bcf.s.s.01124.01210

SHEAR PLATE CONNECTION SUMMARY

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

Filler Beam profile: W21X111
Column profile: W14X257
Slope: 0.00 deg.
Skew: 90.00
Vertical Offset: 0.00 in.
Horizontal Offset: 0.00 in.
Span: 25.00 ft.
Reaction, V: 167.40 kips
Shear Capacity, Rn: 190.96 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: 12.75 in. x 14.50 in. x 0.75 in.
Configuration Geometry:
Welds at shear plate to support: 8/16 FILLET, 8/16 FILLET
Bolt: 5 rows x 4 columns 0.75 in. Diameter A325N_TC bolts
Vertical spacing: 3.00 in.
Horizontal spacing: 3.00 in.
Shear plate edge setback = 0.75 in.
Beam centerline setback = 0.75 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: 2.25 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 = 6.75 in.
Angle = 0.00 deg.
C = 10.67
Using Table 7-1 to determine (phi)rn:
(phi)Rn = (phi)rn * C = 17.89 * 10.67 = 190.96 kips


Total Vertical Bolt Shear Capacity = 190.96 kips
190.96 kips >= Reaction V = 167.40 kips (OK)

BOLT BEARING AT BEAM AND SHEAR PLATE SIDE
Vertical Shear Only Load Case:
ICR cordinate relative to CG = (4.32, -0.00)
At Row 1, At Column 1:
Ribolt = 17.56 kips
Ri vector at Beam   = <9.88, 14.52>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 3.83 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 3.12 * (0.55/1) * 65.00 = 100.25 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 3.83 * (0.55/1) * 65.00 = 123.14 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.55/1) * 65.00 = 48.26 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(100.25, 123.14, 48.26) = 48.26 kips/bolt
Ri vector at Shear Plate   = <-9.88, -14.52>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 3.51 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 3.05 * 0.75 * 65.00 = 133.81 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 3.51 * 0.75 * 65.00 = 153.94 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.75 * 65.00 = 65.81 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(133.81, 153.94, 65.81) = 65.81 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(48.26, 65.81) = 48.26 kips/bolt
Bolt Shear Demand to Bearing ratio = 48.26 / 17.56 = 2.75

At Row 1, At Column 2:
Ribolt = 17.20 kips
Ri vector at Beam   = <12.34, 11.97>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 4.62 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 3.12 * (0.55/1) * 65.00 = 100.25 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 4.62 * (0.55/1) * 65.00 = 148.69 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.55/1) * 65.00 = 48.26 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(100.25, 148.69, 48.26) = 48.26 kips/bolt
Ri vector at Shear Plate   = <-12.34, -11.97>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 6.73 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 3.05 * 0.75 * 65.00 = 133.81 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 6.73 * 0.75 * 65.00 = 295.28 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.75 * 65.00 = 65.81 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(133.81, 295.28, 65.81) = 65.81 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(48.26, 65.81) = 48.26 kips/bolt
Bolt Shear Demand to Bearing ratio = 48.26 / 17.20 = 2.81

At Row 1, At Column 3:
Ribolt = 16.67 kips
Ri vector at Beam   = <15.09, 7.09>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 7.82 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 3.12 * (0.55/1) * 65.00 = 100.25 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 7.82 * (0.55/1) * 65.00 = 251.77 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.55/1) * 65.00 = 48.26 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(100.25, 251.77, 48.26) = 48.26 kips/bolt
Ri vector at Shear Plate   = <-15.09, -7.09>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 8.56 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 3.05 * 0.75 * 65.00 = 133.81 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 8.56 * 0.75 * 65.00 = 375.70 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.75 * 65.00 = 65.81 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(133.81, 375.70, 65.81) = 65.81 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(48.26, 65.81) = 48.26 kips/bolt
Bolt Shear Demand to Bearing ratio = 48.26 / 16.67 = 2.90

