bcw.bfmp.sml.00003.00003

SHEAR PLATE CONNECTION SUMMARY

Filler Beam profile: W21X111
Column profile: W14X132
Slope: 0.00 deg.
Skew: 90.00
Vertical Offset: -53.25 in.
Horizontal Offset: 0.00 in.
Span: 18.58 ft.
Reaction, V: 225.20 kips
Lateral Moment Connection, Maximum Design Moment: 180.00 kips-ft
Moment, DL Portion: 0.00 kips-ft
Moment, LL Portion: 0.00 kips-ft
Moment, Lateral Portion: 180.00 kips-ft
Shear Capacity, Rn: 268.39 kips
Design/Reference according to AISC 14th Ed. - LRFD
Full Depth Shear Plate: Extended Configuration
Beam material grade: A992
Support material grade: A992
Plate material grade: A572-GR.50
Weld grade: E70
Shear Plate Design Size: 16.75 in. x 14.50 in. x 1.00 in.
Full Depth Shear Plate Detailing Height at Support: 21.81 in.
Full Depth Shear Plate Detailing Width at Support: 7.06 in.
Configuration Geometry:
Welds at shear plate to support: 10/16 FILLET, 10/16 FILLET
Welds at shear plate to top/bottom flange plate: 6/16 FILLET, 6/16 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 = 7.62 in.
Beam centerline setback = 7.62 in.
Edge distance at vertical edge of plate: 1.62 in.
Edge distance at top edge of plate: 1.25 in.
Edge distance at bottom edge of plate: 1.25 in.
Edge distance at vertical edge of beam: 1.50 in.
Horizontal distance to first hole: 9.12 in.
Down distance from top of filler beam flange: 3.75 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:
C = no of bolts = 15.00
Using Table 7-1 to determine (phi)rn:
(phi)Rn = (phi)rn * C = 17.89 * 15.00 = 268.39 kips


Total Vertical Bolt Shear Capacity = 268.39 kips
268.39 kips >= Reaction V = 225.20 kips (OK)

BOLT BEARING AT BEAM AND SHEAR PLATE SIDE
Vertical Shear Only Load Case:
At Row 1, At Column 1:
(phi)Rnbolt = 17.89 kips
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 3.34 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 * 3.34 * (0.55/1) * 65.00 = 107.59 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, 107.59, 48.26) = 48.26 kips/bolt
Lcsshpl at Shear Plate spacing  = 2.19 in.
Lceshpl at Shear Plate edge    = 12.84 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.19 * 1.00 * 65.00 = 127.97 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 12.84 * 1.00 * 65.00 = 751.38 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 1.00 * 65.00 = 87.75 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(127.97, 751.38, 87.75) = 87.75 kips/bolt
(phi)Rn = min((phi)Rnbolt, (phi)Rnbm, (phi)Rnshpl) = min(17.89, 48.26, 87.75) = 17.89 kips/bolt

At Row 1, At Column 2:
(phi)Rnbolt = 17.89 kips
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 3.34 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 * 3.34 * (0.55/1) * 65.00 = 107.59 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, 107.59, 48.26) = 48.26 kips/bolt
Lcsshpl at Shear Plate spacing  = 2.19 in.
Lceshpl at Shear Plate edge    = 12.84 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.19 * 1.00 * 65.00 = 127.97 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 12.84 * 1.00 * 65.00 = 751.38 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 1.00 * 65.00 = 87.75 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(127.97, 751.38, 87.75) = 87.75 kips/bolt
(phi)Rn = min((phi)Rnbolt, (phi)Rnbm, (phi)Rnshpl) = min(17.89, 48.26, 87.75) = 17.89 kips/bolt

At Row 1, At Column 3:
(phi)Rnbolt = 17.89 kips
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 3.34 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 * 3.34 * (0.55/1) * 65.00 = 107.59 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, 107.59, 48.26) = 48.26 kips/bolt
Lcsshpl at Shear Plate spacing  = 2.19 in.
Lceshpl at Shear Plate edge    = 12.84 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.19 * 1.00 * 65.00 = 127.97 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 12.84 * 1.00 * 65.00 = 751.38 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 1.00 * 65.00 = 87.75 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(127.97, 751.38, 87.75) = 87.75 kips/bolt
(phi)Rn = min((phi)Rnbolt, (phi)Rnbm, (phi)Rnshpl) = min(17.89, 48.26, 87.75) = 17.89 kips/bolt

At Row 2, At Column 1:
(phi)Rnbolt = 17.89 kips
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 6.34 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 * 6.34 * (0.55/1) * 65.00 = 204.12 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, 204.12, 48.26) = 48.26 kips/bolt
Lcsshpl at Shear Plate spacing  = 2.19 in.
Lceshpl at Shear Plate edge    = 9.84 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.19 * 1.00 * 65.00 = 127.97 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 9.84 * 1.00 * 65.00 = 575.87 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 1.00 * 65.00 = 87.75 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(127.97, 575.87, 87.75) = 87.75 kips/bolt
(phi)Rn = min((phi)Rnbolt, (phi)Rnbm, (phi)Rnshpl) = min(17.89, 48.26, 87.75) = 17.89 kips/bolt

At Row 2, At Column 2:
(phi)Rnbolt = 17.89 kips
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 6.34 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 * 6.34 * (0.55/1) * 65.00 = 204.12 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, 204.12, 48.26) = 48.26 kips/bolt
Lcsshpl at Shear Plate spacing  = 2.19 in.
Lceshpl at Shear Plate edge    = 9.84 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.19 * 1.00 * 65.00 = 127.97 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 9.84 * 1.00 * 65.00 = 575.87 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 1.00 * 65.00 = 87.75 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(127.97, 575.87, 87.75) = 87.75 kips/bolt
(phi)Rn = min((phi)Rnbolt, (phi)Rnbm, (phi)Rnshpl) = min(17.89, 48.26, 87.75) = 17.89 kips/bolt

At Row 2, At Column 3:
(phi)Rnbolt = 17.89 kips
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 6.34 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 * 6.34 * (0.55/1) * 65.00 = 204.12 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, 204.12, 48.26) = 48.26 kips/bolt
Lcsshpl at Shear Plate spacing  = 2.19 in.
Lceshpl at Shear Plate edge    = 9.84 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.19 * 1.00 * 65.00 = 127.97 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 9.84 * 1.00 * 65.00 = 575.87 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 1.00 * 65.00 = 87.75 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(127.97, 575.87, 87.75) = 87.75 kips/bolt
(phi)Rn = min((phi)Rnbolt, (phi)Rnbm, (phi)Rnshpl) = min(17.89, 48.26, 87.75) = 17.89 kips/bolt

At Row 3, At Column 1:
(phi)Rnbolt = 17.89 kips
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 9.34 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 * 9.34 * (0.55/1) * 65.00 = 300.64 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, 300.64, 48.26) = 48.26 kips/bolt
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 * 1.00 * 65.00 = 127.97 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 6.84 * 1.00 * 65.00 = 400.37 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 1.00 * 65.00 = 87.75 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(127.97, 400.37, 87.75) = 87.75 kips/bolt
(phi)Rn = min((phi)Rnbolt, (phi)Rnbm, (phi)Rnshpl) = min(17.89, 48.26, 87.75) = 17.89 kips/bolt

At Row 3, At Column 2:
(phi)Rnbolt = 17.89 kips
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 9.34 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 * 9.34 * (0.55/1) * 65.00 = 300.64 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, 300.64, 48.26) = 48.26 kips/bolt
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 * 1.00 * 65.00 = 127.97 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 6.84 * 1.00 * 65.00 = 400.37 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 1.00 * 65.00 = 87.75 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(127.97, 400.37, 87.75) = 87.75 kips/bolt
(phi)Rn = min((phi)Rnbolt, (phi)Rnbm, (phi)Rnshpl) = min(17.89, 48.26, 87.75) = 17.89 kips/bolt

