Beam to Girder
Shear Tab Shear Connection
Code=AISC 360-10 LRFD
 
Result Summary
geometries & weld limitations = PASS
limit states max ratio 
= 0.96
PASS
 
Sketch
Shear Connection
Code=AISC 360-10 LRFD
 
 
Members & Components Summary
Member
Shear Connection
Code=AISC 360-10 LRFD
 
 
 
Geometry Restriction Checks - Shear Tab to Beam Web
PASS
Min Bolt Edge Distance - Shear Tab to Beam Web

Bolt diameter
db
 = 
 = 0.750
[in]

Min edge distance allowed
Le-min
 = 
 = 1.000
[in]
AISC 14th  Table J3.4
Min edge distance in Shear Tab to Beam Web
Le
 = 
 = 1.375
[in]

 > Le-min
OK
Min Bolt Spacing - Shear Tab to Beam Web

Bolt diameter
db
 = 
 = 0.750
[in]

Min bolt spacing allowed
Ls-min
 = 2.667 db
 = 2.000
[in]
AISC 14th  J3.3
Min Bolt spacing in Shear Tab to Beam Web
Ls
 = 
 = 3.000
[in]

 > Ls-min
OK
 
Weld Limitation Check - Shear Tab Weld
PASS
Min Fillet Weld Size

Thinner part joined thickness
t
 = 
 = 0.295
[in]

Min fillet weld size allowed
wmin
 = 
 = 0.188
[in]
AISC 14th  Table J2.4
Fillet weld size provided
w
 = 
 = 0.313
[in]

 > wmin
OK
Min Fillet Weld Length

Fillet weld size provided
w
 = 
 = 0.313
[in]

Min fillet weld length allowed
Lmin
 = 4 x w
 = 1.250
[in]
AISC 14th  J2.2b
Min fillet weld length
L
 = 
 = 8.750
[in]

 > Lmin
OK
 
 
W Shape Beam - Tensile Yield
ratio = 25.00 / 111.74
= 0.22
PASS
Gross area subject to tension
Ag
 = 
 = 2.483
[in2]

Steel yield strength
Fy
 = 
 = 50.0
[ksi]

Tensile force required
Pu
 = 
 = 25.00
[kips]

Tensile yielding strength
Rn
 = Fy Ag
 = 124.15
[kips]
AISC 14th  Eq D2-1
Resistance factor-LRFD
φ
 = 0.90
AISC 14th  D2 (a)
φ Rn
 = 
 = 111.74
[kips]
AISC 14th  Eq D2-1
ratio
 = 0.22
 > Pu
OK
 
W Shape Beam - Tensile Rupture
ratio = 25.00 / 87.77
= 0.28
PASS
W beam section
 = W12X30

d
 = 12.300
[in]
bf
 = 6.520
[in]

tf
 = 0.440
[in]
tw
 = 0.260
[in]

Ag
 = 2.483
[in2]


Bolt hole diameter
bolt dia db
 = 3⁄4
[in]
bolt hole dia dh
 = 7⁄8
[in]
AISC 14th  B4.3b
Number of bolt row
n
 = 3

W section net area
An
 = Ag - n dh tw
 = 1.801
[in2]

Shear lag factor
U
 = 
 = 1.000
AISC 14th  D3

Tensile force required
Pu
 = 
 = 25.00
[kips]

Tensile effective net area
Ae
 = An U
 = 1.801
[in2]

Plate tensile strength
Fu
 = 
 = 65.0
[ksi]

Tensile rupture strength
Rn
 = Fu Ae
 = 117.03
[kips]
AISC 14th  Eq D2-2
Resistance factor-LRFD
φ
 = 0.75
AISC 14th  D2 (b)
φ Rn
 = 
 = 87.77
[kips]
AISC 14th  Eq D2-2
ratio
 = 0.28
 > Pu
OK
 
 
Beam Web - Shear Yielding
ratio = 30.00 / 74.49
= 0.40
PASS
Plate Shear Yielding Check


Plate size
width bp
 = 9.550
[in]
thickness tp
 = 0.260
[in]

Plate yield strength
Fy
 = 50.0
[ksi]

Plate gross area in shear
Agv
 = bp tp
 = 2.483
[in2]

Shear force required
Vu
 = 
 = 30.00
[kips]

Plate shear yielding strength
Rn
 = 0.6 Fy Agv
 = 74.49
[kips]
AISC 14th  Eq J4-3
Resistance factor-LRFD
φ
 = 1.00
AISC 14th  Eq J4-3
φ Rn
 = 
 = 74.49
[kips]

ratio
 = 0.40
 > Vu
OK
 
Beam Web - Shear Rupture
ratio = 30.00 / 52.66
= 0.57
PASS
Plate Shear Rupture Check


Bolt hole diameter
bolt dia db
 = 3⁄4
[in]
bolt hole dia dh
 = 7⁄8
[in]
AISC 14th  B4.3b
Number of bolt
n
 = 3

Plate size
width bp
 = 9.550
[in]
thickness tp
 = 0.260
[in]

Plate tensile strength
Fu
 = 65.0
[ksi]

Plate net area in shear
Anv
 = ( bp - n dh ) tp
 = 1.801
[in2]

Shear force required
Vu
 = 
 = 30.00
[kips]