At Row 1, At Column 4:
Ribolt = 16.39 kips
Ri vector at Beam   = <16.38, -0.49>
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 596.07 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.19 * (0.55/1) * 65.00 = 70.38 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 596.07 * (0.55/1) * 65.00 = 19179.02 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.55/1) * 65.00 = 48.26 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(70.38, 19179.02, 48.26) = 48.26 kips/bolt
Ri vector at Shear Plate   = <-16.38, 0.49>
Lcsshpl at Shear Plate spacing  = 2.00 in.
Lceshpl at Shear Plate edge    = 10.75 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.00 * 0.75 * 65.00 = 87.75 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 10.75 * 0.75 * 65.00 = 471.88 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.75 * 65.00 = 65.81 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(87.75, 471.88, 65.81) = 65.81 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(48.26, 65.81) = 48.26 kips/bolt
Bolt Shear Demand to Bearing ratio = 48.26 / 16.39 = 2.94

At Row 2, At Column 1:
Ribolt = 17.38 kips
Ri vector at Beam   = <5.60, 16.46>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 6.46 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 3.12 * (0.55/1) * 65.00 = 100.25 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 6.46 * (0.55/1) * 65.00 = 207.84 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.55/1) * 65.00 = 48.26 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(100.25, 207.84, 48.26) = 48.26 kips/bolt
Ri vector at Shear Plate   = <-5.60, -16.46>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 6.56 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 3.05 * 0.75 * 65.00 = 133.81 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 6.56 * 0.75 * 65.00 = 287.70 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.75 * 65.00 = 65.81 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(133.81, 287.70, 65.81) = 65.81 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(48.26, 65.81) = 48.26 kips/bolt
Bolt Shear Demand to Bearing ratio = 48.26 / 17.38 = 2.78

At Row 2, At Column 2:
Ribolt = 16.64 kips
Ri vector at Beam   = <7.62, 14.79>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 6.91 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 3.12 * (0.55/1) * 65.00 = 100.25 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 6.91 * (0.55/1) * 65.00 = 222.23 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.55/1) * 65.00 = 48.26 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(100.25, 222.23, 48.26) = 48.26 kips/bolt
Ri vector at Shear Plate   = <-7.62, -14.79>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 11.00 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 3.05 * 0.75 * 65.00 = 133.81 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 11.00 * 0.75 * 65.00 = 482.61 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.75 * 65.00 = 65.81 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(133.81, 482.61, 65.81) = 65.81 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(48.26, 65.81) = 48.26 kips/bolt
Bolt Shear Demand to Bearing ratio = 48.26 / 16.64 = 2.90

At Row 2, At Column 3:
Ribolt = 15.06 kips
Ri vector at Beam   = <10.97, 10.31>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 9.09 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 3.12 * (0.55/1) * 65.00 = 100.25 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 9.09 * (0.55/1) * 65.00 = 292.35 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.55/1) * 65.00 = 48.26 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(100.25, 292.35, 48.26) = 48.26 kips/bolt
Ri vector at Shear Plate   = <-10.97, -10.31>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 10.73 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 3.05 * 0.75 * 65.00 = 133.81 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 10.73 * 0.75 * 65.00 = 470.66 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.75 * 65.00 = 65.81 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(133.81, 470.66, 65.81) = 65.81 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(48.26, 65.81) = 48.26 kips/bolt
Bolt Shear Demand to Bearing ratio = 48.26 / 15.06 = 3.21

At Row 2, At Column 4:
Ribolt = 13.71 kips
Ri vector at Beam   = <13.69, -0.83>
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 248.47 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.19 * (0.55/1) * 65.00 = 70.38 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 248.47 * (0.55/1) * 65.00 = 7994.61 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.55/1) * 65.00 = 48.26 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(70.38, 7994.61, 48.26) = 48.26 kips/bolt
Ri vector at Shear Plate   = <-13.69, 0.83>
Lcsshpl at Shear Plate spacing  = 2.00 in.
Lceshpl at Shear Plate edge    = 10.77 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.00 * 0.75 * 65.00 = 87.75 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 10.77 * 0.75 * 65.00 = 472.53 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.75 * 65.00 = 65.81 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(87.75, 472.53, 65.81) = 65.81 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(48.26, 65.81) = 48.26 kips/bolt
Bolt Shear Demand to Bearing ratio = 48.26 / 13.71 = 3.52

