Result Summary - Overall
Horizontal Brace Connection
Code=AISC 360-10 LRFD
 
Result Summary - Overall
geometries & weld limitations = PASS
limit states max ratio 
= 0.86
PASS
 
Brace to Gusset
geometries & weld limitations = PASS
limit states max ratio 
= 0.63
PASS
 
Gusset to Ver Beam
geometries & weld limitations = PASS
limit states max ratio 
= 0.77
PASS
 
Gusset to Hor Beam
geometries & weld limitations = PASS
limit states max ratio 
= 0.86
PASS
 
 
Sketch
Horizontal Brace Connection
Code=AISC 360-10 LRFD
 
 
 
 
 
 
Members & Components Summary
Member
Brace Connection
Code=AISC 360-10 LRFD
 
Hor Beam Section

W12X30
d
 = 12.300
[in]
bf
 = 6.520
[in]

tf
 = 0.440
[in]
tw
 = 0.260
[in]

kdes
 = 0.740
[in]
kdet
 = 1.125
[in]

k1
 = 0.750
[in]
A
 = 8.790
[in2]

 
Sx
 = 38.60
[in3]
Zx
 = 43.10
[in3]

 
Steel Grade A992
Fy
 = 50.0
[ksi]
Fu
 = 65.0
[ksi]

 
Ver Beam Section

W12X40
d
 = 11.900
[in]
bf
 = 8.010
[in]

tf
 = 0.515
[in]
tw
 = 0.295
[in]

kdes
 = 1.020
[in]
kdet
 = 1.375
[in]

k1
 = 0.875
[in]
A
 = 11.700
[in2]

 
Sx
 = 51.50
[in3]
Zx
 = 57.00
[in3]

 
Steel Grade A992
Fy
 = 50.0
[ksi]
Fu
 = 65.0
[ksi]

 
 
 
 
Gusset Plate Interface Forces Calculation
 

 
 

Brace Axial Force Load Case 1

 
Brace force
P
 = -45.00
[kips] (T)


 
Refer to AISC 14th  Page 13-4 and Fig. 13-2 for all charts and definitions of variables and symbols shown in calculation below
eb
 = 0.130
[in]
ec
 = 0.148
[in]

α
 = 10.483
[in]
β
 = 14.820
[in]

θ
 = 45.0
[°]

K
 = eb tanθ - ec
 = -0.017
[in]
AISC 14th  Eq. 13-16
D
 = tan2 θ + (
α/β
)2
 = 1.500
AISC 14th  Eq. 13-24
K'
 = α ( tan θ +
α/β
)
 = 17.897
AISC 14th  Eq. 13-23
α
 = [ K' tan θ + K (
α/β
)2 ] / D
 = 11.923
[in]
AISC 14th  Eq. 13-21
β
 = ( K' - K tan θ ) / D
 = 11.941
[in]
AISC 14th  Eq. 13-22
r
 = [ ( eb + β ) 2 + ( ec + α ) 2 ]0.5
 = 17.070
[in]
AISC 14th  Eq. 13-6

Brace axial force
Pu
 = from user input
 = -45.00
[kips]
in tension
Gusset to Ver Beam Interface Forces

Shear force
Vc
 = ( β / r ) Pu
 = -31.48
[kips]
AISC 14th  Eq. 13-2
Axial force
Hc
 = ( ec / r ) Pu
 = -0.39
[kips]
AISC 14th  Eq. 13-3
Moment
Mc
 = Hc ( β - β )
 = 0.09
[kip-ft]
AISC 14th  Eq. 13-19
Gusset to Hor Beam Interface Forces

Shear force
Hb
 = ( α / r ) Pu
 = -31.43
[kips]
AISC 14th  Eq. 13-5
Axial force
Vb
 = ( eb / r ) Pu
 = -0.34
[kips]
AISC 14th  Eq. 13-4
Moment
Mb
 = Vb ( α - α )
 = -0.04
[kip-ft]
AISC 14th  Eq. 13-17
 

Brace Axial Force Load Case 2

 
Brace force
P
 = 45.00
[kips] (C)


 
Refer to AISC 14th  Page 13-4 and Fig. 13-2 for all charts and definitions of variables and symbols shown in calculation below
eb
 = 0.130
[in]
ec
 = 0.148
[in]

α
 = 10.483
[in]
β
 = 14.820
[in]

θ
 = 45.0
[°]

