bcw.s.s.01975.01975

SHEAR PLATE CONNECTION SUMMARY

Filler Beam profile: W12X14
Column profile: W14X176
Slope: 0 deg.
Skew: 90
Vertical Offset: 0
Horizontal Offset: 0
Span: 10 ft.
Reaction, V: 25 kips
Shear Capacity, Rn: 27.5 kips
Design/Reference according to AISC 14th Ed. - LRFD
Shear Plate: Extended Configuration
Beam material grade: A992
Support material grade: A992
Plate material grade: A572-GR.50
Weld grade: E70
Stabilizer plate grade: A572-GR.50
Shear Plate Size: 14.500 in. x 8.500 in. x 0.500 in.
Shear Plate Detailing Height at Support: 8.500 in.
Shear Plate Detailing Width at Support: 7.375 in.
Stabilizer plate size: 12.500 in. x 7.375 in. x 0.500 in.
(Required due to user requirement)
Configuration Geometry:
Welds at shear plate to support: 5/16 FILLET, 5/16 FILLET
Welds at stabilizer plate :
at column flange: 4/16 FILLET, 4/16 FILLET
at column web: 4/16 FILLET, 4/16 FILLET
at shear plate: 4/16 FILLET, 4/16 FILLET
Bolt: 3 rows x 2 columns 0.875 in. Diameter A325N_TC bolts
Vertical spacing: 3 in.
Horizontal spacing: 3 in.
Shear plate edge setback = 8 in.
Beam centerline setback = 8 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: 1.75 in.
Horizontal distance to first hole: 9.75 in.
Down distance from top of filler beam flange: 3 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 = 11.250 in.
Angle = 0.000 deg.
C = 1.316
Using Table 7-1 to determine (phi)rn:
(phi)Rn = (phi)rn * C = 24.35 * 1.32 = 32.06 kips


Total Vertical Bolt Shear Capacity = 32.06 kips
32.06 kips >= 25.00 kips (OK)

BOLT BEARING AT BEAM AND SHEAR PLATE SIDE
Vertical Shear Only Load Case:
ICR cordinate relative to CG = (1.00, 0.00)
At Row 1, At Column 1:
Ribolt = 23.90 kips
Ri vector at Beam   = <18.36, 15.31>
Lcsbm at Beam spacing  = 2.94 in.
Lcebm at Beam edge    = 4.21 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.94 * (0.20/1) * 65.00 = 34.39 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 4.21 * (0.20/1) * 65.00 = 49.31 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.88 * (0.20/1) * 65.00 = 20.48 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(34.39, 49.31, 20.48) = 20.48 kips/bolt
Ri vector at Shear Plate   = <-18.36, -15.31>
Lcsshpl at Shear Plate spacing  = 2.87 in.
Lceshpl at Shear Plate edge    = 10.59 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.87 * 0.50 * 65.00 = 84.04 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 10.59 * 0.50 * 65.00 = 309.66 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.88 * 0.50 * 65.00 = 51.19 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(84.04, 309.66, 51.19) = 51.19 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(20.476, 51.189) = 20.48 kips/bolt
Bolt Shear Demand to Bearing ratio = 20.48 / 23.90 = 0.86

At Row 1, At Column 2:
Ribolt = 23.39 kips
Ri vector at Beam   = <23.07, -3.83>
Lcsbm at Beam spacing  = 2.06 in.
Lcebm at Beam edge    = 53.91 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.06 * (0.20/1) * 65.00 = 24.13 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 53.91 * (0.20/1) * 65.00 = 630.77 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.88 * (0.20/1) * 65.00 = 20.48 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(24.13, 630.77, 20.48) = 20.48 kips/bolt
Ri vector at Shear Plate   = <-23.07, 3.83>
Lcsshpl at Shear Plate spacing  = 1.88 in.
Lceshpl at Shear Plate edge    = 7.07 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 1.88 * 0.50 * 65.00 = 54.85 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 7.07 * 0.50 * 65.00 = 206.72 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.88 * 0.50 * 65.00 = 51.19 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(54.85, 206.72, 51.19) = 51.19 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(20.476, 51.189) = 20.48 kips/bolt
Bolt Shear Demand to Bearing ratio = 20.48 / 23.39 = 0.88

