bcf.s.s.01175.01175

SHEAR PLATE CONNECTION SUMMARY

Filler Beam profile: W21X101
Column profile: W14X257
Slope: 0.00 deg.
Skew: 90.00
Vertical Offset: 0.00 in.
Horizontal Offset: 0.00 in.
Span: 29.00 ft.
Reaction, V: 130.86 kips
Shear Capacity, Rn: 148.08 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
Shear Plate Size: 9.50 in. x 14.50 in. x 0.50 in.
Configuration Geometry:
Welds at shear plate to support: 5/16 FILLET, 5/16 FILLET
Bolt: 5 rows x 3 columns 0.75 in. Diameter A325N_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: 1.50 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: 2.00 in.
Down distance from top of filler beam flange: 3.50 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 = 5.00 in.
Angle = 0.00 deg.
C = 9.24
Using Table 7-1 to determine (phi)rn:
(phi)Rn = (phi)rn * C = 17.89 * 9.24 = 165.26 kips


Total Vertical Bolt Shear Capacity = 165.26 kips
165.26 kips >= Reaction V = 130.86 kips (OK)

BOLT BEARING AT BEAM AND SHEAR PLATE SIDE
Vertical Shear Only Load Case:
ICR cordinate relative to CG = (4.19, 0.00)
At Row 1, At Column 1:
Ribolt = 17.56 kips
Ri vector at Beam   = <11.25, 13.48>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 4.15 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 3.12 * (0.50/1) * 65.00 = 91.14 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 4.15 * (0.50/1) * 65.00 = 121.46 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.50/1) * 65.00 = 43.88 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(91.14, 121.46, 43.88) = 43.88 kips/bolt
Ri vector at Shear Plate   = <-11.25, -13.48>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 2.59 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 3.05 * 0.50 * 65.00 = 89.21 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 2.59 * 0.50 * 65.00 = 75.83 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.50 * 65.00 = 43.88 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(89.21, 75.83, 43.88) = 43.88 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(43.88, 43.88) = 43.88 kips/bolt
Bolt Shear Demand to Bearing ratio = 43.88 / 17.56 = 2.50

At Row 1, At Column 2:
Ribolt = 17.19 kips
Ri vector at Beam   = <14.09, 9.84>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 5.71 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 3.12 * (0.50/1) * 65.00 = 91.14 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 5.71 * (0.50/1) * 65.00 = 166.93 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.50/1) * 65.00 = 43.88 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(91.14, 166.93, 43.88) = 43.88 kips/bolt
Ri vector at Shear Plate   = <-14.09, -9.84>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 5.49 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 3.05 * 0.50 * 65.00 = 89.21 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 5.49 * 0.50 * 65.00 = 160.55 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.50 * 65.00 = 43.88 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(89.21, 160.55, 43.88) = 43.88 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(43.88, 43.88) = 43.88 kips/bolt
Bolt Shear Demand to Bearing ratio = 43.88 / 17.19 = 2.55

At Row 1, At Column 3:
Ribolt = 16.80 kips
Ri vector at Beam   = <16.48, 3.27>
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 17.59 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.19 * (0.50/1) * 65.00 = 63.99 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 17.59 * (0.50/1) * 65.00 = 514.43 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.50/1) * 65.00 = 43.88 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(63.99, 514.43, 43.88) = 43.88 kips/bolt
Ri vector at Shear Plate   = <-16.48, -3.27>
Lcsshpl at Shear Plate spacing  = 2.00 in.
Lceshpl at Shear Plate edge    = 7.65 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.00 * 0.50 * 65.00 = 58.50 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 7.65 * 0.50 * 65.00 = 223.65 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.50 * 65.00 = 43.88 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(58.50, 223.65, 43.88) = 43.88 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(43.88, 43.88) = 43.88 kips/bolt
Bolt Shear Demand to Bearing ratio = 43.88 / 16.80 = 2.61

At Row 2, At Column 1:
Ribolt = 17.30 kips
Ri vector at Beam   = <6.66, 15.97>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 6.64 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 3.12 * (0.50/1) * 65.00 = 91.14 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 6.64 * (0.50/1) * 65.00 = 194.13 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.50/1) * 65.00 = 43.88 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(91.14, 194.13, 43.88) = 43.88 kips/bolt
Ri vector at Shear Plate   = <-6.66, -15.97>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 4.75 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 3.05 * 0.50 * 65.00 = 89.21 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 4.75 * 0.50 * 65.00 = 139.06 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.50 * 65.00 = 43.88 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(89.21, 139.06, 43.88) = 43.88 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(43.88, 43.88) = 43.88 kips/bolt
Bolt Shear Demand to Bearing ratio = 43.88 / 17.30 = 2.54