At Row 3, At Column 3:
(phi)Rnbolt = 17.89 kips
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 9.34 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 * 9.34 * (0.55/1) * 65.00 = 300.64 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, 300.64, 48.26) = 48.26 kips/bolt
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 * 1.00 * 65.00 = 127.97 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 6.84 * 1.00 * 65.00 = 400.37 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 1.00 * 65.00 = 87.75 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(127.97, 400.37, 87.75) = 87.75 kips/bolt
(phi)Rn = min((phi)Rnbolt, (phi)Rnbm, (phi)Rnshpl) = min(17.89, 48.26, 87.75) = 17.89 kips/bolt

At Row 4, At Column 1:
(phi)Rnbolt = 17.89 kips
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 12.34 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 * 12.34 * (0.55/1) * 65.00 = 397.17 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, 397.17, 48.26) = 48.26 kips/bolt
Lcsshpl at Shear Plate spacing  = 2.19 in.
Lceshpl at Shear Plate edge    = 3.84 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.19 * 1.00 * 65.00 = 127.97 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 3.84 * 1.00 * 65.00 = 224.86 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 1.00 * 65.00 = 87.75 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(127.97, 224.86, 87.75) = 87.75 kips/bolt
(phi)Rn = min((phi)Rnbolt, (phi)Rnbm, (phi)Rnshpl) = min(17.89, 48.26, 87.75) = 17.89 kips/bolt

At Row 4, At Column 2:
(phi)Rnbolt = 17.89 kips
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 12.34 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 * 12.34 * (0.55/1) * 65.00 = 397.17 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, 397.17, 48.26) = 48.26 kips/bolt
Lcsshpl at Shear Plate spacing  = 2.19 in.
Lceshpl at Shear Plate edge    = 3.84 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.19 * 1.00 * 65.00 = 127.97 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 3.84 * 1.00 * 65.00 = 224.86 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 1.00 * 65.00 = 87.75 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(127.97, 224.86, 87.75) = 87.75 kips/bolt
(phi)Rn = min((phi)Rnbolt, (phi)Rnbm, (phi)Rnshpl) = min(17.89, 48.26, 87.75) = 17.89 kips/bolt

At Row 4, At Column 3:
(phi)Rnbolt = 17.89 kips
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 12.34 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 * 12.34 * (0.55/1) * 65.00 = 397.17 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, 397.17, 48.26) = 48.26 kips/bolt
Lcsshpl at Shear Plate spacing  = 2.19 in.
Lceshpl at Shear Plate edge    = 3.84 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.19 * 1.00 * 65.00 = 127.97 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 3.84 * 1.00 * 65.00 = 224.86 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 1.00 * 65.00 = 87.75 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(127.97, 224.86, 87.75) = 87.75 kips/bolt
(phi)Rn = min((phi)Rnbolt, (phi)Rnbm, (phi)Rnshpl) = min(17.89, 48.26, 87.75) = 17.89 kips/bolt

At Row 5, At Column 1:
(phi)Rnbolt = 17.89 kips
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 15.34 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 * 15.34 * (0.55/1) * 65.00 = 493.70 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, 493.70, 48.26) = 48.26 kips/bolt
Lcsshpl at Shear Plate spacing  = 2.19 in.
Lceshpl at Shear Plate edge    = 0.84 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.19 * 1.00 * 65.00 = 127.97 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 0.84 * 1.00 * 65.00 = 49.36 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 1.00 * 65.00 = 87.75 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(127.97, 49.36, 87.75) = 49.36 kips/bolt
(phi)Rn = min((phi)Rnbolt, (phi)Rnbm, (phi)Rnshpl) = min(17.89, 48.26, 49.36) = 17.89 kips/bolt

At Row 5, At Column 2:
(phi)Rnbolt = 17.89 kips
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 15.34 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 * 15.34 * (0.55/1) * 65.00 = 493.70 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, 493.70, 48.26) = 48.26 kips/bolt
Lcsshpl at Shear Plate spacing  = 2.19 in.
Lceshpl at Shear Plate edge    = 0.84 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.19 * 1.00 * 65.00 = 127.97 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 0.84 * 1.00 * 65.00 = 49.36 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 1.00 * 65.00 = 87.75 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(127.97, 49.36, 87.75) = 49.36 kips/bolt
(phi)Rn = min((phi)Rnbolt, (phi)Rnbm, (phi)Rnshpl) = min(17.89, 48.26, 49.36) = 17.89 kips/bolt

At Row 5, At Column 3:
(phi)Rnbolt = 17.89 kips
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 15.34 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 * 15.34 * (0.55/1) * 65.00 = 493.70 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, 493.70, 48.26) = 48.26 kips/bolt
Lcsshpl at Shear Plate spacing  = 2.19 in.
Lceshpl at Shear Plate edge    = 0.84 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.19 * 1.00 * 65.00 = 127.97 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 0.84 * 1.00 * 65.00 = 49.36 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 1.00 * 65.00 = 87.75 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(127.97, 49.36, 87.75) = 49.36 kips/bolt
(phi)Rn = min((phi)Rnbolt, (phi)Rnbm, (phi)Rnshpl) = min(17.89, 48.26, 49.36) = 17.89 kips/bolt

Bearing Capacity at Beam and Shear Plate for vertical shear only
 = Sum{ Bearing At [(Row)i,(Column)i] }
 = 17.89 + 17.89 + 17.89 + 17.89 + 17.89 + 17.89 + 17.89 + 17.89 + 17.89 + 17.89
 + 17.89 + 17.89 + 17.89 + 17.89 + 17.89 = 268.39 kips

BEARING AT BEAM AND SHEAR PLATE SIDE SUMMARY:
Bearing Capacity at Vertical Shear Load Only, Rbv = Sum{ [(Row)i,(Column)i] } = 268.39 kips
Rbv = 268.39 kips >= Reaction V = 225.20 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 = 1.00 * 14.50 = 14.50 in^2
Shear Yielding, (phi)Vny = (phi) * 0.6 * Fypl * Ag = 1.00 * 0.6 * 50.00 * 14.50 = 435.00 kips

435.00 kips >= Reaction V = 225.20 kips (OK)

Using AISC 14th Ed. Equation J4-4
Net Area, An = (14.50 - (5 * (0.81 + 1/16))) * 1.00 = 10.12 in^2
Shear Rupture, (phi)Vnu = (phi) * 0.6 * Fupl * An = 0.75 * 0.6 * 65.00 * 10.12 = 296.16 kips

296.16 kips >= Reaction V = 225.20 kips (OK)

Shear strength parallel to moment plate width:
Using AISC 14th Ed. Equation J4-3
Shear Area, Ag = (tp * (full depth wpl - clip)) = (1.00 * (7.06 - 0.50)) = 6.56 in^2
Shear Yielding, (phi)Vny = (phi) * 0.6 * Fypl * Ag = 1.00 * 0.6 * 50.00 * 6.56 = 196.88 kips
196.88 kips >= 94.21 kips (OK)

Using AISC 14th Ed. Equation J4-4
Shear Area, An = (tp * (full depth wpl - clip)) = (1.00 * (7.06 - 0.50)) = 6.56 in^2
Shear Rupture, (phi)Vnu = (phi) * 0.6 * Fupl * An = 0.75 * 0.6 * 65.00 * 6.56 = 191.96 kips
191.96 kips >= 94.21 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 + 1.62) = 7.62 in.
Net Tension Length = 7.62 - (2.50 * (1.00 + 0.06)) = 4.97 in.
1. (phi) * [material thickness] * ((0.60 * Fupl* [net shear length]) + (Ubs * Fupl * [net tension length])) 
    = 0.75 * 1.00 * ((0.60 * 65.00 * 9.31) + (0.50 * 65.00 * 4.97)) = 393.51 kips
2. (phi) * [material thickness] * ((0.60 * Fypl * [gross shear length]) + (Ubs * Fupl * [net tension length])) 
    = 0.75 * 1.00 * ((0.60 * 50.00 * 13.25) + (0.50 * 65.00 * 4.97)) = 419.25 kips
Block Shear = 393.51 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 + 1.62) - 1.62 = 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 * 1.00 * ((0.60 * 65.00 * 18.62) + (0.50 * 65.00 * 3.88)) = 639.25 kips
2. (phi) * [material thickness] * ((0.60 * Fypl * [gross shear length]) + (Ubs * Fupl * [net tension length])) 
    = 0.75 * 1.00 * ((0.60 * 50.00 * 26.50) + (0.50 * 65.00 * 3.88)) = 690.72 kips
Block Shear = 639.25 kips
393.51 kips >= Reaction V = 225.20 kips (OK)

Block Shear for Axial T/C is not required.

