bb.s.s.00664.00664

SHEAR PLATE CONNECTION SUMMARY

Filler Beam profile: W8X10
Support Girder profile: W21X50
Slope: 0 deg.
Skew: 90
Vertical Offset: 0
Horizontal Offset: 0
Span: 10 ft.
Reaction, V: 15 kips
Shear Capacity, Rn: 22.5 kips
Design/Reference according to AISC 14th Ed. - ASD
Shear Plate: Conventional Configuration
Beam material grade: A992
Support material grade: A992
Plate material grade: A572-GR.50
Weld grade: E70
Doubler plate grade: A572-GR.50
Shear Plate Size: 4.750 in. x 5.500 in. x 0.375 in.
Doubler plate size: 4 in. x 5.25 in. x 0.25 in.
Configuration Geometry:
Welds at shear plate to support: 4/16 FILLET, 4/16 FILLET
Welds at doubler plate: 
At Top, 3/16 FILLET
At Side, 3/16 FILLET
At Bottom, 3/16 FILLET
Bolt: 2 rows x 1 column 0.875 in. Diameter A325N_TC bolts
Vertical spacing: 3 in.
Horizontal spacing: 3 in.
Shear plate edge setback = 1 in.
Beam centerline setback = 1 in.
Edge distance at vertical edge of plate: 1.75 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: 2 in.
Edge distance at top edge of beam: 1.5 in.
Top cope depth: 1.25 in.
Top cope length: 2.75 in.
Edge distance at vertical edge of doubler: 2 in.
Edge distance at top edge of doubler: 1.12 in.
Edge distance at bottom edge of doubler: 1.12 in.
Horizontal distance to first hole: 3 in.
Down distance from top of filler beam flange: 2.75 in.
Holes in beam web: STD diameter = 0.938 in.
Holes in shear plate: SSL diameter = 0.938 in., slot width = 1.12 in.

BOLT SHEAR CAPACITY AT BEAM AND SHEAR PLATE SIDE:
Bolt Shear Capacity at Shear Load Only:
Using Instantaneous Center Of Rotation Method (AISC 7-1)
ex = 1.500 in.
Angle = 0.000 deg.
C = 1.388
Using Table 7-1 to determine (1/omega)rn:
(1/omega)Rn = (1/omega)rn * C = 16.24 * 1.39 = 22.54 kips


Total Vertical Bolt Shear Capacity = 22.54 kips
22.54 kips >= 15.00 kips (OK)

BOLT BEARING AT BEAM AND SHEAR PLATE SIDE
Vertical Shear Only Load Case:
ICR cordinate relative to CG = (1.50, -0.00)
At Row 1, At Column 1:
Ribolt = 15.94 kips
Ri vector at Beam   = <11.27, 11.27>
Lcsdblr at Doubler spacing = na
Lcedblr at Doubler edge = 1.12 in.
(1/omega)Rnsdblr at Doubler spacing = (1/omega) * hf1 * Lcs * (dblrt/# shear planes) * Fu = 0.50 * 1.20 * na * (0.25/1) * 65.00 = na
(1/omega)Rnedblr at Doubler edge = (1/omega) * hf1 * Lce * (dblrt/# shear planes) * Fu = 0.50 * 1.20 * 1.12 * (0.25/1) * 65.00 = 10.94 kips
(1/omega)Rnddblr on Beam at Doubler = (1/omega) * hf2 * db * (dblrt/# shear planes) * Fu = 0.50 * 2.40 * 0.88 * (0.25/1) * 65.00 = 17.06 kips/bolt
Lcsbm at Beam spacing  = na
Lcebm at Beam edge    = 3.42 in.
(1/omega)Rnsbm at Beam spacing = (1/omega) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * na * (0.17/1) * 65.00 = na
(1/omega)Rnebm at Beam edge = (1/omega) * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.42 * (0.17/1) * 65.00 = 22.68 kips/bolt
(1/omega)Rndbm on Beam at Bolt Diameter   = (1/omega) * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.88 * (0.17/1) * 65.00 = 11.60 kips/bolt
Beam bearing capacity, (1/omega)Rnbm = min((1/omega)Rnsbm+ Rnsdblr,(1/omega)Rnebm+ Rnedblr,(1/omega)Rndbm+ Rnddblr) = min(na, 33.62, 28.66) = 28.66 kips/bolt
Ri vector at Shear Plate   = <-11.27, -11.27>
Lcsshpl at Shear Plate spacing  = na
Lceshpl at Shear Plate edge    = 3.58 in.
(1/omega)Rnsshpl at Shear Plate spacing = (1/omega) * hf1 * Lcs * t * Fu = 0.50 * 1.20 * na * 0.38 * 65.00 = na
(1/omega)Rneshpl at Shear Plate edge = (1/omega) * hf1 * Lce * t * Fu = 0.50 * 1.20 * 3.58 * 0.38 * 65.00 = 52.35 kips/bolt
(1/omega)Rndshpl on Shear Plate at Bolt Diameter   = (1/omega) * hf2 * db * t * Fu = 0.50 * 2.40 * 0.88 * 0.38 * 65.00 = 25.59 kips/bolt
Shear Plate bearing capacity, (1/omega)Rnshpl = min((1/omega)Rnsshpl,(1/omega)Rneshpl,(1/omega)Rndshpl) = min(na, 52.35, 25.59) = 25.59 kips/bolt
(1/omega)Rn = min((1/omega)Rnbm, (1/omega)Rnshpl) = min(28.665, 25.594) = 25.59 kips/bolt
Bolt Shear Demand to Bearing ratio = 25.59 / 15.94 = 1.61

