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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.00003.00003 |
| Main Calcs: |
SINGLE ANGLE Bolted to Beam, Bolted to Support CONNECTION SUMMARY
Girder profile: W16X40
Filler Beam profile: W18X35
Slope: 0.00 deg.
Skew: 90.00
Vertical Offset: 0.00
Horizontal Offset: 0.00
Span: 10.00 ft.
Reaction, V: 2.00 kips
Shear Capacity, Rn: 20.02 kips
Design/Reference according to AISC 14th Ed. - ASD
Beam material grade: A992
Support material grade: A992
Angle material grade: A529-GR.50
Angle1 Profile: L5X3-1/2X3/8
Length = 8.000 in.
Beam side bolts: 2 rows x 1 column 0.875 in. Diameter A325N_TC bolts
Beam side bolt vertical spacing: 5.5 in.
Support side bolts: 2 rows x 1 column 0.875 in. Diameter A325N_TC bolts
Support side bolt vertical spacing: 5.5 in.
Configuration Geometry:
Beam setback = 0.5 in.
Edge distance at vertical edge of beam: 1.5 in.
Edge distance at top edge of beam: 2 in.
Edge distance at bottom edge of beam: 6.5 in.
Top cope depth: 1 in.
Top cope length: 3.5 in.
Bottom cope depth: 2.75 in.
Bottom cope length: 3.5 in.
Horizontal distance to first hole: 2 in.
Bolted Angle Leg At Beam :
Angle 1 Leg Distances :
Down distance from top of filler beam flange : 3 in.
Edge distance at vertical edge : 1.50 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 in.
Gage at Bolt : 3.41 in.
Edge distance at vertical edge : 1.74 in.
Edge distance at top edge : 1.25 in.
Edge distance at bottom edge : 1.25 in.
Holes in Beam Web : STD diameter = 0.9375 in.
Holes in Beam Angle Leg : STD diameter = 0.9375 in.
Holes in Support Girder : STD diameter = 0.9375 in.
Holes in Support Angle Leg : STD diameter = 0.9375 in. |
| Bolt Strength Calcs: |
BOLT SHEAR CAPACITY AT BEAM AND ANGLE SIDE: Bolt Shear Capacity at Shear Load Only: C = no of bolts = 2.000 Using Table 7-1 to determine (1/omega)rn: (1/omega)Rn = (1/omega)rn * C = 16.24 * 2.00 = 32.47 kips Total Vertical Bolt Shear Capacity = 32.47 kips 32.47 kips >= 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 = 0.000 / 2 / 0.601 = 0.000 ksi Required shear stress (frv) = vertical reaction / bolt row count / bolt area = 2.00 / 2 / 0.60 = 1.66 ksi Using Instantaneous Center Of Rotation Method (AISC 7-1) ex = 3.406 in. Angle = 0.000 deg. C = 1.233 Using Table 7-1 to determine (1/omega)rn: (1/omega)Rn = (1/omega)rn * C = 16.24 * 1.23 = 20.02 kips Vertical Bolt Shear Capacity at Support and Angle = 20.02 kips 20.02 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:
(1/omega)Rnbolt = 16.24 kips
Lcsbm at Beam spacing = 4.56 in.
Lcebm at Beam edge = 1.53 in.
(1/omega)Rnsbm at Beam spacing = (1/omega) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 4.56 * (0.30/1) * 65.00 = 53.38 kips/bolt
(1/omega)Rnebm at Beam edge = (1/omega) * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 1.53 * (0.30/1) * 65.00 = 17.92 kips/bolt
(1/omega)Rndbm on Beam at Bolt Diameter = (1/omega) * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.88 * (0.30/1) * 65.00 = 20.48 kips/bolt
Beam bearing capacity, (1/omega)Rnbm = min((1/omega)Rnsbm,(1/omega)Rnebm,(1/omega)Rndbm) = min(53.38, 17.92, 20.48) = 17.92 kips/bolt
Lcsang1 at Angle 1 spacing = 4.56 in.
Lceang1 at Angle 1 edge = 6.28 in.