Plate shear rupture strength
Rn
 = 0.6 Fu Anv
 = 70.22
[kips]
AISC 14th  Eq J4-4
Resistance factor-LRFD
φ
 = 0.75
AISC 14th  Eq J4-4
φ Rn
 = 
 = 52.66
[kips]

ratio
 = 0.57
 > Vu
OK
 
Beam Web - Bolt Bearing on Beam Web
ratio = 39.05 / 53.68
= 0.73
PASS
The bolt group is oriented so that the shear force V is in ver. direction and the axial force P is in hor. direction
 
Bolt group forces
shear V
 = 30.00
[kips]
axial P
 = -25.00
[kips]

Bolt group resultant force
R
 = ( V2 + P2 )0.5
 = 39.05
[kips]

Resultant force/hor line load angle
θ
 = tan-1 (V / P)
 = 50.19
[°]


Bolt hole diameter
bolt dia db
 = 0.750
[in]
bolt hole dia dbh
 = 0.813
[in]
AISC 14th  B4.3b
Bolt hole ver. dimension
dv
 = 
 = 0.813
[in]

Bolt hole hor. dimension
dh
 = 
 = 0.813
[in]

Bolt center to bolt hole edge dist
dc
 = 0.5 dbh
 = 0.406
[in]


Bolt no in ver & hor direction
Bolt Row nv
 = 3
Bolt Col nh
 = 1

Bolt spacing
ver sv
 = 3.000
[in]

Bolt edge distance
ver ev
 = 1.750
[in]
hor eh
 = 1.375
[in]


Bolt clear dist - bot right corner bolt
LcA
 = min (
ev/sin θ
,
eh/cos θ
) - dc
 = 1.742
[in]

Bolt clear dist - right side edge bolt
LcB
 = min (
sv - 0.5dv/sin θ
,
eh/cos θ
) - dc
 = 1.742
[in]

Single Bolt Shear Strength

Bolt shear stress
bolt grade
 = A325-N
Fnv
 = 54.0
[ksi]
AISC 14th  Table J3.2
bolt dia db
 = 0.750
[in]
bolt area Ab
 = 0.442
[in2]

Single bolt shear strength
Rn-bolt
 = Fnv Ab
 = 23.86
[kips]
AISC 14th  Eq J3-1

Bolt bearing on plate
thick t
 = 0.260
[in]
tensile Fu
 = 65.0
[ksi]

Bolt bearing strength
Rn-br
 = 3.0 db t Fu
 = 38.03
[kips]
AISC 14th  Eq J3-6b

Type A - Bolt Group Bottom Right Corner Bolt
Number of bolt
nA
 = 1

Bolt tear out strength
Rn-tA
 = 1.5 LcA t Fu
 = 44.15
[kips]
AISC 14th  Eq J3-6b
Bolt bearing strength
RnA
 = min ( Rn-tA , Rn-br , Rn-bolt )
 = 23.86
[kips]


Type B - Bolt Group Right Side Edge Bolt
Number of bolt
nB
 = 2

Bolt tear out strength
Rn-tB
 = 1.5 LcB t Fu
 = 44.15
[kips]
AISC 14th  Eq J3-6b
Bolt bearing strength
RnB
 = min ( Rn-tB , Rn-br , Rn-bolt )
 = 23.86
[kips]


Bolt bearing strength for all bolts
Rn
 = nA RnA + nB RnB + nC RnC + nD RnD
 = 71.57
[kips]

Bolt resistance factor-LRFD
φ
 = 0.75
AISC 14th  J3-10
φ Rn
 = 
 = 53.68
[kips]

ratio
 = 0.73
 > R
OK
 
Beam Web - Shear - Block Shear - 1-Side Strip
ratio = 30.00 / 54.19
= 0.55
PASS
Plate Block Shear - Side Strip


Bolt hole diameter
bolt dia db
 = 3⁄4
[in]
bolt hole dia dh
 = 7⁄8
[in]
AISC 14th  B4.3b
Plate thickness
tp
 = 0.260
[in]

Plate strength
Fy
 = 50.0
[ksi]
Fu
 = 65.0
[ksi]

Bolt no in ver & hor dir
nv
 = 1
nh
 = 3

Bolt spacing in hor dir
sh
 = 3.000
[in]

Bolt edge dist in ver & hor dir
ev
 = 1.375
[in]
eh
 = 1.750
[in]


Gross area subject to shear
Agv
 = [ (nh - 1) sh + eh ] tp
 = 2.015
[in2]

Net area subject to shear
Anv
 = Agv - [ (nh - 1) + 0.5 ] dh tp
 = 1.446
[in2]

Net area subject to tension
Ant
 = ( ev - 0.5 dh ) tp
 = 0.244
[in2]


Block shear strength required
Vu
 = 
 = 30.00
[kips]

Uniform tension stress factor
Ubs
 = 1.00
AISC 14th  Fig C-J4.2
Bolt shear resistance provided
Rn
 = min (0.6Fu Anv , 0.6Fy Agv ) +
 = 72.25
[kips]
AISC 14th  Eq J4-5
Ubs Fu Ant

Resistance factor-LRFD
φ
 = 0.75
AISC 14th  Eq J4-5
φ Rn
 = 
 = 54.19
[kips]

ratio
 = 0.55
 > Vu
OK
 
Beam Web - Axial Tearout - Block Shear - Center Strip
ratio = 25.00 / 68.13
= 0.37
PASS
Plate Block Shear - Center Strip