At Row 2, At Column 2:
Ribolt = 16.32 kips
Ri vector at Beam   = <9.50, 13.27>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 7.59 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 3.12 * (0.50/1) * 65.00 = 91.14 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 7.59 * (0.50/1) * 65.00 = 221.95 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.50/1) * 65.00 = 43.88 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(91.14, 221.95, 43.88) = 43.88 kips/bolt
Ri vector at Shear Plate   = <-9.50, -13.27>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 8.09 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 3.05 * 0.50 * 65.00 = 89.21 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 8.09 * 0.50 * 65.00 = 236.62 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.50 * 65.00 = 43.88 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(89.21, 236.62, 43.88) = 43.88 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(43.88, 43.88) = 43.88 kips/bolt
Bolt Shear Demand to Bearing ratio = 43.88 / 16.32 = 2.69

At Row 2, At Column 3:
Ribolt = 14.59 kips
Ri vector at Beam   = <13.56, 5.38>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 17.22 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 3.12 * (0.50/1) * 65.00 = 91.14 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 17.22 * (0.50/1) * 65.00 = 503.81 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.50/1) * 65.00 = 43.88 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(91.14, 503.81, 43.88) = 43.88 kips/bolt
Ri vector at Shear Plate   = <-13.56, -5.38>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 8.07 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 3.05 * 0.50 * 65.00 = 89.21 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 8.07 * 0.50 * 65.00 = 236.01 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.50 * 65.00 = 43.88 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(89.21, 236.01, 43.88) = 43.88 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(43.88, 43.88) = 43.88 kips/bolt
Bolt Shear Demand to Bearing ratio = 43.88 / 14.59 = 3.01

At Row 3, At Column 1:
Ribolt = 17.16 kips
Ri vector at Beam   = <-0.00, 17.16>
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 9.09 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.19 * (0.50/1) * 65.00 = 63.99 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 9.09 * (0.50/1) * 65.00 = 266.00 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.50/1) * 65.00 = 43.88 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(63.99, 266.00, 43.88) = 43.88 kips/bolt
Ri vector at Shear Plate   = <0.00, -17.16>
Lcsshpl at Shear Plate spacing  = 2.19 in.
Lceshpl at Shear Plate edge    = 6.84 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.19 * 0.50 * 65.00 = 63.99 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 6.84 * 0.50 * 65.00 = 200.18 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.50 * 65.00 = 43.88 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(63.99, 200.18, 43.88) = 43.88 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(43.88, 43.88) = 43.88 kips/bolt
Bolt Shear Demand to Bearing ratio = 43.88 / 17.16 = 2.56

At Row 3, At Column 2:
Ribolt = 15.62 kips
Ri vector at Beam   = <-0.00, 15.62>
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 9.09 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.19 * (0.50/1) * 65.00 = 63.99 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 9.09 * (0.50/1) * 65.00 = 266.00 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.50/1) * 65.00 = 43.88 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(63.99, 266.00, 43.88) = 43.88 kips/bolt
Ri vector at Shear Plate   = <0.00, -15.62>
Lcsshpl at Shear Plate spacing  = 2.19 in.
Lceshpl at Shear Plate edge    = 6.84 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.19 * 0.50 * 65.00 = 63.99 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 6.84 * 0.50 * 65.00 = 200.18 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.50 * 65.00 = 43.88 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(63.99, 200.18, 43.88) = 43.88 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(43.88, 43.88) = 43.88 kips/bolt
Bolt Shear Demand to Bearing ratio = 43.88 / 15.62 = 2.81

At Row 3, At Column 3:
Ribolt = 10.06 kips
Ri vector at Beam   = <-0.00, 10.06>
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 9.09 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.19 * (0.50/1) * 65.00 = 63.99 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 9.09 * (0.50/1) * 65.00 = 266.00 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.50/1) * 65.00 = 43.88 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(63.99, 266.00, 43.88) = 43.88 kips/bolt
Ri vector at Shear Plate   = <0.00, -10.06>
Lcsshpl at Shear Plate spacing  = 2.19 in.
Lceshpl at Shear Plate edge    = 6.84 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.19 * 0.50 * 65.00 = 63.99 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 6.84 * 0.50 * 65.00 = 200.18 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.50 * 65.00 = 43.88 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(63.99, 200.18, 43.88) = 43.88 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(43.88, 43.88) = 43.88 kips/bolt
Bolt Shear Demand to Bearing ratio = 43.88 / 10.06 = 4.36

