SHEAR PLATE CONNECTION SUMMARY
Filler Beam profile: W12X19
Column profile: W14X90
Slope: 0 deg.
Skew: 74.9
Vertical Offset: 0
Horizontal Offset: 0
Span: 11.1 ft.
Reaction, V: 25 kips
Shear Capacity, Rn: 25.1 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
Shear Plate Size: 4.750 in. x 6.500 in. x 0.500 in.
Configuration Geometry:
Welds at shear plate to support: 5/16 FILLET, 8/16 FILLET
Bolt: 2 rows x 1 column 0.875 in. Diameter A325N_TC bolts
Vertical spacing: 4 in.
Horizontal spacing: 3 in.
Shear plate edge setback = 1 in.
Beam centerline setback = 1.17 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.
Horizontal distance to first hole: 3 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 BEARING AT BEAM AND SHEAR PLATE SIDE
Vertical Shear Only Load Case:
ICR cordinate relative to CG = (2.55, -0.00)
At Row 1, At Column 1:
Ribolt = 15.94 kips
Ri vector at Beam = <9.84, 12.54>
Lcsbm at Beam spacing = na
Lcebm at Beam edge = 3.34 in.
(1/omega)Rnsbm at Beam spacing = (1/omega) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * na * (0.23/1) * 65.00 = na
(1/omega)Rnebm at Beam edge = (1/omega) * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.34 * (0.23/1) * 65.00 = 30.65 kips/bolt
(1/omega)Rndbm on Beam at Bolt Diameter = (1/omega) * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.88 * (0.23/1) * 65.00 = 16.04 kips/bolt
Beam bearing capacity, (1/omega)Rnbm = min((1/omega)Rnsbm,(1/omega)Rnebm,(1/omega)Rndbm) = min(na, 30.65, 16.04) = 16.04 kips/bolt
Ri vector at Shear Plate = <-9.84, -12.54>
Lcsshpl at Shear Plate spacing = na
Lceshpl at Shear Plate edge = 4.26 in.
(1/omega)Rnsshpl at Shear Plate spacing = (1/omega) * hf1 * Lcs * t * Fu = 0.50 * 1.20 * na * 0.50 * 65.00 = na
(1/omega)Rneshpl at Shear Plate edge = (1/omega) * hf1 * Lce * t * Fu = 0.50 * 1.20 * 4.26 * 0.50 * 65.00 = 83.15 kips/bolt
(1/omega)Rndshpl on Shear Plate at Bolt Diameter = (1/omega) * hf2 * db * t * Fu = 0.50 * 2.40 * 0.88 * 0.50 * 65.00 = 34.12 kips/bolt
Shear Plate bearing capacity, (1/omega)Rnshpl = min((1/omega)Rnsshpl,(1/omega)Rneshpl,(1/omega)Rndshpl) = min(na, 83.15, 34.12) = 34.12 kips/bolt
(1/omega)Rn = min((1/omega)Rnbm, (1/omega)Rnshpl) = min(16.039, 34.125) = 16.04 kips/bolt
Bolt Shear Demand to Bearing ratio = 16.04 / 15.94 = 1.01
At Row 2, At Column 1:
Ribolt = 15.94 kips
Ri vector at Beam = <-9.84, 12.54>
Lcsbm at Beam spacing = na
Lcebm at Beam edge = 2.77 in.
(1/omega)Rnsbm at Beam spacing = (1/omega) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * na * (0.23/1) * 65.00 = na
(1/omega)Rnebm at Beam edge = (1/omega) * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.77 * (0.23/1) * 65.00 = 25.40 kips/bolt
(1/omega)Rndbm on Beam at Bolt Diameter = (1/omega) * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.88 * (0.23/1) * 65.00 = 16.04 kips/bolt
Beam bearing capacity, (1/omega)Rnbm = min((1/omega)Rnsbm,(1/omega)Rnebm,(1/omega)Rndbm) = min(na, 25.40, 16.04) = 16.04 kips/bolt
Ri vector at Shear Plate = <9.84, -12.54>
Lcsshpl at Shear Plate spacing = na
Lceshpl at Shear Plate edge = 0.99 in.
