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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.1bb.s.00001.00001 |
| Main Calcs: |
SINGLE ANGLE Bolted to Beam, Bolted to Support CONNECTION SUMMARY
NOTE: DESIGNED WITH MEMBERS CHOSEN ON ONLY ONE SIDE OF SUPPORT
Girder profile: W18X50
Filler Beam profile: W16X40
Slope: 0.00 deg.
Skew: 90.00
Vertical Offset: 0.00
Horizontal Offset: 0.00
Span: 2.00 ft.
Reaction, V: 2.00 kips
Shear Capacity, Rn: 48.08 kips
Design/Reference according to AISC 14th Ed. - LRFD
Beam material grade: A992
Support material grade: A992
Angle material grade: A529-GR.50
Angle1 Profile: L4X3X3/8
Length = 11.50 in.
Beam side bolts: 4 rows x 1 column 0.75 in. Diameter A325N_TC bolts
Beam side bolt vertical spacing: 3.00 in.
Support side bolts: 4 rows x 1 column 0.75 in. Diameter A325N_TC bolts
Support side bolt vertical spacing: 3.00 in.
Configuration Geometry:
Beam setback = 0.50 in.
Edge distance at vertical edge of beam: 1.50 in.
Edge distance at top edge of beam: 1.75 in.
Top cope depth: 1.25 in.
Top cope length: 3.75 in.
Horizontal distance to first hole: 2.00 in.
Bolted Angle Leg At Beam :
Angle 1 Leg Distances :
Down distance from top of filler beam flange : 3.00 in.
Edge distance at vertical edge : 1.00 in.
Edge distance at top edge : 1.25 in.
Edge distance at bottom edge : 1.25 in.
Bolted Angle Leg At Support :
Angle 1 Leg Distances :
Down distance from top of filler beam flange : 3.00 in.
Gage at Bolt : 3.16 in.
Edge distance at vertical edge : 1.00 in.
Edge distance at top edge : 1.25 in.
Edge distance at bottom edge : 1.25 in.
Holes in Beam Web : STD diameter = 0.81 in.
Holes in Beam Angle Leg : STD diameter = 0.81 in.
Holes in Support Girder : STD diameter = 0.81 in.
Holes in Support Angle Leg : STD diameter = 0.81 in. |
| Bolt Strength Calcs: |
BOLT SHEAR CAPACITY AT BEAM AND ANGLE SIDE: Bolt Shear Capacity at Shear Load Only: C = no of bolts = 4.00 Using Table 7-1 to determine (phi)rn: (phi)Rn = (phi)rn * C = 17.89 * 4.00 = 71.57 kips Total Vertical Bolt Shear Capacity = 71.57 kips 71.57 kips >= Reaction V = 2.00 kips (OK) BOLT SHEAR CAPACITY AT SUPPORT AND ANGLE SIDE: Bolt Shear Capacity at Shear Load Only: Required tension stress (frt) = axial reaction / bolt row count / bolt area = 0.00 / 4 / 0.44 = 0.00 ksi Required shear stress (frv) = vertical reaction / bolt row count / bolt area = 2.00 / 4 / 0.44 = 1.13 ksi Using Instantaneous Center Of Rotation Method (AISC 7-1) ex = 3.16 in. Angle = 0.00 deg. C = 2.74 Using Table 7-1 to determine (phi)rn: (phi)Rn = (phi)rn * C = 17.89 * 2.74 = 48.98 kips Vertical Bolt Shear Capacity at Support and Angle = 48.98 kips 48.98 kips >= 2.00 kips (OK) |
| Bolt Bearing Calcs: |
BOLT BEARING AT BEAM AND ANGLE SIDE
Vertical Shear Only Load Case:
At Row 1, At Column 1:
(phi)Rnbolt = 17.89 kips
Lcsbm at Beam spacing = 2.19 in.