K
 = eb tanθ - ec
 = -0.017
[in]
AISC 14th  Eq. 13-16
D
 = tan2 θ + (
α/β
)2
 = 1.500
AISC 14th  Eq. 13-24
K'
 = α ( tan θ +
α/β
)
 = 17.897
AISC 14th  Eq. 13-23
α
 = [ K' tan θ + K (
α/β
)2 ] / D
 = 11.923
[in]
AISC 14th  Eq. 13-21
β
 = ( K' - K tan θ ) / D
 = 11.941
[in]
AISC 14th  Eq. 13-22
r
 = [ ( eb + β ) 2 + ( ec + α ) 2 ]0.5
 = 17.070
[in]
AISC 14th  Eq. 13-6

Brace axial force
Pu
 = from user input
 = 45.00
[kips]
in compression
Gusset to Ver Beam Interface Forces

Shear force
Vc
 = ( β / r ) Pu
 = 31.48
[kips]
AISC 14th  Eq. 13-2
Axial force
Hc
 = ( ec / r ) Pu
 = 0.39
[kips]
AISC 14th  Eq. 13-3
Moment
Mc
 = Hc ( β - β )
 = -0.09
[kip-ft]
AISC 14th  Eq. 13-19
Gusset to Hor Beam Interface Forces

Shear force
Hb
 = ( α / r ) Pu
 = 31.43
[kips]
AISC 14th  Eq. 13-5
Axial force
Vb
 = ( eb / r ) Pu
 = 0.34
[kips]
AISC 14th  Eq. 13-4
Moment
Mb
 = Vb ( α - α )
 = 0.04
[kip-ft]
AISC 14th  Eq. 13-17
 
 
Top Brace - Brace to Gusset
Sect=WT4X12
PLC1 =-45.00 kips (T)
PLC2 =45.00 kips (C)
Code=AISC 360-10 LRFD
 
Result Summary
geometries & weld limitations = PASS
limit states max ratio 
= 0.63
PASS
 
 
Geometry Restriction Checks - WT Flange to Gusset
PASS
Min Bolt Edge Distance - WT Flange to Gusset

Bolt diameter
db
 = 
 = 0.750
[in]

Min edge distance allowed
Le-min
 = 
 = 1.000
[in]
AISC 14th  Table J3.4
Min edge distance in WT Flange to Gusset
Le
 = 
 = 1.250
[in]

 > Le-min
OK
Min Bolt Spacing - WT Flange to Gusset

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 WT Flange to Gusset
Ls
 = 
 = 3.000
[in]

 > Ls-min
OK
 
 
 
Brace Force Load Case 1
Sect=WT4X12
P =-45.00 kips (T)
ratio = 0.63
PASS
WT Shape Brace - Tensile Yield
ratio = 45.00 / 159.30
= 0.28
PASS
Gross area subject to tension
Ag
 = 
 = 3.540
[in2]

Steel yield strength
Fy
 = 
 = 50.0
[ksi]

Tensile force required
Pu
 = 
 = 45.00
[kips]

Tensile yielding strength
Rn
 = Fy Ag
 = 177.00
[kips]
AISC 14th  Eq D2-1
Resistance factor-LRFD
φ
 = 0.90
AISC 14th  D2 (a)
φ Rn
 = 
 = 159.30
[kips]
AISC 14th  Eq D2-1
ratio
 = 0.28
 > Pu
OK
 
WT Shape Brace - Tensile Rupture
ratio = 45.00 / 106.38
= 0.42
PASS
Section gross area
Ag
 = WT4X12
 = 3.540
[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
nv
 = 2
flange tf
 = 0.400
[in]

Tensile net area
An
 = Ag - nv dh tf
 = 2.840
[in2]


No of bolt column
nh
 = 2
bolt space sh
 = 3.000
[in]

Length of connection
L
 = ( nh -1 ) sh
 = 3.000
[in]

Eccentricity of connection
x
 = from sect WT4X12
 = 0.695
[in]

Shear lag factor
U
 = 1 - x / L
 = 0.768
AISC 14th  Table D3.1

Tensile force required
Pu
 = 
 = 45.00
[kips]

Tensile effective net area
Ae
 = An U
 = 2.182
[in2]

Plate tensile strength
Fu
 = 
 = 65.0
[ksi]

Tensile rupture strength
Rn
 = Fu Ae
 = 141.83
[kips]
AISC 14th  Eq D2-2
Resistance factor-LRFD
φ
 = 0.75
AISC 14th  D2 (b)
φ Rn
 = 
 = 106.38
[kips]
AISC 14th  Eq D2-2
ratio
 = 0.42
 > Pu
OK
 