Bolt hole diameter
bolt dia db
 = 3⁄4
[in]
bolt hole dia dh
 = 7⁄8
[in]
AISC 14th  B4.3b
Plate thickness
tp
 = 0.260
[in]

Plate strength
Fy
 = 50.0
[ksi]
Fu
 = 65.0
[ksi]

Bolt no in ver & hor dir
nv
 = 3
nh
 = 1

Bolt spacing in ver & hor dir
sv
 = 3.000
[in]
sh
 = 3.000
[in]

Bolt edge dist in ver & hor dir
ev
 = 3.000
[in]
eh
 = 1.375
[in]


Gross area subject to shear
Agv
 = [ (nh - 1) sh + eh ] tp x 2
 = 0.715
[in2]

Net area subject to shear
Anv
 = Agv - [(nh - 1)+ 0.5] dh tp x2
 = 0.488
[in2]

Net area subject to tension
when sheared out by center strip
Ant
 = ( nv - 1) ( sv - dh ) tp
 = 1.105
[in2]


Block shear strength required
Vu
 = 
 = 25.00
[kips]

Uniform tension stress factor
Ubs
 = 1.00
AISC 14th  Fig C-J4.2
Bolt shear resistance provided
Rn
 = min (0.6Fu Anv , 0.6Fy Agv ) +
 = 90.84
[kips]
AISC 14th  Eq J4-5
Ubs Fu Ant

Resistance factor-LRFD
φ
 = 0.75
AISC 14th  Eq J4-5
φ Rn
 = 
 = 68.13
[kips]

ratio
 = 0.37
 > Vu
OK
 
 
Coped Beam - Flexural Rupture
ratio = 30.00 / 240.69
= 0.12
PASS
Beam section & cope side
sect
 = W12X30
cope side
 = double cope
Beam top flange cope
depth dc
 = 1.250
[in]
length Lc
 = 3.858
[in]

Beam bottom flange cope
depth dc
 = 1.500
[in]
length Lc
 = 3.858
[in]


Snet of Coped Beam With Hor Reinforcing Stiffener Plates
Beam sect W12X30
d
 = 12.300
[in]
bf
 = 6.520
[in]

tf
 = 0.440
[in]
tw
 = 0.260
[in]

 
Stiffener plate size
wp
 = 3.000
[in]
tp
 = 0.375
[in]

 
Flange cope depth-top & bot flange
dct
 = 1.250
[in]
dcb
 = 1.500
[in]

 
Properties of Coped W Sect With Hor Reinforcing Stiffener Plates
Top flange
bft
 = 6.260
[in]
tft
 = 0.375
[in]

Bottom flange
bfb
 = 6.260
[in]
tfb
 = 0.375
[in]

W sect depth
d
 = 8.800
[in]
web tw
 = 0.260
[in]

 
Dist from sect centroid to T&B flange face
xt
 = 4.400
[in]
xb
 = 4.400
[in]

Max dist sect centroid to T&B flange face
xmax
 = max ( xt , xb )
 = 4.400
[in]

 
W sect moment of inertia
Ix
 = 
 = 94.7
[in4]

W sect elastic modulus
Snet
 = Ix / xmax
 = 21.52
[in3]


Beam section tensile strength
Fu
 = 
 = 65.0
[ksi]

Distance from face of cope to the point of inflection of beam
e
 = 
 = 4.358
[in]
AISC 14th  Page 9-6

Beam end shear force
Vu
 = 
 = 30.00
[kips]

Beam end shear resistance
Rn
 = Fu Snet / e
 = 320.92
[kips]
AISC 14th  Eq 9-4
Resistance factor-LRFD
φ
 = 0.75
AISC 14th  Eq 9-4
φ Rn
 = 
 = 240.69
[kips]

ratio
 = 0.12
 > Vu
OK
 
Coped Beam - Local Web Buckling
ratio = 30.00 / 222.17
= 0.14
PASS
Beam section & cope side
sect
 = W12X30
cope side
 = double cope
Beam top flange cope
depth dct
 = 1.250
[in]
length Lct
 = 3.858
[in]

Beam bottom flange cope
depth dcb
 = 1.500
[in]
length Lcb
 = 3.858
[in]


Snet of Coped Beam With Hor Reinforcing Stiffener Plates
Beam sect W12X30
d
 = 12.300
[in]
bf
 = 6.520
[in]

tf
 = 0.440
[in]
tw
 = 0.260
[in]

 
Stiffener plate size
wp
 = 3.000
[in]
tp
 = 0.375
[in]

 
Flange cope depth-top & bot flange
dct
 = 1.250
[in]
dcb
 = 1.500
[in]

 
Properties of Coped W Sect With Hor Reinforcing Stiffener Plates
Top flange
bft
 = 6.260
[in]
tft
 = 0.375
[in]

Bottom flange
bfb
 = 6.260
[in]
tfb
 = 0.375
[in]

W sect depth
d
 = 8.800
[in]
web tw
 = 0.260
[in]

 
Dist from sect centroid to T&B flange face
xt
 = 4.400
[in]
xb
 = 4.400
[in]

Max dist sect centroid to T&B flange face
xmax
 = max ( xt , xb )
 = 4.400
[in]

 
W sect moment of inertia
Ix
 = 
 = 94.7
[in4]

