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Connection Calcs Report

Company: - Josh Qnect -
Job Title: - Qnect Demo 2000 Tons -
B+Op Status: B+Op was disabled for some sessions of this job
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 E70
Shear Plate A572-GR.50
Angle A36
Bm Web Doubler Plate A572-GR.50
Stabilizer Plate A572-GR.50
End Plate A572-GR.50
Col Moment Plate A572-GR.50
Col Stiffener Plate A572-GR.50
Col Web Doubler Plate A572-GR.50

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:
bcf.s.s.00932.00939
 
Main Calcs:
SHEAR PLATE CONNECTION SUMMARY

Filler Beam profile: W12X19
Column profile: W14X145
Slope: 0 deg.
Skew: 90
Vertical Offset: 0
Horizontal Offset: 0
Span: 20 ft.
Reaction, V: 17 kips
Shear Capacity, Rn: 34.3 kips
Design/Reference according to AISC 14th Ed. - LRFD
Shear Plate: Conventional Configuration
Beam material grade: A992
Support material grade: A992
Plate material grade: A572-GR.50
Weld grade: E70
Shear Plate Size: 4.000 in. x 5.500 in. x 0.375 in.
Configuration Geometry:
Welds at shear plate to support: 4/16 FILLET, 4/16 FILLET
Bolt: 2 rows x 1 column 0.875 in. Diameter A325N_TC bolts
Vertical spacing: 3 in.
Horizontal spacing: 3 in.
Shear plate edge setback = 0.5 in.
Beam centerline setback = 0.5 in.
Edge distance at vertical edge of plate: 1.75 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: 1.75 in.
Horizontal distance to first hole: 2.25 in.
Down distance from top of filler beam flange: 3 in.
Holes in beam web: STD diameter = 0.938 in.
Holes in shear plate: SSL diameter = 0.938 in., slot width = 1.12 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 = 1.125 in.
Angle = 0.000 deg.
C = 1.570
Using Table 7-1 to determine (phi)rn:
(phi)Rn = (phi)rn * C = 24.35 * 1.57 = 38.24 kips


Total Vertical Bolt Shear Capacity = 38.24 kips
38.24 kips >= 17.00 kips (OK)
Bolt Bearing Calcs:
BOLT BEARING AT BEAM AND SHEAR PLATE SIDE
Vertical Shear Only Load Case:
ICR cordinate relative to CG = (2.00, -0.00)
At Row 1, At Column 1:
Ribolt = 23.90 kips
Ri vector at Beam   = <14.35, 19.12>
Lcsbm at Beam spacing  = na
Lcebm at Beam edge    = 3.28 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * na * (0.23/1) * 65.00 = na
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 3.28 * (0.23/1) * 65.00 = 45.12 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.88 * (0.23/1) * 65.00 = 24.06 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(na, 45.12, 24.06) = 24.06 kips/bolt
Ri vector at Shear Plate   = <-14.35, -19.12>
Lcsshpl at Shear Plate spacing  = na
Lceshpl at Shear Plate edge    = 3.16 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * na * 0.38 * 65.00 = na
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 3.16 * 0.38 * 65.00 = 69.38 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.88 * 0.38 * 65.00 = 38.39 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(na, 69.38, 38.39) = 38.39 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(24.059, 38.392) = 24.06 kips/bolt
Bolt Shear Demand to Bearing ratio = 24.06 / 23.90 = 1.01

At Row 2, At Column 1:
Ribolt = 23.90 kips
Ri vector at Beam   = <-14.35, 19.12>
Lcsbm at Beam spacing  = na
Lcebm at Beam edge    = 2.45 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * na * (0.23/1) * 65.00 = na
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.45 * (0.23/1) * 65.00 = 33.64 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.88 * (0.23/1) * 65.00 = 24.06 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(na, 33.64, 24.06) = 24.06 kips/bolt
Ri vector at Shear Plate   = <14.35, -19.12>
Lcsshpl at Shear Plate spacing  = na
Lceshpl at Shear Plate edge    = 0.98 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * na * 0.38 * 65.00 = na
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 0.98 * 0.38 * 65.00 = 21.43 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.88 * 0.38 * 65.00 = 38.39 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(na, 21.43, 38.39) = 21.43 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(24.059, 21.429) = 21.43 kips/bolt
Bolt Shear Demand to Bearing ratio = 21.43 / 23.90 = 0.90

Min Bolt Shear Demand to Bearing ratio Beam and Shear Plate for vertical shear only
 = min(1.00, 1.01, 0.90) = 0.90

