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| Summary Reports: | Job Standard Summary | Job Sample Calcs Report | B+Op Connection Comparison Report | Standard Connection Cost Report Job Preferences Report | No Connections Summary | No Connections Detailed | No Connections Reference Map | |||||||||
| Shear and Axial Reports: | Shear Plate: | Specs | Strengths (Shear Only Connections) | Welds | Doublers | Connection Cost Report | ||||
| Strengths (Shear & Axial Connections) | ||||||||||
| Single Angle: | Specs | Strengths (Shear & Axial) | Welds | Doublers | Connection Cost Report | |||||
| Double Angle Reports: | Support Side Specs | Strengths (Shear & Axial) | Welds | Doublers | Connection Cost Report | |||||
| Beam Side Specs | ||||||||||
| End Plate Reports: | Specs | Strengths (Shear & Axial) | Welds | Connection Cost Report | ||||||
| Moment Reports: | Specs | Support Strengths | Beam Flange Welds | Connection Cost Report | ||||||
| Moment Plates: | Specs | Strengths | Welds | |||||||
| Column Stiffeners: | Specs | Strengths | Welds | |||||||
| Column Web Doublers: | Specs | Strengths | Welds | |||||||
| Shear Plate: | Specs | Strengths | Welds | |||||||
| Double Angle: | Support Side Specs | Strengths | Welds | |||||||
| Beam Side Specs | ||||||||||
| Connection Number: |
bb.s.s.01359.01359 |
| Main Calcs: |
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 in. Horizontal Offset: 0.00 in. Span: 45.00 ft. Reaction, V: 36.67 kips Shear Capacity, Rn: 89.19 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 Shear Plate Size: 7.38 in. x 15.00 in. x 0.38 in. Configuration Geometry: Welds at shear plate to support: 4/16 FILLET, 4/16 FILLET Bolt: 5 rows x 1 column 1.00 in. Diameter A490N_TC bolts Vertical spacing: 3.00 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: 2.00 in. Edge distance at top edge of plate: 1.50 in. Edge distance at bottom edge of plate: 1.50 in. Edge distance at vertical edge of beam: 2.00 in. Horizontal distance to first hole: 5.38 in. Down distance from top of filler beam flange: 3.00 in. Holes in beam web: STD diameter = 1.06 in. Holes in shear plate: SSL diameter = 1.06 in., slot width = 1.31 in. |
| Bolt Strength Calcs: |
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 = 5.53 in. Angle = 0.00 deg. C = 2.75 Using Table 7-1 to determine (phi)rn: (phi)Rn = (phi)rn * C = 40.06 * 2.75 = 110.13 kips Total Vertical Bolt Shear Capacity = 110.13 kips 110.13 kips >= Reaction V = 36.67 kips (OK) |
| Bolt Bearing Calcs: |
BOLT BEARING AT BEAM AND SHEAR PLATE SIDE Vertical Shear Only Load Case: ICR cordinate relative to CG = (2.45, 0.00) At Row 1, At Column 1: Ribolt = 39.31 kips Ri vector at Beam = <36.40, 14.86> Lcsbm at Beam spacing = na Lcebm at Beam edge = 7.41 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 * 7.41 * (0.38/1) * 65.00 = 164.63 kips/bolt (phi)Rndbm on Beam at Bolt Diameter = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 1.00 * (0.38/1) * 65.00 = 44.46 kips/bolt Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(na, 164.63, 44.46) = 44.46 kips/bolt Ri vector at Shear Plate = <-36.40, -14.86> Lcsshpl at Shear Plate spacing = na Lceshpl at Shear Plate edge = 5.10 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 * 5.10 * 0.38 * 65.00 = 111.82 kips/bolt (phi)Rndshpl on Shear Plate at Bolt Diameter = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 1.00 * 0.38 * 65.00 = 43.88 kips/bolt Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(na, 111.82, 43.88) = 43.88 kips/bolt (phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(44.46, 43.88) = 43.88 kips/bolt Bolt Shear Demand to Bearing ratio = 43.88 / 39.31 = 1.12 At Row 2, At Column 1: Ribolt = 37.08 kips Ri vector at Beam = <28.72, 23.45> Lcsbm at Beam spacing = na Lcebm at Beam edge = 8.95 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 * 8.95 * (0.38/1) * 65.00 = 199.06 kips/bolt (phi)Rndbm on Beam at Bolt Diameter = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 1.00 * (0.38/1) * 65.00 = 44.46 kips/bolt Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(na, 199.06, 44.46) = 44.46 kips/bolt Ri vector at Shear Plate = <-28.72, -23.45> Lcsshpl at Shear Plate spacing = na Lceshpl at Shear Plate edge = 6.10 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 * 6.10 * 0.38 * 65.00 = 133.82 kips/bolt (phi)Rndshpl on Shear Plate at Bolt Diameter = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 1.00 * 0.38 * 65.00 = 43.88 kips/bolt Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(na, 133.82, 43.88) = 