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Connection Calcs Report

Company: - Josh Qnect -
Job Title: - Qnect Demo 2000 Tons -
Session Title: Baseline
Session Date: 2018-08-31 18:06:55
Model Name: Josh_Demo_2000_Tons.db1
B+Op Status: B+Op was disabled
Building Code: AISC-14
Design Type: LRFD
Engineering Units: Imperial
Bolt Catalog: ASTM Imperial
Profile Catalog: ASTM Imperial
Plate Material Grade Catalog: ASTM Imperial
Plate Thickness Catalog: Imperial
Detailing Distances Dimensions: Imperial
Materials:
Weld Shear Plate Angle Bm Web Doubler Plate Stabilizer Plate End Plate Col Moment Plate Col Stiffener Plate Col Web Doubler Plate
E70 A572-GR.50 A36 A572-GR.50 A572-GR.50 A572-GR.50 A572-GR.50 A572-GR.50 A572-GR.50

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Shear Plate Reports: Specs  Strengths (Shear Only Connections)  Strengths (Shear & Axial Connections)  Welds  Doublers
Single Angle Reports:  Specs  Strengths (Shear & Axial)  Welds  Doublers
Double Angle Reports:  Support Side Specs  Beam Side Specs  Strengths (Shear & Axial)  Welds  Doublers
Moment Reports:  Specs  Support Strengths  Support Reinforcement Strengths  Moment Plate Strengths  Welds
Moment Group Reports:  Doubler Plate Specs  Doubler Plate Welds  Stiffener / Moment Plate Specs  Stiffener / Moment Plate Welds

Connection Number:
bb.s.s.00086.00244
 
Main Calcs:
SHEAR PLATE CONNECTION SUMMARY

Filler Beam profile: W21X55
Support Girder profile: W21X68
Slope: 0 deg.
Skew: 90
Vertical Offset: -0.375
Horizontal Offset: 0
Span: 25 ft.
Reaction, V: 40 kips
Shear Capacity, Rn: 42.4 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 11.500 in. x 0.375 in.
Configuration Geometry:
Welds at shear plate to support: 4/16 FILLET, 4/16 FILLET
Bolt: 4 rows x 1 columns 0.75 in. Diameter A325N_TC bolts
Vertical spacing: 3 in.
Horizontal spacing: 3 in.
Shear plate edge setback = 1 in.
Beam centerline setback = 1 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 in.
Edge distance at top edge of beam: 2 in.
Edge distance at bottom edge of beam: 7.55 in.
Top cope depth: 1 in.
Top cope length: 3.5 in.
Bottom cope depth: 1.25 in.
Bottom cope length: 3.5 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 = 1.500 in.
Angle = 0.000 deg.
C = 3.556
Using Table 7-1 to determine (1/omega) * rn:
Rn = (1/omega) * rn * C = 11.93 * 3.56 = 42.42 kips
Bolt Bearing Calcs:
BOLT BEARING AT BEAM SIDE:
Vertical Shear Only Load Case:
ICR cordinate relative to CG = (7.09, -0.00)
At Row 1, At Column 1:
Ri1 = 11.71 kips
Ri vector at Beam   = <6.27, 9.88>
Lcsbm at Beam spacing  = na
Lcebm at Beam edge    = 1.96 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * na * (0.38/1) * 65.00 = na
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 1.96 * (0.38/1) * 65.00 = 28.70 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.38/1) * 65.00 = 21.94 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(na, 28.70, 21.94) = 21.94 kips/bolt
Ri vector at Shear Plate   = <-6.27, -9.88>
Lcsshpl at Shear Plate spacing  = na
Lceshpl at Shear Plate edge    = 5.12 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 * 5.12 * 0.38 * 58.00 = 66.78 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, 66.78, 19.57) = 19.57 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(21.937, 19.575) = 19.57 kips/bolt
Bolt Shear Demand to Bearing ratio = 19.57 / 11.71 = 1.67

At Row 2, At Column 1:
Ri1 = 11.58 kips
Ri vector at Beam   = <2.40, 11.32>
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 4.70 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.19 * (0.38/1) * 65.00 = 31.99 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 4.70 * (0.38/1) * 65.00 = 68.80 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.38/1) * 65.00 = 21.94 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(31.99, 68.80, 21.94) = 21.94 kips/bolt
Ri vector at Shear Plate   = <-2.40, -11.32>
Lcsshpl at Shear Plate spacing  = 2.19 in.
Lceshpl at Shear Plate edge    = 7.00 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 * 7.00 * 0.38 * 58.00 = 91.29 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, 91.29, 19.57) = 19.57 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(21.937, 19.575) = 19.57 kips/bolt
Bolt Shear Demand to Bearing ratio = 19.57 / 11.58 = 1.69