(1/omega)Rnsang1 at Angle 1 spacing = (1/omega) * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 4.56 * 0.38 * 65.00 = 66.73 kips/bolt
(1/omega)Rneang1 at Angle 1 edge = (1/omega) * hf1 * Lce * t * Fu = 0.50 * 1.20 * 6.28 * 0.38 * 65.00 = 91.86 kips/bolt
(1/omega)Rndang1 on Angle 1 at Bolt Diameter = (1/omega) * hf2 * db * t * Fu = 0.50 * 2.40 * 0.88 * 0.38 * 65.00 = 25.59 kips/bolt
Angle 1 bearing capacity, (1/omega)Rnang1 = min((1/omega)Rnsang1,(1/omega)Rneang1,(1/omega)Rndang1) = min(66.73, 91.86, 25.59) = 25.59 kips/bolt
(1/omega)Rn = min((1/omega)Rnbolt, (1/omega)Rnbm, (1/omega)Rnang1) = min(16.24, 17.916, 25.594) = 16.24 kips/bolt
At Row 2, At Column 1:
(1/omega)Rnbolt = 16.24 kips
Lcsbm at Beam spacing = 4.56 in.
Lcebm at Beam edge = 7.03 in.
(1/omega)Rnsbm at Beam spacing = (1/omega) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 4.56 * (0.30/1) * 65.00 = 53.38 kips/bolt
(1/omega)Rnebm at Beam edge = (1/omega) * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 7.03 * (0.30/1) * 65.00 = 82.27 kips/bolt
(1/omega)Rndbm on Beam at Bolt Diameter = (1/omega) * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.88 * (0.30/1) * 65.00 = 20.48 kips/bolt
Beam bearing capacity, (1/omega)Rnbm = min((1/omega)Rnsbm,(1/omega)Rnebm,(1/omega)Rndbm) = min(53.38, 82.27, 20.48) = 20.48 kips/bolt
Lcsang1 at Angle 1 spacing = 4.56 in.
Lceang1 at Angle 1 edge = 0.78 in.
(1/omega)Rnsang1 at Angle 1 spacing = (1/omega) * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 4.56 * 0.38 * 65.00 = 66.73 kips/bolt
(1/omega)Rneang1 at Angle 1 edge = (1/omega) * hf1 * Lce * t * Fu = 0.50 * 1.20 * 0.78 * 0.38 * 65.00 = 11.43 kips/bolt
(1/omega)Rndang1 on Angle 1 at Bolt Diameter = (1/omega) * hf2 * db * t * Fu = 0.50 * 2.40 * 0.88 * 0.38 * 65.00 = 25.59 kips/bolt
Angle 1 bearing capacity, (1/omega)Rnang1 = min((1/omega)Rnsang1,(1/omega)Rneang1,(1/omega)Rndang1) = min(66.73, 11.43, 25.59) = 11.43 kips/bolt
(1/omega)Rn = min((1/omega)Rnbolt, (1/omega)Rnbm, (1/omega)Rnang1) = min(16.24, 20.475, 11.426) = 11.43 kips/bolt
Bearing Capacity at Beam and Angle for vertical shear only
= Sum{ Bearing At [(Row)i,(Column)i] }
= 16.24 + 11.43 = 27.66 kips
BEARING AT BEAM AND ANGLE SIDE SUMMARY:
Bearing Capacity at Vertical Shear Load Only, Rbv = Sum{ [(Row)i,(Column)i] } = 27.66 kips
Rbv = 27.66 kips >= Reaction V = 2.00 kips (OK)
BOLT BEARING AT SUPPORT AND ANGLE SIDE
Vertical Shear Only Load Case:
ICR cordinate relative to CG = (2.22, -0.00)
At Row 1, At Column 1:
Ribolt = 15.94 kips
Ri vector at Support = <-12.40, -10.01>
Lcssupp at Support spacing = na
Lcesupp at Support edge = 20.23 in.