43.88 kips/bolt (phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(44.46, 43.88) = 43.88 kips/bolt Bolt Shear Demand to Bearing ratio = 43.88 / 37.08 = 1.18 At Row 3, At Column 1: Ribolt = 33.52 kips Ri vector at Beam = <-0.01, 33.52> Lcsbm at Beam spacing = 1.94 in. Lcebm at Beam edge = 8.47 in. (phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 1.94 * (0.38/1) * 65.00 = 43.07 kips/bolt (phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 8.47 * (0.38/1) * 65.00 = 188.27 kips/bolt (phi)Rndbm on Beam at Bolt Diameter = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 1.00 * (0.38/1) * 65.00 = 44.46 kips/bolt Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(43.07, 188.27, 44.46) = 43.07 kips/bolt Ri vector at Shear Plate = <0.01, -33.52> Lcsshpl at Shear Plate spacing = 1.94 in. Lceshpl at Shear Plate edge = 6.97 in. (phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 1.94 * 0.38 * 65.00 = 42.50 kips/bolt (phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 6.97 * 0.38 * 65.00 = 152.88 kips/bolt (phi)Rndshpl on Shear Plate at Bolt Diameter = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 1.00 * 0.38 * 65.00 = 43.88 kips/bolt Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(42.50, 152.88, 43.88) = 42.50 kips/bolt (phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(43.07, 42.50) = 42.50 kips/bolt Bolt Shear Demand to Bearing ratio = 42.50 / 33.52 = 1.27 At Row 4, At Column 1: Ribolt = 37.08 kips Ri vector at Beam = <-28.72, 23.45> Lcsbm at Beam spacing = na Lcebm at Beam edge = 2.05 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 * 2.05 * (0.38/1) * 65.00 = 45.58 kips/bolt (phi)Rndbm on Beam at Bolt Diameter = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 1.00 * (0.38/1) * 65.00 = 44.46 kips/bolt Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(na, 45.58, 44.46) = 44.46 kips/bolt Ri vector at Shear Plate = <28.72, -23.45> Lcsshpl at Shear Plate spacing = na Lceshpl at Shear Plate edge = 1.74 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 * 1.74 * 0.38 * 65.00 = 38.20 kips/bolt (phi)Rndshpl on Shear Plate at Bolt Diameter = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 1.00 * 0.38 * 65.00 = 43.88 kips/bolt Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(na, 38.20, 43.88) = 38.20 kips/bolt (phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(44.46, 38.20) = 38.20 kips/bolt Bolt Shear Demand to Bearing ratio = 38.20 / 37.08 = 1.03 At Row 5, At Column 1: Ribolt = 39.32 kips Ri vector at Beam = <-36.40, 14.86> Lcsbm at Beam spacing = na Lcebm at Beam edge = 1.63 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 * 1.63 * (0.38/1) * 65.00 = 36.21 kips/bolt (phi)Rndbm on Beam at Bolt Diameter = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 1.00 * (0.38/1) * 65.00 = 44.46 kips/bolt Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(na, 36.21, 44.46) = 36.21 kips/bolt Ri vector at Shear Plate = <36.40, -14.86> Lcsshpl at Shear Plate spacing = na Lceshpl at Shear Plate edge = 1.45 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 * 1.45 * 0.38 * 65.00 = 31.84 kips/bolt (phi)Rndshpl on Shear Plate at Bolt Diameter = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 1.00 * 0.38 * 65.00 = 43.88 kips/bolt Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(na, 31.84, 43.88) = 31.84 kips/bolt (phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(36.21, 31.84) = 31.84 kips/bolt Bolt Shear Demand to Bearing ratio = 31.84 / 39.32 = 0.81 Min Bolt Shear Demand to Bearing ratio Beam and Shear Plate for vertical shear only = min(1.00, 1.12, 1.18, 1.27, 1.03, 0.81) = 0.81 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 = 0.81 * 110.13 = 89.19 kips Rbv = 89.19 kips >= Reaction V = 36.67 kips (OK) |
| Beam Strength Calcs: |
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 - (5 * 1.12)) * 0.38 = 5.77 in^2
Shear Rupture, (phi)Vnu = (phi) * 0.6 * Fubeam * Anet = 0.75 * 0.6 * 65.00 * 5.77 = 168.67 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. |
| Shear Plate Calcs: |
Using AISC 14th Ed. Equation J4-3
Gross Area, Ag = 0.38 * 15.00 = 5.62 in^2
Shear Yielding, (phi)Vny = (phi) * 0.6 * Fypl * Ag = 1.00 * 0.6 * 50.00 * 5.62 = 168.75 kips
168.75 kips >= Reaction V = 36.67 kips (OK)
Using AISC 14th Ed. Equation J4-4
Net Area, An = (15.00 - (5 * (1.06 + 1/16))) * 0.38 = 3.52 in^2
Shear Rupture, (phi)Vnu = (phi) * 0.6 * Fupl * An = 0.75 * 0.6 * 65.00 * 3.52 = 102.83 kips
102.83 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 = (15.00 - 1.50) = 13.50 in.