Check bending capacity against bending from Vshpl:
Vshpl = R * a / full shpl height = 225.20 * 9.12 / 21.81 = 94.21 kips
dtop = 2.75 in.
dbot  = 4.56 in.
Mshpl = Vshpl * Max(dtop, dbot) = 94.21 * Max(2.75, 4.56) = 429.84 kips-in
Z = b*d^2/4 = 12.47 in^3
Mcap yielding = phi * Fypl * Zgross = 0.90 * 50.00 * 12.47 = 561.14 kips-in

561.14 kips-in >= 429.84 kips-in (OK)

Weld at Shear Plate to Top Moment Plate:
Shear At Weld, Vshpl = 94.21 kips
Minimum fillet weld size : 
   For design load    = 0.32 in.
   per Table J2.4     = 0.25 in.
   user preference    = 0.25 in.
Dmax1 (using eqn 9-3)
 = tshpl * Fushpl / ( Fexx * C1 * 0.09)
 = 1.00 * 65.00 / ( 70.00 * 1.00 * 0.09 ) 
 = 10.51 
Dmax2 (using eqn 9-2)
 = tmpl * Fumpl / ( Fexx * C1 * 0.04 )
 = 0.75 * 65.00 / ( 70.00 * 1.00 * 0.04 ) 
 = 15.76 
Dmax3 = project max fillet weld = 12.00
Dmax=min(Dmax1, Dmax2, Dmax3) = min(10.51, 15.76, 12.00)
 = 10.51 

Use D1, D2 = Max(User Pref Min, Min(User Pref Max, Max(Design Req, Table J2.4))) = Max(4.00, Min(12.00, Max(5.16, 4.00))) = 6.00

Weld Shear Strength: 
theta = 0.00 deg.
cPhi  = 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
Weld Strength = phi * weld coefficient * l * (min(D1 + D2, Dmax + Dmax)) = 
 = 0.75 * 1.86 * 6.56 * (6.00 + 6.00) = 109.63 kips

Weld at Shear Plate to Bottom Moment Plate:
Shear At Weld, Vshpl = 94.21 kips
Minimum fillet weld size : 
   For design load    = 0.32 in.
   per Table J2.4     = 0.25 in.
   user preference    = 0.25 in.
Dmax1 (using eqn 9-3)
 = tshpl * Fushpl / ( Fexx * C1 * 0.09)
 = 1.00 * 65.00 / ( 70.00 * 1.00 * 0.09 ) 
 = 10.51 
Dmax2 (using eqn 9-2)
 = tmpl * Fumpl / ( Fexx * C1 * 0.04 )
 = 0.75 * 65.00 / ( 70.00 * 1.00 * 0.04 ) 
 = 15.76 
Dmax3 = project max fillet weld = 12.00
Dmax=min(Dmax1, Dmax2, Dmax3) = min(10.51, 15.76, 12.00)
 = 10.51 

Use D1, D2 = Max(User Pref Min, Min(User Pref Max, Max(Design Req, Table J2.4))) = Max(4.00, Min(12.00, Max(5.16, 4.00))) = 6.00

Weld Shear Strength: 
theta = 0.00 deg.
cPhi  = 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
Weld Strength = phi * weld coefficient * l * (min(D1 + D2, Dmax + Dmax)) = 
 = 0.75 * 1.86 * 6.56 * (6.00 + 6.00) = 109.63 kips

WELD:

 Weld Requirements:

At shear only case: 
Weld Length for shear, Lv = 20.81 in.
Shear Load per inch per weld, fv = R/Lv/2 = 225.20 / 20.81 / 2 = 5.41 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) = 5.41 / (0.75 * 1.86) = 3.89/16

Minimum fillet weld size : 
   At shear only load case = 0.24 in.
   per Table J2.4     = 0.25 in.
   5/8tp              = 0.62 in.
   user preference    = 0.25 in.

Dmax1 (using eqn 9-3)
 = tshpl * Fushpl / ( Fexx * C1 * 0.09)
 = 1.00 * 65.00 / ( 70.00 * 1.00 * 0.09 ) 
 = 10.51 
Dmax2 (using eqn 9-3)
 = twcol * Fusupport / ( Fexx * C1 * 0.09 )
 = 0.65 * 65.00 / ( 70.00 * 1.00 * 0.09 ) 
 = 6.78 
Dmax3 = project max fillet weld = 12.00
Dmax=min(Dmax1, Dmax2, Dmax3) = min(10.51, 6.78, 12.00)
 = 6.78 

Use weld size
D1 = 10.00
D2 = 10.00

Weld Strength :

Vertical weld capacity during shear only load, phi * Rnv1 = 0.75 * 1.86 * 20.81 * (6.78 + 6.78) = 392.66 kips

392.66 kips >= Reaction V = 225.20 kips (OK)

MOMENT CONNECTION SUMMARY

Adjacent Filler Beam profile: W21X111
Opposite Filler Beam profile: W18X40
Column Web Profile: W14X132
Slope: 0.00
Skew: 90.00
Vertical Offset: -53.25 in.
Horizontal Offset: 0.00 in.
Span: 18.58 ft.
Beam Material Grade: A992
Column Material Grade: A992
Weld Grade: E70
Design/References:
   1. AISC 14th Ed. - LRFD
   2. AISC Design Guide 13 (LRFD)