(1/omega)Rnssupp at Support spacing = (1/omega) * hf1 * Lcs * (twsup/# bolt sides supported) * Fu = 0.50 * 1.20 * na * (0.30/1) * 65.00 = na
(1/omega)Rnesupp at Support edge = (1/omega) * hf1 * Lce * (twsup/# bolt sides supported) * Fu = 0.50 * 1.20 * 20.23 * (0.30/1) * 65.00 = 240.58 kips/bolt
(1/omega)Rndsupp on Support at Bolt Diameter = (1/omega) * hf2 * db * (twsup/# bolt sides supported) * Fu = 0.50 * 2.40 * 0.88 * (0.30/1) * 65.00 = 20.82 kips/bolt
Support bearing capacity, (1/omega)Rnsupp = min((1/omega)Rnssupp,(1/omega)Rnesupp,(1/omega)Rndsupp) = min(na, 240.58, 20.82) = 20.82 kips/bolt
Ri vector at Angle = <12.40, 10.01>
Lcsang at Angle spacing = na
Lceang at Angle edge = 1.52 in.
(1/omega)Rnsang at Angle spacing = (1/omega) * hf1 * Lcs * t * Fu = 0.50 * 1.20 * na * 0.38 * 65.00 = na
(1/omega)Rneang at Angle edge = (1/omega) * hf1 * Lce * t * Fu = 0.50 * 1.20 * 1.52 * 0.38 * 65.00 = 22.25 kips/bolt
(1/omega)Rndang on Angle at Bolt Diameter = (1/omega) * hf2 * db * t * Fu = 0.50 * 2.40 * 0.88 * 0.38 * 65.00 = 25.59 kips/bolt
Angle bearing capacity, (1/omega)Rnang = min((1/omega)Rnsang,(1/omega)Rneang,(1/omega)Rndang) = min(na, 22.25, 25.59) = 22.25 kips/bolt
(1/omega)Rn = min((1/omega)Rnsupp, (1/omega)Rnang) = min(20.816, 22.246) = 20.82 kips/bolt
Bolt Shear Demand to Bearing ratio = 20.82 / 15.94 = 1.31
At Row 2, At Column 1:
Ribolt = 15.94 kips
Ri vector at Support = <12.40, -10.01>
Lcssupp at Support spacing = na
Lcesupp at Support edge = 11.47 in.
(1/omega)Rnssupp at Support spacing = (1/omega) * hf1 * Lcs * (twsup/# bolt sides supported) * Fu = 0.50 * 1.20 * na * (0.30/1) * 65.00 = na
(1/omega)Rnesupp at Support edge = (1/omega) * hf1 * Lce * (twsup/# bolt sides supported) * Fu = 0.50 * 1.20 * 11.47 * (0.30/1) * 65.00 = 136.44 kips/bolt
(1/omega)Rndsupp on Support at Bolt Diameter = (1/omega) * hf2 * db * (twsup/# bolt sides supported) * Fu = 0.50 * 2.40 * 0.88 * (0.30/1) * 65.00 = 20.82 kips/bolt
Support bearing capacity, (1/omega)Rnsupp = min((1/omega)Rnssupp,(1/omega)Rnesupp,(1/omega)Rndsupp) = min(na, 136.44, 20.82) = 20.82 kips/bolt
Ri vector at Angle = <-12.40, 10.01>
Lcsang at Angle spacing = na
Lceang at Angle edge = 3.72 in.
(1/omega)Rnsang at Angle spacing = (1/omega) * hf1 * Lcs * t * Fu = 0.50 * 1.20 * na * 0.38 * 65.00 = na
(1/omega)Rneang at Angle edge = (1/omega) * hf1 * Lce * t * Fu = 0.50 * 1.20 * 3.72 * 0.38 * 65.00 = 54.35 kips/bolt
(1/omega)Rndang on Angle at Bolt Diameter = (1/omega) * hf2 * db * t * Fu = 0.50 * 2.40 * 0.88 * 0.38 * 65.00 = 25.59 kips/bolt
Angle bearing capacity, (1/omega)Rnang = min((1/omega)Rnsang,(1/omega)Rneang,(1/omega)Rndang) = min(na, 54.35, 25.59) = 25.59 kips/bolt
(1/omega)Rn = min((1/omega)Rnsupp, (1/omega)Rnang) = min(20.816, 25.594) = 20.82 kips/bolt
Bolt Shear Demand to Bearing ratio = 20.82 / 15.94 = 1.31
Min Bolt Shear Demand to Bearing ratio Support and Angle for vertical shear only
= min(1.00, 1.31, 1.31) = 1.00
BEARING AT SUPPORT AND ANGLE SUMMARY:
Bearing Capacity at Vertical Shear Load Only, Rbv = Min Bolt Shear Demand to Bearing Ratio * Bolt Shear = 1.00 * 20.02 = 20.02 kips
20.02 kips >= 2.00 kips (OK) |
| Beam Strength Calcs: |
Web Depth = d - [Top Cope Depth] - [Bottom Cope Depth] = 17.7 - 1 - 2.75 = 13.95 in.