At Row 2, At Column 1:
Ribolt = 22.80 kips
Ri vector at Beam   = <-0.00, 22.80>
Lcsbm at Beam spacing  = 2.06 in.
Lcebm at Beam edge    = 5.53 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.06 * (0.20/1) * 65.00 = 24.13 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 5.53 * (0.20/1) * 65.00 = 64.72 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.88 * (0.20/1) * 65.00 = 20.48 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(24.13, 64.72, 20.48) = 20.48 kips/bolt
Ri vector at Shear Plate   = <0.00, -22.80>
Lcsshpl at Shear Plate spacing  = 2.06 in.
Lceshpl at Shear Plate edge    = 3.78 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.06 * 0.50 * 65.00 = 60.33 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 3.78 * 0.50 * 65.00 = 110.60 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.88 * 0.50 * 65.00 = 51.19 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(60.33, 110.60, 51.19) = 51.19 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(20.476, 51.189) = 20.48 kips/bolt
Bolt Shear Demand to Bearing ratio = 20.48 / 22.80 = 0.90

At Row 2, At Column 2:
Ribolt = 13.70 kips
Ri vector at Beam   = <-0.00, -13.70>
Lcsbm at Beam spacing  = 2.06 in.
Lcebm at Beam edge    = 5.43 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.06 * (0.20/1) * 65.00 = 24.13 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 5.43 * (0.20/1) * 65.00 = 63.55 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.88 * (0.20/1) * 65.00 = 20.48 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(24.13, 63.55, 20.48) = 20.48 kips/bolt
Ri vector at Shear Plate   = <0.00, 13.70>
Lcsshpl at Shear Plate spacing  = 2.06 in.
Lceshpl at Shear Plate edge    = 3.78 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.06 * 0.50 * 65.00 = 60.33 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 3.78 * 0.50 * 65.00 = 110.60 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.88 * 0.50 * 65.00 = 51.19 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(60.33, 110.60, 51.19) = 51.19 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(20.476, 51.189) = 20.48 kips/bolt
Bolt Shear Demand to Bearing ratio = 20.48 / 13.70 = 1.49

At Row 3, At Column 1:
Ribolt = 23.90 kips
Ri vector at Beam   = <-18.36, 15.31>
Lcsbm at Beam spacing  = 2.94 in.
Lcebm at Beam edge    = 1.81 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.94 * (0.20/1) * 65.00 = 34.39 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 1.81 * (0.20/1) * 65.00 = 21.18 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.88 * (0.20/1) * 65.00 = 20.48 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(34.39, 21.18, 20.48) = 20.48 kips/bolt
Ri vector at Shear Plate   = <18.36, -15.31>
Lcsshpl at Shear Plate spacing  = 2.87 in.
Lceshpl at Shear Plate edge    = 1.22 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.87 * 0.50 * 65.00 = 84.04 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 1.22 * 0.50 * 65.00 = 35.68 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.88 * 0.50 * 65.00 = 51.19 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(84.04, 35.68, 51.19) = 35.68 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(20.476, 35.678) = 20.48 kips/bolt
Bolt Shear Demand to Bearing ratio = 20.48 / 23.90 = 0.86

At Row 3, At Column 2:
Ribolt = 23.39 kips
Ri vector at Beam   = <-23.07, -3.83>
Lcsbm at Beam spacing  = 2.06 in.
Lcebm at Beam edge    = 4.35 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.06 * (0.20/1) * 65.00 = 24.13 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 4.35 * (0.20/1) * 65.00 = 50.85 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.88 * (0.20/1) * 65.00 = 20.48 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(24.13, 50.85, 20.48) = 20.48 kips/bolt
Ri vector at Shear Plate   = <23.07, 3.83>
Lcsshpl at Shear Plate spacing  = 1.88 in.
Lceshpl at Shear Plate edge    = 1.20 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 1.88 * 0.50 * 65.00 = 54.85 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 1.20 * 0.50 * 65.00 = 35.21 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.88 * 0.50 * 65.00 = 51.19 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(54.85, 35.21, 51.19) = 35.21 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(20.476, 35.210) = 20.48 kips/bolt
Bolt Shear Demand to Bearing ratio = 20.48 / 23.39 = 0.88

Min Bolt Shear Demand to Bearing ratio Beam and Shear Plate for vertical shear only
 = min(1.00, 0.86, 0.88, 0.90, 1.49, 0.86, 0.88) = 0.86