ADJACENT SIDE:
Dead Load Gravity Moment, Mdl = -0.00 k-in
Live Load Gravity Moment, Mll = -0.00 k-in
Lateral Moment Case a, Mlata = 2160.00 k-in
Lateral Moment Case b, Mlatb = -2160.00 k-in
Lateral Design Moment Case 1, Mdes1 = Mlata + Mdl = 2160.00 + (-0.00) = 2160.00 k-in
Lateral Design Moment Case 2, Mdes2 = Mlatb + Mdl + Mll = -2160.00 + (-0.00) + (-0.00) = -2160.00 k-in
Moment Plate Design Force Top Case 1, Putopmpl1 = -Mdes1 /(dbeam + gap at top + gap at bottom + tmpl) = -(2160.00)/(21.50 + 0.25 + 0.06 + 0.75) = -95.73 kips
Moment Plate Design Force Bot Case 1, Pubotmpl1 = Mdes1 /(dbeam + gap at top + gap at bottom + tmpl) = (2160.00)/(21.50 + 0.25 + 0.06 + 0.75) = 95.73 kips
Moment Plate Design Force Top Case 2, Putopmpl2 = -Mdes2 /(dbeam + gap at top + gap at bottom + tmpl) = -(-2160.00)/(21.50 + 0.25 + 0.06 + 0.75) = 95.73 kips
Moment Plate Design Force Bot Case 2, Pubotmpl2 = Mdes2 /(dbeam + gap at top + gap at bottom + tmpl) = (-2160.00)/(21.50 + 0.25 + 0.06 + 0.75) = -95.73 kips
Beam Flange Design Force Top Case 1, Putopfl1 = -Mdes1 /(dbeam - tf) = -(2160.00)/(21.50 - 0.88) = -104.73 kips
Beam Flange Design Force Bot Case 1, Pubotfl1 = Mdes1 /(dbeam - tf) = (2160.00)/(21.50 - 0.88) = 104.73 kips
Beam Flange Design Force Top Case 2, Putopfl2 = -Mdes2 /(dbeam - tf) = -(-2160.00)/(21.50 - 0.88) = 104.73 kips
Beam Flange Design Force Bot Case 2, Pubotfl2 = Mdes2 /(dbeam - tf) = (-2160.00)/(21.50 - 0.88) = -104.73 kips
Moment Plate Connection Design Force Top Case 1, Putopconn1 = -Mdes1 /(dbeam) = -(2160.00)/(21.50) = -100.47 kips
Moment Plate Connection Design Force Bot Case 1, Pubotconn1 = Mdes1 /(dbeam) = (2160.00)/(21.50) = 100.47 kips
Moment Plate Connection Design Force Top Case 2, Putopconn2 = -Mdes2 /(dbeam) = -(-2160.00)/(21.50) = 100.47 kips
Moment Plate Connection Design Force Bot Case 2, Pubotconn2 = Mdes2 /(dbeam) = (-2160.00)/(21.50) = -100.47 kips
Top Moment Plate Max Tension Force, Putopmplmaxt = abs(max(Putopmpl1, Putopmpl2, 0)) = abs(max(-95.73, 95.73, 0)) = 95.73 kips
Top Moment Plate Max Compression Force, Putopmplmaxc = abs(min(Putopmpl1, Putopmpl2,0)) = abs(min(-95.73, 95.73,0)) = 95.73 kips
Bottom Moment Plate Max Tension Force, Pubotmplmaxt = abs(max(Pubotmpl1, Pubotmpl2, 0)) = abs(max(95.73, -95.73, 0)) = 95.73 kips
Bottom Moment Plate Max Compression Force, Pubotmplmaxc = abs(min(Pubotmpl1, Pubotmpl2, 0)) = abs(min(95.73, -95.73, 0)) = 95.73 kips
Top Flange Max Tension Force, Putopflmaxt = abs(max(Putopfl1, Putopfl2, 0)) = abs(max(-104.73, 104.73, , 0)) = 104.73 kips
Top Flange Max Compression Force, Putopflmaxc = abs(min(Putopfl1, Putopfl2, 0)) = abs(min(-104.73, 104.73, , 0)) = 104.73 kips
Bottom Flange Max Tension Force, Pubotflmaxt = abs(max(Pubotfl1, Pubotfl2, 0)) = abs(max(104.73, -104.73, , 0)) = 104.73 kips
Bottom Flange Max Compression Force, Pubotflmaxc = abs(min(Pubotfl1, Pubotfl2, 0)) = abs(min(104.73, -104.73, , 0)) = 104.73 kips

Note:Positive moment counterclockwise,positive force to right, adjacent side considered right side looking at column


Required Axial Strength at Top Flange Moment Plates: 95.73 kips
Required Axial Strength at Bottom Flange Moment Plates:95.73 kips
Moment Plates Summary: 
Flange Moment Plate Material Grade: A572-GR.50
Top Flange Moment Plate Size: 21.62 in. X 12.50 in. X 0.75 in.
Bottom Flange Moment Plate Size: 21.62 in. X 12.50 in. X 0.75 in.
Clipping Type: 1.50" x 1.50" Angled
Top Flange Plate Weld: At Column Flanges(Inner) 8/16 FILLET, 8/16 FILLET, At Column Web 4/16 FILLET, 4/16 FILLET, 
Bottom Flange Plate Weld: At Column Flanges(Inner) 8/16 FILLET, 8/16 FILLET, At Column Web 4/16 FILLET, 4/16 FILLET,

Check Column Flange Capacity

Flange Plate Clip Size, 
Clip = roundup(max(k1 - 0.5*tw, kdet - tf, user min), 1/4) = roundup(max(1.24, 1.28, 1.00), 1/4) = 1.50 in.
Flange Plate Shear Width, wv = (bfcol - twcol)/2 - clip = (14.70 - 0.65)/2 - 1.50 = 5.53 in.

Top Moment Plate Shear Load at Column Flange, Vumpl top = 
 = Max(abs(Vshpl top + Putopmpl1), abs(Vshpl top + Putopmpl2), abs(Vshpl bot + Pubotmpl1), abs(Vshpl bot + Pubotmpl2))
 = Max(abs(94.21 + -95.73), abs(94.21 + 95.73), abs(-94.21 + 95.73), abs(-94.21 + -95.73)) = 189.94 kips

Using AISC 14th Ed. Equation J4-3
Gross Shear Area, Agross = wv * tfcol = 5.53 * 1.03 = 5.69 in^2
Shear Yielding, (phi)Vny = (phi) * 0.6 * Fycol * Agross * 2 sides * 2 shear planes = 1.00 * 0.6 * 50.00 * 5.69 * 2 * 2 = 683.20 kips
683.20 kips >= Vumpl top = 189.94 kips (OK)

Using AISC 14th Ed. Equation J4-4
Net Shear Area, Anet = wv * tfcol = 5.53 * 1.03 = 5.69 in^2
Shear Rupture, (phi)Vnu = (phi) * 0.6 * Fucol * Anet * 2 sides * 2 shear planes = 0.75 * 0.6 * 65.00 * 5.69 * 2 * 2 = 666.14 kips
666.14 kips >= Vumpl top = 189.94 kips (OK)

FLANGE MOMENT PLATE CALCULATIONS: 

Beam Web thickness, tw = 0.55 in.
Beam Flange thickness, tf = 0.88 in.
Beam Flange Width, bf = 12.30 in.

Top Flange Moment Plate Dimensions:
Moment Plate Length: 21.62 in.
Moment Plate Width at Column: 12.50 in.
Moment Plate Width at Filler Beam: 12.50 in.
Moment Plate Thickness: 0.75 in.

Bottom Flange Moment Plate Dimensions:
Moment Plate Length: 21.62 in.
Moment Plate Width at Column: 12.50 in.
Moment Plate Width at Filler Beam: 12.50 in.
Moment Plate Thickness: 0.75 in.

1.00 in. Diameter A490SCA_TC bolts
Bolt Spacing, spa = 3.00 in.
Bolt gage, g = 5.50 in.
Holes in Beam flange: OVS diameter = hwf = 1.25 in., hhf = 1.25 in.
Holes in Top and Bottom Moment Plates: STD diameter = hwmpl = 1.06 in., hhmpl = 1.06 in.
Number of Rows of Bolts Top Moment Plate, #rows top = 4
Number of Rows of Bolts Bottom Moment Plate, #rows bot = 4
Number of Columns of Bolts Top Moment Plate, #cols top = 2
Number of Columns of Bolts Bottom Moment Plate, #cols bot = 2
Beam Setback = 7.62 in.
Distance to First Hole from Column Web, disthole1 = 10.62 in.
Edge Distance End of Beam to CL Bolts, Levf = 3.00 in.
Edge Distance End of Top Moment Plate to CL Bolts, Levmpltop = 2.00 in.
Edge Distance End of Bottom Moment Plate to CL Bolts, Levmplbot = 2.00 in.
Centerline Bolt to Horizontal Edge of Beam Flange, Lehf = 3.44 in.
Centerline Bolt to Horizontal Edge of Top Moment Plate, Lehmpltop = 3.50 in.
Centerline Bolt to Horizontal Edge of Bottom Moment Plate, Lehmplbot = 3.50 in.
Required Deck Support Width, dhang = na
Deck Support Cantilever = na

BEAM FLANGE CHECK:
Top Beam Flange Tension Load, Putopflmaxt = 104.73 kips
Bottom Beam Flange Tension Load, Pubotflmaxt = 104.73 kips

Check Flange Tensile Rupture Strength:
Using AISC 14th Ed. Equation F13-1
Agf = bg * tf = 12.30 * 0.88 = 10.76 in^2
Anf = Agf - 2*(hhf + 1/16)*tf = 10.76 - 2*(1.25 + 1/16)*0.88 = 8.47 in^2
Fybm/Fubm = 50.00/65.00=0.77---> Yt = 1.0
Fubm * Anf = 65.00 * 8.47 = 550.27
Yt * Fybm * Agf = 1.0 * 50.00 * 10.76 = 538.12
Fubm * Anf >= Yt * Fybm * Agf ---> Tensile rupture limit state Does Not Apply