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 = 0.90 * 38.24 = 34.28 kips
Rbv = 34.28 kips >= Reaction V = 17.00 kips (OK)
Beam Strength Calcs:
Web Depth = d - [Top Cope Depth] - [Bottom Cope Depth] = 12.2 - 0 - 0 = 12.2 in.
Gross Area (Shear) = [Web Depth] * tw = 12.20 * 0.23 = 2.87 in^2
Net Shear Area (Shear) = ([Web Depth] - ([# rows] * [Diameter + 0.0625])) * tw 
    = (12.20 - (2 * 1.00)) * 0.23 = 2.40 in^2

Using Eq.J4-3:
Shear Yielding = (phi) * 0.6 * Fybeam * [Gross Area] = 1.00 * 0.6 * 50.00 * 2.87 = 86.01 kips

Using Eq.J4-4:
Shear Rupture = (phi) * 0.6 * Fubeam * [Net Area] = 0.75 * 0.6 * 65.00 * 2.40 = 70.11 kips


Block Shear

Using Eq.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:
Gross Area = 0.38 * 5.50 = 2.06 in^2
Net Area = (5.50 - (2 *(0.94 + 1/16))) * 0.38 = 1.31 in^2

Using Eq.J4-3:
Shear Yielding = (phi) * 0.6 * Fypl * [Gross Area] = 1.00 * 0.6 * 50.00 * 2.06 = 61.88 kips

Using Eq.J4-4:
Shear Rupture = (phi) * 0.6 * Fupl * [Net Area] = 0.75 * 0.6 * 65.00 * 1.31 = 38.39 kips


Block Shear

Using Eq.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 = (5.5 - 1.25) = 4.25 in.
Net Shear Length = 4.25 - (1.5 * (0.938 + 0.0625)) = 2.75 in.
Gross Tension Length = (0 + 1.75) = 1.75 in.
Net Tension Length = 1.75 - (0.5 * (1.12 + 0.0625)) = 1.16 in.
1. (phi) * [material thickness] * ((0.60 * Fupl* [net shear length]) + (Ubs * Fupl * [net tension length])) 
    = 0.75 * 0.38 * ((0.60 * 65.00 * 2.75) + (1.00 * 65.00 * 1.16)) = 51.30 kips
2. (phi) * [material thickness] * ((0.60 * Fypl * [gross shear length]) + (Ubs * Fupl * [net tension length])) 
    = 0.75 * 0.38 * ((0.60 * 50.00 * 4.25) + (1.00 * 65.00 * 1.16)) = 57.00 kips
Block Shear = 51.30 kips
51.30 kips >= Reaction V = 17.00 kips (OK)

Block Shear for Axial T/C is not required.

Interaction Check of Flexural Yielding, Per AISC 10-5: 
Eccentricity due to Conventional Config. (e = a/2), e = 1.12 in.
Zgross = 2.84
Znet = 1.71
Mr = Vr * e = 17.00 * 1.12 = 19.12 kips-in
Mc = phi * Mn = phi * Fy * Zgross = 0.90 * 50.00 * 2.84 = 127.62 kips-in
Vr = 17.00 kips
Vc = phi * Vn = phi * 0.60 * Fy * Ag = 1.00 * 0.60 * 50.00 * 2.06 = 61.88 kips
Interaction due to moment and shear, (Vr/Vc)^2 + (Mr/Mc)^2 <= 1.0
(Vr/Vc)^2 + (Mr/Mc)^2 = (17.00 / 61.88)^2 + (19.12 / 127.62)^2 = 0.10 <= 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 = 5.500 in.
Shear Load per inch per weld, fv = R/Lv/2 = 17.000 / 5.500 / 2 = 1.545 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/ (phi * coeff) = 1.545 / (0.750 * 1.856) = 1.110/16

Minimum fillet weld size : 
   At shear only load case = 0.07 in.
   per Table J2.4     = 0.19 in.
   5/8tp              = 0.23 in.
   user preference    = 0.25 in.

Dmax1 (using eqn 9-3)
 = tshpl * Fushpl / ( Fexx * C1 * 0.088)
 = 0.375 * 65.000 / ( 70.000 * 1.000 * 0.088 ) 
 = 3.940 
Dmax2 (using eqn 9-2)
 = tfsupport * Fusupport / ( Fexx * C1 * 0.044 )
 = 1.090 * 65.000 / ( 70.000 * 1.000 * 0.044 ) 
 = 22.902 
Dmax3 = project max fillet weld = 12.000
Dmax=min(Dmax1, Dmax2, Dmax3) = min(3.940, 22.902, 12.000)
 = 3.940 

Use weld size
D1 = 4.00
D2 = 4.00

Weld Strength :

Vertical weld capacity during shear only load, phi * Rnv1 = 0.75 * 1.86 * 5.50 * (3.94 + 3.94) = 60.33 kips

60.33 kips >= Reaction V = 17.00 kips (OK)