At Row 2, At Column 1:
Ribolt = 15.94 kips
Ri vector at Beam   = <-11.27, 11.27>
Lcsdblr at Doubler spacing = na
Lcedblr at Doubler edge = 2.36 in.
(1/omega)Rnsdblr at Doubler spacing = (1/omega) * hf1 * Lcs * (dblrt/# shear planes) * Fu = 0.50 * 1.20 * na * (0.25/1) * 65.00 = na
(1/omega)Rnedblr at Doubler edge = (1/omega) * hf1 * Lce * (dblrt/# shear planes) * Fu = 0.50 * 1.20 * 2.36 * (0.25/1) * 65.00 = 23.01 kips
(1/omega)Rnddblr on Beam at Doubler = (1/omega) * hf2 * db * (dblrt/# shear planes) * Fu = 0.50 * 2.40 * 0.88 * (0.25/1) * 65.00 = 17.06 kips/bolt
Lcsbm at Beam spacing  = na
Lcebm at Beam edge    = 2.36 in.
(1/omega)Rnsbm at Beam spacing = (1/omega) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * na * (0.17/1) * 65.00 = na
(1/omega)Rnebm at Beam edge = (1/omega) * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.36 * (0.17/1) * 65.00 = 15.64 kips/bolt
(1/omega)Rndbm on Beam at Bolt Diameter   = (1/omega) * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.88 * (0.17/1) * 65.00 = 11.60 kips/bolt
Beam bearing capacity, (1/omega)Rnbm = min((1/omega)Rnsbm+ Rnsdblr,(1/omega)Rnebm+ Rnedblr,(1/omega)Rndbm+ Rnddblr) = min(na, 38.65, 28.66) = 28.66 kips/bolt
Ri vector at Shear Plate   = <11.27, -11.27>
Lcsshpl at Shear Plate spacing  = na
Lceshpl at Shear Plate edge    = 1.10 in.
(1/omega)Rnsshpl at Shear Plate spacing = (1/omega) * hf1 * Lcs * t * Fu = 0.50 * 1.20 * na * 0.38 * 65.00 = na
(1/omega)Rneshpl at Shear Plate edge = (1/omega) * hf1 * Lce * t * Fu = 0.50 * 1.20 * 1.10 * 0.38 * 65.00 = 16.16 kips/bolt
(1/omega)Rndshpl on Shear Plate at Bolt Diameter   = (1/omega) * hf2 * db * t * Fu = 0.50 * 2.40 * 0.88 * 0.38 * 65.00 = 25.59 kips/bolt
Shear Plate bearing capacity, (1/omega)Rnshpl = min((1/omega)Rnsshpl,(1/omega)Rneshpl,(1/omega)Rndshpl) = min(na, 16.16, 25.59) = 16.16 kips/bolt
(1/omega)Rn = min((1/omega)Rnbm, (1/omega)Rnshpl) = min(28.665, 16.158) = 16.16 kips/bolt
Bolt Shear Demand to Bearing ratio = 16.16 / 15.94 = 1.01

