bb.s.s.01155.01155

SHEAR PLATE CONNECTION SUMMARY

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

Filler Beam profile: W21X50
Support Girder profile: W18X40
Slope: 0.00 deg.
Skew: 90.00
Vertical Offset: 0.00
Horizontal Offset: 0.00
Span: 45.00 ft.
Reaction, V: 36.67 kips
Shear Capacity, Rn: 49.03 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: 9.50 in. x 11.50 in. x 0.38 in.
Full Depth Shear Plate Detailing Height at Support: 16.75 in.
Full Depth Shear Plate Detailing Width at Support: 2.81 in.
Configuration Geometry:
Welds at shear plate to support: 4/16 FILLET, 4/16 FILLET
at girder flange: 4/16 FILLET, 4/16 FILLET
Bolt: 3 rows x 2 columns 0.75 in. Diameter A325N_TC bolts
Vertical spacing: 4.50 in.
Horizontal spacing: 3.00 in.
Shear plate edge setback = 3.38 in.
Beam centerline setback = 3.38 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: 5.31 in.
Edge distance at vertical edge of beam: 1.50 in.
Horizontal distance to first hole: 4.88 in.
Down distance from top of filler beam flange: 3.00 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 = 6.53 in.
Angle = 0.00 deg.
C = 2.74
Using Table 7-1 to determine (phi)rn:
(phi)Rn = (phi)rn * C = 17.89 * 2.74 = 49.03 kips


Total Vertical Bolt Shear Capacity = 49.03 kips
49.03 kips >= Reaction V = 36.67 kips (OK)

BOLT BEARING AT BEAM AND SHEAR PLATE SIDE
Vertical Shear Only Load Case:
ICR cordinate relative to CG = (1.93, 0.00)
At Row 1, At Column 1:
Ribolt = 17.56 kips
Ri vector at Beam   = <13.97, 10.64>
Lcsbm at Beam spacing  = 4.30 in.
Lcebm at Beam edge    = 4.55 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 4.30 * (0.38/1) * 65.00 = 95.67 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 4.55 * (0.38/1) * 65.00 = 101.06 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.38/1) * 65.00 = 33.35 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(95.67, 101.06, 33.35) = 33.35 kips/bolt
Ri vector at Shear Plate   = <-13.97, -10.64>
Lcsshpl at Shear Plate spacing  = 4.26 in.
Lceshpl at Shear Plate edge    = 5.50 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 4.26 * 0.38 * 65.00 = 93.37 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 5.50 * 0.38 * 65.00 = 120.63 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.38 * 65.00 = 32.91 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(93.37, 120.63, 32.91) = 32.91 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(33.35, 32.91) = 32.91 kips/bolt
Bolt Shear Demand to Bearing ratio = 32.91 / 17.56 = 1.87

At Row 1, At Column 2:
Ribolt = 17.23 kips
Ri vector at Beam   = <17.16, 1.63>
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 31.40 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.19 * (0.38/1) * 65.00 = 48.63 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 31.40 * (0.38/1) * 65.00 = 698.07 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.38/1) * 65.00 = 33.35 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(48.63, 698.07, 33.35) = 33.35 kips/bolt
Ri vector at Shear Plate   = <-17.16, -1.63>
Lcsshpl at Shear Plate spacing  = 2.00 in.
Lceshpl at Shear Plate edge    = 7.41 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.00 * 0.38 * 65.00 = 43.88 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 7.41 * 0.38 * 65.00 = 162.52 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.38 * 65.00 = 32.91 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(43.88, 162.52, 32.91) = 32.91 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(33.35, 32.91) = 32.91 kips/bolt
Bolt Shear Demand to Bearing ratio = 32.91 / 17.23 = 1.91

At Row 2, At Column 1:
Ribolt = 16.60 kips
Ri vector at Beam   = <-0.00, 16.60>
Lcsbm at Beam spacing  = 3.69 in.
Lcebm at Beam edge    = 7.09 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 3.69 * (0.38/1) * 65.00 = 81.98 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 7.09 * (0.38/1) * 65.00 = 157.70 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.38/1) * 65.00 = 33.35 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(81.98, 157.70, 33.35) = 33.35 kips/bolt
Ri vector at Shear Plate   = <0.00, -16.60>
Lcsshpl at Shear Plate spacing  = 3.69 in.
Lceshpl at Shear Plate edge    = 5.34 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 3.69 * 0.38 * 65.00 = 80.90 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 5.34 * 0.38 * 65.00 = 117.23 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.38 * 65.00 = 32.91 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(80.90, 117.23, 32.91) = 32.91 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(33.35, 32.91) = 32.91 kips/bolt
Bolt Shear Demand to Bearing ratio = 32.91 / 16.60 = 1.98