Gross Area (Shear) = [Web Depth] * tw = 13.95 * 0.30 = 4.18 in^2
Net Shear Area (Shear) = ([Web Depth] - ([# rows] * [Diameter + 0.0625])) * tw
= (13.95 - (2 * 1.00)) * 0.30 = 3.58 in^2
Using Eq.J4-3:
Shear Yielding = (1/omega) * 0.6 * Fybeam * [Gross Area] = 0.67 * 0.6 * 50.00 * 4.18 = 83.70 kips
Using Eq.J4-4:
Shear Rupture = (1/omega) * 0.6 * Fubeam * [Net Area] = 0.50 * 0.6 * 65.00 * 3.58 = 69.91 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 (1)
Gross Shear Length = [edge dist. at beam edge] + ([# rows - 1] * [spacing]) = 2 + 5.5 = 7.50 in.
Net Shear Length = Gross Shear Length - (# rows - 0.5) * (hole size + 0.0625) = 7.5 - (2 - 0.5) * 1 = 6.00 in.
Gross Tension Length = [edge dist. at beam edge] + ([# cols - 1] * [spacing]) = 1.5 + (1 - 1) * 3 = 1.50 in.
Net Tension Length = Gross Tension Length - (# cols - 0.5) * (hole size + 0.0625) = 1.5 - (1 - 0.5) * 1 = 1.00 in.
1. (1/omega) * [material thickness] * ((0.60 * Fubeam* [net shear length]) + (Ubs * Fubeam * [net tension length]))
= 0.50 * 0.30 * ((0.60 * 65.00 * 6.00) + (1.00 * 65.00 * 1.00)) = 44.85 kips
2. (1/omega) * [material thickness] * ((0.60 * Fybeam * [gross shear length]) + (Ubs * Fubeam * [net tension length]))
= 0.50 * 0.30 * ((0.60 * 50.00 * 7.50) + (1.00 * 65.00 * 1.00)) = 43.50 kips
Block Shear = 43.50 kips
Block Shear (1) Total = Block Shear (1) = 43.50 kips
Block Shear for Axial T/C is not required.
Buckling and Flexure at Longest Cope (Top and Bottom Copes at Section)
Eccentricity at Section, e = 4.15 in.
If beam is coped at both top and bottom flanges,
Using Eq. 9-14 through 9-18, Fcr = Fy * Q
tw = 0.30 in.
ho = 13.95 in.
c = 3.50 in.
lambda = (ho * Fy ^ 0.5) / ( 10 * tw * ( 475.00 + 280.00 * (ho / c)^2 ) ^0.5 ) =
= 13.95 * 50.00^0.5 / (10 * 0.30 * (475.00 + 280.00 * (13.95/3.50)^2 )^0.5) = 0.47
When lambda <= 0.70, Q=1
Q = 1.00
Fcrmin =1/omega * Fcr = 0.60 * 50.00 * 1.00 = 30.00 ksi
Snet1 (bolt holes not applicable) = 9.73 in^3
Snet2 (bolt holes applicable) = 9.73 in^3
Znet = 14.60 in^3
Using Eq. 9-6
Buckling = Fcr * Snet1 / e = 30.00 * 9.73 / 4.15 = 70.30 kips
Using Eq. 9-19
Flexural Yielding = (1/omega) * Fy * Snet1 / e = 0.60 * 50.00 * 9.73 / 4.15 = 70.30 kips
Using Eq. 9-4
Flexural Rupture = (1/omega) * Fu * Znet / e = 0.50 * 65.00 * 14.60 / 4.15 = 114.23 kips
Buckling and Flexure at Furthest Bolt Line within Cope (Top and Bottom Copes at Section)
Eccentricity at Section, e = 2.15 in.