Min Bolt Shear Demand to Bearing ratio Beam and Shear Plate for vertical shear only
 = min(1.00, 1.61, 1.01) = 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 * 22.54 = 22.54 kips
Rbv = 22.54 kips >= V = 15.00 kips (OK)

Web Depth = d - [Top Cope Depth] - [Bottom Cope Depth] = 7.89 - 1.25 - 0 = 6.64 in.
Gross Area (Shear) = [Web Depth] * tw = 6.64 * 0.17 = 1.13 in^2
Net Shear Area (Shear) = ([Web Depth] - ([# rows] * [Diameter + 0.0625])) * tw 
    = (6.64 - (2 * 1.00)) * 0.17 = 0.79 in^2

Using Eq.J4-3:
Shear Yielding = (1/omega) * 0.6 * Fybeam * [Gross Area] = 0.67 * 0.6 * 50.00 * 1.13 = 22.58 kips

Using Eq.J4-3:
Shear Yielding = (1/omega) * 0.6 * Fydoubler * [Gross Area] = 0.67 * 0.6 * 50.00 * 1.31 = 26.25 kips

Doubler Contribution = Min(Doubler Plate Shear Yielding, Doubler Vertical Component Weld Strength) = 
Min(26.25, 8.95) = 8.95 kips

   Total Shear Yield Capacity = 22.58 + 8.95 = 31.52 kips

Using Eq.J4-4:
Shear Rupture = (1/omega) * 0.6 * Fubeam * [Net Area] = 0.50 * 0.6 * 65.00 * 0.79 = 15.38 kips


Using Eq.J4-4:
Shear Rupture = (1/omega) * 0.6 * Fudoubler * [Net Area] = 0.50 * 0.6 * 65.00 * 0.81 = 15.84 kips


Doubler Contribution = Min(Doubler Plate Shear Rupture, Doubler Vertical Component Weld Strength) = 
Min(15.84, 8.95) = 8.95 kips

   Total Shear Rupture Capacity = 15.38 + 8.95 = 24.33 kips

Block Shear

Using Eq.J4-5:
Block Shear = {(1/omega) * ((0.6 * Fu * Anv) + (Ubs * Fu * Ant))} <= {(1/omega) * ((0.6 * Fy * Agv) + (Ubs * Fu * Ant))}
Doubler Plate (Grade: A572-GR.50):

Block Shear (1 doubler)
Gross Shear Length = Edge distance at doubler edge + (# rows - 1) * spacing = 1.12 + (2 - 1) * 3 = 4.12 in.
Net Shear Length = Gross Shear Length - (# rows - 0.5) * (hole size + 0.0625) = 4.12 - (2 - 0.5) * 1 = 2.62 in.
Gross Tension Length = Edge distance at doubler edge + (# cols - 1) * spacing = 2 + (1 - 1) * 3 = 2.00 in.
Net Tension Length = Gross Tension Length - (# cols - 0.5) * (hole size + 0.0625) = 2 - (1 - 0.5) * 1 = 1.50 in.
1. (1/omega) * [material thickness] * ((0.60 * Fudoubler* [net shear length]) + (Ubs * Fudoubler * [net tension length])) 
    = 0.50 * 0.25 * ((0.60 * 65.00 * 2.62) + (1.00 * 65.00 * 1.50)) = 24.98 kips
2. (1/omega) * [material thickness] * ((0.60 * Fydoubler * [gross shear length]) + (Ubs * Fudoubler * [net tension length])) 
    = 0.50 * 0.25 * ((0.60 * 50.00 * 4.12) + (1.00 * 65.00 * 1.50)) = 27.66 kips
Block Shear = 24.98 kips