 
WT Brace - Bolt Shear
ratio = 45.00 / 71.57
= 0.63
PASS
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
 = 4.0
shear plane m
 = 1

Bolt group eccentricity coefficient
Cec
 = 
 = 1.000

Required shear strength
Vu
 = 
 = 45.00
[kips]

Bolt shear strength
Rn
 = Fnv Ab ns m Cec
 = 95.43
[kips]
AISC 14th  Eq J3-1
Bolt resistance factor-LRFD
φ
 = 0.75
AISC 14th  Eq J3-1
φ Rn
 = 
 = 71.57
[kips]

ratio
 = 0.63
 > Vu
OK
 
WT Brace - Bolt Bearing on WT Flange
ratio = 45.00 / 71.57
= 0.63
PASS
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/TearOut Strength on Plate


Bolt hole diameter
bolt dia db
 = 3⁄4
[in]
bolt hole dia dh
 = 13⁄16
[in]
AISC 14th  Table J3.3
Bolt spacing & edge distance
spacing Ls
 = 3.000
[in]
edge distance Le
 = 1.375
[in]

Plate tensile strength
Fu
 = 65.0
[ksi]

Plate thickness
t
 = 0.400
[in]

Interior Bolt


Bolt hole edge clear distance
Lc
 = Ls - dh
 = 2.188
[in]

Bolt tear out/bearing strength
Rn-t&b-in
 = 1.5 Lc t Fu ≤ 3.0 db t Fu
AISC 14th  Eq J3-6b
 = 85.31 ≤ 58.50
 = 58.50
[kips]

Bolt strength at interior
Rn-in
 = min ( Rn-t&b-in , Rn-bolt )
 = 23.86
[kips]

Edge Bolt


Bolt hole edge clear distance
Lc
 = Le - dh / 2
 = 0.969
[in]

Bolt tear out/bearing strength
Rn-t&b-ed
 = 1.5 Lc t Fu ≤ 3.0 db t Fu
AISC 14th  Eq J3-6b
 = 37.78 ≤ 58.50
 = 37.78
[kips]

Bolt strength at edge
Rn-ed
 = min ( Rn-t&b-ed , Rn-bolt )
 = 23.86
[kips]


Number of bolt
interior nin
 = 2
edge ned
 = 2

Bolt bearing strength for all bolts
Rn
 = nin Rn-in + ned Rn-ed
 = 95.43
[kips]

Required shear strength
Vu
 = 
 = 45.00
[kips]

Bolt resistance factor-LRFD
φ
 = 0.75
AISC 14th  J3-10
φ Rn
 = 
 = 71.57
[kips]

ratio
 = 0.63
 > Vu
OK
 
WT Brace - Bolt Bearing on Gusset Plate
ratio = 45.00 / 71.57
= 0.63
PASS
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/TearOut Strength on Plate


Bolt hole diameter
bolt dia db
 = 3⁄4
[in]
bolt hole dia dh
 = 13⁄16
[in]
AISC 14th  Table J3.3
Bolt spacing & edge distance
spacing Ls
 = 3.000
[in]
edge distance Le
 = 1.625
[in]

Plate tensile strength
Fu
 = 65.0
[ksi]

Plate thickness
t
 = 0.500
[in]

Interior Bolt


Bolt hole edge clear distance
Lc
 = Ls - dh
 = 2.188
[in]

Bolt tear out/bearing strength
Rn-t&b-in
 = 1.5 Lc t Fu ≤ 3.0 db t Fu
AISC 14th  Eq J3-6b
 = 106.64 ≤ 73.13
 = 73.13
[kips]

Bolt strength at interior
Rn-in
 = min ( Rn-t&b-in , Rn-bolt )
 = 23.86
[kips]

Edge Bolt


Bolt hole edge clear distance
Lc
 = Le - dh / 2
 = 1.219
[in]

Bolt tear out/bearing strength
Rn-t&b-ed
 = 1.5 Lc t Fu ≤ 3.0 db t Fu
AISC 14th  Eq J3-6b
 = 59.41 ≤ 73.13
 = 59.41
[kips]

Bolt strength at edge
Rn-ed
 = min ( Rn-t&b-ed , Rn-bolt )
 = 23.86
[kips]


Number of bolt
interior nin
 = 2
edge ned
 = 2

Bolt bearing strength for all bolts
Rn
 = nin Rn-in + ned Rn-ed
 = 95.43
[kips]

Required shear strength
Vu
 = 
 = 45.00
[kips]