At Row 4, At Column 1:
Ribolt = 17.30 kips
Ri vector at Beam   = <-6.66, 15.97>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 3.49 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 3.12 * (0.50/1) * 65.00 = 91.14 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 3.49 * (0.50/1) * 65.00 = 102.05 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.50/1) * 65.00 = 43.88 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(91.14, 102.05, 43.88) = 43.88 kips/bolt
Ri vector at Shear Plate   = <6.66, -15.97>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 4.17 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 3.05 * 0.50 * 65.00 = 89.21 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 4.17 * 0.50 * 65.00 = 121.83 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.50 * 65.00 = 43.88 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(89.21, 121.83, 43.88) = 43.88 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(43.88, 43.88) = 43.88 kips/bolt
Bolt Shear Demand to Bearing ratio = 43.88 / 17.30 = 2.54

At Row 4, At Column 2:
Ribolt = 16.32 kips
Ri vector at Beam   = <-9.50, 13.27>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 7.32 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 3.12 * (0.50/1) * 65.00 = 91.14 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 7.32 * (0.50/1) * 65.00 = 214.20 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.50/1) * 65.00 = 43.88 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(91.14, 214.20, 43.88) = 43.88 kips/bolt
Ri vector at Shear Plate   = <9.50, -13.27>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 4.73 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 3.05 * 0.50 * 65.00 = 89.21 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 4.73 * 0.50 * 65.00 = 138.29 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.50 * 65.00 = 43.88 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(89.21, 138.29, 43.88) = 43.88 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(43.88, 43.88) = 43.88 kips/bolt
Bolt Shear Demand to Bearing ratio = 43.88 / 16.32 = 2.69

At Row 4, At Column 3:
Ribolt = 14.59 kips
Ri vector at Beam   = <-13.56, 5.38>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 7.66 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 3.12 * (0.50/1) * 65.00 = 91.14 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 7.66 * (0.50/1) * 65.00 = 224.12 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.50/1) * 65.00 = 43.88 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(91.14, 224.12, 43.88) = 43.88 kips/bolt
Ri vector at Shear Plate   = <13.56, -5.38>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 1.08 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 3.05 * 0.50 * 65.00 = 89.21 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 1.08 * 0.50 * 65.00 = 31.47 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.50 * 65.00 = 43.88 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(89.21, 31.47, 43.88) = 31.47 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(43.88, 31.47) = 31.47 kips/bolt
Bolt Shear Demand to Bearing ratio = 31.47 / 14.59 = 2.16

At Row 5, At Column 1:
Ribolt = 17.56 kips
Ri vector at Beam   = <-11.25, 13.48>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 1.93 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 3.12 * (0.50/1) * 65.00 = 91.14 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 1.93 * (0.50/1) * 65.00 = 56.59 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.50/1) * 65.00 = 43.88 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(91.14, 56.59, 43.88) = 43.88 kips/bolt
Ri vector at Shear Plate   = <11.25, -13.48>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 1.10 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 3.05 * 0.50 * 65.00 = 89.21 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 1.10 * 0.50 * 65.00 = 32.15 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.50 * 65.00 = 43.88 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(89.21, 32.15, 43.88) = 32.15 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(43.88, 32.15) = 32.15 kips/bolt
Bolt Shear Demand to Bearing ratio = 32.15 / 17.56 = 1.83

At Row 5, At Column 2:
Ribolt = 17.19 kips
Ri vector at Beam   = <-14.10, 9.84>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 5.08 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 3.12 * (0.50/1) * 65.00 = 91.14 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 5.08 * (0.50/1) * 65.00 = 148.66 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.50/1) * 65.00 = 43.88 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(91.14, 148.66, 43.88) = 43.88 kips/bolt
Ri vector at Shear Plate   = <14.10, -9.84>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 1.57 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 3.05 * 0.50 * 65.00 = 89.21 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 1.57 * 0.50 * 65.00 = 46.03 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.50 * 65.00 = 43.88 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(89.21, 46.03, 43.88) = 43.88 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(43.88, 43.88) = 43.88 kips/bolt
Bolt Shear Demand to Bearing ratio = 43.88 / 17.19 = 2.55

