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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.00096.00254 |
Main Calcs: |
SHEAR PLATE CONNECTION SUMMARY Filler Beam profile: W16X31 Support Girder profile: W21X55 Slope: 0 deg. Skew: 67 Vertical Offset: -4.87 Horizontal Offset: 0 Span: 29.5 ft. Reaction, V: 20 kips Shear Capacity, Rn: 29.1 kips Design/Reference according to AISC 14th Ed. - ASD Shear Plate: Conventional Configuration Beam material grade: A992 Support material grade: A992 Plate material grade: A36 Weld grade: E70 Shear Plate Size: 4.500 in. x 8.500 in. x 0.375 in. Configuration Geometry: Welds at shear plate to support: 4/16 FILLET, 7/16 FILLET Bolt: 3 rows x 1 columns 0.75 in. Diameter A325N_TC bolts Vertical spacing: 3 in. Horizontal spacing: 3 in. Shear plate edge setback = 0.938 in. Beam centerline setback = 1.15 in. Edge distance at vertical edge of plate: 1.5 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: 2.06 in. Edge distance at bottom edge of beam: 5.9 in. Bottom cope depth: 1 in. Bottom cope length: 4 in. Horizontal distance to first hole: 3 in. Down distance from top of filler beam flange: 3 in. Holes in beam web: STD diameter = 0.812 in. Holes in shear plate: SSL diameter = 0.812 in., slot width = 1 in. |
Bolt Strength Calcs: |
BOLT STRENGTH BEAM SIDE: Bolt Strength: Using Instantaneous Center Of Rotation Method (AISC 7-1) ex = 1.580 in. Angle = 0.000 deg. C = 2.440 Using Table 7-1 to determine (1/omega) * rn: Rn = (1/omega) * rn * C = 11.93 * 2.44 = 29.11 kips |
Bolt Bearing Calcs: |
BOLT BEARING AT BEAM SIDE: Vertical Shear Only Load Case: ICR cordinate relative to CG = (3.46, 0.00) At Row 1, At Column 1: Ri1 = 11.71 kips Ri vector at Beam = <7.67, 8.85> Lcsbm at Beam spacing = na Lcebm at Beam edge = 3.56 in. 1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * na * (0.28/1) * 65.00 = na 1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.56 * (0.28/1) * 65.00 = 38.22 kips/bolt 1/omegaRndbm on Beam at Bolt Diameter = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.28/1) * 65.00 = 16.09 kips/bolt Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(na, 38.22, 16.09) = 16.09 kips/bolt Ri vector at Shear Plate = <-7.67, -8.85> Lcsshpl at Shear Plate spacing = na Lceshpl at Shear Plate edge = 4.04 in. 1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * na * 0.38 * 58.00 = na 1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 4.04 * 0.38 * 58.00 = 52.76 kips/bolt 1/omegaRndshpl on Shear Plate at Bolt Diameter = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.38 * 58.00 = 19.57 kips/bolt Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(na, 52.76, 19.57) = 19.57 kips/bolt 1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(16.087, 19.575) = 16.09 kips/bolt Bolt Shear Demand to Bearing ratio = 16.09 / 11.71 = 1.37 At Row 2, At Column 1: Ri1 = 11.42 kips Ri vector at Beam = <-0.00, 11.42> Lcsbm at Beam spacing = 2.19 in. Lcebm at Beam edge = 5.59 in. 1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.19 * (0.28/1) * 65.00 = 23.46 kips/bolt 1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 5.59 * (0.28/1) * 65.00 = 59.99 kips/bolt 1/omegaRndbm on Beam at Bolt Diameter = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.28/1) * 65.00 = 16.09 kips/bolt Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(23.46, 59.99, 16.09) = 16.09 kips/bolt Ri vector at Shear Plate = <0.00, -11.42> Lcsshpl at