Lcebm at Beam edge = 1.34 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.19 * (0.30/1) * 65.00 = 39.03 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 1.34 * (0.30/1) * 65.00 = 23.98 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.30/1) * 65.00 = 26.76 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(39.03, 23.98, 26.76) = 23.98 kips/bolt
Lcsang1 at Angle 1 spacing = 2.19 in.
Lceang1 at Angle 1 edge = 9.84 in.
(phi)Rnsang1 at Angle 1 spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.19 * 0.38 * 65.00 = 47.99 kips/bolt
(phi)Rneang1 at Angle 1 edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 9.84 * 0.38 * 65.00 = 215.95 kips/bolt
(phi)Rndang1 on Angle 1 at Bolt Diameter = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.38 * 65.00 = 32.91 kips/bolt
Angle 1 bearing capacity, (phi)Rnang1 = min((phi)Rnsang1,(phi)Rneang1,(phi)Rndang1) = min(47.99, 215.95, 32.91) = 32.91 kips/bolt
(phi)Rn = min((phi)Rnbolt, (phi)Rnbm, (phi)Rnang1) = min(17.89, 23.98, 32.91) = 17.89 kips/bolt
At Row 2, At Column 1:
(phi)Rnbolt = 17.89 kips
Lcsbm at Beam spacing = 2.19 in.
Lcebm at Beam edge = 4.34 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.19 * (0.30/1) * 65.00 = 39.03 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 4.34 * (0.30/1) * 65.00 = 77.51 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.30/1) * 65.00 = 26.76 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(39.03, 77.51, 26.76) = 26.76 kips/bolt
Lcsang1 at Angle 1 spacing = 2.19 in.
Lceang1 at Angle 1 edge = 6.84 in.
(phi)Rnsang1 at Angle 1 spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.19 * 0.38 * 65.00 = 47.99 kips/bolt
(phi)Rneang1 at Angle 1 edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 6.84 * 0.38 * 65.00 = 150.14 kips/bolt
(phi)Rndang1 on Angle 1 at Bolt Diameter = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.38 * 65.00 = 32.91 kips/bolt
Angle 1 bearing capacity, (phi)Rnang1 = min((phi)Rnsang1,(phi)Rneang1,(phi)Rndang1) = min(47.99, 150.14, 32.91) = 32.91 kips/bolt
(phi)Rn = min((phi)Rnbolt, (phi)Rnbm, (phi)Rnang1) = min(17.89, 26.76, 32.91) = 17.89 kips/bolt
At Row 3, At Column 1:
(phi)Rnbolt = 17.89 kips
Lcsbm at Beam spacing = 2.19 in.
Lcebm at Beam edge = 7.34 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.19 * (0.30/1) * 65.00 = 39.03 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 7.34 * (0.30/1) * 65.00 = 131.03 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.30/1) * 65.00 = 26.76 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(39.03, 131.03, 26.76) = 26.76 kips/bolt
Lcsang1 at Angle 1 spacing = 2.19 in.
Lceang1 at Angle 1 edge = 3.84 in.
(phi)Rnsang1 at Angle 1 spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.19 * 0.38 * 65.00 = 47.99 kips/bolt
(phi)Rneang1 at Angle 1 edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 3.84 * 0.38 * 65.00 = 84.32 kips/bolt
(phi)Rndang1 on Angle 1 at Bolt Diameter = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.38 * 65.00 = 32.91 kips/bolt
Angle 1 bearing capacity, (phi)Rnang1 = min((phi)Rnsang1,(phi)Rneang1,(phi)Rndang1) = min(47.99, 84.32, 32.91) = 32.91 kips/bolt
(phi)Rn = min((phi)Rnbolt, (phi)Rnbm, (phi)Rnang1) = min(17.89, 26.76, 32.91) = 17.89 kips/bolt
At Row 4, At Column 1:
(phi)Rnbolt = 17.89 kips
Lcsbm at Beam spacing = 2.19 in.