Block Shear (1)
Gross Shear Length = [edge dist. at beam edge] + ([# rows - 1] * [spacing]) = 1.5 + 3 = 4.50 in.
Net Shear Length = Gross Shear Length - (# rows - 0.5) * (hole size + 0.0625) = 4.5 - (2 - 0.5) * 1 = 3.00 in.
Gross Tension Length = [edge dist. at beam edge] + ([# cols - 1] * [spacing]) = 2 + (1 - 1) * 3 = 2.00 in.
Net Tension Length = Gross Tension Length - (# cols - 0.5) * (hole size + 0.0625) = 2 - (1 - 0.5) * 1 = 1.50 in.
1. (1/omega) * [material thickness] * ((0.60 * Fubeam* [net shear length]) + (Ubs * Fubeam * [net tension length])) 
    = 0.50 * 0.17 * ((0.60 * 65.00 * 3.00) + (1.00 * 65.00 * 1.50)) = 18.23 kips
2. (1/omega) * [material thickness] * ((0.60 * Fybeam * [gross shear length]) + (Ubs * Fubeam * [net tension length])) 
    = 0.50 * 0.17 * ((0.60 * 50.00 * 4.50) + (1.00 * 65.00 * 1.50)) = 19.76 kips
Block Shear = 18.23 kips

Doubler Contribution = Min(Doubler Block Shear, Doubler Vertical Component Weld Strength) = 
 = (24.98,8.95) = 8.95 kips
Block Shear (1) Total (with doubler) = Block Shear (1) + Block Shear (1 doubler)  = 18.23 + 8.95 = 27.18 kips


Coped Beam Bending Calculations w/o Doubler Plate:

Buckling and Flexure at Longest Cope (Top Cope Only at Section)
Eccentricity at Section, e = 3.94 in.
If coped at top/bottom flange only and c <= 2d and dc <= d/2, use Eq. 9-7, Fcr = 26210.00 * f * k * (tw/h1)^2 <= Fy

Using Eq. 9-7 through 9-11
tw = 0.17 in.
h1 = 4.63 in.
c = 2.75 in.
When c/h1<=1.0, k=2.2(h1/c)^1.65
k  = 2.20 * (4.63 / 2.75)^1.65 = 5.19
When c/d<=1.0, f=2c/d
f = 2 * (2.75 / 7.89) = 0.70
Fy = 50.00 ksi
Fcr = (1/omega) * 26210.00 * f * k * (tw/h1)^2 = 0.60 * 26210.00 * 0.70 * 5.19 * (0.17 / 4.63)^2 = 76.82 ksi
Fcrmin =1/omega * min(Fcr, Fy) = 30.00 ksi
Snet1 (bolt holes not applicable) = 1.92 in^3
Snet2 (bolt holes applicable) = 1.92 in^3
Znet = 3.48 in^3

Using Eq. 9-6
Buckling = Fcr * Snet1 / e = 30.00 * 1.92 / 3.94 = 14.64 kips

Using Eq. 9-19
Flexural Yielding = (1/omega) * Fy * Snet1 / e = 0.60 * 50.00 * 1.92 / 3.94 = 14.64 kips

Using Eq. 9-4
Flexural Rupture = (1/omega) * Fu * Znet / e = 0.50 * 65.00 * 3.48 / 3.94 = 28.72 kips


Buckling and Flexure at Furthest Bolt Line within Cope (Top Cope Only at Section)
Eccentricity at Section, e = 3.19 in.
If coped at top/bottom flange only and c <= 2d and dc <= d/2, use Eq. 9-7, Fcr = 26210.00 * f * k * (tw/h1)^2 <= Fy

Using Eq. 9-7 through 9-11
tw = 0.17 in.
h1 = 4.98 in.
c = 2.75 in.
When c/h1<=1.0, k=2.2(h1/c)^1.65
k  = 2.20 * (4.98 / 2.75)^1.65 = 5.86
When c/d<=1.0, f=2c/d
f = 2 * (2.75 / 7.89) = 0.70
Fy = 50.00 ksi
Fcr = (1/omega) * 26210.00 * f * k * (tw/h1)^2 = 0.60 * 26210.00 * 0.70 * 5.86 * (0.17 / 4.98)^2 = 74.86 ksi
Fcrmin =1/omega * min(Fcr, Fy) = 30.00 ksi
Snet1 (bolt holes not applicable) = 1.92 in^3
Snet2 (bolt holes applicable) = 1.41 in^3
Znet = 2.43 in^3