At Row 3, At Column 1:
Ribolt = 17.29 kips
Ri vector at Beam   = <0.00, 17.29>
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 * (0.55/1) * 65.00 = 70.38 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 9.09 * (0.55/1) * 65.00 = 292.60 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.55/1) * 65.00 = 48.26 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(70.38, 292.60, 48.26) = 48.26 kips/bolt
Ri vector at Shear Plate   = <-0.00, -17.29>
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 * 0.75 * 65.00 = 95.98 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 6.84 * 0.75 * 65.00 = 300.28 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.75 * 65.00 = 65.81 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(95.98, 300.28, 65.81) = 65.81 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(48.26, 65.81) = 48.26 kips/bolt
Bolt Shear Demand to Bearing ratio = 48.26 / 17.29 = 2.79

At Row 3, At Column 2:
Ribolt = 16.29 kips
Ri vector at Beam   = <0.00, 16.29>
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 * (0.55/1) * 65.00 = 70.38 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 9.09 * (0.55/1) * 65.00 = 292.60 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.55/1) * 65.00 = 48.26 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(70.38, 292.60, 48.26) = 48.26 kips/bolt
Ri vector at Shear Plate   = <-0.00, -16.29>
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 * 0.75 * 65.00 = 95.98 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 6.84 * 0.75 * 65.00 = 300.28 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.75 * 65.00 = 65.81 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(95.98, 300.28, 65.81) = 65.81 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(48.26, 65.81) = 48.26 kips/bolt
Bolt Shear Demand to Bearing ratio = 48.26 / 16.29 = 2.96

At Row 3, At Column 3:
Ribolt = 13.42 kips
Ri vector at Beam   = <0.00, 13.42>
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 * (0.55/1) * 65.00 = 70.38 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 9.09 * (0.55/1) * 65.00 = 292.60 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.55/1) * 65.00 = 48.26 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(70.38, 292.60, 48.26) = 48.26 kips/bolt
Ri vector at Shear Plate   = <-0.00, -13.42>
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 * 0.75 * 65.00 = 95.98 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 6.84 * 0.75 * 65.00 = 300.28 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.75 * 65.00 = 65.81 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(95.98, 300.28, 65.81) = 65.81 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(48.26, 65.81) = 48.26 kips/bolt
Bolt Shear Demand to Bearing ratio = 48.26 / 13.42 = 3.60

At Row 3, At Column 4:
Ribolt = 3.67 kips
Ri vector at Beam   = <0.00, -3.67>
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 11.59 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.19 * (0.55/1) * 65.00 = 70.38 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 11.59 * (0.55/1) * 65.00 = 373.04 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.55/1) * 65.00 = 48.26 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(70.38, 373.04, 48.26) = 48.26 kips/bolt
Ri vector at Shear Plate   = <-0.00, 3.67>
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 * 0.75 * 65.00 = 95.98 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 6.84 * 0.75 * 65.00 = 300.28 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.75 * 65.00 = 65.81 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(95.98, 300.28, 65.81) = 65.81 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(48.26, 65.81) = 48.26 kips/bolt
Bolt Shear Demand to Bearing ratio = 48.26 / 3.67 = 13.15

At Row 4, At Column 1:
Ribolt = 17.38 kips
Ri vector at Beam   = <-5.60, 16.46>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 4.25 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 3.12 * (0.55/1) * 65.00 = 100.25 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 4.25 * (0.55/1) * 65.00 = 136.79 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.55/1) * 65.00 = 48.26 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(100.25, 136.79, 48.26) = 48.26 kips/bolt
Ri vector at Shear Plate   = <5.60, -16.46>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 4.06 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 3.05 * 0.75 * 65.00 = 133.81 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 4.06 * 0.75 * 65.00 = 178.14 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.75 * 65.00 = 65.81 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(133.81, 178.14, 65.81) = 65.81 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(48.26, 65.81) = 48.26 kips/bolt
Bolt Shear Demand to Bearing ratio = 48.26 / 17.38 = 2.78

