bcw.s.s.02125.02125

SHEAR PLATE CONNECTION SUMMARY

Filler Beam profile: W18X40
Column profile: W14X120
Slope: 0.00 deg.
Skew: 90.00
Vertical Offset: 0.00
Horizontal Offset: 0.00
Span: 15.00 ft.
Reaction, V: 20.00 kips
Shear Capacity, Rn: 20.62 kips
Design/Reference according to AISC 14th Ed. - LRFD
Shear Plate: Extended Configuration
Beam material grade: A992
Support material grade: A992
Plate material grade: A572-GR.50
Weld grade: E70
Stabilizer plate grade: A572-GR.50
Shear Plate Size: 10.62 in. x 13.50 in. x 0.38 in.
Shear Plate Detailing Height at Support: 13.50 in.
Shear Plate Detailing Width at Support: 7.00 in.
Stabilizer plate size: 12.50 in. x 7.00 in. x 0.50 in.
(Required due to user requirement)
Configuration Geometry:
Welds at shear plate to support: 4/16 FILLET, 4/16 FILLET
Welds at stabilizer plate :
at column flange: 4/16 FILLET, 4/16 FILLET
at column web: 4/16 FILLET, 4/16 FILLET
at shear plate: 4/16 FILLET, 4/16 FILLET
Bolt: 3 rows x 1 column 0.75 in. Diameter A325N_TC bolts
Vertical spacing: 5.50 in.
Horizontal spacing: 3.00 in.
Shear plate edge setback = 7.62 in.
Beam centerline setback = 7.62 in.
Edge distance at vertical edge of plate: 1.50 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: 1.50 in.
Horizontal distance to first hole: 9.12 in.
Down distance from top of filler beam flange: 3.00 in.
Holes in beam web: STD diameter = 0.81 in.
Holes in shear plate: SSL diameter = 0.81 in., slot width = 1.00 in.

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 = 9.12 in.
Angle = 0.00 deg.
C = 1.15
Using Table 7-1 to determine (phi)rn:
(phi)Rn = (phi)rn * C = 17.89 * 1.15 = 20.62 kips


Total Vertical Bolt Shear Capacity = 20.62 kips
20.62 kips >= Reaction V = 20.00 kips (OK)

BOLT BEARING AT BEAM AND SHEAR PLATE SIDE
Vertical Shear Only Load Case:
ICR cordinate relative to CG = (1.27, -0.00)
At Row 1, At Column 1:
Ribolt = 17.56 kips
Ri vector at Beam   = <17.11, 3.96>
Lcsbm at Beam spacing  = na
Lcebm at Beam edge    = 12.89 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = na
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 12.89 * (0.32/1) * 65.00 = 237.47 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.32/1) * 65.00 = 27.64 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(na, 237.47, 27.64) = 27.64 kips/bolt
Ri vector at Shear Plate   = <-17.11, -3.96>
Lcsshpl at Shear Plate spacing  = na
Lceshpl at Shear Plate edge    = 8.85 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = na
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 8.85 * 0.38 * 65.00 = 194.23 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.38 * 65.00 = 32.91 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(na, 194.23, 32.91) = 32.91 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(27.64, 32.91) = 27.64 kips/bolt
Bolt Shear Demand to Bearing ratio = 27.64 / 17.56 = 1.57

At Row 2, At Column 1:
Ribolt = 12.69 kips
Ri vector at Beam   = <0.00, 12.69>
Lcsbm at Beam spacing  = 4.69 in.
Lcebm at Beam edge    = 8.09 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 4.69 * (0.32/1) * 65.00 = 86.38 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 8.09 * (0.32/1) * 65.00 = 149.15 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.32/1) * 65.00 = 27.64 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(86.38, 149.15, 27.64) = 27.64 kips/bolt
Ri vector at Shear Plate   = <-0.00, -12.69>
Lcsshpl at Shear Plate spacing  = 4.69 in.
Lceshpl at Shear Plate edge    = 6.34 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 4.69 * 0.38 * 65.00 = 102.83 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 6.34 * 0.38 * 65.00 = 139.17 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.38 * 65.00 = 32.91 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(102.83, 139.17, 32.91) = 32.91 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(27.64, 32.91) = 27.64 kips/bolt
Bolt Shear Demand to Bearing ratio = 27.64 / 12.69 = 2.18