W sect elastic modulus
Snet
 = Ix / xmax
 = 21.52
[in3]


Distance from face of cope to the point of inflection of beam
e
 = 
 = 4.358
[in]
AISC 14th  Page 9-6

Beam section
depth d
 = 12.300
[in]
web tw
 = 0.260
[in]

Fy
 = 50.0
[ksi]
E
 = 29000
[ksi]

fd
 = 3.5 - 7.5 (dct / d)
 = 2.738
AISC 14th  Eq 9-13
Reduced beam depth
h0
 = d - dct - dcb
 = 9.550
[in]

Plate local buckling stress
Fcr
 = 0.62 π E
t2w/Lct h0
fd
 = 283.7
[ksi]
AISC 14th  Eq 9-12
Fcr
 = Fcr   ≤  Fy
 = 50.0
[ksi]
AISC 14th  Eq 9-12

Beam end shear force
Vu
 = 
 = 30.00
[kips]

Beam end shear resistance
Rn
 = Fcr Snet / e
 = 246.86
[kips]
AISC 14th  Eq 9-6
Resistance factor-LRFD
φ
 = 0.90
AISC 14th  Eq 9-6
φ Rn
 = 
 = 222.17
[kips]

ratio
 = 0.14
 > Vu
OK
 
 
Hor Stiffener to Coped Beam Web Fillet Weld Limitation
PASS
Min Fillet Weld Size

Thinner part joined thickness
t
 = 
 = 0.260
[in]

Min fillet weld size allowed
wmin
 = 
 = 0.188
[in]
AISC 14th  Table J2.4
Fillet weld size provided
w
 = 
 = 0.250
[in]

 > wmin
OK
Min Fillet Weld Length

Fillet weld size provided
w
 = 
 = 0.250
[in]

Min fillet weld length allowed
Lmin
 = 4 x w
 = 1.000
[in]
AISC 14th  J2.2b
Min fillet weld length
L
 = 
 = 5.858
[in]

 > Lmin
OK
Hor Reinforcing Stiffener Extension Beyond Cope

To prevent local crippling of the beam web, the longitudinal stiffening must be extended
min a distance of dc beyond the cope
AISC 14th  Fig 9-10 (b)
 
Flange cope depth-top & bot flange
dct
 = 1.250
[in]
dcb
 = 1.500
[in]

Max cope depth - top & bot flange
dc
 = max ( dct , dcb )
 = 1.500
[in]

 
Hor stiffener plate extension beyond cope
Le
 = 
 = 2.000
[in]

 > dc
OK
 
Hor Stiffener to Coped Beam Web Fillet Weld Strength
ratio = 3.13 / 10.97
= 0.29
PASS
Stiffener to Coped Beam Web Weld Line Force Calc

Refer to AISC Design Example v15 Page IIA-78 for the formula used below on how to get the stiffener weld line forces
 
From Snet calc in Coped Beam - Local Web Buckling check above, the properties of stiffener reinforced W section
 
Reinforced W sect moment of inertia
Inet
 = 
 = 94.7
[in4]

Reinforced stiffener plate area
Ap
 = 
 = 2.348
[in2]

 
Dist from centroid of reinforced sect to centroid of stiffener plate
y
 = 
 = 4.213
[in]

 
First moment of reinforced stiffener plate
Q
 = Ap y
 = 9.892
[in3]

 
Beam end shear force
Vu
 = 
 = 30.00
[kips]


Weld line shear stress
ru1
 = 
Vu Q/Inet
 = 3.134
[kip/in]


Distance from face of cope to the point of inflection of beam
e
 = 
 = 4.358
[in]
AISC 14th  Page 9-6
 
Beam web hor coped length
Lc
 = 
 = 3.858
[in]

Hor stiffener plate extension beyond the cope
Le
 = 
 = 2.000
[in]

 
Stiffener to beam web weld length
Lw
 = Lc + Le
 = 5.858
[in]

Weld line shear stress
ru2
 = 
Vu e Q/Inet Lw
 = 2.331
[kip/in]


Weld line shear stress - max
ru
 = max ( ru1 , ru2 )
 = 3.134
[kip/in]

Fillet Weld Strength Calc
Fillet weld leg size
w
 = 1⁄4
[in]
load angle θ
 = 0.0
[°]

Electrode strength
FEXX
 = 70.0
[ksi]
strength coeff C1
 = 1.00
AISC 14th  Table 8-3
Number of weld line
n
 = 2   for double fillet

Load angle coefficient
C2
 = ( 1 + 0.5 sin1.5 θ )
 = 1.00
AISC 14th  Page 8-9
Fillet weld shear strength
Rn-w
 = 0.6 (C1 x 70 ksi) 0.707 w n C2
 = 14.847
[kip/in]
AISC 14th  Eq 8-1

Base metal - stiffener
thickness t
 = 0.375
[in]
tensile Fu
 = 65.0
[ksi]

Base metal - stiffener is in shear, shear rupture as per AISC 14th  Eq J4-4 is checked
AISC 14th  J2.4
Base metal shear rupture
Rn-b
 = 0.6 Fu t
 = 14.625
[kip/in]
AISC 14th  Eq J4-4