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 = 0.86 * 32.06 = 27.46 kips
Rbv = 27.46 kips >= Reaction V = 25.00 kips (OK)

Web Depth = d - [Top Cope Depth] - [Bottom Cope Depth] = 11.9 - 0 - 0 = 11.9 in.
Gross Area (Shear) = [Web Depth] * tw = 11.90 * 0.20 = 2.38 in^2
Net Shear Area (Shear) = ([Web Depth] - ([# rows] * [Diameter + 0.0625])) * tw 
    = (11.90 - (3 * 1.00)) * 0.20 = 1.78 in^2

Using Eq.J4-3:
Shear Yielding = (phi) * 0.6 * Fybeam * [Gross Area] = 1.00 * 0.6 * 50.00 * 2.38 = 71.40 kips

Using Eq.J4-4:
Shear Rupture = (phi) * 0.6 * Fubeam * [Net Area] = 0.75 * 0.6 * 65.00 * 1.78 = 52.07 kips


Block Shear

Using Eq.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.

Gross Area = 0.50 * 8.50 = 4.25 in^2
Net Area = (8.50 - (3 *(0.94 + 1/16))) * 0.50 = 2.75 in^2

Using Eq.J4-3:
Shear Yielding = (phi) * 0.6 * Fypl * [Gross Area] = 1.00 * 0.6 * 50.00 * 4.25 = 127.50 kips

Using Eq.J4-4:
Shear Rupture = (phi) * 0.6 * Fupl * [Net Area] = 0.75 * 0.6 * 65.00 * 2.75 = 80.44 kips


Block Shear

Using Eq.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 = (8.5 - 1.25) = 7.25 in.
Net Shear Length = 7.25 - (2.5 * (0.938 + 0.0625)) = 4.75 in.
Gross Tension Length = (3 + 1.75) = 4.75 in.
Net Tension Length = 4.75 - (1.5 * (1.12 + 0.0625)) = 2.97 in.
1. (phi) * [material thickness] * ((0.60 * Fupl* [net shear length]) + (Ubs * Fupl * [net tension length])) 
    = 0.75 * 0.50 * ((0.60 * 65.00 * 4.75) + (0.50 * 65.00 * 2.97)) = 105.65 kips
2. (phi) * [material thickness] * ((0.60 * Fypl * [gross shear length]) + (Ubs * Fupl * [net tension length])) 
    = 0.75 * 0.50 * ((0.60 * 50.00 * 7.25) + (0.50 * 65.00 * 2.97)) = 117.75 kips
Block Shear = 105.65 kips

Block 2 (Shear): 
Gross Shear Length = 2 * (8.5 - 1.25) = 14.50 in.
Net Shear Length = 2 * ( 7.25 - (2.5 * (0.938 + 0.0625)) ) = 9.50 in.
Gross Tension Length = (3 + 1.75) - 1.75 = 3.00 in.
Net Tension Length = 3 - 1 * (1.12 + 0.0625) = 1.81 in.
1. (phi) * [material thickness] * ((0.60 * Fupl* [net shear length]) + (Ubs * Fupl * [net tension length])) 
    = 0.75 * 0.50 * ((0.60 * 65.00 * 9.50) + (0.50 * 65.00 * 1.81)) = 161.03 kips
2. (phi) * [material thickness] * ((0.60 * Fypl * [gross shear length]) + (Ubs * Fupl * [net tension length])) 
    = 0.75 * 0.50 * ((0.60 * 50.00 * 14.50) + (0.50 * 65.00 * 1.81)) = 185.22 kips
Block Shear = 161.03 kips
105.65 kips >= Reaction V = 25.00 kips (OK)

Block Shear for Axial T/C is not required.

Flexural and Buckling Strength:

Eccentricity at first line of bolts, e = 9.75 in.
Zgross = 9.03 in^3
Znet   = 5.91 in^3
Sgross = 6.02 in^3
Snet   = 3.90 in^3

Using Eq. 9-4
Flexural Rupture = (phi) * Fu * Znet / e = 0.75 * 65.00 * 5.91 / 9.75 = 29.53 kips