Lcebm at Beam edge = 10.34 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.19 * (0.30/1) * 65.00 = 39.03 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 10.34 * (0.30/1) * 65.00 = 184.56 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.30/1) * 65.00 = 26.76 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(39.03, 184.56, 26.76) = 26.76 kips/bolt
Lcsang1 at Angle 1 spacing = 2.19 in.
Lceang1 at Angle 1 edge = 0.84 in.
(phi)Rnsang1 at Angle 1 spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.19 * 0.38 * 65.00 = 47.99 kips/bolt
(phi)Rneang1 at Angle 1 edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 0.84 * 0.38 * 65.00 = 18.51 kips/bolt
(phi)Rndang1 on Angle 1 at Bolt Diameter = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.38 * 65.00 = 32.91 kips/bolt
Angle 1 bearing capacity, (phi)Rnang1 = min((phi)Rnsang1,(phi)Rneang1,(phi)Rndang1) = min(47.99, 18.51, 32.91) = 18.51 kips/bolt
(phi)Rn = min((phi)Rnbolt, (phi)Rnbm, (phi)Rnang1) = min(17.89, 26.76, 18.51) = 17.89 kips/bolt
Bearing Capacity at Beam and Angle for vertical shear only
= Sum{ Bearing At [(Row)i,(Column)i] }
= 17.89 + 17.89 + 17.89 + 17.89 = 71.57 kips
BEARING AT BEAM AND ANGLE SIDE SUMMARY:
Bearing Capacity at Vertical Shear Load Only, Rbv = Sum{ [(Row)i,(Column)i] } = 71.57 kips
Rbv = 71.57 kips >= Reaction V = 2.00 kips (OK)
BOLT BEARING AT SUPPORT AND ANGLE SIDE
Vertical Shear Only Load Case:
ICR cordinate relative to CG = (2.96, -0.00)
At Row 1, At Column 1:
Ribolt = 17.56 kips
Ri vector at Support = <-14.68, -9.64>
Lcssupp at Support spacing = na
Lcesupp at Support edge = 24.91 in.
(phi)Rnssupp at Support spacing = (phi) * hf1 * Lcs * (twsup/# bolt sides supported) * Fu = na
(phi)Rnesupp at Support edge = (phi) * hf1 * Lce * (twsup/# bolt sides supported) * Fu = 0.75 * 1.20 * 24.91 * (0.35/1) * 65.00 = 517.30 kips/bolt
(phi)Rndsupp on Support at Bolt Diameter = (phi) * hf2 * db * (twsup/# bolt sides supported) * Fu = 0.75 * 2.40 * 0.75 * (0.35/1) * 65.00 = 31.15 kips/bolt
Support bearing capacity, (phi)Rnsupp = min((phi)Rnssupp,(phi)Rnesupp,(phi)Rndsupp) = min(na, 517.30, 31.15) = 31.15 kips/bolt
Ri vector at Angle = <14.68, 9.64>
Lcsang at Angle spacing = na
Lceang at Angle edge = 0.79 in.
(phi)Rnsang at Angle spacing = (phi) * hf1 * Lcs * t * Fu = na
(phi)Rneang at Angle edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 0.79 * 0.38 * 65.00 = 17.24 kips/bolt
(phi)Rndang on Angle at Bolt Diameter = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.38 * 65.00 = 32.91 kips/bolt
Angle bearing capacity, (phi)Rnang = min((phi)Rnsang,(phi)Rneang,(phi)Rndang) = min(na, 17.24, 32.91) = 17.24 kips/bolt
(phi)Rn = min((phi)Rnsupp, (phi)Rnang) = min(31.15, 17.24) = 17.24 kips/bolt
Bolt Shear Demand to Bearing ratio = 17.24 / 17.56 = 0.98
At Row 2, At Column 1:
Ribolt = 16.64 kips
Ri vector at Support = <-7.53, -14.84>
Lcssupp at Support spacing = na
Lcesupp at Support edge = 13.05 in.