Double fillet linear shear strength
Rn
 = min ( Rn-w , Rn-b )
 = 14.625
[kip/in]
AISC 14th  Eq 9-2
Resistance factor-LRFD
φ
 = 0.75
AISC 14th  Eq 8-1
φ Rn
 = 
 = 10.969
[kip/in]

ratio
 = 0.29
 > ru
OK
 
 
Shear Tab - Shear Yielding
ratio = 30.00 / 131.25
= 0.23
PASS
Plate Shear Yielding Check


Plate size
width bp
 = 8.750
[in]
thickness tp
 = 0.500
[in]

Plate yield strength
Fy
 = 50.0
[ksi]

Plate gross area in shear
Agv
 = bp tp
 = 4.375
[in2]

Shear force required
Vu
 = 
 = 30.00
[kips]

Plate shear yielding strength
Rn
 = 0.6 Fy Agv
 = 131.25
[kips]
AISC 14th  Eq J4-3
Resistance factor-LRFD
φ
 = 1.00
AISC 14th  Eq J4-3
φ Rn
 = 
 = 131.25
[kips]

ratio
 = 0.23
 > Vu
OK
 
Shear Tab - Shear Rupture
ratio = 30.00 / 89.58
= 0.33
PASS
Plate Shear Rupture Check


Bolt hole diameter
bolt dia db
 = 3⁄4
[in]
bolt hole dia dh
 = 7⁄8
[in]
AISC 14th  B4.3b
Number of bolt
n
 = 3

Plate size
width bp
 = 8.750
[in]
thickness tp
 = 0.500
[in]

Plate tensile strength
Fu
 = 65.0
[ksi]

Plate net area in shear
Anv
 = ( bp - n dh ) tp
 = 3.063
[in2]

Shear force required
Vu
 = 
 = 30.00
[kips]

Plate shear rupture strength
Rn
 = 0.6 Fu Anv
 = 119.44
[kips]
AISC 14th  Eq J4-4
Resistance factor-LRFD
φ
 = 0.75
AISC 14th  Eq J4-4
φ Rn
 = 
 = 89.58
[kips]

ratio
 = 0.33
 > Vu
OK
 
Shear Tab - Axial Tensile Yield
ratio = 25.00 / 196.88
= 0.13
PASS
Plate Tensile Yielding Check


Plate size
width bp
 = 8.750
[in]
thickness tp
 = 0.500
[in]

Plate yield strength
Fy
 = 50.0
[ksi]

Plate gross area in shear
Ag
 = bp tp
 = 4.375
[in2]

Tensile force required
Pu
 = 
 = 25.00
[kips]

Plate tensile yielding strength
Rn
 = Fy Ag
 = 218.75
[kips]
AISC 14th  Eq J4-1
Resistance factor-LRFD
φ
 = 0.90
AISC 14th  Eq J4-1
φ Rn
 = 
 = 196.88
[kips]

ratio
 = 0.13
 > Pu
OK
 
Shear Tab - Axial Tensile Rupture
ratio = 25.00 / 149.30
= 0.17
PASS
Plate Tensile Rupture Check


Bolt hole diameter
bolt dia db
 = 3⁄4
[in]
bolt hole dia dh
 = 7⁄8
[in]
AISC 14th  B4.3b
Number of bolt
n
 = 3

Plate size
width bp
 = 8.750
[in]
thickness tp
 = 0.500
[in]

Plate tensile strength
Fu
 = 65.0
[ksi]

Plate net area in tension
Ant
 = ( bp - n dh ) tp
 = 3.063
[in2]

Tensile force required
Pu
 = 
 = 25.00
[kips]

Plate tensile rupture strength
Rn
 = Fu Ant
 = 199.06
[kips]
AISC 14th  Eq J4-2
Resistance factor-LRFD
φ
 = 0.75
AISC 14th  Eq J4-2
φ Rn
 = 
 = 149.30
[kips]
AISC 14th  Eq J4-2
ratio
 = 0.17
 > Pu
OK
 
Shear Tab - Flexural Yield Interact
ratio =
= 0.12
PASS
Plate width & thick
width bp
 = 8.750
[in]
thick tp
 = 0.500
[in]

yield Fy
 = 50.0
[ksi]

Shear plate - gross area
Ag
 = bp x tp
 = 4.375
[in2]

Shear plate - plastic modulus
Zp
 = ( bp x t2p ) / 4
 = 9.570
[in3]

Axial strength available
Pc
 = from axial tensile yield check
 = 196.88
[kips]

Axial strength required
Pr
 = from user load input
 = 25.00
[kips]

 
Shear strength available
Vc
 = from shear yielding check
 = 131.25
[kips]

Shear strength required
Vr
 = from user load input
 = 30.00
[kips]

 
Flexural strength available
Mc
 = φ Fy Zp     φ=0.90
 = 35.89
[kip-ft]

Bolt group ecc for shear Vr
ev
 = 
 = 1.875
[in]

Bolt group ecc for axial Pr
ep
 = 
 = 0.000
[in]

Flexural strength required
Mr
 = Vr ev + Pr ep
 = 4.69
[kip-ft]

 
Flexural yield interaction
ratio
 = (
Vr/Vc
)2 + (
Pr/Pc
+
Mr/Mc
)2
 = 0.12
AISC 14th  Eq 10-5
 < 1.0
OK
 