At Row 3, At Column 1:
Ribolt = 17.56 kips
Ri vector at Beam   = <-17.11, 3.96>
Lcsbm at Beam spacing  = na
Lcebm at Beam edge    = 1.13 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = na
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 1.13 * (0.32/1) * 65.00 = 20.89 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.32/1) * 65.00 = 27.64 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(na, 20.89, 27.64) = 20.89 kips/bolt
Ri vector at Shear Plate   = <17.11, -3.96>
Lcsshpl at Shear Plate spacing  = na
Lceshpl at Shear Plate edge    = 1.03 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = na
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 1.03 * 0.38 * 65.00 = 22.52 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.38 * 65.00 = 32.91 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(na, 22.52, 32.91) = 22.52 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(20.89, 22.52) = 20.89 kips/bolt
Bolt Shear Demand to Bearing ratio = 20.89 / 17.56 = 1.19

Min Bolt Shear Demand to Bearing ratio Beam and Shear Plate for vertical shear only
 = min(1.00, 1.57, 2.18, 1.19) = 1.00

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 = 1.00 * 20.62 = 20.62 kips
Rbv = 20.62 kips >= Reaction V = 20.00 kips (OK)

Web Depth = d - [Top Cope Depth] - [Bottom Cope Depth] = 17.90 - 0.00 - 0.00 = 17.90 in.

Using AISC 14th Ed. Equation J4-3
Gross Area (Shear), Agross = [Web Depth] * tw = 17.90 * 0.32 = 5.64 in^2
Shear Yielding, (phi)Vny = (phi) * 0.6 * Fybeam * Agross = 1.00 * 0.6 * 50.00 * 5.64 = 169.16 kips

Using AISC 14th Ed. Equation J4-4
Net Area (Shear), Anet = ([Web Depth] - ([# rows] * [Diameter + 0.06])) * tw 
    = (17.90 - (3 * 0.88)) * 0.32 = 4.81 in^2
Shear Rupture, (phi)Vnu = (phi) * 0.6 * Fubeam * Anet = 0.75 * 0.6 * 65.00 * 4.81 = 140.74 kips


Check Horizontal 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 for Axial T/C is not required.

Using AISC 14th Ed. Equation J4-3
Gross Area, Ag = 0.38 * 13.50 = 5.06 in^2
Shear Yielding, (phi)Vny = (phi) * 0.6 * Fypl * Ag = 1.00 * 0.6 * 50.00 * 5.06 = 151.88 kips

151.88 kips >= Reaction V = 20.00 kips (OK)

Using AISC 14th Ed. Equation J4-4
Net Area, An = (13.50 - (3 * (0.81 + 1/16))) * 0.38 = 4.08 in^2
Shear Rupture, (phi)Vnu = (phi) * 0.6 * Fupl * An = 0.75 * 0.6 * 65.00 * 4.08 = 119.29 kips

119.29 kips >= Reaction V = 20.00 kips (OK)


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 = (13.50 - 1.25) = 12.25 in.
Net Shear Length = 12.25 - (2.50 * (0.81 + 0.06)) = 10.06 in.
Gross Tension Length = (0.00 + 1.50) = 1.50 in.
Net Tension Length = 1.50 - (0.50 * (1.00 + 0.06)) = 0.97 in.
1. (phi) * [material thickness] * ((0.60 * Fupl* [net shear length]) + (Ubs * Fupl * [net tension length])) 
    = 0.75 * 0.38 * ((0.60 * 65.00 * 10.06) + (1.00 * 65.00 * 0.97)) = 128.09 kips
2. (phi) * [material thickness] * ((0.60 * Fypl * [gross shear length]) + (Ubs * Fupl * [net tension length])) 
    = 0.75 * 0.38 * ((0.60 * 50.00 * 12.25) + (1.00 * 65.00 * 0.97)) = 121.07 kips
Block Shear = 121.07 kips
121.07 kips >= Reaction V = 20.00 kips (OK)

Block Shear for Axial T/C is not required.

Flexural and Buckling Strength:

Eccentricity at first line of bolts, e = 9.12 in.
Zgross = 17.09 in^3
Znet   = 13.40 in^3
Sgross = 11.39 in^3
Snet   = 8.45 in^3

Using AISC 14th Ed. Equation 9-4
Flexural Rupture = (phi) * Fu * Znet / e = 0.75 * 65.00 * 13.40 / 9.12 = 71.62 kips