At Row 4, At Column 2:
Ribolt = 16.64 kips
Ri vector at Beam   = <-7.62, 14.79>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 9.41 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 3.12 * (0.55/1) * 65.00 = 100.25 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 9.41 * (0.55/1) * 65.00 = 302.90 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.55/1) * 65.00 = 48.26 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(100.25, 302.90, 48.26) = 48.26 kips/bolt
Ri vector at Shear Plate   = <7.62, -14.79>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 4.32 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 3.05 * 0.75 * 65.00 = 133.81 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 4.32 * 0.75 * 65.00 = 189.74 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.75 * 65.00 = 65.81 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(133.81, 189.74, 65.81) = 65.81 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(48.26, 65.81) = 48.26 kips/bolt
Bolt Shear Demand to Bearing ratio = 48.26 / 16.64 = 2.90

At Row 4, At Column 3:
Ribolt = 15.06 kips
Ri vector at Beam   = <-10.97, 10.31>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 9.89 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 3.12 * (0.55/1) * 65.00 = 100.25 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 9.89 * (0.55/1) * 65.00 = 318.06 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.55/1) * 65.00 = 48.26 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(100.25, 318.06, 48.26) = 48.26 kips/bolt
Ri vector at Shear Plate   = <10.97, -10.31>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 5.58 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 3.05 * 0.75 * 65.00 = 133.81 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 5.58 * 0.75 * 65.00 = 244.90 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.75 * 65.00 = 65.81 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(133.81, 244.90, 65.81) = 65.81 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(48.26, 65.81) = 48.26 kips/bolt
Bolt Shear Demand to Bearing ratio = 48.26 / 15.06 = 3.21

At Row 4, At Column 4:
Ribolt = 13.71 kips
Ri vector at Beam   = <-13.69, -0.83>
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 10.11 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.19 * (0.55/1) * 65.00 = 70.38 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 10.11 * (0.55/1) * 65.00 = 325.39 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.55/1) * 65.00 = 48.26 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(70.38, 325.39, 48.26) = 48.26 kips/bolt
Ri vector at Shear Plate   = <13.69, 0.83>
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 * 0.75 * 65.00 = 87.75 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 1.00 * 0.75 * 65.00 = 43.96 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.75 * 65.00 = 65.81 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(87.75, 43.96, 65.81) = 43.96 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(48.26, 43.96) = 43.96 kips/bolt
Bolt Shear Demand to Bearing ratio = 43.96 / 13.71 = 3.21

At Row 5, At Column 1:
Ribolt = 17.56 kips
Ri vector at Beam   = <-9.88, 14.52>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 2.26 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 3.12 * (0.55/1) * 65.00 = 100.25 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.26 * (0.55/1) * 65.00 = 72.73 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.55/1) * 65.00 = 48.26 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(100.25, 72.73, 48.26) = 48.26 kips/bolt
Ri vector at Shear Plate   = <9.88, -14.52>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 1.02 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 3.05 * 0.75 * 65.00 = 133.81 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 1.02 * 0.75 * 65.00 = 44.78 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.75 * 65.00 = 65.81 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(133.81, 44.78, 65.81) = 44.78 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(48.26, 44.78) = 44.78 kips/bolt
Bolt Shear Demand to Bearing ratio = 44.78 / 17.56 = 2.55

At Row 5, At Column 2:
Ribolt = 17.20 kips
Ri vector at Beam   = <-12.34, 11.97>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 5.86 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 3.12 * (0.55/1) * 65.00 = 100.25 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 5.86 * (0.55/1) * 65.00 = 188.63 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.55/1) * 65.00 = 48.26 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(100.25, 188.63, 48.26) = 48.26 kips/bolt
Ri vector at Shear Plate   = <12.34, -11.97>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 1.21 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 3.05 * 0.75 * 65.00 = 133.81 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 1.21 * 0.75 * 65.00 = 53.18 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.75 * 65.00 = 65.81 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(133.81, 53.18, 65.81) = 53.18 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(48.26, 53.18) = 48.26 kips/bolt
Bolt Shear Demand to Bearing ratio = 48.26 / 17.20 = 2.81