Shear Tab - Flexural Rupture Interact
ratio =
= 0.22
PASS

Plate An and Znet Calc

Bolt hole diameter
bolt dia db
 = 3⁄4
[in]
bolt hole dia dh
 = 7⁄8
[in]
AISC 14th  B4.3b
Number of bolt
n
 = 3

Plate size
width bp
 = 8.750
[in]
thickness tp
 = 0.500
[in]

Plate net area
An
 = ( bp - n dh ) tp
 = 3.063
[in2]

Plate net plastic sect modulus
Znet
 = 
 = 6.850
[in3]

Plate net elastic sect modulus
Snet
 = 
 = 4.561
[in3]


Plate width & thick
width bp
 = 8.750
[in]
thick tp
 = 0.500
[in]

tensile Fu
 = 65.0
[ksi]

Axial strength available
Pc
 = from axial tensile rupture check
 = 149.30
[kips]

Axial strength required
Pr
 = from user load input
 = 25.00
[kips]

 
Shear strength available
Vc
 = from shear rupture check
 = 89.58
[kips]

Shear strength required
Vr
 = from user load input
 = 30.00
[kips]

 
Flexural strength available
Mc
 = φ Fu Znet     φ=0.75
 = 27.83
[kip-ft]
AISC 14th  Eq 9-4
Bolt group ecc for shear Vr
ev
 = 
 = 1.875
[in]

Bolt group ecc for axial Pr
ep
 = 
 = 0.000
[in]

Flexural strength required
Mr
 = Vr ev + Pr ep
 = 4.69
[kip-ft]

 
Flexural rupture interaction
ratio
 = (
Vr/Vc
)2 + (
Pr/Pc
+
Mr/Mc
)2
 = 0.22
AISC 14th  Eq 10-5
 < 1.0
OK
 
 
Shear Tab - Bolt Bearing on Shear Tab
ratio = 39.05 / 53.68
= 0.73
PASS
The bolt group is oriented so that the shear force V is in ver. direction and the axial force P is in hor. direction
 
Bolt group forces
shear V
 = 30.00
[kips]
axial P
 = -25.00
[kips]

Bolt group resultant force
R
 = ( V2 + P2 )0.5
 = 39.05
[kips]

Resultant force/hor line load angle
θ
 = tan-1 (V / P)
 = 50.19
[°]


Bolt hole diameter
bolt dia db
 = 0.750
[in]
bolt hole dia dbh
 = 0.813
[in]
AISC 14th  B4.3b
Bolt hole ver. dimension
dv
 = 
 = 0.813
[in]

Bolt hole hor. dimension
dh
 = 
 = 0.813
[in]

Bolt center to bolt hole edge dist
dc
 = 0.5 dbh
 = 0.406
[in]


Bolt no in ver & hor direction
Bolt Row nv
 = 3
Bolt Col nh
 = 1

Bolt spacing
ver sv
 = 3.000
[in]

Bolt edge distance
ver ev
 = 1.375
[in]
hor eh
 = 1.375
[in]


Bolt clear dist - bot right corner bolt
LcA
 = min (
ev/sin θ
,
eh/cos θ
) - dc
 = 1.384
[in]

Bolt clear dist - right side edge bolt
LcB
 = min (
sv - 0.5dv/sin θ
,
eh/cos θ
) - dc
 = 1.742
[in]

Single Bolt Shear Strength

Bolt shear stress
bolt grade
 = A325-N
Fnv
 = 54.0
[ksi]
AISC 14th  Table J3.2
bolt dia db
 = 0.750
[in]
bolt area Ab
 = 0.442
[in2]

Single bolt shear strength
Rn-bolt
 = Fnv Ab
 = 23.86
[kips]
AISC 14th  Eq J3-1

Bolt bearing on plate
thick t
 = 0.500
[in]
tensile Fu
 = 65.0
[ksi]

Bolt bearing strength
Rn-br
 = 3.0 db t Fu
 = 73.13
[kips]
AISC 14th  Eq J3-6b

Type A - Bolt Group Bottom Right Corner Bolt
Number of bolt
nA
 = 1

Bolt tear out strength
Rn-tA
 = 1.5 LcA t Fu
 = 67.45
[kips]
AISC 14th  Eq J3-6b
Bolt bearing strength
RnA
 = min ( Rn-tA , Rn-br , Rn-bolt )
 = 23.86
[kips]


Type B - Bolt Group Right Side Edge Bolt
Number of bolt
nB
 = 2

Bolt tear out strength
Rn-tB
 = 1.5 LcB t Fu
 = 84.90
[kips]
AISC 14th  Eq J3-6b
Bolt bearing strength
RnB
 = min ( Rn-tB , Rn-br , Rn-bolt )
 = 23.86
[kips]


Bolt bearing strength for all bolts
Rn
 = nA RnA + nB RnB + nC RnC + nD RnD
 = 71.57
[kips]

Bolt resistance factor-LRFD
φ
 = 0.75
AISC 14th  J3-10
φ Rn
 = 
 = 53.68
[kips]

ratio
 = 0.73
 > R
OK
 
Shear Tab - Beam Side - Block Shear - 1-Side Strip
ratio = 30.00 / 98.72
= 0.30
PASS
Plate Block Shear - Side Strip


Bolt hole diameter
bolt dia db
 = 3⁄4
[in]
bolt hole dia dh
 = 7⁄8
[in]
AISC 14th  B4.3b
Plate thickness
tp
 = 0.500
[in]