(1/omega)Rnsshpl at Shear Plate spacing = (1/omega) * hf1 * Lcs * t * Fu = 0.50 * 1.20 * na * 0.50 * 65.00 = na
(1/omega)Rneshpl at Shear Plate edge = (1/omega) * hf1 * Lce * t * Fu = 0.50 * 1.20 * 0.99 * 0.50 * 65.00 = 19.36 kips/bolt
(1/omega)Rndshpl on Shear Plate at Bolt Diameter = (1/omega) * hf2 * db * t * Fu = 0.50 * 2.40 * 0.88 * 0.50 * 65.00 = 34.12 kips/bolt
Shear Plate bearing capacity, (1/omega)Rnshpl = min((1/omega)Rnsshpl,(1/omega)Rneshpl,(1/omega)Rndshpl) = min(na, 19.36, 34.12) = 19.36 kips/bolt
(1/omega)Rn = min((1/omega)Rnbm, (1/omega)Rnshpl) = min(16.039, 19.364) = 16.04 kips/bolt
Bolt Shear Demand to Bearing ratio = 16.04 / 15.94 = 1.01
Min Bolt Shear Demand to Bearing ratio Beam and Shear Plate for vertical shear only
= min(1.00, 1.01, 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 * 25.07 = 25.07 kips
Rbv = 25.07 kips >= V = 25.00 kips (OK) |
Gross Area = 0.50 * 6.50 = 3.25 in^2
Net Area = (6.50 - (2 *(0.94 + 1/16))) * 0.50 = 2.25 in^2
Using Eq.J4-3:
Shear Yielding = (1/omega) * 0.6 * Fypl * [Gross Area] = 0.67 * 0.6 * 50.00 * 3.25 = 65.00 kips
Using Eq.J4-4:
Shear Rupture = (1/omega) * 0.6 * Fupl * [Net Area] = 0.50 * 0.6 * 65.00 * 2.25 = 43.88 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 = (6.5 - 1.25) = 5.25 in.
Net Shear Length = 5.25 - (1.5 * (0.938 + 0.0625)) = 3.75 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 * 0.50 * ((0.60 * 65.00 * 3.75) + (1.00 * 65.00 * 1.16)) = 55.35 kips
2. (1/omega) * [material thickness] * ((0.60 * Fypl * [gross shear length]) + (Ubs * Fupl * [net tension length]))
= 0.50 * 0.50 * ((0.60 * 50.00 * 5.25) + (1.00 * 65.00 * 1.16)) = 58.16 kips
Block Shear = 55.35 kips
55.35 kips >= Vbm = 25.00 kips (OK)
Interaction Check of Flexural Yielding, Per AISC 10-5:
Eccentricity due to Conventional Config. (e = a/2), e = 1.57 in.
Zgross = 5.28
Znet = 3.28
Mr = Vr * e = 25.00 * 1.57 = 39.19 kips-in
Mc = 1/omega * Mn = 1/omega * Fy * Zgross = 0.60 * 50.00 * 5.28 = 158.44 kips-in
Vr = 25.00 kips
Vc = 1/omega * Vn = 1/omega * 0.60 * Fy * Ag = 0.67 * 0.60 * 50.00 * 3.25 = 65.00 kips
Interaction due to moment and shear, (Vr/Vc)^2 + (Mr/Mc)^2 <= 1.0
(Vr/Vc)^2 + (Mr/Mc)^2 = (25.00 / 65.00)^2 + (39.19 / 158.44)^2 = 0.21 <= 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 = 6.500 in.
Shear Load per inch per weld, fv = R/Lv/2 = 25.000 / 6.500 / 2 = 1.923 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) = 1.923 / (0.500 * 1.856) = 2.072/16
Minimum fillet weld size :
At shear only load case = 0.13 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 9-2)
= tfsupport * Fusupport / ( Fexx * C1 * 0.044 )
= 0.710 * 65.000 / ( 70.000 * 1.000 * 0.044 )
= 14.918
Dmax3 = project max fillet weld = 12.000
Dmax=min(Dmax1, Dmax2, Dmax3) = min(5.253, 14.918, 12.000)
= 5.253
Dihedral Angle, DA = 74.90 deg.
Gap on Obtuse Angle Side if No Bevel = 0.13 in.
Use weld size
Acute Side D1 = 5.00
Obtuse Side D2 = 8.00 (weld size increased on obtuse side for gap at skew per AWS D1.1/D1.1M (2015, p.511, C-5.21.1))
Weld Strength :
Vertical weld capacity during shear only load, 1/omega * Rnv1 = 0.50 * 1.86 * 6.50 * (5.00 + 5.25) = 61.85 kips
61.85 kips >= Vbm = 25.00 kips (OK)
Check Effective Throat:
Acute Side Effect throat = (D1/sin(DA)) * cos(DA/2) = (0.31/ sin( 74.90)) * cos( 37.45) = 0.26 in.
Obtuse Side Effect throat = (D2/sin(DA)-tshpl/tan(DA))*sin(DA/2) = (0.50 / sin(74.90) - 0.50 / tan(74.90)) * sin(74.90 / 2) = 0.23 in.
Total Effective Throat = 0.26 + 0.23 = 0.49 in.
Total Effective Throat of Square Case = 5/8tp * 2^0.5 = 0.31 * 2^0.5 = 0.44 in.
0.49 >= 0.44 (OK) |
