SHEAR PLATE CONNECTION SUMMARY
Filler Beam profile: W12X14
Column profile: W14X257
Slope: 0.00 deg.
Skew: 90.00
Vertical Offset: 0.00
Horizontal Offset: 0.00
Span: 16.60 ft.
Reaction, V: 11.00 kips
Shear Capacity, Rn: 29.20 kips
Design/Reference according to AISC 14th Ed. - LRFD
Shear Plate: Conventional Configuration
Beam material grade: A992
Support material grade: A992
Plate material grade: A572-GR.50
Weld grade: E70
Shear Plate Size: 3.50 in. x 5.50 in. x 0.38 in.
Configuration Geometry:
Welds at shear plate to support: 4/16 FILLET, 4/16 FILLET
Bolt: 2 rows x 1 column 0.75 in. Diameter A325N_TC bolts
Vertical spacing: 3.00 in.
Horizontal spacing: 3.00 in.
Shear plate edge setback = 0.50 in.
Beam centerline setback = 0.50 in.
Edge distance at vertical edge of plate: 1.50 in.
Edge distance at top edge of plate: 1.25 in.
Edge distance at bottom edge of plate: 1.25 in.
Edge distance at vertical edge of beam: 1.50 in.
Horizontal distance to first hole: 2.00 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 BEARING AT BEAM AND SHEAR PLATE SIDE
Vertical Shear Only Load Case:
ICR cordinate relative to CG = (2.25, -0.00)
At Row 1, At Column 1:
Ribolt = 17.56 kips
Ri vector at Beam = <9.74, 14.61>
Lcsbm at Beam spacing = na
Lcebm at Beam edge = 3.20 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = na
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 3.20 * (0.20/1) * 65.00 = 37.44 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.20/1) * 65.00 = 17.55 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(na, 37.44, 17.55) = 17.55 kips/bolt
Ri vector at Shear Plate = <-9.74, -14.61>
Lcsshpl at Shear Plate spacing = na
Lceshpl at Shear Plate edge = 3.12 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = na
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 3.12 * 0.38 * 65.00 = 68.38 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(na, 68.38, 32.91) = 32.91 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(17.55, 32.91) = 17.55 kips/bolt
Bolt Shear Demand to Bearing ratio = 17.55 / 17.56 = 1.00
At Row 2, At Column 1:
Ribolt = 17.56 kips
Ri vector at Beam = <-9.74, 14.61>
Lcsbm at Beam spacing = na
Lcebm at Beam edge = 2.30 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = na
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.30 * (0.20/1) * 65.00 = 26.88 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.20/1) * 65.00 = 17.55 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(na, 26.88, 17.55) = 17.55 kips/bolt
Ri vector at Shear Plate = <9.74, -14.61>
Lcsshpl at Shear Plate spacing = na
Lceshpl at Shear Plate edge = 1.01 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = na
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 1.01 * 0.38 * 65.00 = 22.25 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(na, 22.25, 32.91) = 22.25 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(17.55, 22.25) = 17.55 kips/bolt
Bolt Shear Demand to Bearing ratio = 17.55 / 17.56 = 1.00
Min Bolt Shear Demand to Bearing ratio Beam and Shear Plate for vertical shear only
= min(1.00, 1.00, 1.00) = 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 * 29.22 = 29.20 kips
Rbv = 29.20 kips >= Reaction V = 11.00 kips (OK) |
Web Depth = d - [Top Cope Depth] - [Bottom Cope Depth] = 11.90 - 0.00 - 0.00 = 11.90 in.