Bolt resistance factor-LRFD
φ
 = 0.75
AISC 14th  J3-10
φ Rn
 = 
 = 71.57
[kips]

ratio
 = 0.63
 > Vu
OK
 
WT Brace Flange - Block Shear - 1-Side Strip
ratio = 22.50 / 51.68
= 0.44
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
 = 0.400
[in]

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

Bolt no in ver & hor dir
nv
 = 1
nh
 = 2

Bolt spacing in hor dir
sh
 = 3.000
[in]

Bolt edge dist in ver & hor dir
ev
 = 1.250
[in]
eh
 = 1.375
[in]


Gross area subject to shear
Agv
 = [ (nh - 1) sh + eh ] tp
 = 1.750
[in2]

Net area subject to shear
Anv
 = Agv - [ (nh - 1) + 0.5 ] dh tp
 = 1.225
[in2]

Net area subject to tension
Ant
 = ( ev - 0.5 dh ) tp
 = 0.325
[in2]


Block shear strength required
Vu
 = 
 = 22.50
[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 ) +
 = 68.90
[kips]
AISC 14th  Eq J4-5
Ubs Fu Ant

Resistance factor-LRFD
φ
 = 0.75
AISC 14th  Eq J4-5
φ Rn
 = 
 = 51.68
[kips]

ratio
 = 0.44
 > Vu
OK
 
 
Gusset Plate - Tensile Yield (Whitmore)
ratio = 45.00 / 167.94
= 0.27
PASS
Plate Tensile Yielding Check


Plate size
width bp
 = 7.464
[in]
thickness tp
 = 0.500
[in]

Plate yield strength
Fy
 = 50.0
[ksi]

Plate gross area in shear
Ag
 = bp tp
 = 3.732
[in2]

Tensile force required
Pu
 = 
 = 45.00
[kips]

Plate tensile yielding strength
Rn
 = Fy Ag
 = 186.60
[kips]
AISC 14th  Eq J4-1
Resistance factor-LRFD
φ
 = 0.90
AISC 14th  Eq J4-1
φ Rn
 = 
 = 167.94
[kips]

ratio
 = 0.27
 > Pu
OK
 
Gusset Plate - Tensile Rupture (Whitmore)
ratio = 45.00 / 139.28
= 0.32
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
 = 2

Plate size
width bp
 = 7.464
[in]
thickness tp
 = 0.500
[in]

Plate tensile strength
Fu
 = 65.0
[ksi]

Plate net area in tension
Ant
 = ( bp - n dh ) tp
 = 2.857
[in2]

Tensile force required
Pu
 = 
 = 45.00
[kips]

Plate tensile rupture strength
Rn
 = Fu Ant
 = 185.71
[kips]
AISC 14th  Eq J4-2
Resistance factor-LRFD
φ
 = 0.75
AISC 14th  Eq J4-2
φ Rn
 = 
 = 139.28
[kips]
AISC 14th  Eq J4-2
ratio
 = 0.32
 > Pu
OK
 
Gusset Plate - Block Shear - Center Strip
ratio = 45.00 / 173.06
= 0.26
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
 = 2.0
nh
 = 2

Bolt spacing in hor dir
sh
 = 3.000
[in]
edge dist eh
 = 1.625
[in]

Width of block shear strip
Wbs
 = 4.000
[in]


Gross area subject to shear
Agv
 = [ (nh - 1) sh + eh ] tp x 2
 = 4.625
[in2]

Net area subject to shear
Anv
 = Agv - [(nh - 1)+ 0.5] dh tp x2
 = 3.313
[in2]

Net area subject to tension
when sheared out by center strip
Ant
 = [ Wbs - (nv - 1) dh ] tp
 = 1.563
[in2]


Block shear strength required
Vu
 = 
 = 45.00
[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 ) +
 = 230.75
[kips]
AISC 14th  Eq J4-5
Ubs Fu Ant

Resistance factor-LRFD
φ
 = 0.75
AISC 14th  Eq J4-5
φ Rn
 = 
 = 173.06
[kips]

ratio
 = 0.26
 > Vu
OK
 
 
 
Brace Force Load Case 2
Sect=WT4X12
P =45.00 kips (C)
ratio = 0.63
PASS
WT Brace - Bolt Shear
ratio = 45.00 / 71.57
= 0.63
PASS
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
 = 4.0
shear plane m
 = 1

Bolt group eccentricity coefficient
Cec
 = 
 = 1.000

Required shear strength
Vu
 = 
 = 45.00
[kips]