Plate strength
Fy
 = 50.0
[ksi]
Fu
 = 65.0
[ksi]

Bolt no in ver & hor dir
nv
 = 1
nh
 = 3

Bolt spacing in hor dir
sh
 = 3.000
[in]

Bolt edge dist in ver & hor dir
ev
 = 1.375
[in]
eh
 = 1.375
[in]


Gross area subject to shear
Agv
 = [ (nh - 1) sh + eh ] tp
 = 3.688
[in2]

Net area subject to shear
Anv
 = Agv - [ (nh - 1) + 0.5 ] dh tp
 = 2.594
[in2]

Net area subject to tension
Ant
 = ( ev - 0.5 dh ) tp
 = 0.469
[in2]


Block shear strength required
Vu
 = 
 = 30.00
[kips]

Uniform tension stress factor
Ubs
 = 1.00
AISC 14th  Fig C-J4.2
Bolt shear resistance provided
Rn
 = min (0.6Fu Anv , 0.6Fy Agv ) +
 = 131.63
[kips]
AISC 14th  Eq J4-5
Ubs Fu Ant

Resistance factor-LRFD
φ
 = 0.75
AISC 14th  Eq J4-5
φ Rn
 = 
 = 98.72
[kips]

ratio
 = 0.30
 > Vu
OK
 
Shear Tab - Beam Side-Axial Tearout - Block Shear - Center Strip
ratio = 25.00 / 131.02
= 0.19
PASS
Plate Block Shear - Center Strip


Bolt hole diameter
bolt dia db
 = 3⁄4
[in]
bolt hole dia dh
 = 7⁄8
[in]
AISC 14th  B4.3b
Plate thickness
tp
 = 0.500
[in]

Plate strength
Fy
 = 50.0
[ksi]
Fu
 = 65.0
[ksi]

Bolt no in ver & hor dir
nv
 = 3
nh
 = 1

Bolt spacing in ver & hor dir
sv
 = 3.000
[in]
sh
 = 3.000
[in]

Bolt edge dist in ver & hor dir
ev
 = 1.375
[in]
eh
 = 1.375
[in]


Gross area subject to shear
Agv
 = [ (nh - 1) sh + eh ] tp x 2
 = 1.375
[in2]

Net area subject to shear
Anv
 = Agv - [(nh - 1)+ 0.5] dh tp x2
 = 0.938
[in2]

Net area subject to tension
when sheared out by center strip
Ant
 = ( nv - 1) ( sv - dh ) tp
 = 2.125
[in2]


Block shear strength required
Vu
 = 
 = 25.00
[kips]

Uniform tension stress factor
Ubs
 = 1.00
AISC 14th  Fig C-J4.2
Bolt shear resistance provided
Rn
 = min (0.6Fu Anv , 0.6Fy Agv ) +
 = 174.69
[kips]
AISC 14th  Eq J4-5
Ubs Fu Ant

Resistance factor-LRFD
φ
 = 0.75
AISC 14th  Eq J4-5
φ Rn
 = 
 = 131.02
[kips]

ratio
 = 0.19
 > Vu
OK
 
Shear Tab - Block Shear - Shear/Tensile Interact
ratio =
= 0.13
PASS
Shear block shear strength required
Vu
 = 
 = 30.00
[kips]

Axial block shear strength required
Pu
 = 
 = 25.00
[kips]

 
Shear block shear strength available
φ Rnv
 = from calc shown above
 = 98.72
[kips]

Axial block shear strength available
φ Rnt
 = from calc shown above
 = 131.02
[kips]

 
Block shear shear/tensile interaction
ratio
 = (
Vu/φ Rnv
)2 + (
Pu/φ Rnt
)2
 = 0.13
AISC 14th  Eq 10-5
 < 1.0
OK
 
 
Shear Tab - Lateral Stability / Stabilizer Plate
ratio = 39.05 / 1319.47
= 0.03
PASS
Applied shear/axial forces
shear V
 = 30.00
[kips]
axial P
 = -25.00
[kips]

Resultant shear force
Vu
 = ( V2 + P2 )0.5
 = 39.05
[kips]


Distance from support to the first line of bolts
a
 = 
 = 1.875
[in]

Plate thickness & depth
tp
 = 0.500
[in]
L
 = 8.750
[in]

 
Shear resistance provided
Rn
 = 1500 π
L t3p/a2
 = 1466.08
[kips]
AISC 14th  Eq 10-6
Resistance factor-LRFD
φ
 = 0.90
AISC 14th  Eq 10-6
φ Rn
 = 
 = 1319.47
[kips]

ratio
 = 0.03
 > Vu
OK
 
Shear Tab - Plate Flexural Buckling
ratio = 30.00 / 109.47
= 0.27
PASS
Shear tab size
depth
 = 8.750
[in]
thick
 = 0.500
[in]

Plate buckling model
c
 = dist from support to fisrt bolt line
 = 1.875
[in]
AISC 14th  Fig. 9-3
h0
 = shear tab depth
 = 8.750
[in]

tw
 = shear tab thick
 = 0.500
[in]

Shear tab steel yield stress
Fy
 = 50.0
[ksi]

