56 kips >= 35.00 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 * 6.76 / 5.95 = 55.40 kips
55.40 kips >= 35.00 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 = 0.38 in.
d = hshpl = 10.25 in.
drect = hshpl = 10.25 in.
dc = down distance (per AISC Example II.A-19B) = 3.00 in.
Lb = horizontal distance to first hole = 5.75 in.
Fypl = 50.00 ksi
Cb = max((3 + ln(Lb / d)) * (1 - dc / d), 1.84) = 
 = max((3 + ln(5.75 / 10.25)) * (1 - 3.00 / 10.25), 1.84) = 1.84
Lb * drect / t^2 = 5.75 * 10.25 / 0.38^2 = 419.11
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 * (5.75 * 10.25 / 0.38^2) * 50.00 / 29000) * 328.32, 492.48)
 = min(798.64, 492.48) = 492.48 kips-in

Flexural Local Buckling Reaction Capacity, (phi)Rn = (phi) * Mn / e = 0.90 * 492.48 / 5.95 = 74.56 kips
74.56 kips >= 35.00 kips (OK)

Interaction Check of Flexural Yielding:
Using AISC 15th Ed. Equation 10-5
Eccentricity at first line of bolts, e = 5.95 in.
Sgross = 6.57 in^3
Zgross = 9.85 in^3
Mr = Vr * e = 35.00 * 5.95 = 208.08 kips-in
Mc = phi * Mn = min(phi * Fypl * Zgross, phi * 1.6 * Fypl * Sgross) = 
 = min(0.90 * 50.00 * 9.85, 0.90 * 1.6 * 50.00 * 6.57) = 443.23 kips-in
Vr = 35.00 kips
Vc = phi * Vn = phi * 0.60 * Fypl * Ag = 1.00 * 0.60 * 50.00 * 3.84 = 115.31 kips
Interaction due to moment and shear, (Vr/Vc)^2 + (Mr/Mc)^2 <= 1.0
(Vr/Vc)^2 + (Mr/Mc)^2 = (35.00 / 115.31)^2 + (208.08 / 443.23)^2 = 0.31
0.31 <= 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 * 10.25 * 0.38^3 / 5.75^2 = 69.34 kips
69.34 kips >= Reaction V = 35.00 kips (OK)

Torsional Strength:
Using Eq. 10 and Eq. 16, Thornton and Fortney 2011 Engineering Journal
Required, Mtu = Ru * (tw + tp) / 2 = 35.00 * ((0.25 + 0.38) / 2) = 10.94 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) - (35.00 / (10.25 * 0.38))] * 10.25 * 0.38^2 / 2 = 15.06 kips-in
15.06 kips-in >= Mtu = 10.94 kips-in (OK)

MAXIMUM PLATE THICKNESS:
No of bolt columns = 2
tp  < = db/2 + 0.06 = 0.38 <= 0.50 OK
tw  < = db/2 + 0.06 = 0.25 <= 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:

 Weld Requirements:

At shear only case: 
Weld Length for shear, Lv = 10.25 in.
Shear Load per inch per weld, fv = R/Lv/2 = 35.00 / 10.25 / 2 = 1.71 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) = 1.71 / (0.75 * 1.86) = 1.23/16

Minimum fillet weld size : 
   At shear only load case = 0.08 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 9-3)
 = 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 

Use weld size
D1 = 4.00
D2 = 4.00

Weld Strength :

Vertical weld capacity during shear only load, phi * Rnv1 = 0.75 * 1.86 * 10.25 * (3.94 + 3.94) = 112.43 kips

112.43 kips >= Reaction V = 35.00 kips (OK)