At Row 2, At Column 2:
Ribolt = 7.90 kips
Ri vector at Beam   = <-0.00, 7.90>
Lcsbm at Beam spacing  = 3.69 in.
Lcebm at Beam edge    = 7.09 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 3.69 * (0.38/1) * 65.00 = 81.98 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 7.09 * (0.38/1) * 65.00 = 157.70 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.38/1) * 65.00 = 33.35 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(81.98, 157.70, 33.35) = 33.35 kips/bolt
Ri vector at Shear Plate   = <0.00, -7.90>
Lcsshpl at Shear Plate spacing  = 3.69 in.
Lceshpl at Shear Plate edge    = 5.34 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 3.69 * 0.38 * 65.00 = 80.90 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 5.34 * 0.38 * 65.00 = 117.23 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.38 * 65.00 = 32.91 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(80.90, 117.23, 32.91) = 32.91 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(33.35, 32.91) = 32.91 kips/bolt
Bolt Shear Demand to Bearing ratio = 32.91 / 7.90 = 4.17

At Row 3, At Column 1:
Ribolt = 17.56 kips
Ri vector at Beam   = <-13.97, 10.64>
Lcsbm at Beam spacing  = 4.30 in.
Lcebm at Beam edge    = 1.48 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 4.30 * (0.38/1) * 65.00 = 95.67 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 1.48 * (0.38/1) * 65.00 = 32.88 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.38/1) * 65.00 = 33.35 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(95.67, 32.88, 33.35) = 32.88 kips/bolt
Ri vector at Shear Plate   = <13.97, -10.64>
Lcsshpl at Shear Plate spacing  = 4.26 in.
Lceshpl at Shear Plate edge    = 1.44 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 4.26 * 0.38 * 65.00 = 93.37 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 1.44 * 0.38 * 65.00 = 31.48 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.38 * 65.00 = 32.91 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(93.37, 31.48, 32.91) = 31.48 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(32.88, 31.48) = 31.48 kips/bolt
Bolt Shear Demand to Bearing ratio = 31.48 / 17.56 = 1.79

At Row 3, At Column 2:
Ribolt = 17.23 kips
Ri vector at Beam   = <-17.16, 1.63>
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 4.11 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.19 * (0.38/1) * 65.00 = 48.63 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 4.11 * (0.38/1) * 65.00 = 91.45 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.38/1) * 65.00 = 33.35 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(48.63, 91.45, 33.35) = 33.35 kips/bolt
Ri vector at Shear Plate   = <17.16, -1.63>
Lcsshpl at Shear Plate spacing  = 2.00 in.
Lceshpl at Shear Plate edge    = 1.13 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.00 * 0.38 * 65.00 = 43.88 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 1.13 * 0.38 * 65.00 = 24.79 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.38 * 65.00 = 32.91 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(43.88, 24.79, 32.91) = 24.79 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(33.35, 24.79) = 24.79 kips/bolt
Bolt Shear Demand to Bearing ratio = 24.79 / 17.23 = 1.44

Min Bolt Shear Demand to Bearing ratio Beam and Shear Plate for vertical shear only
 = min(1.00, 1.87, 1.91, 1.98, 4.17, 1.79, 1.44) = 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 * 49.03 = 49.03 kips
Rbv = 49.03 kips >= Reaction V = 36.67 kips (OK)

Web Depth = d - [Top Cope Depth] - [Bottom Cope Depth] = 20.80 - 0.00 - 0.00 = 20.80 in.

Using AISC 14th Ed. Equation J4-3
Gross Area (Shear), Agross = [Web Depth] * tw = 20.80 * 0.38 = 7.90 in^2
Shear Yielding, (phi)Vny = (phi) * 0.6 * Fybeam * Agross = 1.00 * 0.6 * 50.00 * 7.90 = 237.12 kips

Using AISC 14th Ed. Equation J4-4
Net Area (Shear), Anet = ([Web Depth] - ([# rows] * [Diameter + 0.06])) * tw 
    = (20.80 - (3 * 0.88)) * 0.38 = 6.91 in^2
Shear Rupture, (phi)Vnu = (phi) * 0.6 * Fubeam * Anet = 0.75 * 0.6 * 65.00 * 6.91 = 202.02 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 = 0.38 * 11.50 = 4.31 in^2
Shear Yielding, (phi)Vny = (phi) * 0.6 * Fypl * Ag = 1.00 * 0.6 * 50.00 * 4.31 = 129.38 kips

129.38 kips >= Reaction V = 36.67 kips (OK)

Using AISC 14th Ed. Equation J4-4
Net Area, An = (11.50 - (3 * (0.81 + 1/16))) * 0.38 = 3.33 in^2
Shear Rupture, (phi)Vnu = (phi) * 0.6 * Fupl * An = 0.75 * 0.6 * 65.00 * 3.33 = 97.35 kips

97.35 kips >= Reaction V = 36.67 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 = (11.50 - 1.25) = 10.25 in.
Net Shear Length = 10.25 - (2.50 * (0.81 + 0.06)) = 8.06 in.
Gross Tension Length = (3.00 + 1.62) = 4.62 in.
Net Tension Length = 4.62 - (1.50 * (1.00 + 0.06)) = 3.03 in.
1. (phi) * [material thickness] * ((0.60 * Fupl* [net shear length]) + (Ubs * Fupl * [net tension length])) 
    = 0.75 * 0.38 * ((0.60 * 65.00 * 8.06) + (0.50 * 65.00 * 3.03)) = 116.15 kips
2. (phi) * [material thickness] * ((0.60 * Fypl * [gross shear length]) + (Ubs * Fupl * [net tension length])) 
    = 0.75 * 0.38 * ((0.60 * 50.00 * 10.25) + (0.50 * 65.00 * 3.03)) = 114.19 kips
Block Shear = 114.19 kips