(phi)Rnssupp at Support spacing = (phi) * hf1 * Lcs * (twsup/# bolt sides supported) * Fu = na
(phi)Rnesupp at Support edge = (phi) * hf1 * Lce * (twsup/# bolt sides supported) * Fu = 0.75 * 1.20 * 13.05 * (0.35/1) * 65.00 = 271.03 kips/bolt
(phi)Rndsupp on Support at Bolt Diameter = (phi) * hf2 * db * (twsup/# bolt sides supported) * Fu = 0.75 * 2.40 * 0.75 * (0.35/1) * 65.00 = 31.15 kips/bolt
Support bearing capacity, (phi)Rnsupp = min((phi)Rnssupp,(phi)Rnesupp,(phi)Rndsupp) = min(na, 271.03, 31.15) = 31.15 kips/bolt
Ri vector at Angle = <7.53, 14.84>
Lcsang at Angle spacing = na
Lceang at Angle edge = 1.80 in.
(phi)Rnsang at Angle spacing = (phi) * hf1 * Lcs * t * Fu = na
(phi)Rneang at Angle edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 1.80 * 0.38 * 65.00 = 39.38 kips/bolt
(phi)Rndang on Angle at Bolt Diameter = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.38 * 65.00 = 32.91 kips/bolt
Angle bearing capacity, (phi)Rnang = min((phi)Rnsang,(phi)Rneang,(phi)Rndang) = min(na, 39.38, 32.91) = 32.91 kips/bolt
(phi)Rn = min((phi)Rnsupp, (phi)Rnang) = min(31.15, 32.91) = 31.15 kips/bolt
Bolt Shear Demand to Bearing ratio = 31.15 / 16.64 = 1.87
At Row 3, At Column 1:
Ribolt = 16.64 kips
Ri vector at Support = <7.53, -14.85>
Lcssupp at Support spacing = na
Lcesupp at Support edge = 9.68 in.
(phi)Rnssupp at Support spacing = (phi) * hf1 * Lcs * (twsup/# bolt sides supported) * Fu = na
(phi)Rnesupp at Support edge = (phi) * hf1 * Lce * (twsup/# bolt sides supported) * Fu = 0.75 * 1.20 * 9.68 * (0.35/1) * 65.00 = 201.12 kips/bolt
(phi)Rndsupp on Support at Bolt Diameter = (phi) * hf2 * db * (twsup/# bolt sides supported) * Fu = 0.75 * 2.40 * 0.75 * (0.35/1) * 65.00 = 31.15 kips/bolt
Support bearing capacity, (phi)Rnsupp = min((phi)Rnssupp,(phi)Rnesupp,(phi)Rndsupp) = min(na, 201.12, 31.15) = 31.15 kips/bolt
Ri vector at Angle = <-7.53, 14.85>
Lcsang at Angle spacing = na
Lceang at Angle edge = 6.24 in.
(phi)Rnsang at Angle spacing = (phi) * hf1 * Lcs * t * Fu = na
(phi)Rneang at Angle edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 6.24 * 0.38 * 65.00 = 136.82 kips/bolt
(phi)Rndang on Angle at Bolt Diameter = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.38 * 65.00 = 32.91 kips/bolt
Angle bearing capacity, (phi)Rnang = min((phi)Rnsang,(phi)Rneang,(phi)Rndang) = min(na, 136.82, 32.91) = 32.91 kips/bolt
(phi)Rn = min((phi)Rnsupp, (phi)Rnang) = min(31.15, 32.91) = 31.15 kips/bolt
Bolt Shear Demand to Bearing ratio = 31.15 / 16.64 = 1.87
At Row 4, At Column 1:
Ribolt = 17.56 kips
Ri vector at Support = <14.68, -9.65>
Lcssupp at Support spacing = na
Lcesupp at Support edge = 10.52 in.