Using Eq. 9-6
Buckling = Fcr * Snet1 / e = 30.00 * 1.92 / 3.19 = 18.09 kips

Using Eq. 9-19
Flexural Yielding = (1/omega) * Fy * Snet1 / e = 0.60 * 50.00 * 1.92 / 3.19 = 18.09 kips

Using Eq. 9-4
Flexural Rupture = (1/omega) * Fu * Znet / e = 0.50 * 65.00 * 2.43 / 3.19 = 24.80 kips


Coped Beam Bending Calculations with Doubler Plate:

Buckling and Flexure at Longest Cope (Top Cope Only at Section)
Eccentricity at Section, e = 3.94 in.
If coped at top/bottom flange only and c <= 2d and dc <= d/2, use Eq. 9-7, Fcr = 26210.00 * f * k * (tw/h1)^2 <= Fy

Using Eq. 9-7 through 9-11
tw = 0.17 in.
h1 = 3.97 in.
c = 2.75 in.
When c/h1<=1.0, k=2.2(h1/c)^1.65
k  = 2.20 * (3.97 / 2.75)^1.65 = 4.03
When c/d<=1.0, f=2c/d
f = 2 * (2.75 / 7.89) = 0.70
Fy = 50.00 ksi
Fcr = (1/omega) * 26210.00 * f * k * (tw/h1)^2 = 0.60 * 26210.00 * 0.70 * 4.03 * (0.17 / 3.97)^2 = 81.06 ksi
Fcrmin =1/omega * min(Fcr, Fy) = 30.00 ksi
Snet1 (bolt holes not applicable) = 3.51 in^3
Snet2 (bolt holes applicable) = 3.51 in^3
Znet = 5.88 in^3

Using Eq. 9-6
Buckling = Fcr * Snet1 / e = 30.00 * 3.51 / 3.94 = 26.73 kips

Using Eq. 9-19
Flexural Yielding = (1/omega) * Fy * Snet1 / e = 0.60 * 50.00 * 3.51 / 3.94 = 26.73 kips

Using Eq. 9-4
Flexural Rupture = (1/omega) * Fu * Znet / e = 0.50 * 65.00 * 5.88 / 3.94 = 48.48 kips


Buckling and Flexure at Furthest Bolt Line within Cope (Top Cope Only at Section) (with web doubler):
Eccentricity at Section, e = 3.19 in.
If coped at top/bottom flange only and c <= 2d and dc <= d/2, use Eq. 9-7, Fcr = 26210.00 * f * k * (tw/h1)^2 <= Fy

Using Eq. 9-7 through 9-11
tw = 0.17 in.
h1 = 4.31 in.
c = 2.75 in.
When c/h1<=1.0, k=2.2(h1/c)^1.65
k  = 2.20 * (4.31 / 2.75)^1.65 = 4.62
When c/d<=1.0, f=2c/d
f = 2 * (2.75 / 7.89) = 0.70
Fy = 50.00 ksi
Fcr = (1/omega) * 26210.00 * f * k * (tw/h1)^2 = 0.60 * 26210.00 * 0.70 * 4.62 * (0.17 / 4.31)^2 = 78.74 ksi
Fcrmin =1/omega * min(Fcr, Fy) = 30.00 ksi
Snet1 (bolt holes not applicable) = 3.51 in^3
Snet2 (bolt holes applicable) = 2.53 in^3
Znet = 4.57 in^3

Using Eq. 9-6
Buckling = Fcr * Snet1 / e = 30.00 * 3.51 / 3.19 = 33.01 kips

Using Eq. 9-19
Flexural Yielding = (1/omega) * Fy * Snet1 / e = 0.60 * 50.00 * 3.51 / 3.19 = 33.01 kips

Using Eq. 9-4
Flexural Rupture = (1/omega) * Fu * Znet / e = 0.50 * 65.00 * 4.57 / 3.19 = 46.54 kips