Block 2 (Shear): 
Gross Shear Length = 2 * (11.50 - 1.25) = 20.50 in.
Net Shear Length = 2 * ( 10.25 - (2.50 * (0.81 + 0.06)) ) = 16.12 in.
Gross Tension Length = (3.00 + 1.62) - 1.62 = 3.00 in.
Net Tension Length = 3.00 - 1 * (1.00 + 0.06) = 1.94 in.
1. (phi) * [material thickness] * ((0.60 * Fupl* [net shear length]) + (Ubs * Fupl * [net tension length])) 
    = 0.75 * 0.38 * ((0.60 * 65.00 * 16.12) + (0.50 * 65.00 * 1.94)) = 194.59 kips
2. (phi) * [material thickness] * ((0.60 * Fypl * [gross shear length]) + (Ubs * Fupl * [net tension length])) 
    = 0.75 * 0.38 * ((0.60 * 50.00 * 20.50) + (0.50 * 65.00 * 1.94)) = 190.68 kips
Block Shear = 190.68 kips
114.19 kips >= Reaction V = 36.67 kips (OK)

Block Shear for Axial T/C is not required.

Flexural and Buckling Strength:

Eccentricity at first line of bolts, e = 5.03 in.
Zgross = 12.40 in^3
Znet   = 9.37 in^3
Sgross = 8.27 in^3
Snet   = 5.95 in^3

Using AISC 14th Ed. Equation 9-4
Flexural Rupture = (phi) * Fu * Znet / e = 0.75 * 65.00 * 9.37 / 5.03 = 90.80 kips


Using AISC 14th Ed. Equation 9-14 through 9-18, Fcr = Fy * Q
tw = 0.38 in.
ho = 11.50 in.
c = 4.88 in.
lambda = (ho * Fy ^ 0.5) / ( 10 * tw * ( 475.00 + 280.00 * (ho / c)^2 ) ^0.5 ) = 
 = 11.50 * 50.00^0.5 / (10 * 0.38 * (475.00 + 280.00 * (11.50/4.88)^2 )^0.5) = 0.48
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 * 8.27 / 5.03 = 73.91 kips

Interaction Check of Flexural Yielding, Per AISC 10-5: 
Eccentricity at CG of Bolt Group, e = 6.53 in.
Zgross = 12.40
Znet = 12.40
Mr = Vr * e = 36.67 * 6.53 = 239.55 kips-in
Mc = phi * Mn = phi * Fy * Zgross = 0.90 * 50.00 * 12.40 = 557.93 kips-in
Vr = 36.67 kips
Vc = phi * Vn = phi * 0.60 * Fy * Ag = 1.00 * 0.60 * 50.00 * 4.31 = 129.38 kips
Interaction due to moment and shear, (Vr/Vc)^2 + (Mr/Mc)^2 <= 1.0
(Vr/Vc)^2 + (Mr/Mc)^2 = (36.67 / 129.38)^2 + (239.55 / 557.93)^2 = 0.26 <= 1  (OK)

Note: Mn <= 1.6My by inspection

MAXIMUM PLATE THICKNESS:
No of bolt columns = 2
tp  < = db/2 + 1/16 = 0.38 <= 0.44 OK
tw  < = db/2 + 1/16 = 0.38 <= 0.44 OK
Leh(plate) >= 2 * db = 1.62 >= 1.50 OK
Leh(bm) >= 2 * db = 1.50 >= 1.50 OK
Maximum Plate Thickness is Not a Limiting Criteria.

WELD:

 Weld Requirements:

At shear only case: 
Weld Length for shear, Lv = 15.25 in.
Shear Load per inch per weld, fv = R/Lv/2 = 36.67 / 15.25 / 2 = 1.20 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) = 1.20 / (0.75 * 1.86) = 0.86/16

Minimum fillet weld size : 
   At shear only load case = 0.05 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 * 0.09)
 = 0.38 * 65.00 / ( 70.00 * 1.00 * 0.09 ) 
 = 3.94 
Dmax2 (using eqn 9-3)
 = twsupport * Fusupport / ( Fexx * C1 * 0.09 )
 = 0.32 * 65.00 / ( 70.00 * 1.00 * 0.09 ) 
 = 3.31 
Dmax3 = project max fillet weld = 12.00
Dmax=min(Dmax1, Dmax2, Dmax3) = min(3.94, 3.31, 12.00)
 = 3.31 

Use weld size
D1 = 4.00
D2 = 4.00

Weld Strength :

Vertical weld capacity during shear only load, phi * Rnv1 = 0.75 * 1.86 * 15.25 * (3.31 + 3.31) = 140.51 kips

140.51 kips >= Reaction V = 36.67 kips (OK)