Check Flange 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))}


Case 1 (Along Bolts): 
Gross Shear Length = 2*((#rows top-1)*spa + Levf) = 2*((4- 1) *3.00 + 3.00) = 24.00 in.
Net Shear Length = Gross Shear Length - 2*(#rows top-0.5) * (hwf+1/16) = 24.00 - 2 * (4 - 0.5) * (1.25 + 1/16) = 14.81 in.
Gross Tension Length = (bf - gage) = (12.30 - 5.50) = 6.80 in.
Net Tension Length = Gross Tension Length - 2*(hhf+1/16)/2 = 6.80 - 2*(1.25 + 1/16)/2 = 5.49 in.
1. (phi) * [material thickness] * ((0.60 * Fubm* [net shear length]) + (Ubs * Fubm * [net tension length])) 
    = 0.75 * 0.88 * ((0.60 * 65.00 * 14.81) + (1.00 * 65.00 * 5.49)) = 613.20 kips
2. (phi) * [material thickness] * ((0.60 * Fybm * [gross shear length]) + (Ubs * Fubm * [net tension length])) 
    = 0.75 * 0.88 * ((0.60 * 50.00 * 24.00) + (1.00 * 65.00 * 5.49)) = 706.59 kips
Block Shear = 613.20 kips

Case 2 (Along Web (V) and Flange (T)): 
Gross Shear Length = ((#rows top-1)*spa + Levf) = ((4- 1)* 3.00 + 3.00) = 12.00 in.
Net Shear Length = Gross Shear Length = 12.00 = 12.00 in.
Gross Tension Length = bf = 12.30 in.
Net Tension Length = Gross Tension Length - (hhf+1/16) * #cols top = 12.30 - (1.25 + 1/16) * 2 = 9.68 in.
1. (phi) * [material thickness] * ((0.60 * Fubm* [net shear length]) + (Ubs * Fubm * [net tension length])) 
    = 0.75 * 0.88 * ((0.60 * 65.00 * 12.00) + (1.00 * 65.00 * 9.68)) = 719.84 kips
2. (phi) * [material thickness] * ((0.60 * Fybm * [gross shear length]) + (Ubs * Fubm * [net tension length])) 
    = 0.75 * 0.88 * ((0.60 * 50.00 * 12.00) + (1.00 * 65.00 * 9.68)) = 648.97 kips
Block Shear = 648.97 kips
Block Shear = min(Case 1 , Case 2) = min(613.20, 648.97) = 613.20 kips >= max(Putopflmaxt, Pubotflmaxt) = 104.73 kips (OK)

BOLT/BEARING CHECK:

AT TOP MOMENT PLATE
Moment Plate Connection Load, Pconn top = max(abs(Putopconn1), abs(Putopconn2)) = max(abs(-100.47), abs(100.47)) = 100.47 kips

BOLT SHEAR

Bolt Shear Capacity at Axial Load due to Moment:
C = no of bolts = 8.00
number of deck plates = 0
tfiltop = gap + deck support thickness = 0.25 + 0.00 = 0.25 in.
potential number of fillers at gap > 1
total potential number of fillers at gap > 1
Slip Critical, Surface A, determining (phi)Rn:
Using AISC 14th Ed. Equation J3-4
slip coefficient, mu = 0.30
pretension ratio, Du = 1.13
Minimum Bolt Pretension from Table J3.1, Tb = 64.00 kips
factor for fillers, hf = 0.85
number of slip planes, ns = 1.00
rn = mu * Du * hf * Tb * ns = 0.30 * 1.13 * 0.85 * 64.00 * 1.00 = 18.44 kips
(phi)a = 0.85
(phi)rn = (phi)a * rn = 0.85 * 18.44 = 15.68 kips
(phi)Rn = (phi)rn * C = 15.68 * 8.00 = 125.40 kips

Bolt Shear Capacity at Axial due to Moment Load, Rna = 125.40 kips
125.40 kips >= 100.47 kips (OK)

BOLT BEARING

Axial due to Moment Load Case:
Bearing Strength in Beam Flange:
Using AISC 14th Ed. Equation J3-6a
Lcsf at Beam Flange Spacing = (spa - hwf) = (3.00 - 1.25) = 1.75 in.
Lcef at Beam Flange Edge = (Levf - hwf/2) = (3.00 - 1.25/2) = 2.38 in.
(phi)Rnsf at Beam Flange Spacing = (phi) * 1.20 * Lcsf * tf * Fubm = 0.75 * 1.20 * 1.75 * 0.88 * 65.00 = 89.58 kips/bolt
(phi)Rnef at Beam Flange Edge = (phi) * 1.20 * Lcef * tf * Fubm = 0.75 * 1.20 * 2.38 * 0.88 * 65.00 = 121.57 kips/bolt
(phi)Rndf at Beam Flange at Bolt Diameter = (phi) * 2.40 * db * tf * Fubm = 0.75 * 2.40 * 1.00 * 0.88 * 65.00 = 102.38 kips/bolt

Bearing Strength in Moment Plate:
Using AISC 14th Ed. Equation J3-6a
Lcsmpl at Moment Plate Spacing = (spa - hwmpl) = (3.00 - 1.06) = 1.94 in.
Lcempl at Moment Plate Edge = (Levmpltop - hwmpl/2) = (2.00 - 1.06/2) = 1.47 in.
(phi)Rnsmpl at Moment Plate Spacing = (phi) * 1.20 * Lcsmpl * tmpl * Fumpl = 0.75 * 1.20 * 1.94 * 0.75 * 65.00 = 85.01 kips/bolt
(phi)Rnempl at Moment Plate Edge = (phi) * 1.20 * Lcempl * tmpl * Fumpl = 0.75 * 1.20 * 1.47 * 0.75 * 65.00 = 64.44 kips/bolt
(phi)Rndmpl at Moment Plate at Bolt Diameter = (phi) * 2.40 * db * tmpl * Fumpl = 0.75 * 2.40 * 1.00 * 0.75 * 65.00 = 87.75 kips/bolt

Overall Bolt/Bearing Strength for Axial Load due to Moment
Bearing/Bolt Strength at Beam Flange Edge, (phi)Rnf = min((phi)Rnef, (phi)Rndf, (phi)Rnsmpl, (phi)Rndmpl, (phi)Rnbolt) = min(121.57, 102.38, 85.01, 87.75, 15.68) = 15.68 kips/bolt
Bearing/Bolt Strength at Moment Plate Edge, (phi)Rnmpl = min((phi)Rnempl, (phi)Rndmpl, (phi)Rnsf, (phi)Rndf, (phi)Rnbolt) = min(64.44, 87.75, 89.58, 102.38, 15.68) = 15.68 kips/bolt
Bearing/Bolt Strength at Interior Bolts, (phi)Rnint = min((phi)Rnsmpl, (phi)Rndmpl, (phi)Rnsf, (phi)Rndf, (phi)Rnbolt) = min(85.01, 87.75, 89.58, 102.38, 15.68) = 15.68 kips/bolt
Total Bearing Strength at Moment Plate Connection, (phi)Rn = #col top * ((phi)Rnf + (phi)Rnmpl + (#rows top - 2) * (phi)Rnint) = 2 * (15.68 + 15.68 + (4-2) * 15.68) = 125.40 kips
125.40 kips >= 100.47 kips (OK)


AT BOTTOM MOMENT PLATE
Moment Plate Connection Load, Pconn bot = max(abs(Pubotconn1), abs(Pubotconn2)) = max(abs(100.47), abs(-100.47)) = 100.47 kips