Coped Beam Buckling and Flexure at Longest Cope (Top Cope Only at Section)
Min(Beam Section w/o Doubler + Doubler Plate Weld Strength, Beam Section with Doubler Plate):
Buckling = Min(14.64 + 8.95, 26.73) = 23.59 kips
Flexural Yielding = Min(14.64 + 8.95, 26.73) = 23.59 kips
Flexural Rupture = Min(28.72 + 8.95, 48.48) = 37.67 kips

Coped Beam Buckling and Flexure at Furthest Bolt Line within Cope (Top Cope Only at Section)
Min(Beam Section w/o Doubler + Doubler Plate Weld Strength, Beam Section with Doubler Plate):
Buckling = Min(18.09 + 8.95, 33.01) = 27.03 kips
Flexural Yielding = Min(18.09 + 8.95, 33.01) = 27.03 kips
Flexural Rupture = Min(24.80 + 8.95, 46.54) = 33.75 kips

Section Bending Strength Calculations Summary:

   Coped Beam Buckling and Flexure at Longest Cope (Top Cope Only at Section)
   Buckling : 23.59 >= 15.00 kips (OK)
   Flexural Yielding : 23.59 >= 15.00 kips (OK)
   Flexural Rupture : 37.67 >= 15.00 kips (OK)

   Coped Beam Buckling and Flexure at Furthest Bolt Line within Cope (Top Cope Only at Section)
   Buckling : 27.03 >= 15.00 kips (OK)
   Flexural Yielding : 27.03 >= 15.00 kips (OK)
   Flexural Rupture : 33.75 >= 15.00 kips (OK)

DOUBLER PLATE WELD:


Shear Reaction = 15.00 kips
Beam Shear Failure Reaction = 14.64 kips
 Required Shear Reinforcement = MAX(15.00 - 14.64, 0) = 0.36 kips
Axial Reaction = 0.00 kips

theta = sin(0.00 / (15.00^2 + 0.00^2)^0.5)^-1 = 0.00 deg.
load angle, theta = 0.00 deg.
k = 0.24
ex = 4.99
a = ex / l = 4.99 / 5.25 = 0.95
Weld Coefficient = 0.6 * Fexx * cphi * arrangement coefficient = 1.14
Dmax1 using min(eqn 9-2, tdoub - 0.062) 
 = min(tdoub * Fudoub / ( Fexx * C1 * 0.044), tdoub - 0.062) 
 = min(0.250 * 65.000 / ( 70.000 * 1.000 * 0.044), 0.250 - 0.062) 
 = min(5.253, 3.000)
 = 3.000 
Dmax2 (using eqn 9-2)
 = twbeam * Fubeam / ( Fexx * C1 * 0.044 )
 = 0.170 * 65.000 / ( 70.000 * 1.000 * 0.044 ) 
 = 3.572 
Dmax3 = project max fillet weld = 12.000
Dmax=min(Dmax1, Dmax2, Dmax3) = min(3.000, 3.572, 12.000)
 = 3.000 

Use D = Min(doubler thickness - 1/16, 5/16, Max(Design Req, J Req, User Pref Min)) = Min(3.00, 5.00, Max(1.00, 2.00, 4.00)) = 3.00/16

Weld Strength = 1/omega * weld coefficient * l * D  = 0.50 * 1.14 * 5.25 * 3.00 = 8.95 kips

Gross Area = 0.38 * 5.50 = 2.06 in^2
Net Area = (5.50 - (2 *(0.94 + 1/16))) * 0.38 = 1.31 in^2

Using Eq.J4-3:
Shear Yielding = (1/omega) * 0.6 * Fypl * [Gross Area] = 0.67 * 0.6 * 50.00 * 2.06 = 41.25 kips

Using Eq.J4-4:
Shear Rupture = (1/omega) * 0.6 * Fupl * [Net Area] = 0.50 * 0.6 * 65.00 * 1.31 = 25.59 kips