At Row 5, At Column 3:
Ribolt = 16.80 kips
Ri vector at Beam   = <-16.48, 3.27>
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 7.24 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.19 * (0.50/1) * 65.00 = 63.99 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 7.24 * (0.50/1) * 65.00 = 211.77 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.50/1) * 65.00 = 43.88 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(63.99, 211.77, 43.88) = 43.88 kips/bolt
Ri vector at Shear Plate   = <16.48, -3.27>
Lcsshpl at Shear Plate spacing  = 2.00 in.
Lceshpl at Shear Plate edge    = 1.02 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.00 * 0.50 * 65.00 = 58.50 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 1.02 * 0.50 * 65.00 = 29.82 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.50 * 65.00 = 43.88 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(58.50, 29.82, 43.88) = 29.82 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(43.88, 29.82) = 29.82 kips/bolt
Bolt Shear Demand to Bearing ratio = 29.82 / 16.80 = 1.78

Min Bolt Shear Demand to Bearing ratio Beam and Shear Plate for vertical shear only
 = min(1.00, 2.50, 2.55, 2.61, 2.54, 2.69, 3.01, 2.56, 2.81, 4.36, 
       2.54, 2.69, 2.16, 1.83, 2.55, 1.78) = 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 * 165.26 = 165.26 kips
Rbv = 165.26 kips >= Reaction V = 130.86 kips (OK)

Web Depth = d - [Top Cope Depth] - [Bottom Cope Depth] = 21.40 - 0.00 - 0.00 = 21.40 in.

Using AISC 14th Ed. Equation J4-3
Gross Area (Shear), Agross = [Web Depth] * tw = 21.40 * 0.50 = 10.70 in^2
Shear Yielding, (phi)Vny = (phi) * 0.6 * Fybeam * Agross = 1.00 * 0.6 * 50.00 * 10.70 = 321.00 kips

Using AISC 14th Ed. Equation J4-4
Net Area (Shear), Anet = ([Web Depth] - ([# rows] * [Diameter + 0.06])) * tw 
    = (21.40 - (5 * 0.88)) * 0.50 = 8.51 in^2
Shear Rupture, (phi)Vnu = (phi) * 0.6 * Fubeam * Anet = 0.75 * 0.6 * 65.00 * 8.51 = 249.00 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 = 0.50 * 14.50 = 7.25 in^2
Shear Yielding, (phi)Vny = (phi) * 0.6 * Fypl * Ag = 1.00 * 0.6 * 50.00 * 7.25 = 217.50 kips

217.50 kips >= Reaction V = 130.86 kips (OK)

Using AISC 14th Ed. Equation J4-4
Net Area, An = (14.50 - (5 * (0.81 + 1/16))) * 0.50 = 5.06 in^2
Shear Rupture, (phi)Vnu = (phi) * 0.6 * Fupl * An = 0.75 * 0.6 * 65.00 * 5.06 = 148.08 kips

148.08 kips >= Reaction V = 130.86 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 = (14.50 - 1.25) = 13.25 in.
Net Shear Length = 13.25 - (4.50 * (0.81 + 0.06)) = 9.31 in.
Gross Tension Length = (6.00 + 1.50) = 7.50 in.
Net Tension Length = 7.50 - (2.50 * (1.00 + 0.06)) = 4.84 in.
1. (phi) * [material thickness] * ((0.60 * Fupl* [net shear length]) + (Ubs * Fupl * [net tension length])) 
    = 0.75 * 0.50 * ((0.60 * 65.00 * 9.31) + (0.50 * 65.00 * 4.84)) = 195.23 kips
2. (phi) * [material thickness] * ((0.60 * Fypl * [gross shear length]) + (Ubs * Fupl * [net tension length])) 
    = 0.75 * 0.50 * ((0.60 * 50.00 * 13.25) + (0.50 * 65.00 * 4.84)) = 208.10 kips
Block Shear = 195.23 kips

Block 2 (Shear): 
Gross Shear Length = 2 * (14.50 - 1.25) = 26.50 in.
Net Shear Length = 2 * ( 13.25 - (4.50 * (0.81 + 0.06)) ) = 18.62 in.
Gross Tension Length = (6.00 + 1.50) - 1.50 = 6.00 in.
Net Tension Length = 6.00 - 2 * (1.00 + 0.06) = 3.88 in.
1. (phi) * [material thickness] * ((0.60 * Fupl* [net shear length]) + (Ubs * Fupl * [net tension length])) 
    = 0.75 * 0.50 * ((0.60 * 65.00 * 18.62) + (0.50 * 65.00 * 3.88)) = 319.63 kips
2. (phi) * [material thickness] * ((0.60 * Fypl * [gross shear length]) + (Ubs * Fupl * [net tension length])) 
    = 0.75 * 0.50 * ((0.60 * 50.00 * 26.50) + (0.50 * 65.00 * 3.88)) = 345.36 kips
Block Shear = 319.63 kips
195.23 kips >= Reaction V = 130.86 kips (OK)

Block Shear for Axial T/C is not required.