BOLT SHEAR

Bolt Shear Capacity at Axial Load due to Moment:
C = no of bolts = 8.00
number of deck plates = 0
tfilbot = gap + deck support thickness = 0.06 + 0.00 = 0.06 in.
potential number of fillers at gap = 1
total potential number of fillers at gap = 1
Slip Critical, Surface A, determining (phi)Rn:
Using AISC 14th Ed. Equation J3-4
slip coefficient, mu = 0.30
pretension ratio, Du = 1.13
Minimum Bolt Pretension from Table J3.1, Tb = 64.00 kips
factor for fillers, hf = 1.00
number of slip planes, ns = 1.00
rn = mu * Du * hf * Tb * ns = 0.30 * 1.13 * 1.00 * 64.00 * 1.00 = 21.70 kips
(phi)a = 0.85
(phi)rn = (phi)a * rn = 0.85 * 21.70 = 18.44 kips
(phi)Rn = (phi)rn * C = 18.44 * 8.00 = 147.53 kips

Bolt Shear Capacity at Axial due to Moment Load, Rna = 147.53 kips
147.53 kips >= 100.47 kips (OK)

BOLT BEARING

Axial due to Moment Load Case:
Bearing Strength in Beam Flange:
Using AISC 14th Ed. Equation J3-6a
Lcsf at Beam Flange Spacing = (spa - hwf) = (3.00 - 1.25) = 1.75 in.
Lcef at Beam Flange Edge = (Levf - hwf/2) = (3.00 - 1.25/2) = 2.38 in.
(phi)Rnsf at Beam Flange Spacing = (phi) * 1.20 * Lcsf * tf * Fubm = 0.75 * 1.20 * 1.75 * 0.88 * 65.00 = 89.58 kips/bolt
(phi)Rnef at Beam Flange Edge = (phi) * 1.20 * Lcef * tf * Fubm = 0.75 * 1.20 * 2.38 * 0.88 * 65.00 = 121.57 kips/bolt
(phi)Rndf at Beam Flange at Bolt Diameter = (phi) * 2.40 * db * tf * Fubm = 0.75 * 2.40 * 1.00 * 0.88 * 65.00 = 102.38 kips/bolt

Bearing Strength in Moment Plate:
Using AISC 14th Ed. Equation J3-6a
Lcsmpl at Moment Plate Spacing = (spa - hwmpl) = (3.00 - 1.06) = 1.94 in.
Lcempl at Moment Plate Edge = (Levmpltop - hwmpl/2) = (2.00 - 1.06/2) = 1.47 in.
(phi)Rnsmpl at Moment Plate Spacing = (phi) * 1.20 * Lcsmpl * tmpl * Fumpl = 0.75 * 1.20 * 1.94 * 0.75 * 65.00 = 85.01 kips/bolt
(phi)Rnempl at Moment Plate Edge = (phi) * 1.20 * Lcempl * tmpl * Fumpl = 0.75 * 1.20 * 1.47 * 0.75 * 65.00 = 64.44 kips/bolt
(phi)Rndmpl at Moment Plate at Bolt Diameter = (phi) * 2.40 * db * tmpl * Fumpl = 0.75 * 2.40 * 1.00 * 0.75 * 65.00 = 87.75 kips/bolt

Overall Bolt/Bearing Strength for Axial Load due to Moment
Bearing/Bolt Strength at Beam Flange Edge, (phi)Rnf = min((phi)Rnef, (phi)Rndf, (phi)Rnsmpl, (phi)Rndmpl, (phi)Rnbolt) = min(121.57, 102.38, 85.01, 87.75, 18.44) = 18.44 kips/bolt
Bearing/Bolt Strength at Moment Plate Edge, (phi)Rnmpl = min((phi)Rnempl, (phi)Rndmpl, (phi)Rnsf, (phi)Rndf, (phi)Rnbolt) = min(64.44, 87.75, 89.58, 102.38, 18.44) = 18.44 kips/bolt
Bearing/Bolt Strength at Interior Bolts, (phi)Rnint = min((phi)Rnsmpl, (phi)Rndmpl, (phi)Rnsf, (phi)Rndf, (phi)Rnbolt) = min(85.01, 87.75, 89.58, 102.38, 18.44) = 18.44 kips/bolt
Total Bearing Strength at Moment Plate Connection, (phi)Rn = #col top * ((phi)Rnf + (phi)Rnmpl + (#rows top - 2) * (phi)Rnint) = 2 * (18.44 + 18.44 + (4-2) * 18.44) = 147.53 kips
147.53 kips >= 100.47 kips (OK)


MOMENT PLATE CHECKS

Top Moment Plate Shear Load at Column Flange, Vumpl top = 
 = Max(abs(Vshpl top + Putopmpl1), abs(Vshpl top + Putopmpl2))
 = Max(abs(94.21 + -95.73), abs(94.21 + 95.73)) = 189.94 kips
Top Moment Plate Tension Load, Putopmplmaxt =95.73 kips
Top Moment Plate Compression Load, Putopmplmaxc =95.73 kips
Bottom Moment Plate Shear Load at Column Flange, Vumpl bot = 
 = Max(abs(Vshpl bot + Pubotmpl1), abs(Vshpl bot + Pubotmpl2))
 = Max(abs(-94.21 + 95.73), abs(-94.21 + -95.73)) = 189.94 kips
Bottom Moment Plate Tension Load, Pubotmplmaxt =95.73 kips
Bottom Moment Plate Compression Load, Pubotmplmaxc =95.73 kips

TOP FLANGE PLATE CALCULATIONS:
Minimum Moment Plate Thickness per user preferences, tmplminup = 0.38 in. <= 0.75 (OK)
Minimum Top Flange Moment Plate Thickness per Table B4.1a, Case 7:
bmpl * (Fy)^0.5 / (1.40 * EE^0.5) = 12.50 * (50.00)^0.5 / (1.40 * 29000^0.5) = 0.37 in. <= 0.75 (OK)

Check Flange Plate Thickness for Shear Strength:

Top Moment Plate Shear Load at Column Flange, Vumpl top = 
 = Max(abs(Vshpl top + Putopmpl1), abs(Vshpl top + Putopmpl2))
 = Max(abs(94.21 + -95.73), abs(94.21 + 95.73)) = 189.94 kips

Using AISC 14th Ed. Equation J4-3
Gross Shear Area, Ag = tmpl * (0.5*(bf-tw) - clip) = 0.75 * (0.5*(14.70 - 0.65) - 1.50) = 4.15 in^2
Shear Yielding, (phi)Vny = (phi) * 0.6 * Fypl * Ag * 2 sides = 0.90 * 0.6 * 50.00 * 4.15 * 2 = 223.86 kips
223.86 kips >= Vumpl top = 189.94 kips (OK)

Using AISC 14th Ed. Equation J4-4
Net Shear Area, An = tmpl * (0.5*(bf-tw) - clip) = 0.75 * (0.5*(14.70 - 0.65) - 1.50) = 4.15 in^2
Shear Rupture, (phi)Vnu = (phi) * 0.6 * Fupl * An * 2 sides = 0.75 * 0.6 * 65.00 * 4.15 * 2 = 242.53 kips
242.53 kips >= Vumpl top = 189.94 kips (OK)

Check Flange Plate Thickness for Tensile Strength:

Gross Area, Ag = thickness * Min(width at beam flange, width at column) = 0.75 * Min(12.50, 12.50) = 9.38 in^2
Using AISC 14th Ed. Equation J4-1 on p.16.1-128
   Tension Yielding, (phi)Pny = (phi) * Fypl * Ag = 0.90 * 50.00 * 9.38 = 421.88 kips
421.88 kips >= Putopmplmaxt = 95.73 kips (OK)

Net Area,An = (width mpl - #cols top*(hhmpl+1/16))*tmpl = (12.50 - 2*(1.06+0.06)) * 0.75 = 7.69 in^2
Effective Tension Area, Ae = min(An,0.85*Ag) = min(7.69,7.97) = 7.69 in^2
Using AISC 14th Ed. Equation J4-2 on p.16.1-128
   Tension Rupture, (phi)Pnu = (phi) * Fupl * Ae = 0.75 * 65.00 * 7.69 = 374.77 kips
374.77 kips >= Putopmplmaxt = 95.73 kips (OK)