At Row 3, At Column 1:
Ri1 = 11.58 kips
Ri vector at Beam   = <-2.40, 11.32>
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 7.77 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.19 * (0.38/1) * 65.00 = 31.99 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 7.77 * (0.38/1) * 65.00 = 113.65 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.38/1) * 65.00 = 21.94 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(31.99, 113.65, 21.94) = 21.94 kips/bolt
Ri vector at Shear Plate   = <2.40, -11.32>
Lcsshpl at Shear Plate spacing  = 2.19 in.
Lceshpl at Shear Plate edge    = 3.93 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 * 3.93 * 0.38 * 58.00 = 51.27 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, 51.27, 19.57) = 19.57 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(21.937, 19.575) = 19.57 kips/bolt
Bolt Shear Demand to Bearing ratio = 19.57 / 11.58 = 1.69

At Row 4, At Column 1:
Ri1 = 11.71 kips
Ri vector at Beam   = <-6.27, 9.89>
Lcsbm at Beam spacing  = na
Lcebm at Beam edge    = 3.33 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * na * (0.38/1) * 65.00 = na
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.33 * (0.38/1) * 65.00 = 48.65 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.38/1) * 65.00 = 21.94 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(na, 48.65, 21.94) = 21.94 kips/bolt
Ri vector at Shear Plate   = <6.27, -9.89>
Lcsshpl at Shear Plate spacing  = na
Lceshpl at Shear Plate edge    = 1.00 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 * 1.00 * 0.38 * 58.00 = 13.04 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, 13.04, 19.57) = 13.04 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(21.937, 13.041) = 13.04 kips/bolt
Bolt Shear Demand to Bearing ratio = 13.04 / 11.71 = 1.11

Min Bolt Shear Demand to Bearing ratio for vertical shear only = min(1.0, 1.67199, 1.69113, 1.69113, 1.1139) = 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 * 42.42 = 42.42 kips
Beam Strength Calcs:
Web Depth = d - [Top Cope Depth] - [Bottom Cope Depth] = 20.8 - 1 - 1.25 = 18.55 in.
Gross Area (Shear) = [Web Depth] * tw = 18.55 * 0.38 = 6.96 in^2
Net Shear Area (Shear) = ([Web Depth] - ([# rows] * [Diameter + 0.0625])) * tw 
    = (18.55 - (4 * 0.88)) * 0.38 = 5.64 in^2

Using Eq.J4-3:
Shear Yielding = (1/omega) * 0.6 * Fybeam * [Gross Area] = 0.67 * 0.6 * 50.00 * 6.96 = 139.12 kips

Using Eq.J4-4:
Shear Rupture = (1/omega) * 0.6 * Fubeam * [Net Area] = 0.50 * 0.6 * 65.00 * 5.64 = 110.05 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 + 9 = 11.00 in.
Net Shear Length = Gross Shear Length - (# rows - 0.5) * (hole size + 0.0625) = 11 - (4 - 0.5) * 0.875 = 7.94 in.
Gross Tension Length = [edge dist. at beam edge] + ([# cols - 1] * [spacing]) = 2 + (1 - 1) * 3 = 2.00 in.
Net Tension Length = Gross Tension Length - (# cols - 0.5) * (hole size + 0.0625) = 2 - (1 - 0.5) * 0.875 = 1.56 in.
1. (1/omega) * [material thickness] * ((0.60 * Fubeam* [net shear length]) + (Ubs * Fubeam * [net tension length])) 
    = 0.50 * 0.38 * ((0.60 * 65.00 * 7.94) + (1.00 * 65.00 * 1.56)) = 77.09 kips
2. (1/omega) * [material thickness] * ((0.60 * Fybeam * [gross shear length]) + (Ubs * Fubeam * [net tension length])) 
    = 0.50 * 0.38 * ((0.60 * 50.00 * 11.00) + (1.00 * 65.00 * 1.56)) = 80.92 kips
Block Shear = 77.09 kips

Block Shear (1) Total = Block Shear (1) = 77.09 kips


Buckling and Flexure at Longest Cope (Top and Bottom Copes at Section)
Eccentricity at Section, e = 4.71 in.
If beam is coped at both top and bottom flanges,

Using Eq. 9-14 through 9-18, Fcr = Fy * Q
tw = 0.38 in.
ho = 18.55 in.
c = 3.50 in.
lambda = (ho * Fy ^ 0.5) / ( 10 * tw * ( 475.00 + 280.00 * (ho / c)^2 ) ^0.5 ) = 
 = 18.55 * 50.00^0.5 / (10 * 0.38 * (475.00 + 280.00 * (18.55/3.50)^2 )^0.5) = 0.38
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) = 21.51 in^3
Snet2 (bolt holes applicable) = 21.51 in^3
Znet = 32.26 in^3

Using Eq. 9-6
Buckling = Fcr * Snet1 / e = 30.00 * 21.51 / 4.71 = 136.84 kips

Using Eq. 9-19
Flexural Yielding = (1/omega) * Fy * Snet1 / e = 0.60 * 50.00 * 21.51 / 4.71 = 136.84 kips