 
Plate buckling factor
λ
 = 
h0 √Fy/10 tw √475 +280 ( h0 /c )2
 = 0.153
AISC 14th  Eq 9-18
Plate buckling factor
Q
 = 
 = 1.000
AISC 14th  Eq 9-15
Plate critical buckling stress
Fcr
 = Q Fy
 = 50.0
[ksi]
AISC 14th  Eq 9-14

Shear force in demand
Vu
 = 
 = 30.00
[kips]

 
Shear tab net elastic modulus
Snet
 = 
 = 4.561
[in3]

Shear force to bolt group CG ecc
a
 = 
 = 1.875
[in]

Shear resistance
Rn
 = Fcr Snet / a
 = 121.63
[kips]
AISC 14th  Eq 9-19
Resistance factor-LRFD
φ
 = 0.90
AISC 14th  Eq 9-19
φ Rn
 = 
 = 109.47
[kips]

ratio
 = 0.27
 > Vu
OK
 
 
Bolt Group Eccentricity
 
Bolt group forces
shear V
 = 30.00
[kips]
axial P
 = 25.00
[kips]

Bolt group resultant force
R
 = ( V2 + P2 )0.5
 = 39.05
[kips]

Resultant force to ver Y axis angle
θ
 = tan-1 (P / V)
 = 39.81
[°]


Bolt group row and column
bolt row nr
 = 3
bolt col nc
 = 1

Bolt row spacing
bolt row sr
 = 3.000
[in]

 
Shear force to bolt group CG ecc
ex
 = 
 = 1.875
[in]

Shear force to ver Y axis angle
θ
 = 
 = 39.81
[°]

 
Bolt group coefficient C
C
 = from AISC 14th  Table 7-6 ~ 7-13
 = 2.267

Bolt group eccentricity coefficient
Cec
 = C / ( nr x nc )
 = 0.756

 
Shear Tab / Beam Web - Bolt Shear
ratio = 39.05 / 40.58
= 0.96
PASS
Bolt group forces
shear V
 = 30.00
[kips]
axial P
 = -25.00
[kips]

Bolt group resultant force
R
 = ( V2 + P2 )0.5
 = 39.05
[kips]


Bolt shear stress
bolt grade
 = A325-N
Fnv
 = 54.0
[ksi]
AISC 14th  Table J3.2
bolt dia db
 = 0.750
[in]
bolt area Ab
 = 0.442
[in2]

Number of bolt carried shear
ns
 = 3.0
shear plane m
 = 1

Bolt group eccentricity coefficient
Cec
 = from 'Bolt Group Eccentricity' calc
 = 0.756

Required shear strength
Vu
 = 
 = 39.05
[kips]

Bolt shear strength
Rn
 = Fnv Ab ns m Cec
 = 54.11
[kips]
AISC 14th  Eq J3-1
Bolt resistance factor-LRFD
φ
 = 0.75
AISC 14th  Eq J3-1
φ Rn
 = 
 = 40.58
[kips]

ratio
 = 0.96
 > Vu
OK
 
 
Shear Tab to Girder Web Weld Strength
ratio = 8.03 / 14.63
= 0.55
PASS
Weld Group Forces
Shear V
 = 30.00
[kips]
Axial P
 = -25.00
[kips]   in tension
 
Shear force to bolt group CG ecc
ex
 = 
 = 1.875
[in]

Moment due to eccentric shear V
M
 = V x ex
 = 4.69
[kip-ft]

 
Shear tab weld length
L
 = 
 = 8.750
[in]

 
Combined Weld Stress
Weld stress from axial force
fa
 = P / L
 = -2.857
[kip/in]
in tension
Weld stress from shear force
fv
 = V / L
 = 3.429
[kip/in]

Weld stress from moment force
fb
 = 
M/L2 / 6
 = 4.408
[kip/in]

Weld stress combined - max
fmax
 = [ (fa - fb )2 + f2v ]0.5
 = 8.034
[kip/in]
AISC 14th  Eq 8-11
Weld stress load angle
θ
 = tan-1 (
fa - fb/fv
)
 = 64.7
[°]

Fillet Weld Strength Calc
Fillet weld leg size
w
 = 5⁄16
[in]
load angle θ
 = 64.7
[°]

Electrode strength
FEXX
 = 70.0
[ksi]
strength coeff C1
 = 1.00
AISC 14th  Table 8-3
Number of weld line
n
 = 2   for double fillet

Load angle coefficient
C2
 = ( 1 + 0.5 sin1.5 θ )
 = 1.43
AISC 14th  Page 8-9
Fillet weld shear strength
Rn-w
 = 0.6 (C1 x 70 ksi) 0.707 w n C2
 = 26.539
[kip/in]
AISC 14th  Eq 8-1

Base metal - shear tab
thickness t
 = 0.500
[in]
tensile Fu
 = 65.0
[ksi]

Base metal - shear tab is in shear, shear rupture as per AISC 14th  Eq J4-4 is checked
AISC 14th  J2.4
Base metal shear rupture
Rn-b
 = 0.6 Fu t
 = 19.500
[kip/in]
AISC 14th  Eq J4-4

Double fillet linear shear strength
Rn
 = min ( Rn-w , Rn-b )
 = 19.500
[kip/in]
AISC 14th  Eq 9-2
Resistance factor-LRFD
φ
 = 0.75
AISC 14th  Eq 8-1
φ Rn
 = 
 = 14.625
[kip/in]

ratio
 = 0.55
 > fmax
OK