Tensile 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))}


Case 1: 
Gross Shear Length = 2 * ((#rows top - 1) * spa + Levmpltop) = 2 * ((4 - 1) * 3.00 + 2.00) = 22.00 in.
Net Shear Length = Gross Shear Length - 2 * (#rows top - 0.5) * (hwmpl + 1/16) = 22.00 - 2 * (4 - 0.5) * (1.06 + 1/16) = 14.12 in.
Gross Tension Length = bmpl - gage = 12.50 - 5.50 = 7.00 in.
Net Tension Length = Gross Tension Length - 2 * (hhmpl + 1/16)/2 = 7.00 - 2 * (1.06 + 1/16)/2 = 5.88 in.
1. (phi) * [material thickness] * ((0.60 * Fupl* [net shear length]) + (Ubs * Fupl * [net tension length])) 
    = 0.75 * 0.75 * ((0.60 * 65.00 * 14.12) + (1.00 * 65.00 * 5.88)) = 524.68 kips
2. (phi) * [material thickness] * ((0.60 * Fypl * [gross shear length]) + (Ubs * Fupl * [net tension length])) 
    = 0.75 * 0.75 * ((0.60 * 50.00 * 22.00) + (1.00 * 65.00 * 5.88)) = 586.07 kips
Block Shear = 524.68 kips

Case 2: 
Gross Shear Length = 2 * ((#rows top - 1) * spa + Levmpltop) = 2 * ((4 - 1) * 3.00 + 2.00) = 22.00 in.
Net Shear Length = Gross Shear Length - 2 * (#rows top - 0.5) * (hwmpl + 1/16) = 22.00 - 2 * (4 - 0.5) * (1.06 + 1/16) = 14.12 in.
Gross Tension Length = gage = 5.50 in.
Net Tension Length = Gross Tension Length - 2 * (hhmpl + 1/16)/2 = 5.50 - 2 * (1.06 + 1/16)/2 = 4.38 in.
1. (phi) * [material thickness] * ((0.60 * Fupl* [net shear length]) + (Ubs * Fupl * [net tension length])) 
    = 0.75 * 0.75 * ((0.60 * 65.00 * 14.12) + (1.00 * 65.00 * 4.38)) = 469.84 kips
2. (phi) * [material thickness] * ((0.60 * Fypl * [gross shear length]) + (Ubs * Fupl * [net tension length])) 
    = 0.75 * 0.75 * ((0.60 * 50.00 * 22.00) + (1.00 * 65.00 * 4.38)) = 531.22 kips
Block Shear = 469.84 kips

Case 3: 
Gross Shear Length = ((#rows top - 1) * spa + Levmpltop) = ((4 - 1) * 3.00 + 2.00) = 11.00 in.
Net Shear Length = Gross Shear Length - (#rows top - 0.5) * (hwmpl + 1/16) = 11.00 - (4 - 0.5) * (1.06 + 1/16) = 7.06 in.
Gross Tension Length = gage + Lehmpltop = 5.50 + 3.56 = 9.06 in.
Net Tension Length = Gross Tension Length - (hhmpl + 1/16) * (#cols top - 0.5) = 9.06 - (1.06 + 1/16) * 1.50 = 7.38 in.
1. (phi) * [material thickness] * ((0.60 * Fupl* [net shear length]) + (Ubs * Fupl * [net tension length])) 
    = 0.75 * 0.75 * ((0.60 * 65.00 * 7.06) + (1.00 * 65.00 * 7.38)) = 424.59 kips
2. (phi) * [material thickness] * ((0.60 * Fypl * [gross shear length]) + (Ubs * Fupl * [net tension length])) 
    = 0.75 * 0.75 * ((0.60 * 50.00 * 11.00) + (1.00 * 65.00 * 7.38)) = 455.28 kips
Block Shear = 424.59 kips
Block Shear Axial Total = min(Case 1, Case 2, Case 3) = min(524.68, 469.84, 424.59) = 424.59 kips >= Putopmplmaxt = 95.73 kips (OK) 


Compression Strength:
K = 0.65 per AISC 14th Ed. Specification Commentary Table C-A-7.1
L = disthole1 - (bf col - tw col)/2 = 10.62 - (14.70 - 0.65)/2 = 3.60 in.
radius of gyration, r = t/(12^0.5) = 0.75 / 3.46 = 0.22 in.
KL/r = 0.65 * 3.60 / 0.22 = 10.80
KL/r <= 25 use AISC 14th Ed. Equation J4-6:
Compression Yielding = Fypl * Agpl * phi = 50.00 * 9.38 * 0.90 = 421.88 kips
421.88 kips >= Putopmplmaxc = 95.73 kips (OK)

Check Bending In Moment Plate:
Bending N/A

Top Flange Moment Plate Column Weld Calculations:

WELD AT COLUMN FLANGE
Minimum fillet weld size : 
   For design load    = 0.39 in.
   per Table J2.4     = 0.25 in.
   user preference    = 0.25 in.
Dmax1 (using eqn 9-3)
 = tmpl * Fumpl / ( Fexx * C1 * 0.09)
 = 0.75 * 65.00 / ( 70.00 * 1.00 * 0.09 ) 
 = 7.88 
Dmax2 (using eqn 9-2)
 = tfsupport * Fusupport / ( Fexx * C1 * 0.04 )
 = 1.03 * 65.00 / ( 70.00 * 1.00 * 0.04 ) 
 = 21.64 
Dmax3 = project max fillet weld = 12.00
Dmax=min(Dmax1, Dmax2, Dmax3) = min(7.88, 21.64, 12.00)
 = 7.88 

Use D1, D2 = Max(User Pref Min, Min(User Pref Max - gap, Max(Design Req, Table J2.4)) + gap) = Max(4.00, Min(12.00 - gap, Max(6.17, 4.00)) + gap) = 8.00

Weld Shear Strength: 
theta = 0.00 deg.
cPhi  = 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
connection length, wv = (bfcol - twcol)/2 - clip = (14.70 - 0.65)/2 - 1.50 = 5.53 in.

Weld Strength, phi * Rn = 2 * phi * weld coefficient * wv * (D1-gap) + (D2-gap) = 
 = 2 * 0.75 * 1.86 * 5.53 * (7.00 + 7.00) = 215.46 kips
215.46 kips >= Vumpl top = 189.94 kips (OK)


Weld At column web: 
Minimum fillet weld size : 
   per Table J2.4     = 0.25 in.
   user preference    = 0.25 in.
Use D1 = 4.00
Use D2 = 4.00


BOTTOM FLANGE PLATE CALCULATIONS:
Minimum Moment Plate Thickness per user preferences, tmplminup = 0.38 in. <= 0.75 (OK)
Minimum Bottom Flange Moment Plate Thickness per Table B4.1a, Case 7:
bmpl * (Fy)^0.5 / (1.40 * EE^0.5) = 12.50 * (50.00)^0.5 / (1.40 * 29000^0.5) = 0.37 in. <= 0.75 (OK)

Check Flange Plate Thickness for Shear Strength:

Bottom Moment Plate Shear Load at Column Flange, Vumpl bot = 
 = Max(abs(Vshpl bot + Pubotmpl1), abs(Vshpl bot + Pubotmpl2))
 = Max(abs(-94.21 + 95.73), abs(-94.21 + -95.73)) = 189.94 kips

Using AISC 14th Ed. Equation J4-3
Gross Shear Area, Ag = tmpl * (0.5*(bf-tw) - clip) = 0.75 * (0.5*(14.70 - 0.65) - 1.50) = 4.15 in^2
Shear Yielding, (phi)Vny = (phi) * 0.6 * Fypl * Ag * 2 sides = 0.90 * 0.6 * 50.00 * 4.15 * 2 = 223.86 kips
223.86 kips >= Vumpl bot = 189.94 kips (OK)