Using Eq. 9-4
Flexural Rupture = (1/omega) * Fu * Znet / e = 0.50 * 65.00 * 32.26 / 4.71 = 222.36 kips


Buckling and Flexure at Furthest Bolt Line within Cope (Top and Bottom Copes at Section)
Eccentricity at Section, e = 3.21 in.
If beam is coped at both top and bottom flanges,

Using Eq. 9-14 through 9-18, Fcr = Fy * Q
tw = 0.38 in.
ho = 18.55 in.
c = 3.50 in.
lambda = (ho * Fy ^ 0.5) / ( 10 * tw * ( 475.00 + 280.00 * (ho / c)^2 ) ^0.5 ) = 
 = 18.55 * 50.00^0.5 / (10 * 0.38 * (475.00 + 280.00 * (18.55/3.50)^2 )^0.5) = 0.38
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) = 21.51 in^3
Snet2 (bolt holes applicable) = 17.35 in^3
Znet = 27.20 in^3

Using Eq. 9-6
Buckling = Fcr * Snet1 / e = 30.00 * 21.51 / 3.21 = 200.68 kips

Using Eq. 9-19
Flexural Yielding = (1/omega) * Fy * Snet1 / e = 0.60 * 50.00 * 21.51 / 3.21 = 200.68 kips

Using Eq. 9-4
Flexural Rupture = (1/omega) * Fu * Znet / e = 0.50 * 65.00 * 27.20 / 3.21 = 274.94 kips


Section Bending Strength Calculations Summary:

   Coped Beam Buckling and Flexure at Longest Cope (Top and Bottom Copes at Section)
   Buckling : 136.84 >= 40.00 kips (OK)
   Flexural Yielding : 136.84 >= 40.00 kips (OK)
   Flexural Rupture : 222.36 >= 40.00 kips (OK)

   Coped Beam Buckling and Flexure at Furthest Bolt Line within Cope (Top and Bottom Copes at Section)
   Buckling : 200.68 >= 40.00 kips (OK)
   Flexural Yielding : 200.68 >= 40.00 kips (OK)
   Flexural Rupture : 274.94 >= 40.00 kips (OK)
Shear Plate Calcs:
Gross Area = 0.38 * 11.50 = 4.31 in^2
Net Area = (11.50 - (4 *(0.81 + 1/16))) * 0.38 = 3.00 in^2

Using Eq.J4-3:
Shear Yielding = (1/omega) * 0.6 * Fypl * [Gross Area] = 0.67 * 0.6 * 36.00 * 4.31 = 62.10 kips

Using Eq.J4-4:
Shear Rupture = (1/omega) * 0.6 * Fupl * [Net Area] = 0.50 * 0.6 * 58.00 * 3.00 = 52.20 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 = (11.5 - 1.25) = 10.25 in.
Net Shear Length = 10.2 - (3.5 * (0.812 + 0.0625)) = 7.19 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 * 7.19) + (1.00 * 58.00 * 0.97)) = 57.43 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 * 10.25) + (1.00 * 58.00 * 0.97)) = 52.05 kips
Block Shear = 52.05 kips


Interaction Check of Flexural Yielding, Per AISC 10-5: 
Eccentricity due to Conventional Config. (e = a/2), e = 1.50 in.
Zgross = 12.40
Znet = 8.46
Mr = Vr * e = 40.00 * 1.50 = 60.00 kips-in
Mc = 1/omega * Mn = 1/omega * Fy * Zgross = 0.60 * 36.00 * 12.40 = 267.81 kips-in
Vr = 40.00 kips
Vc = 1/omega * Vn = 1/omega * 0.60 * Fy * Ag = 0.67 * 0.60 * 36.00 * 4.31 = 62.10 kips
Interaction due to moment and shear, (Vr/Vc)^2 + (Mr/Mc)^2 <= 1.0
(Vr/Vc)^2 + (Mr/Mc)^2 = (40.00 / 62.10)^2 + (60.00 / 267.81)^2 = 0.47 <= 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 = 11.500 in.
Shear Load per inch per weld, fv = R/Lv/2 = 40.000 / 11.500 / 2 = 1.739 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) = 1.739 / (0.500 * 1.856) = 1.874/16

Minimum fillet weld size : 
   At shear only load case = 0.12 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 )
 = 0.430 * 65.000 / ( 70.000 * 1.000 * 0.088 ) 
 = 4.517 
Dmax3 = project max fillet weld = 12.000
Dmax=min(Dmax1, Dmax2, Dmax3) = min(3.515, 4.517, 12.000)
 = 3.515 

Use weld size
D1 = 4.00
D2 = 4.00

Weld Strength :
Vertical weld capacity during shear only load, 1/omega * Rnv1 = 0.50 * 1.86 * 11.50 * (3.52 + 3.52) = 75.04 kips