At Row 5, At Column 3:
Ribolt = 16.67 kips
Ri vector at Beam   = <-15.09, 7.09>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 7.88 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 3.12 * (0.55/1) * 65.00 = 100.25 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 7.88 * (0.55/1) * 65.00 = 253.55 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.55/1) * 65.00 = 48.26 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(100.25, 253.55, 48.26) = 48.26 kips/bolt
Ri vector at Shear Plate   = <15.09, -7.09>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 2.39 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 3.05 * 0.75 * 65.00 = 133.81 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 2.39 * 0.75 * 65.00 = 104.74 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.75 * 65.00 = 65.81 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(133.81, 104.74, 65.81) = 65.81 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(48.26, 65.81) = 48.26 kips/bolt
Bolt Shear Demand to Bearing ratio = 48.26 / 16.67 = 2.90

At Row 5, At Column 4:
Ribolt = 16.39 kips
Ri vector at Beam   = <-16.38, -0.49>
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 10.10 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.19 * (0.55/1) * 65.00 = 70.38 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 10.10 * (0.55/1) * 65.00 = 324.93 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.55/1) * 65.00 = 48.26 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(70.38, 324.93, 48.26) = 48.26 kips/bolt
Ri vector at Shear Plate   = <16.38, 0.49>
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 * 0.75 * 65.00 = 87.75 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 1.00 * 0.75 * 65.00 = 43.90 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.75 * 65.00 = 65.81 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(87.75, 43.90, 65.81) = 43.90 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(48.26, 43.90) = 43.90 kips/bolt
Bolt Shear Demand to Bearing ratio = 43.90 / 16.39 = 2.68

Min Bolt Shear Demand to Bearing ratio Beam and Shear Plate for vertical shear only
 = min(1.00, 2.75, 2.81, 2.90, 2.94, 2.78, 2.90, 3.21, 3.52, 2.79, 
       2.96, 3.60, 13.15, 2.78, 2.90, 3.21, 3.21, 2.55, 2.81, 2.90, 
       2.68) = 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 * 190.96 = 190.96 kips
Rbv = 190.96 kips >= Reaction V = 167.40 kips (OK)

Web Depth = d - [Top Cope Depth] - [Bottom Cope Depth] = 21.50 - 0.00 - 0.00 = 21.50 in.

Using AISC 14th Ed. Equation J4-3
Gross Area (Shear), Agross = [Web Depth] * tw = 21.50 * 0.55 = 11.83 in^2
Shear Yielding, (phi)Vny = (phi) * 0.6 * Fybeam * Agross = 1.00 * 0.6 * 50.00 * 11.83 = 354.75 kips

Using AISC 14th Ed. Equation J4-4
Net Area (Shear), Anet = ([Web Depth] - ([# rows] * [Diameter + 0.06])) * tw 
    = (21.50 - (5 * 0.88)) * 0.55 = 9.42 in^2
Shear Rupture, (phi)Vnu = (phi) * 0.6 * Fubeam * Anet = 0.75 * 0.6 * 65.00 * 9.42 = 275.51 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 = 0.75 * 14.50 = 10.88 in^2
Shear Yielding, (phi)Vny = (phi) * 0.6 * Fypl * Ag = 1.00 * 0.6 * 50.00 * 10.88 = 326.25 kips

326.25 kips >= Reaction V = 167.40 kips (OK)

Using AISC 14th Ed. Equation J4-4
Net Area, An = (14.50 - (5 * (0.81 + 1/16))) * 0.75 = 7.59 in^2
Shear Rupture, (phi)Vnu = (phi) * 0.6 * Fupl * An = 0.75 * 0.6 * 65.00 * 7.59 = 222.12 kips