(phi)Rnssupp at Support spacing = (phi) * hf1 * Lcs * (twsup/# bolt sides supported) * Fu = na
(phi)Rnesupp at Support edge = (phi) * hf1 * Lce * (twsup/# bolt sides supported) * Fu = 0.75 * 1.20 * 10.52 * (0.35/1) * 65.00 = 218.42 kips/bolt
(phi)Rndsupp on Support at Bolt Diameter = (phi) * hf2 * db * (twsup/# bolt sides supported) * Fu = 0.75 * 2.40 * 0.75 * (0.35/1) * 65.00 = 31.15 kips/bolt
Support bearing capacity, (phi)Rnsupp = min((phi)Rnssupp,(phi)Rnesupp,(phi)Rndsupp) = min(na, 218.42, 31.15) = 31.15 kips/bolt
Ri vector at Angle = <-14.68, 9.65>
Lcsang at Angle spacing = na
Lceang at Angle edge = 3.19 in.
(phi)Rnsang at Angle spacing = (phi) * hf1 * Lcs * t * Fu = na
(phi)Rneang at Angle edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 3.19 * 0.38 * 65.00 = 69.94 kips/bolt
(phi)Rndang on Angle at Bolt Diameter = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.38 * 65.00 = 32.91 kips/bolt
Angle bearing capacity, (phi)Rnang = min((phi)Rnsang,(phi)Rneang,(phi)Rndang) = min(na, 69.94, 32.91) = 32.91 kips/bolt
(phi)Rn = min((phi)Rnsupp, (phi)Rnang) = min(31.15, 32.91) = 31.15 kips/bolt
Bolt Shear Demand to Bearing ratio = 31.15 / 17.56 = 1.77
Min Bolt Shear Demand to Bearing ratio Support and Angle for vertical shear only
= min(1.00, 0.98, 1.87, 1.87, 1.77) = 0.98
BEARING AT SUPPORT AND ANGLE SUMMARY:
Bearing Capacity at Vertical Shear Load Only, Rbv = Min Bolt Shear Demand to Bearing Ratio * Bolt Shear = 0.98 * 48.98 = 48.08 kips
48.08 kips >= 2.00 kips (OK) |
| Beam Strength Calcs: |
Web Depth = d - [Top Cope Depth] - [Bottom Cope Depth] = 16.00 - 1.25 - 0.00 = 14.75 in.
Using AISC 14th Ed. Equation J4-3
Gross Area (Shear), Agross = [Web Depth] * tw = 14.75 * 0.30 = 4.50 in^2
Shear Yielding, (phi)Vny = (phi) * 0.6 * Fybeam * Agross = 1.00 * 0.6 * 50.00 * 4.50 = 134.96 kips
Using AISC 14th Ed. Equation J4-4
Net Area (Shear), Anet = ([Web Depth] - ([# rows] * [Diameter + 0.06])) * tw
= (14.75 - (4 * 0.88)) * 0.30 = 3.43 in^2
Shear Rupture, (phi)Vnu = (phi) * 0.6 * Fubeam * Anet = 0.75 * 0.6 * 65.00 * 3.43 = 100.37 kips
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 Shear (1)
Gross Shear Length = [edge dist. at beam edge] + ([# rows - 1] * [spacing]) = 1.75 + 9.00 = 10.75 in.
Net Shear Length = Gross Shear Length - (# rows - 0.5) * (hole size + 0.06) = 10.75 - (4 - 0.5) * 0.88 = 7.69 in.
Gross Tension Length = [edge dist. at beam edge] + ([# cols - 1] * [spacing]) = 1.50 + (1 - 1) * 3.00 = 1.50 in.
Net Tension Length = Gross Tension Length - (# cols - 0.5) * (hole size + 0.06) = 1.50 - (1 - 0.5) * 0.88 = 1.06 in.
1. (phi) * [material thickness] * ((0.60 * Fubeam* [net shear length]) + (Ubs * Fubeam * [net tension length]))
= 0.75 * 0.30 * ((0.60 * 65.00 * 7.69) + (1.00 * 65.00 * 1.06)) = 84.38 kips
2. (phi) * [material thickness] * ((0.60 * Fybeam * [gross shear length]) + (Ubs * Fubeam * [net tension length]))
= 0.75 * 0.30 * ((0.60 * 50.00 * 10.75) + (1.00 * 65.00 * 1.06)) = 89.57 kips
Block Shear = 84.38 kips
Block Shear (1) Total = Block Shear (1) = 84.38 kips
84.38 kips >= Reaction V = 2.00 kips (OK)
Block Shear for Axial T/C is not required.