Shear Plate spacing = 2.19 in. Lceshpl at Shear Plate edge = 3.84 in. 1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2.19 * 0.38 * 58.00 = 28.55 kips/bolt 1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 3.84 * 0.38 * 58.00 = 50.16 kips/bolt 1/omegaRndshpl on Shear Plate at Bolt Diameter = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.38 * 58.00 = 19.57 kips/bolt Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(28.55, 50.16, 19.57) = 19.57 kips/bolt 1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(16.087, 19.575) = 16.09 kips/bolt Bolt Shear Demand to Bearing ratio = 16.09 / 11.42 = 1.41 At Row 3, At Column 1: Ri1 = 11.71 kips Ri vector at Beam = <-7.67, 8.85> Lcsbm at Beam spacing = na Lcebm at Beam edge = 2.74 in. 1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * na * (0.28/1) * 65.00 = na 1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.74 * (0.28/1) * 65.00 = 29.41 kips/bolt 1/omegaRndbm on Beam at Bolt Diameter = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.28/1) * 65.00 = 16.09 kips/bolt Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(na, 29.41, 16.09) = 16.09 kips/bolt Ri vector at Shear Plate = <7.67, -8.85> Lcsshpl at Shear Plate spacing = na Lceshpl at Shear Plate edge = 1.12 in. 1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * na * 0.38 * 58.00 = na 1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 1.12 * 0.38 * 58.00 = 14.57 kips/bolt 1/omegaRndshpl on Shear Plate at Bolt Diameter = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.38 * 58.00 = 19.57 kips/bolt Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(na, 14.57, 19.57) = 14.57 kips/bolt 1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(16.087, 14.572) = 14.57 kips/bolt Bolt Shear Demand to Bearing ratio = 14.57 / 11.71 = 1.24 Min Bolt Shear Demand to Bearing ratio for vertical shear only = min(1.0, 1.37411, 1.40912, 1.24465) = 1.00 Bearing Capacity at Beam and Shear Plate at Vertical Shear Load Only, Rbv1 = Min Bolt Shear Demand to Bearing Ratio * Bolt Shear = 1.00 * 29.11 = 29.11 kips |
Beam Strength Calcs: |
Web Depth = d - [Top Cope Depth] - [Bottom Cope Depth] = 15.9 - 0 - 1 = 14.9 in. Gross Area (Shear) = [Web Depth] * tw = 14.90 * 0.28 = 4.10 in^2 Net Shear Area (Shear) = ([Web Depth] - ([# rows] * [Diameter + 0.0625])) * tw = (14.90 - (3 * 0.88)) * 0.28 = 3.38 in^2 Using Eq.J4-3: Shear Yielding = (1/omega) * 0.6 * Fybeam * [Gross Area] = 0.67 * 0.6 * 50.00 * 4.10 = 81.95 kips Using Eq.J4-4: Shear Rupture = (1/omega) * 0.6 * Fubeam * [Net Area] = 0.50 * 0.6 * 65.00 * 3.38 = 65.82 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 Shear not required. Flexure at Longest Cope (Bottom Cope Only at Section) Eccentricity at Section, e = 5.22 in. Fy = 50.00 ksi Snet1 (bolt holes not applicable) = 15.22 in^3 Snet2 (bolt holes applicable) = 15.22 in^3 Znet = 27.12 in^3 Using Eq. 9-19 Flexural Yielding = (1/omega) * Fy * Snet1 / e = 0.60 * 50.00 * 15.22 / 5.22 = 87.47 kips Using Eq. 9-4 Flexural Rupture = (1/omega) * Fu * Znet / e = 0.50 * 65.00 * 27.12 / 5.22 = 168.83 kips Flexure at Furthest Bolt Line within Cope (Bottom Cope Only at Section) Eccentricity at Section, e = 3.28 in. Fy = 50.00 ksi Snet1 (bolt holes not applicable) = 15.22 in^3 Snet2 (bolt holes applicable) = 14.47 in^3 Znet = 24.66 in^3 Using Eq. 9-19 Flexural Yielding = (1/omega) * Fy * Snet1 / e = 0.60 * 50.00 * 15.22 / 3.28 = 139.09 kips Using Eq. 9-4 Flexural Rupture = (1/omega) * Fu * Znet / e = 0.50 * 65.00 * 24.66 / 3.28 = 244.08 kips Section Bending Strength Calculations Summary: Coped Beam Flexure at Longest Cope (Bottom Cope Only at Section) Flexural Yielding : 87.47 >= 20.00 kips (OK) Flexural Rupture : 168.83 >= 20.00 kips (OK) Coped Beam Flexure at Furthest Bolt Line within Cope (Bottom Cope Only at Section) Flexural Yielding : 139.09 >= 20.00 kips (OK) Flexural Rupture : 244.08 >= 20.00 kips (OK) |