Block Shear

Using Eq.J4-5:
Block Shear = {(1/omega) * ((0.6 * Fu * Anv) + (Ubs * Fu * Ant))} <= {(1/omega) * ((0.6 * Fy * Agv) + (Ubs * Fu * Ant))}
Block 1 (Shear): 
Gross Shear Length = (5.5 - 1.25) = 4.25 in.
Net Shear Length = 4.25 - (1.5 * (0.938 + 0.0625)) = 2.75 in.
Gross Tension Length = (0 + 1.75) = 1.75 in.
Net Tension Length = 1.75 - (0.5 * (1.12 + 0.0625)) = 1.16 in.
1. (1/omega) * [material thickness] * ((0.60 * Fupl* [net shear length]) + (Ubs * Fupl * [net tension length])) 
    = 0.50 * 0.38 * ((0.60 * 65.00 * 2.75) + (1.00 * 65.00 * 1.16)) = 34.20 kips
2. (1/omega) * [material thickness] * ((0.60 * Fypl * [gross shear length]) + (Ubs * Fupl * [net tension length])) 
    = 0.50 * 0.38 * ((0.60 * 50.00 * 4.25) + (1.00 * 65.00 * 1.16)) = 38.00 kips
Block Shear = 34.20 kips

34.20 kips >= Vbm = 15.00 kips (OK)


Interaction Check of Flexural Yielding, Per AISC 10-5: 
Eccentricity due to Conventional Config. (e = a/2), e = 1.50 in.
Zgross = 2.84
Znet = 1.71
Mr = Vr * e = 15.00 * 1.50 = 22.50 kips-in
Mc = 1/omega * Mn = 1/omega * Fy * Zgross = 0.60 * 50.00 * 2.84 = 85.08 kips-in
Vr = 15.00 kips
Vc = 1/omega * Vn = 1/omega * 0.60 * Fy * Ag = 0.67 * 0.60 * 50.00 * 2.06 = 41.25 kips
Interaction due to moment and shear, (Vr/Vc)^2 + (Mr/Mc)^2 <= 1.0
(Vr/Vc)^2 + (Mr/Mc)^2 = (15.00 / 41.25)^2 + (22.50 / 85.08)^2 = 0.20 <= 1  (OK)

Note: Mn <= 1.6My by inspection

MAXIMUM PLATE THICKNESS:
No of columns = 1
Distance cl top to cl bot bolts <= 12" (Equivalent depth of n = 1 to 5 at 3", AISC Table 10-9)
Slot shape = SSL
tmax = Unlimited
Maximum Plate Thickness is Not a Limiting Criteria.

WELD:

 Weld Requirements:

At shear only case: 
Weld Length for shear, Lv = 5.500 in.
Shear Load per inch per weld, fv = R/Lv/2 = 15.000 / 5.500 / 2 = 1.364 kips/in/ weld 
theta = 0 deg.
cPhi  = 1.0 + 0.5 * sin(0)^1.5 = 1.000
Weld Coefficient = 0.6 * 70.000 * 1.000 * 1.000 * (2^0.5/2)*(1/16) = 1.856
Required weld size, Dv = fv/ (1/omega * coeff) = 1.364 / (0.500 * 1.856) = 1.469/16

Minimum fillet weld size : 
   At shear only load case = 0.09 in.
   per Table J2.4     = 0.19 in.
   5/8tp              = 0.23 in.
   user preference    = 0.25 in.

Dmax1 (using eqn 9-3)
 = tshpl * Fushpl / ( Fexx * C1 * 0.088)
 = 0.375 * 65.000 / ( 70.000 * 1.000 * 0.088 ) 
 = 3.940 
Dmax2 (using eqn 9-3)
 = twsupport * Fusupport / ( Fexx * C1 * 0.088 )
 = 0.380 * 65.000 / ( 70.000 * 1.000 * 0.088 ) 
 = 3.992 
Dmax3 = project max fillet weld = 12.000
Dmax=min(Dmax1, Dmax2, Dmax3) = min(3.940, 3.992, 12.000)
 = 3.940 

Use weld size
D1 = 4.00
D2 = 4.00

Weld Strength :

Vertical weld capacity during shear only load, 1/omega * Rnv1 = 0.50 * 1.86 * 5.50 * (3.94 + 3.94) = 40.22 kips

40.22 kips >= Vbm = 15.00 kips (OK)