Using AISC 14th Ed. Equation J4-4
Net Shear Area, An = tmpl * (0.5*(bf-tw) - clip) = 0.75 * (0.5*(14.70 - 0.65) - 1.50) = 4.15 in^2
Shear Rupture, (phi)Vnu = (phi) * 0.6 * Fupl * An * 2 sides = 0.75 * 0.6 * 65.00 * 4.15 * 2 = 242.53 kips
242.53 kips >= Vumpl bot = 189.94 kips (OK)

Check Flange Plate Thickness for Tensile Strength:

Gross Area, Ag = thickness * Min(width at beam flange, width at column) = 0.75 * Min(12.50, 12.50) = 9.38 in^2
Using AISC 14th Ed. Equation J4-1 on p.16.1-128
   Tension Yielding, (phi)Pny = (phi) * Fypl * Ag = 0.90 * 50.00 * 9.38 = 421.88 kips
421.88 kips >= Pubotmplmaxt = 95.73 kips (OK)

Net Area,An = (width mpl - #cols bot*(hhmpl+1/16))*tmpl = (12.50 - 2*(1.06+0.06)) * 0.75 = 7.69 in^2
Effective Tension Area, Ae = min(An,0.85*Ag) = min(7.69,7.97) = 7.69 in^2
Using AISC 14th Ed. Equation J4-2 on p.16.1-128
   Tension Rupture, (phi)Pnu = (phi) * Fupl * Ae = 0.75 * 65.00 * 7.69 = 374.77 kips
374.77 kips >= Pubotmplmaxt = 95.73 kips (OK)

Tensile 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))}


Case 1: 
Gross Shear Length = 2 * ((#rows bot - 1) * spa + Levmplbot) = 2 * ((4 - 1) * 3.00 + 2.00) = 22.00 in.
Net Shear Length = Gross Shear Length - 2 * (#rows bot - 0.5) * (hwmpl + 1/16) = 22.00 - 2 * (4 - 0.5) * (1.06 + 1/16) = 14.12 in.
Gross Tension Length = bmpl - gage = 12.50 - 5.50 = 7.00 in.
Net Tension Length = Gross Tension Length - 2 * (hhmpl + 1/16)/2 = 7.00 - 2 * (1.06 + 1/16)/2 = 5.88 in.
1. (phi) * [material thickness] * ((0.60 * Fupl* [net shear length]) + (Ubs * Fupl * [net tension length])) 
    = 0.75 * 0.75 * ((0.60 * 65.00 * 14.12) + (1.00 * 65.00 * 5.88)) = 524.68 kips
2. (phi) * [material thickness] * ((0.60 * Fypl * [gross shear length]) + (Ubs * Fupl * [net tension length])) 
    = 0.75 * 0.75 * ((0.60 * 50.00 * 22.00) + (1.00 * 65.00 * 5.88)) = 586.07 kips
Block Shear = 524.68 kips

Case 2: 
Gross Shear Length = 2 * ((#rows bot - 1) * spa + Levmplbot) = 2 * ((4 - 1) * 3.00 + 2.00) = 22.00 in.
Net Shear Length = Gross Shear Length - 2 * (#rows bot - 0.5) * (hwmpl + 1/16) = 22.00 - 2 * (4 - 0.5) * (1.06 + 1/16) = 14.12 in.
Gross Tension Length = gage = 5.50 in.
Net Tension Length = Gross Tension Length - 2 * (hhmpl + 1/16)/2 = 5.50 - 2 * (1.06 + 1/16)/2 = 4.38 in.
1. (phi) * [material thickness] * ((0.60 * Fupl* [net shear length]) + (Ubs * Fupl * [net tension length])) 
    = 0.75 * 0.75 * ((0.60 * 65.00 * 14.12) + (1.00 * 65.00 * 4.38)) = 469.84 kips
2. (phi) * [material thickness] * ((0.60 * Fypl * [gross shear length]) + (Ubs * Fupl * [net tension length])) 
    = 0.75 * 0.75 * ((0.60 * 50.00 * 22.00) + (1.00 * 65.00 * 4.38)) = 531.22 kips
Block Shear = 469.84 kips

Case 3: 
Gross Shear Length = ((#rows bot - 1) * spa + Levmplbot) = ((4 - 1) * 3.00 + 2.00) = 11.00 in.
Net Shear Length = Gross Shear Length - (#rows bot - 0.5) * (hwmpl + 1/16) = 11.00 - (4 - 0.5) * (1.06 + 1/16) = 7.06 in.
Gross Tension Length = gage + Lehmplbot = 5.50 + 3.56 = 9.06 in.
Net Tension Length = Gross Tension Length - (hhmpl + 1/16) * (#cols bot - 0.5) = 9.06 - (1.06 + 1/16) * 1.50 = 7.38 in.
1. (phi) * [material thickness] * ((0.60 * Fupl* [net shear length]) + (Ubs * Fupl * [net tension length])) 
    = 0.75 * 0.75 * ((0.60 * 65.00 * 7.06) + (1.00 * 65.00 * 7.38)) = 424.59 kips
2. (phi) * [material thickness] * ((0.60 * Fypl * [gross shear length]) + (Ubs * Fupl * [net tension length])) 
    = 0.75 * 0.75 * ((0.60 * 50.00 * 11.00) + (1.00 * 65.00 * 7.38)) = 455.28 kips
Block Shear = 424.59 kips
Block Shear Axial Total = min(Case 1, Case 2, Case 3) = min(524.68, 469.84, 424.59) = 424.59 kips >= Pubotmplmaxt = 95.73 kips (OK) 


Compression Strength:
K = 0.65 per AISC 14th Ed. Specification Commentary Table C-A-7.1
L = disthole1 - (bf col - tw col)/2 = 10.62 - (14.70 - 0.65)/2 = 3.60 in.
radius of gyration, r = t/(12^0.5) = 0.75 / 3.46 = 0.22 in.
KL/r = 0.65 * 3.60 / 0.22 = 10.80
KL/r <= 25 use AISC 14th Ed. Equation J4-6:
Compression Yielding = Fypl * Agpl * phi = 50.00 * 9.38 * 0.90 = 421.88 kips
421.88 kips >= Pubotmplmaxc = 95.73 kips (OK)

Check Bending In Moment Plate:
Bending N/A

Bottom Flange Moment Plate Column Weld Calculations:

WELD AT COLUMN FLANGE
Minimum fillet weld size : 
   For design load    = 0.39 in.
   per Table J2.4     = 0.25 in.
   user preference    = 0.25 in.
Dmax1 (using eqn 9-3)
 = tmpl * Fumpl / ( Fexx * C1 * 0.09)
 = 0.75 * 65.00 / ( 70.00 * 1.00 * 0.09 ) 
 = 7.88 
Dmax2 (using eqn 9-2)
 = tfsupport * Fusupport / ( Fexx * C1 * 0.04 )
 = 1.03 * 65.00 / ( 70.00 * 1.00 * 0.04 ) 
 = 21.64 
Dmax3 = project max fillet weld = 12.00
Dmax=min(Dmax1, Dmax2, Dmax3) = min(7.88, 21.64, 12.00)
 = 7.88 

Use D1, D2 = Max(User Pref Min, Min(User Pref Max - gap, Max(Design Req, Table J2.4)) + gap) = Max(4.00, Min(12.00 - gap, Max(6.17, 4.00)) + gap) = 8.00

Weld Shear Strength: 
theta = 0.00 deg.
cPhi  = 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
connection length, wv = (bfcol - twcol)/2 - clip = (14.70 - 0.65)/2 - 1.50 = 5.53 in.

Weld Strength, phi * Rn = 2 * phi * weld coefficient * wv * (D1-gap) + (D2-gap) = 
 = 2 * 0.75 * 1.86 * 5.53 * (7.00 + 7.00) = 215.46 kips
215.46 kips >= Vumpl bot = 189.94 kips (OK)


Weld At column web: 
Minimum fillet weld size : 
   per Table J2.4     = 0.25 in.
   user preference    = 0.25 in.
Use D1 = 4.00
Use D2 = 4.00