Using AISC 14th Ed. Equation J4-3
Gross Area (Shear), Agross = [Web Depth] * tw = 11.90 * 0.20 = 2.38 in^2
Shear Yielding, (phi)Vny = (phi) * 0.6 * Fybeam * Agross = 1.00 * 0.6 * 50.00 * 2.38 = 71.40 kips
Using AISC 14th Ed. Equation J4-4
Net Area (Shear), Anet = ([Web Depth] - ([# rows] * [Diameter + 0.06])) * tw
= (11.90 - (2 * 0.88)) * 0.20 = 2.03 in^2
Shear Rupture, (phi)Vnu = (phi) * 0.6 * Fubeam * Anet = 0.75 * 0.6 * 65.00 * 2.03 = 59.38 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 * 5.50 = 2.06 in^2
Shear Yielding, (phi)Vny = (phi) * 0.6 * Fypl * Ag = 1.00 * 0.6 * 50.00 * 2.06 = 61.88 kips
61.88 kips >= Reaction V = 11.00 kips (OK)
Using AISC 14th Ed. Equation J4-4
Net Area, An = (5.50 - (2 * (0.81 + 1/16))) * 0.38 = 1.41 in^2
Shear Rupture, (phi)Vnu = (phi) * 0.6 * Fupl * An = 0.75 * 0.6 * 65.00 * 1.41 = 41.13 kips
41.13 kips >= Reaction V = 11.00 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 = (5.50 - 1.25) = 4.25 in.
Net Shear Length = 4.25 - (1.50 * (0.81 + 0.06)) = 2.94 in.
Gross Tension Length = (0.00 + 1.50) = 1.50 in.
Net Tension Length = 1.50 - (0.50 * (1.00 + 0.06)) = 0.97 in.
1. (phi) * [material thickness] * ((0.60 * Fupl* [net shear length]) + (Ubs * Fupl * [net tension length]))
= 0.75 * 0.38 * ((0.60 * 65.00 * 2.94) + (1.00 * 65.00 * 0.97)) = 49.93 kips
2. (phi) * [material thickness] * ((0.60 * Fypl * [gross shear length]) + (Ubs * Fupl * [net tension length]))
= 0.75 * 0.38 * ((0.60 * 50.00 * 4.25) + (1.00 * 65.00 * 0.97)) = 53.57 kips
Block Shear = 49.93 kips
49.93 kips >= Reaction V = 11.00 kips (OK)
Block Shear for Axial T/C is not required.
Interaction Check of Flexural Yielding, Per AISC 10-5:
Eccentricity due to Conventional Config. (e = a/2), e = 1.00 in.
Zgross = 2.84
Znet = 1.85
Mr = Vr * e = 11.00 * 1.00 = 11.00 kips-in
Mc = phi * Mn = phi * Fy * Zgross = 0.90 * 50.00 * 2.84 = 127.62 kips-in
Vr = 11.00 kips
Vc = phi * Vn = phi * 0.60 * Fy * Ag = 1.00 * 0.60 * 50.00 * 2.06 = 61.88 kips
Interaction due to moment and shear, (Vr/Vc)^2 + (Mr/Mc)^2 <= 1.0
(Vr/Vc)^2 + (Mr/Mc)^2 = (11.00 / 61.88)^2 + (11.00 / 127.62)^2 = 0.04 <= 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 = 5.50 in.
Shear Load per inch per weld, fv = R/Lv/2 = 11.00 / 5.50 / 2 = 1.00 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) = 1.00 / (0.75 * 1.86) = 0.72/16
Minimum fillet weld size :
At shear only load case = 0.04 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 9-2)
= tfsupport * Fusupport / ( Fexx * C1 * 0.04 )
= 1.89 * 65.00 / ( 70.00 * 1.00 * 0.04 )
= 39.71
Dmax3 = project max fillet weld = 12.00
Dmax=min(Dmax1, Dmax2, Dmax3) = min(3.94, 39.71, 12.00)
= 3.94
Use weld size
D1 = 4.00
D2 = 4.00
Weld Strength :
Vertical weld capacity during shear only load, phi * Rnv1 = 0.75 * 1.86 * 5.50 * (3.94 + 3.94) = 60.33 kips
60.33 kips >= Reaction V = 11.00 kips (OK) |