Using AISC 14th Ed. Equation 9-14 through 9-18, Fcr = Fy * Q
tw = 0.38 in.
ho = 13.50 in.
c = 9.12 in.
lambda = (ho * Fy ^ 0.5) / ( 10 * tw * ( 475.00 + 280.00 * (ho / c)^2 ) ^0.5 ) = 
 = 13.50 * 50.00^0.5 / (10 * 0.38 * (475.00 + 280.00 * (13.50/9.12)^2 )^0.5) = 0.77
When 0.70 < lambda <= 1.41, Q=1.34 - 0.49 * lambda
Q = 0.96
Fcrmin =phi * Fcr = 0.90 * 50.00 * 0.96 = 43.42 ksi

Using AISC 14th Ed. Equation 9-6
Buckling = Fcr * Sgross / e = 43.42 * 11.39 / 9.12 = 54.20 kips

Interaction Check of Flexural Yielding, Per AISC 10-5: 
Eccentricity at CG of Bolt Group, e = 9.12 in.
Zgross = 17.09
Znet = 13.40
Mr = Vr * e = 20.00 * 9.12 = 182.50 kips-in
Mc = phi * Mn = phi * Fy * Zgross = 0.90 * 50.00 * 17.09 = 768.87 kips-in
Vr = 20.00 kips
Vc = phi * Vn = phi * 0.60 * Fy * Ag = 1.00 * 0.60 * 50.00 * 5.06 = 151.88 kips
Interaction due to moment and shear, (Vr/Vc)^2 + (Mr/Mc)^2 <= 1.0
(Vr/Vc)^2 + (Mr/Mc)^2 = (20.00 / 151.88)^2 + (182.50 / 768.87)^2 = 0.07 <= 1  (OK)

Note: Mn <= 1.6My by inspection

MAXIMUM PLATE THICKNESS:
No of bolt columns = 1
tp  < = db/2 + 1/16 = 0.38 <= 0.44 OK
tw  < = db/2 + 1/16 = 0.32 <= 0.44 OK
Leh(plate) >= 2 * db = 1.50 >= 1.50 OK
Leh(bm) >= 2 * db = 1.50 >= 1.50 OK
Maximum Plate Thickness is Not a Limiting Criteria.

STABILIZER PLATE:

Available Strength to Resist Lateral Displacement:
Using AISC 14th Ed. Equation 10-6
phiRn = 1500.00  * 3.14159 * L * tp^3 / a^2 = 0.90 * 1500.00 * 3.14159 * 13.50 * 0.38^3 / 9.12^2 = 36.26 kips
Stabilizer Plate Not Required for lateral displacement

Torsional Strength:
Using AISC 14th Ed. Equation 10-8 and 10-7
Required, Mta or Mtu = Ru * (tw + tp) /2 = 20.00 * ((0.31 + 0.38) / 2) = 6.88 kips-in
Lateral Shear Strength of Shear Plate, Mtn (no slab) = [phiv*(0.6*Fyp)-(Ru/(L*tp))] *L*tp^2/2 =  ((1.00 * 0.6 * 50.00) - (20.00 / (13.50 * 0.38))) * 0.5 * 13.50 * 0.38^2 = 24.73 kips-in
Stabilizer Plate Not Required for torsional strength

WELD:

 Weld Requirements:

At shear only case: 
Weld Length for shear, Lv = 12.50 in.
Shear Load per inch per weld, fv = R/Lv/2 = 20.00 / 12.50 / 2 = 0.80 kips/in/ weld 
theta = 0 deg.
cPhi  = 1.0 + 0.5 * sin(0)^1.5 = 1.00
Weld Coefficient = 0.60 * 70.00 * 1.00 * 1.00 * (2^0.5/2)*(1/16) = 1.86
Required weld size, Dv = fv/ (phi * coeff) = 0.80 / (0.75 * 1.86) = 0.57/16

Minimum fillet weld size : 
   At shear only load case = 0.04 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 * 0.09)
 = 0.38 * 65.00 / ( 70.00 * 1.00 * 0.09 ) 
 = 3.94 
Dmax2 (using eqn 9-3)
 = twsupport * Fusupport / ( Fexx * C1 * 0.09 )
 = 0.59 * 65.00 / ( 70.00 * 1.00 * 0.09 ) 
 = 6.20 
Dmax3 = project max fillet weld = 12.00
Dmax=min(Dmax1, Dmax2, Dmax3) = min(3.94, 6.20, 12.00)
 = 3.94 

Use weld size
D1 = 4.00
D2 = 4.00

Weld Strength :

Vertical weld capacity during shear only load, phi * Rnv1 = 0.75 * 1.86 * 12.50 * (3.94 + 3.94) = 137.11 kips

137.11 kips >= Reaction V = 20.00 kips (OK)