Shear Plate Calcs: |
Gross Area = 0.38 * 8.50 = 3.19 in^2 Net Area = (8.50 - (3 *(0.81 + 1/16))) * 0.38 = 2.20 in^2 Using Eq.J4-3: Shear Yielding = (1/omega) * 0.6 * Fypl * [Gross Area] = 0.67 * 0.6 * 36.00 * 3.19 = 45.90 kips Using Eq.J4-4: Shear Rupture = (1/omega) * 0.6 * Fupl * [Net Area] = 0.50 * 0.6 * 58.00 * 2.20 = 38.33 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 = (8.5 - 1.25) = 7.25 in. Net Shear Length = 7.25 - (2.5 * (0.812 + 0.0625)) = 5.06 in. Gross Tension Length = (0 + 1.5) = 1.50 in. Net Tension Length = 1.5 - (0.5 * (1 + 0.0625)) = 0.97 in. 1. (1/omega) * [material thickness] * ((0.60 * Fupl* [net shear length]) + (Ubs * Fupl * [net tension length])) = 0.50 * 0.38 * ((0.60 * 58.00 * 5.06) + (1.00 * 58.00 * 0.97)) = 43.57 kips 2. (1/omega) * [material thickness] * ((0.60 * Fypl * [gross shear length]) + (Ubs * Fupl * [net tension length])) = 0.50 * 0.38 * ((0.60 * 36.00 * 7.25) + (1.00 * 58.00 * 0.97)) = 39.90 kips Block Shear = 39.90 kips Interaction Check of Flexural Yielding, Per AISC 10-5: Eccentricity due to Conventional Config. (e = a/2), e = 1.58 in. Zgross = 6.77 Znet = 4.73 Mr = Vr * e = 20.00 * 1.58 = 31.59 kips-in Mc = 1/omega * Mn = 1/omega * Fy * Zgross = 0.60 * 36.00 * 6.77 = 146.31 kips-in Vr = 20.00 kips Vc = 1/omega * Vn = 1/omega * 0.60 * Fy * Ag = 0.67 * 0.60 * 36.00 * 3.19 = 45.90 kips Interaction due to moment and shear, (Vr/Vc)^2 + (Mr/Mc)^2 <= 1.0 (Vr/Vc)^2 + (Mr/Mc)^2 = (20.00 / 45.90)^2 + (31.59 / 146.31)^2 = 0.24 <= 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 Calcs: |
WELD: Weld Requirements: At shear only case: Weld Length for shear, Lv = 8.500 in. Shear Load per inch per weld, fv = R/Lv/2 = 20.000 / 8.500 / 2 = 1.176 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) = 1.176 / (0.500 * 1.856) = 1.268/16 Minimum fillet weld size : At shear only load case = 0.08 in. per Table J2.4 = 0.19 in. 5/8(tp) = 0.23 in. user preference = 0.25 in. Dmax1 (using eqn 9-3) = tshpl * Fushpl / ( Fexx * C1 * 0.088) = 0.375 * 58.000 / ( 70.000 * 1.000 * 0.088 ) = 3.515 Dmax2 (using eqn 9-3) = twsupport * Fusupport / ( Fexx * C1 * 0.088 ) = 0.375 * 65.000 / ( 70.000 * 1.000 * 0.088 ) = 3.940 Dmax3 = project max fillet weld = 12.000 Dmax=min(Dmax1, Dmax2, Dmax3) = min(3.515, 3.940, 12.000) = 3.515 Dihedral Angle, DA = 67.00 deg. Gap on Obtuse Angle Side = 0.15 in. Use weld size Acute Side D1 = 4.00 Obtuse Side D2 = 7.00 Weld Strength : Vertical weld capacity during shear only load, 1/omega * Rnv1 = 0.50 * 1.86 * 8.50 * (3.52 + 3.52) = 55.46 kips Check Effective Throat: Acute Side Effect throat = (D1/sin(DA)) * cos(DA/2) = (0.25/ sin( 67.00)) * cos( 33.50) = 0.23 in. Obtuse Side Effect throat = ((D2/sin(DA)-tshpl/tan(DA))*sin((180-(180-DA))/2))= ((0.44 / sin(67.00) -0.38 / tan(67.00)) * sin((180 - (180 - 67.00)) / 2)) = 0.17 in. Total Effective Throat = 0.23 + 0.17 = 0.40 in. Total Effective Throat of Square Case = D1 * 2^0.5 = 0.25 * 2^0.5 = 0.35 in. 0.35 in. <= 0.40 in. (OK) |