Buckling and Flexure at Longest Cope (Top Cope Only at Section)
Eccentricity at Section, e = 4.43 in.
If coped at top/bottom flange only and c <= 2d and dc <= d/2, use AISC 14th Ed. Equation 9-7, Fcr = 26210.00 * f * k * (tw/h1)^2 <= Fy
Using Equation 9-7 through 9-11
tw = 0.30 in.
h1 = 10.43 in.
c = 3.75 in.
When c/h1<=1.0, k=2.2(h1/c)^1.65
k = 2.20 * (10.43 / 3.75)^1.65 = 11.90
When c/d<=1.0, f=2c/d
f = 2 * (3.75 / 16.00) = 0.47
Fy = 50.00 ksi
Fcr = (phi) * 26210.00 * f * k * (tw/h1)^2 = 0.90 * 26210.00 * 0.47 * 11.90 * (0.30 / 10.43)^2 = 112.49 ksi
Fcrmin =phi * min(Fcr, Fy) = 45.00 ksi
Snet1 (bolt holes not applicable) = 17.21 in^3
Snet2 (bolt holes applicable) = 17.21 in^3
Znet1 (bolt holes not applicable) = 31.30 in^3
Znet2 (bolt holes applicable) = 31.30 in^3
Using AISC 14th Ed. Equation 9-6
Buckling = Fcr * Snet1 / e = 45.00 * 17.21 / 4.43 = 174.96 kips
Using AISC 14th Ed. Equation 9-19
Flexural Yielding = (phi) * Fy * Snet1 / e = 0.90 * 50.00 * 17.21 / 4.43 = 174.96 kips
Using AISC 14th Ed. Equation 9-4
Flexural Rupture = (phi) * Fu * Znet2 / e = 0.75 * 65.00 * 31.30 / 4.43 = 344.65 kips
Buckling and Flexure at Furthest Bolt Line within Cope (Top Cope Only at Section)
Eccentricity at Section, e = 2.18 in.
If coped at top/bottom flange only and c <= 2d and dc <= d/2, use AISC 14th Ed. Equation 9-7, Fcr = 26210.00 * f * k * (tw/h1)^2 <= Fy
Using Equation 9-7 through 9-11
tw = 0.30 in.
h1 = 11.09 in.
c = 3.75 in.
When c/h1<=1.0, k=2.2(h1/c)^1.65
k = 2.20 * (11.09 / 3.75)^1.65 = 13.16
When c/d<=1.0, f=2c/d
f = 2 * (3.75 / 16.00) = 0.47
Fy = 50.00 ksi
Fcr = (phi) * 26210.00 * f * k * (tw/h1)^2 = 0.90 * 26210.00 * 0.47 * 13.16 * (0.30 / 11.09)^2 = 110.12 ksi
Fcrmin =phi * min(Fcr, Fy) = 45.00 ksi
Snet1 (bolt holes not applicable) = 17.21 in^3
Snet2 (bolt holes applicable) = 13.16 in^3
Znet1 (bolt holes not applicable) = 31.30 in^3
Znet2 (bolt holes applicable) = 23.30 in^3
Using AISC 14th Ed. Equation 9-6
Buckling = Fcr * Snet1 / e = 45.00 * 17.21 / 2.18 = 355.74 kips
Using AISC 14th Ed. Equation 9-19
Flexural Yielding = (phi) * Fy * Snet1 / e = 0.90 * 50.00 * 17.21 / 2.18 = 355.74 kips
Using AISC 14th Ed. Equation 9-4
Flexural Rupture = (phi) * Fu * Znet2 / e = 0.75 * 65.00 * 23.30 / 2.18 = 521.67 kips
Section Bending Strength Calculations Summary:
Coped Beam Buckling and Flexure at Longest Cope (Top Cope Only at Section)
Buckling : 174.96 >= 2.00 kips (OK)
Flexural Yielding : 174.96 >= 2.00 kips (OK)
Flexural Rupture : 344.65 >= 2.00 kips (OK)
Coped Beam Buckling and Flexure at Furthest Bolt Line within Cope (Top Cope Only at Section)
Buckling : 355.74 >= 2.00 kips (OK)
Flexural Yielding : 355.74 >= 2.00 kips (OK)
Flexural Rupture : 521.67 >= 2.00 kips (OK) |
| Single Angle Bolted Bolted Calcs: |
Support Angle Leg
Using AISC 14th Ed. Equation J4-3
Gross Area, Ag = 0.38 * 11.50 = 4.31 in^2
Shear Yielding, (phi)Vny = (phi) * 0.6 * Fya * Ag = 1.00 * 0.6 * 50.00 * 4.31 = 129.38 kips
Using AISC 14th Ed. Equation J4-4
Net Area, An = (11.50 - (4 * (0.81 + 1/16))) * 0.38 = 3.00 in^2
Shear Rupture, (phi)Vnu = (phi) * 0.6 * Fua * An = 0.75 * 0.6 * 65.00 * 3.00 = 87.75 kips
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 = (11.50 - 1.25) = 10.25 in.
Net Shear Length = 10.25 - (3.50 * (0.81 + 1/16)) = 7.19 in.
Gross Tension Length = [edge dist.] = 1.00 in.
Net Tension Length = (1.00 - (0.81 + 1/16)/2) = 0.56 in.
1. (phi) * [material thickness] * ((0.60 * Fua* [net shear length]) + (Ubs * Fua * [net tension length]))
= 0.75 * 0.38 * ((0.60 * 65.00 * 7.19) + (1.00 * 65.00 * 0.56)) = 89.05 kips
2. (phi) * [material thickness] * ((0.60 * Fya * [gross shear length]) + (Ubs * Fua * [net tension length]))
= 0.75 * 0.38 * ((0.60 * 50.00 * 10.25) + (1.00 * 65.00 * 0.56)) = 96.70 kips
Block Shear = 89.05 kips
Flexural and Buckling Strength:
Eccentricity at Bolt Column = 3.16
Zgross = 12.40 in^3
Znet = 8.46 in^3
Sgross = 8.27 in^3
Snet = 5.68 in^3
Using AISC 14th Ed. Equation 9-19
Flexural Yielding = (phi) * Fy * Sgross / e = 0.90 * 50.00 * 8.27 / 3.16 = 117.85 kips
Using AISC 14th Ed. Equation 9-4
Flexural Rupture = (phi) * Fu * Znet / e = 0.75 * 65.00 * 8.46 / 3.16 = 130.69 kips
Using AISC 14th Ed. Equation 9-14 through 9-18, Fcr = Fy * Q
tw = 0.38 in.
ho = 11.50 in.
c = 3.00 in.
lambda = (ho * Fy ^ 0.5) / ( 10 * tw * ( 475.00 + 280.00 * (ho / c)^2 ) ^0.5 ) =
= 11.50 * 50.00^0.5 / (10 * 0.38 * (475.00 + 280.00 * (11.50/3.00)^2 )^0.5) = 0.32
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 * 8.27 / 3.16 = 117.85 kips
Stress Interaction on Angle due to Combined Shear and Moment Loading:
Zgx = 12.40 in^3
Znx = 8.46 in^3
Eccentricity = 3.16 in.