If beam is coped at both top and bottom flanges,
Using Eq. 9-14 through 9-18, Fcr = Fy * Q
tw = 0.30 in.
ho = 13.95 in.
c = 3.50 in.
lambda = (ho * Fy ^ 0.5) / ( 10 * tw * ( 475.00 + 280.00 * (ho / c)^2 ) ^0.5 ) =
= 13.95 * 50.00^0.5 / (10 * 0.30 * (475.00 + 280.00 * (13.95/3.50)^2 )^0.5) = 0.47
When lambda <= 0.70, Q=1
Q = 1.00
Fcrmin =1/omega * Fcr = 0.60 * 50.00 * 1.00 = 30.00 ksi
Snet1 (bolt holes not applicable) = 9.73 in^3
Snet2 (bolt holes applicable) = 8.14 in^3
Znet = 12.95 in^3
Using Eq. 9-6
Buckling = Fcr * Snet1 / e = 30.00 * 9.73 / 2.15 = 135.61 kips
Using Eq. 9-19
Flexural Yielding = (1/omega) * Fy * Snet1 / e = 0.60 * 50.00 * 9.73 / 2.15 = 135.61 kips
Using Eq. 9-4
Flexural Rupture = (1/omega) * Fu * Znet / e = 0.50 * 65.00 * 12.95 / 2.15 = 195.46 kips
Section Bending Strength Calculations Summary:
Coped Beam Buckling and Flexure at Longest Cope (Top and Bottom Copes at Section)
Buckling : 70.30 >= 2.00 kips (OK)
Flexural Yielding : 70.30 >= 2.00 kips (OK)
Flexural Rupture : 114.23 >= 2.00 kips (OK)
Coped Beam Buckling and Flexure at Furthest Bolt Line within Cope (Top and Bottom Copes at Section)
Buckling : 135.61 >= 2.00 kips (OK)
Flexural Yielding : 135.61 >= 2.00 kips (OK)
Flexural Rupture : 195.46 >= 2.00 kips (OK) |
| Single Angle Bolted Bolted Calcs: |
Support Angle Leg
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 - 1.25) = 6.75 in.
Net Shear Length = 6.75 - (1.5 * (0.938 + 1/16)) = 5.25 in.
Gross Tension Length = [edge dist.] = 1.74 in.
Net Tension Length = (1.74 - (0.938 + 1/16)/2) = 1.24 in.
1. (1/omega) * [material thickness] * ((0.60 * Fua* [net shear length]) + (Ubs * Fua * [net tension length]))
= 0.50 * 0.38 * ((0.60 * 65.00 * 5.25) + (1.00 * 65.00 * 1.24)) = 53.55 kips
2. (1/omega) * [material thickness] * ((0.60 * Fya * [gross shear length]) + (Ubs * Fua * [net tension length]))
= 0.50 * 0.38 * ((0.60 * 50.00 * 6.75) + (1.00 * 65.00 * 1.24)) = 53.13 kips
Block Shear = 53.13 kips
Gross Area = 0.38 * 8.00 = 3.00 in^2
Net Area = (8.00 - (2 *(0.94 + 1/16)) * 0.38 = 2.25 in^2
Using Eq.J4-3:
Shear Yielding = (1/omega) * 0.6 * Fya * [Gross Area] = 0.67 * 0.6 * 50.00 * 3.00 = 60.00 kips
Using Eq.J4-4:
Shear Rupture = (1/omega) * 0.6 * Fua * [Net Area] = 0.50 * 0.6 * 65.00 * 2.25 = 43.88 kips
Flexural and Buckling Strength:
Eccentricity at Bolt Column = 3.41
Zgross = 6.00 in^3
Znet = 3.94 in^3
Sgross = 4.00 in^3
Snet = 2.57 in^3
Using Eq. 9-19
Flexural Yielding = (1/omega) * Fy * Sgross / e = 0.60 * 50.00 * 4.00 / 3.41 = 35.23 kips
Using Eq. 9-4
Flexural Rupture = (1/omega) * Fu * Znet / e = 0.50 * 65.00 * 3.94 / 3.41 = 37.57 kips
Using Eq. 9-14 through 9-18, Fcr = Fy * Q
tw = 0.38 in.
ho = 8.00 in.
c = 3.26 in.