Net Shear Length = 13.50 - (4.50 * (1.06 + 0.06)) = 8.44 in.
Gross Tension Length = (0.00 + 2.00) = 2.00 in.
Net Tension Length = 2.00 - (0.50 * (1.31 + 0.06)) = 1.31 in.
1. (phi) * [material thickness] * ((0.60 * Fupl* [net shear length]) + (Ubs * Fupl * [net tension length]))
= 0.75 * 0.38 * ((0.60 * 65.00 * 8.44) + (1.00 * 65.00 * 1.31)) = 116.55 kips
2. (phi) * [material thickness] * ((0.60 * Fypl * [gross shear length]) + (Ubs * Fupl * [net tension length]))
= 0.75 * 0.38 * ((0.60 * 50.00 * 13.50) + (1.00 * 65.00 * 1.31)) = 137.90 kips
Block Shear = 116.55 kips
116.55 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 = 5.53 in.
Zgross = 21.09 in^3
Znet = 13.38 in^3
Sgross = 14.06 in^3
Snet = 9.00 in^3
Using AISC 14th Ed. Equation 9-4
Flexural Rupture = (phi) * Fu * Znet / e = 0.75 * 65.00 * 13.38 / 5.53 = 117.91 kips
Using AISC 14th Ed. Equation 9-14 through 9-18, Fcr = Fy * Q
tw = 0.38 in.
ho = 15.00 in.
c = 5.38 in.
lambda = (ho * Fy ^ 0.5) / ( 10 * tw * ( 475.00 + 280.00 * (ho / c)^2 ) ^0.5 ) =
= 15.00 * 50.00^0.5 / (10 * 0.38 * (475.00 + 280.00 * (15.00/5.38)^2 )^0.5) = 0.55
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 * 14.06 / 5.53 = 114.38 kips
Interaction Check of Flexural Yielding:
Using AISC 14th Ed. Equation 10-5
Eccentricity at CG of Bolt Group, e = 5.53 in.
Zgross = 21.09
Znet = 13.38
Mr = Vr * e = 36.67 * 5.53 = 202.88 kips-in
Mc = phi * Mn = phi * Fy * Zgross = 0.90 * 50.00 * 21.09 = 949.22 kips-in
Vr = 36.67 kips
Vc = phi * Vn = phi * 0.60 * Fy * Ag = 1.00 * 0.60 * 50.00 * 5.62 = 168.75 kips
Interaction due to moment and shear, (Vr/Vc)^2 + (Mr/Mc)^2 <= 1.0
(Vr/Vc)^2 + (Mr/Mc)^2 = (36.67 / 168.75)^2 + (202.88 / 949.22)^2 = 0.09 <= 1 (OK)
Note: Mn <= 1.6My by inspection
MAXIMUM PLATE THICKNESS:
No of bolt columns = 1
tp < = db/2 + 1/16 = 0.38 <= 0.56 OK
tw < = db/2 + 1/16 = 0.38 <= 0.56 OK
Leh(plate) >= 2 * db = 2.00 >= 2.00 OK
Leh(bm) >= 2 * db = 2.00 >= 2.00 OK
Maximum Plate Thickness is Not a Limiting Criteria. |
| Weld Calcs: |
WELD: Weld Requirements: At shear only case: Weld Length for shear, Lv = 15.00 in. Shear Load per inch per weld, fv = R/Lv/2 = 36.67 / 15.00 / 2 = 1.22 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) = 1.22 / (0.75 * 1.86) = 0.88/16 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 AISC 14th Ed. eqn 9-3) = tshpl * Fushpl / ( Fexx * C1 * 0.09) = 0.38 * 65.00 / ( 70.00 * 1.00 * 0.09 ) = 3.94 Dmax2 (using AISC 14th Ed. eqn 9-3) = twbm * 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 * 15.00 * (3.31 + 3.31) = 138.21 kips 138.21 kips >= Reaction V = 36.67 kips (OK) |