Mrx = 2.00 * 3.16 = 6.31 kips-in
Shear Stress on Gross Section = 2.00 / 4.31 = 0.46 ksi
Shear Stress on Net Section = 2.00 / 3.00 = 0.67 ksi
Axial Stress on Gross Section due to Moment (shear) = 6.31 / 12.40 = 0.51 ksi
Axial Stress on Net Section due to Moment (shear) = 6.31 / 8.46 = 0.75 ksi
Shear Yield Stress Capacity (SYSC) = phi * 0.6 * Fy = 1.00 * 0.60 * 50.00 = 30.00 ksi
Tensile Yield Stress Capacity (TYSC) = phi * Fy = 0.90 * 50.00 = 45.00 ksi
Stress Interaction at Gross Section (elliptical):
(fvg / SYSC)^2 + (fag / TYSC )^2 = (0.46 / 30.00)^2 + (0.51 / 45.00 )^2 = 0.00 <= 1.0 (OK)
Shear Rupture Stress Capacity (SRSC) = phi * 0.6 * Fu = 0.75 * 0.60 * 65.00 = 29.25 ksi
Tensile Rupture Stress Capacity (TRSC) = phi * Fu = 0.75 * 65.00 = 48.75 ksi
Stress Interaction at Net Section (elliptical):
(fvn / SRSC)^2 + (fan / TRSC )^2 = (0.67 / 29.25)^2 + (0.75 / 48.75 )^2 = 0.00 <= 1.0 (OK)
Beam Angle Leg
Using AISC 14th Ed. Equation J4-3
Gross Area, Ag = 0.38 * 11.50 = 4.31 in^2
Shear Yielding, (phi)Vny = (phi) * 0.6 * Fya * Ag = 1.00 * 0.6 * 50.00 * 4.31 = 129.38 kips
Using AISC 14th Ed. Equation J4-4
Net Area, An = (11.50 - (4 * (0.81 + 1/16))) * 0.38 = 3.00 in^2
Shear Rupture, (phi)Vnu = (phi) * 0.6 * Fua * An = 0.75 * 0.6 * 65.00 * 3.00 = 87.75 kips
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 = (11.50 - 1.25) = 10.25 in.
Net Shear Length = 10.25 - (3.50 * (0.81 + 1/16) = 7.19 in.
Gross Tension Length = [edge dist.] = 1.00 in.
Net Tension Length = (1.00 - (0.81 + 1/16)/2) = 0.56 in.
1. (phi) * [material thickness] * ((0.60 * Fua* [net shear length]) + (Ubs * Fua * [net tension length]))
= 0.75 * 0.38 * ((0.60 * 65.00 * 7.19) + (1.00 * 65.00 * 0.56)) = 89.12 kips
2. (phi) * [material thickness] * ((0.60 * Fya * [gross shear length]) + (Ubs * Fua * [net tension length]))
= 0.75 * 0.38 * ((0.60 * 50.00 * 10.25) + (1.00 * 65.00 * 0.56)) = 96.77 kips
Block Shear = 89.12 kips
Block Shear for Axial T/C is not required.
Support Side Shear Yielding Capacity = 129.38 kips
129.38 kips >= Reaction V = 2.00 kips (OK)
Support Side Shear Rupture Capacity = 87.75 kips
87.75 kips >= Reaction V = 2.00 kips (OK)
Support Side Vertical Block Shear Capacity = 89.05 kips
89.05 kips >= Reaction V = 2.00 kips (OK)
Beam Side Shear Yielding Capacity = 129.38 kips
129.38 kips >= Reaction V = 2.00 kips (OK)
Beam Side Shear Rupture Capacity = 87.75 kips
87.75 kips >= Reaction V = 2.00 kips (OK)
Support Side Flexure Yielding Capacity = 117.85 kips
117.85 kips >= Reaction V = 2.00 kips (OK)
Support Side Flexure Rupture Capacity = 130.69 kips
130.69 kips >= Reaction V = 2.00 kips (OK)
Support Side Bending Buckling Capacity = 117.85 kips
117.85 kips >= Reaction V = 2.00 kips (OK)
Beam Side Vertical Block Shear Capacity = 89.12 kips
89.12 kips >= Reaction V = 2.00 kips (OK) |
| Weld Calcs: |
(Not applicable / No results ) |