lambda = (ho * Fy ^ 0.5) / ( 10 * tw * ( 475.00 + 280.00 * (ho / c)^2 ) ^0.5 ) =
= 8.00 * 50.00^0.5 / (10 * 0.38 * (475.00 + 280.00 * (8.00/3.26)^2 )^0.5) = 0.32
When lambda <= 0.70, Q=1
Q = 1.00
Fcrmin =1/omega * Fcr = 0.60 * 50.00 * 1.00 = 30.00 ksi
Using Eq. 9-6
Buckling = Fcr * Sgross / e = 30.00 * 4.00 / 3.41 = 35.23 kips
Stress Interaction on Angle due to Combined Shear and Moment Loading:
Zgx = 6.00 in^3
Znx = 3.94 in^3
Eccentricity = 3.41 in.
Mrx = 2.00 * 3.41 = 6.81 kips-in
Shear Stress on Gross Section = 2.00 / 3.00 = 0.67 ksi
Shear Stress on Net Section = 2.00 / 2.25 = 0.89 ksi
Axial Stress on Gross Section due to Moment (shear) = 6.81 / 6.00 = 1.14 ksi
Axial Stress on Net Section due to Moment (shear) = 6.81 / 3.94 = 1.73 ksi
Shear Yield Stress Capacity (SYSC) = 1/omega * 0.6 * Fy =0.67 * 0.60 * 50.00 = 20.00 ksi
Tensile Yield Stress Capacity (TYSC) = 1/omega * Fy =0.60 * 50.00 = 30.00 ksi
Stress Interaction at Gross Section (elliptical):
(fvg / SYSC)^2 + (fag / TYSC )^2 = (0.67 / 20.00)^2 + (1.14 / 30.00 )^2 = 0.00 <= 1.0 (OK)
Shear Rupture Stress Capacity (SRSC) = 1/omega * 0.6 * Fu =0.50 * 0.60 * 65.00 = 19.50 ksi
Tensile Rupture Stress Capacity (TRSC) = 1/omega * Fu =0.50 * 65.00 = 32.50 ksi
Stress Interaction at Net Section (elliptical):
(fvn / SRSC)^2 + (fan / TRSC )^2 = (0.89 / 19.50)^2 + (1.73 / 32.50 )^2 = 0.00 <= 1.0 (OK)
Beam Angle Leg
Gross Area = 0.38 * 8.00 = 3.00 in^2
Net Area = (8.00 - (2 *(0.94 + 1/16)) * 0.38 = 2.25 in^2
Using Eq.J4-3:
Shear Yielding = (1/omega) * 0.6 * Fya * [Gross Area] = 0.67 * 0.6 * 50.00 * 3.00 = 60.00 kips
Using Eq.J4-4:
Shear Rupture = (1/omega) * 0.6 * Fua * [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 = (8 - 1.25) = 6.75 in.
Net Shear Length = 6.75 - (1.5 * (0.938 + 1/16) = 5.25 in.
Gross Tension Length = [edge dist.] = 1.50 in.
Net Tension Length = (1.5 - (0.938 + 1/16)/2) = 1.00 in.
1. (1/omega) * [material thickness] * ((0.60 * Fua* [net shear length]) + (Ubs * Fua * [net tension length]))
= 0.50 * 0.38 * ((0.60 * 65.00 * 5.25) + (1.00 * 65.00 * 1.00)) = 50.58 kips
2. (1/omega) * [material thickness] * ((0.60 * Fya * [gross shear length]) + (Ubs * Fua * [net tension length]))
= 0.50 * 0.38 * ((0.60 * 50.00 * 6.75) + (1.00 * 65.00 * 1.00)) = 50.16 kips
Block Shear = 50.16 kips
Block Shear for Axial T/C is not required.
Support Side Shear Yielding Capacity = 60.00 kips
Support Side Shear Rupture Capacity = 43.88 kips
Support Side Vertical Block Shear Capacity = 53.13 kips
Beam Side Shear Yielding Capacity = 60.00 kips
Beam Side Shear Rupture Capacity = 43.88 kips
Support Side Flexure Yielding Capacity = 35.23 kips
Support Side Flexure Rupture Capacity = 37.57 kips
Support Side Bending Buckling Capacity = 35.23 kips
Beam Side Vertical Block Shear Capacity = 50.16 kips |
| Weld Calcs: |
(Not applicable / No results ) |