Flexural and Buckling Strength:

Eccentricity at first line of bolts, e = 2.00 in.
Zgross = 26.28 in^3
Znet   = 18.31 in^3
Sgross = 17.52 in^3
Snet   = 12.09 in^3

Using AISC 14th Ed. Equation 9-4
Flexural Rupture = (phi) * Fu * Znet / e = 0.75 * 65.00 * 18.31 / 2.00 = 446.33 kips


Using AISC 14th Ed. Equation 9-14 through 9-18, Fcr = Fy * Q
tw = 0.50 in.
ho = 14.50 in.
c = 2.00 in.
lambda = (ho * Fy ^ 0.5) / ( 10 * tw * ( 475.00 + 280.00 * (ho / c)^2 ) ^0.5 ) = 
 = 14.50 * 50.00^0.5 / (10 * 0.50 * (475.00 + 280.00 * (14.50/2.00)^2 )^0.5) = 0.17
When lambda <= 0.70, Q=1
Q = 1.00
Fcrmin =phi * Fcr = 0.90 * 50.00 * 1.00 = 45.00 ksi

Using AISC 14th Ed. Equation 9-6
Buckling = Fcr * Sgross / e = 45.00 * 17.52 / 2.00 = 394.22 kips

Interaction Check of Flexural Yielding, Per AISC 10-5: 
Eccentricity at CG of Bolt Group, e = 5.00 in.
Zgross = 26.28
Znet = 18.31
Mr = Vr * e = 130.86 * 5.00 = 654.31 kips-in
Mc = phi * Mn = phi * Fy * Zgross = 0.90 * 50.00 * 26.28 = 1182.66 kips-in
Vr = 130.86 kips
Vc = phi * Vn = phi * 0.60 * Fy * Ag = 1.00 * 0.60 * 50.00 * 7.25 = 217.50 kips
Interaction due to moment and shear, (Vr/Vc)^2 + (Mr/Mc)^2 <= 1.0
(Vr/Vc)^2 + (Mr/Mc)^2 = (130.86 / 217.50)^2 + (654.31 / 1182.66)^2 = 0.67 <= 1  (OK)

Note: Mn <= 1.6My by inspection

MAXIMUM PLATE THICKNESS:
Using AISC 14th Ed. Equation 10-3 and 10-4
tmax = 6 * Mmax / (Fypl * d^2)
Mmax = (1/0.9) * Fv * Ab * C'
Mmax = (1/0.9) * 54.00 * 0.44 * 64.35 = 1705.71 kips-in
tmax = 6 * 1705.71 / (50.00 * 14.50^2) = 0.97 in.
Maximum Plate Thickness is Not a Limiting Criteria.

WELD:

 Weld Requirements:

At shear only case: 
Weld Length for shear, Lv = 14.50 in.
Shear Load per inch per weld, fv = R/Lv/2 = 130.86 / 14.50 / 2 = 4.51 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) = 4.51 / (0.75 * 1.86) = 3.24/16

Minimum fillet weld size : 
   At shear only load case = 0.20 in.
   per Table J2.4     = 0.19 in.
   5/8tp              = 0.31 in.
   user preference    = 0.25 in.

Dmax1 (using eqn 9-3)
 = tshpl * Fushpl / ( Fexx * C1 * 0.09)
 = 0.50 * 65.00 / ( 70.00 * 1.00 * 0.09 ) 
 = 5.25 
Dmax2 (using eqn 9-2)
 = tfcol * Fusupport / ( Fexx * C1 * 0.04 )
 = 1.89 * 65.00 / ( 70.00 * 1.00 * 0.04 ) 
 = 39.71 
Dmax3 = project max fillet weld = 12.00
Dmax=min(Dmax1, Dmax2, Dmax3) = min(5.25, 39.71, 12.00)
 = 5.25 

Use weld size
D1 = 5.00
D2 = 5.00

Weld Strength :

Vertical weld capacity during shear only load, phi * Rnv1 = 0.75 * 1.86 * 14.50 * (5.00 + 5.00) = 201.86 kips

201.86 kips >= Reaction V = 130.86 kips (OK)