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
= 34
[in]
bolt hole dia dh
= 78
[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
= 34
[in]
bolt hole dia dh
= 78
[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]

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
= 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
= 34
[in]
bolt hole dia dh
= 78
[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
= 34
[in]
bolt hole dia dh
= 78
[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
= 14
[in]
= 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

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
= 34
[in]
bolt hole dia dh
= 78
[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
= 34
[in]
bolt hole dia dh
= 78
[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
= 25.00
[kips]

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

Shear strength required
Vr
= 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
= 34
[in]
bolt hole dia dh
= 78
[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
= 25.00
[kips]

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

Shear strength required
Vr
= 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]

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
= 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
= 34
[in]
bolt hole dia dh
= 78
[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
= 34
[in]
bolt hole dia dh
= 78
[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
= 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
θ
= tan-1 (
fa - fb/fv
)
= 64.7
[°]

Fillet Weld Strength Calc
Fillet weld leg size
w
= 516
[in]
= 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

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
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