Using Eq. 9-14 through 9-18, Fcr = Fy * Q
tw = 0.50 in.
ho = 8.50 in.
c = 9.75 in.
lambda = (ho * Fy ^ 0.5) / ( 10 * tw * ( 475.00 + 280.00 * (ho / c)^2 ) ^0.5 ) = 
 = 8.50 * 50.00^0.5 / (10 * 0.50 * (475.00 + 280.00 * (8.50/9.75)^2 )^0.5) = 0.46
When lambda <= 0.70, Q=1
Q = 1.00
Fcrmin =phi * Fcr = 0.90 * 50.00 * 1.00 = 45.00 ksi

Using Eq. 9-6
Buckling = Fcr * Sgross / e = 45.00 * 6.02 / 9.75 = 27.79 kips

Interaction Check of Flexural Yielding, Per AISC 10-5: 
Eccentricity at CG of Bolt Group, e = 11.25 in.
Zgross = 9.03
Znet = 9.03
Mr = Vr * e = 25.00 * 11.25 = 281.25 kips-in
Mc = phi * Mn = phi * Fy * Zgross = 0.90 * 50.00 * 9.03 = 406.41 kips-in
Vr = 25.00 kips
Vc = phi * Vn = phi * 0.60 * Fy * Ag = 1.00 * 0.60 * 50.00 * 4.25 = 127.50 kips
Interaction due to moment and shear, (Vr/Vc)^2 + (Mr/Mc)^2 <= 1.0
(Vr/Vc)^2 + (Mr/Mc)^2 = (25.00 / 127.50)^2 + (281.25 / 406.41)^2 = 0.52 <= 1  (OK)

Note: Mn <= 1.6My by inspection

MAXIMUM PLATE THICKNESS:
No of bolt columns = 2
tp  < = db/2 + 1/16 = 0.5 <= 0.5 OK
tw  < = db/2 + 1/16 = 0.2 <= 0.5 OK
Leh(plate) >= 2 * db = 1.75 >= 1.75 OK
Leh(bm) >= 2 * db = 1.75 >= 1.75 OK
Maximum Plate Thickness is Not a Limiting Criteria.

STABILIZER PLATE:

Available Strength to Resist Lateral Displacement:
Using Eq. 10-6 (14th Ed.):
phiRn = 1500.00  * 3.14159 * L * tp^3 / a^2 = 0.90 * 1500.00 * 3.14159 * 8.50 * 0.50^3 / 9.75^2 = 47.40 kips
Stabilizer Plate Not Required for lateral displacement

Torsional Strength:
Using Eq. 10-8 and Eq. 10-7 (14th Ed.):
Required, Mta or Mtu = Ru * (tw + tp) /2 = 25.00 * ((0.19 + 0.50) / 2) = 8.59 kips-in
Lateral Shear Strength of Shear Plate, Mtn (no slab) = [phiv*(0.6*Fyp)-(Ru/(L*tp))] *L*tp^2/2 =  ((1.00 * 0.6 * 50.00) - (25.00 / (8.50 * 0.50))) * 0.5 * 8.50 * 0.50^2 = 25.62 kips-in
Stabilizer Plate Not Required for torsional strength

WELD:

 Weld Requirements:

At shear only case: 
Weld Length for shear, Lv = 7.000 in.
Shear Load per inch per weld, fv = R/Lv/2 = 25.000 / 7.000 / 2 = 1.786 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/ (phi * coeff) = 1.786 / (0.750 * 1.856) = 1.283/16

Minimum fillet weld size : 
   At shear only load case = 0.08 in.
   per Table J2.4     = 0.19 in.
   5/8tp              = 0.31 in.
   user preference    = 0.25 in.

Dmax1 (using eqn 9-3)
 = tshpl * Fushpl / ( Fexx * C1 * 0.088)
 = 0.500 * 65.000 / ( 70.000 * 1.000 * 0.088 ) 
 = 5.253 
Dmax2 (using eqn 9-3)
 = twsupport * Fusupport / ( Fexx * C1 * 0.088 )
 = 0.830 * 65.000 / ( 70.000 * 1.000 * 0.088 ) 
 = 8.720 
Dmax3 = project max fillet weld = 12.000
Dmax=min(Dmax1, Dmax2, Dmax3) = min(5.253, 8.720, 12.000)
 = 5.253 

Use weld size
D1 = 5.00
D2 = 5.00

Weld Strength :

Vertical weld capacity during shear only load, phi * Rnv1 = 0.75 * 1.86 * 7.00 * (5.00 + 5.00) = 97.45 kips

97.45 kips >= Reaction V = 25.00 kips (OK)