222.12 kips >= Reaction V = 167.40 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 = (9.00 + 1.50) = 10.50 in.
Net Tension Length = 10.50 - (3.50 * (1.00 + 0.06)) = 6.78 in.
1. (phi) * [material thickness] * ((0.60 * Fupl* [net shear length]) + (Ubs * Fupl * [net tension length])) 
    = 0.75 * 0.75 * ((0.60 * 65.00 * 9.31) + (0.50 * 65.00 * 6.78)) = 328.27 kips
2. (phi) * [material thickness] * ((0.60 * Fypl * [gross shear length]) + (Ubs * Fupl * [net tension length])) 
    = 0.75 * 0.75 * ((0.60 * 50.00 * 13.25) + (0.50 * 65.00 * 6.78)) = 347.57 kips
Block Shear = 328.27 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 = (9.00 + 1.50) - 1.50 = 9.00 in.
Net Tension Length = 9.00 - 3 * (1.00 + 0.06) = 5.81 in.
1. (phi) * [material thickness] * ((0.60 * Fupl* [net shear length]) + (Ubs * Fupl * [net tension length])) 
    = 0.75 * 0.75 * ((0.60 * 65.00 * 18.62) + (0.50 * 65.00 * 5.81)) = 514.86 kips
2. (phi) * [material thickness] * ((0.60 * Fypl * [gross shear length]) + (Ubs * Fupl * [net tension length])) 
    = 0.75 * 0.75 * ((0.60 * 50.00 * 26.50) + (0.50 * 65.00 * 5.81)) = 553.46 kips
Block Shear = 514.86 kips
328.27 kips >= Reaction V = 167.40 kips (OK)

Block Shear for Axial T/C is not required.

Flexural and Buckling Strength:

Eccentricity at first line of bolts, e = 2.25 in.
Zgross = 39.42 in^3
Znet   = 27.47 in^3
Sgross = 26.28 in^3
Snet   = 18.13 in^3

Using AISC 14th Ed. Equation 9-4
Flexural Rupture = (phi) * Fu * Znet / e = 0.75 * 65.00 * 27.47 / 2.25 = 595.11 kips


Using AISC 14th Ed. Equation 9-14 through 9-18, Fcr = Fy * Q
tw = 0.75 in.
ho = 14.50 in.
c = 2.25 in.
lambda = (ho * Fy ^ 0.5) / ( 10 * tw * ( 475.00 + 280.00 * (ho / c)^2 ) ^0.5 ) = 
 = 14.50 * 50.00^0.5 / (10 * 0.75 * (475.00 + 280.00 * (14.50/2.25)^2 )^0.5) = 0.12
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 * 26.28 / 2.25 = 525.63 kips

Interaction Check of Flexural Yielding:
Using AISC 14th Ed. Equation 10-5
Eccentricity at CG of Bolt Group, e = 6.75 in.
Zgross = 39.42
Znet = 39.42
Mr = Vr * e = 167.40 * 6.75 = 1129.95 kips-in
Mc = phi * Mn = phi * Fy * Zgross = 0.90 * 50.00 * 39.42 = 1773.98 kips-in
Vr = 167.40 kips
Vc = phi * Vn = phi * 0.60 * Fy * Ag = 1.00 * 0.60 * 50.00 * 10.88 = 326.25 kips
Interaction due to moment and shear, (Vr/Vc)^2 + (Mr/Mc)^2 <= 1.0
(Vr/Vc)^2 + (Mr/Mc)^2 = (167.40 / 326.25)^2 + (1129.95 / 1773.98)^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 * 96.02 = 2545.22 kips-in
tmax = 6 * 2545.22 / (50.00 * 14.50^2) = 1.45 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 = 167.40 / 14.50 / 2 = 5.77 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) = 5.77 / (0.75 * 1.86) = 4.15/16

Minimum fillet weld size : 
   At shear only load case = 0.26 in.
   per Table J2.4     = 0.25 in.
   5/8tp              = 0.47 in.
   user preference    = 0.25 in.

Dmax1 (using eqn 9-3)
 = tshpl * Fushpl / ( Fexx * C1 * 0.09)
 = 0.75 * 65.00 / ( 70.00 * 1.00 * 0.09 ) 
 = 7.88 
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(7.88, 39.71, 12.00)
 = 7.88 

Use weld size
D1 = 8.00
D2 = 8.00

Weld Strength :

Vertical weld capacity during shear only load, phi * Rnv1 = 0.75 * 1.86 * 14.50 * (7.88 + 7.88) = 318.10 kips

318.10 kips >= Reaction V = 167.40 kips (OK)