Bolt shear strength
Rn
 = Fnv Ab ns m Cec
 = 95.43
[kips]
AISC 14th  Eq J3-1
Bolt resistance factor-LRFD
φ
 = 0.75
AISC 14th  Eq J3-1
φ Rn
 = 
 = 71.57
[kips]

ratio
 = 0.63
 > Vu
OK
 
WT Brace - Bolt Bearing on WT Flange
ratio = 45.00 / 71.57
= 0.63
PASS
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/TearOut Strength on Plate


Bolt hole diameter
bolt dia db
 = 3⁄4
[in]
bolt hole dia dh
 = 13⁄16
[in]
AISC 14th  Table J3.3
Bolt spacing
spacing Ls
 = 3.000
[in]

Plate tensile strength
Fu
 = 65.0
[ksi]

Plate thickness
t
 = 0.400
[in]

Interior Bolt


Bolt hole edge clear distance
Lc
 = Ls - dh
 = 2.188
[in]

Bolt tear out/bearing strength
Rn-t&b-in
 = 1.5 Lc t Fu ≤ 3.0 db t m Fu
AISC 14th  Eq J3-6b
 = 85.31 ≤ 58.50
 = 58.50
[kips]

Bolt strength at interior
Rn-in
 = min ( Rn-t&b-in , Rn-bolt )
 = 23.86
[kips]


Number of bolt
interior nin
 = 4

Bolt bearing strength for all bolts
Rn
 = nin Rn-in
 = 95.43
[kips]

Required shear strength
Vu
 = 
 = 45.00
[kips]

Bolt resistance factor-LRFD
φ
 = 0.75
AISC 14th  J3-10
φ Rn
 = 
 = 71.57
[kips]

ratio
 = 0.63
 > Vu
OK
 
WT Brace - Bolt Bearing on Gusset Plate
ratio = 45.00 / 71.57
= 0.63
PASS
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/TearOut Strength on Plate


Bolt hole diameter
bolt dia db
 = 3⁄4
[in]
bolt hole dia dh
 = 13⁄16
[in]
AISC 14th  Table J3.3
Bolt spacing
spacing Ls
 = 3.000
[in]

Plate tensile strength
Fu
 = 65.0
[ksi]

Plate thickness
t
 = 0.500
[in]

Interior Bolt


Bolt hole edge clear distance
Lc
 = Ls - dh
 = 2.188
[in]

Bolt tear out/bearing strength
Rn-t&b-in
 = 1.5 Lc t Fu ≤ 3.0 db t m Fu
AISC 14th  Eq J3-6b
 = 106.64 ≤ 73.13
 = 73.13
[kips]

Bolt strength at interior
Rn-in
 = min ( Rn-t&b-in , Rn-bolt )
 = 23.86
[kips]


Number of bolt
interior nin
 = 4

Bolt bearing strength for all bolts
Rn
 = nin Rn-in
 = 95.43
[kips]

Required shear strength
Vu
 = 
 = 45.00
[kips]

Bolt resistance factor-LRFD
φ
 = 0.75
AISC 14th  J3-10
φ Rn
 = 
 = 71.57
[kips]

ratio
 = 0.63
 > Vu
OK
 
 
Gusset Plate - Compression (Whitmore)
ratio = 45.00 / 140.03
= 0.32
PASS
Plate Compression Check


Plate size
width bp
 = 7.464
[in]
thickness tp
 = 0.500
[in]

Fy
 = 50.0
[ksi]
E
 = 29000
[ksi]

Plate gross area in compression
Ag
 = bp tp
 = 3.732
[in2]


Plate radius of gyration
r
 = tp / √12
 = 0.144
[in]

Plate effective length factor
K
 = 
 = 0.50
Plate unbraced length
Lu
 = 
 = 14.392
[in]

Plate slenderness
KL/r
 = 0.50 x Lu  / r
 = 49.86


when  
KL/r
  >  25 , use Chapter E
AISC 14th  J4.4 (b)
Elastic buckling stress
Fe
 = 
π2 E/( KL/r )2
 = 115.15
[ksi]
AISC 14th  Eq E3-4
when  
KL/r
  ≤ 4.71 (
E/Fy
) 0.5 = 113.43
AISC 14th  E3 (a)
Critical stress
Fcr
 = 0.658 ( Fy / Fe )   Fy
 = 41.69
[ksi]
AISC 14th  Eq E3-2

Plate compression required
Pu
 = 
 = 45.00
[kips]

Plate compression provided
Rn
 = Fcr x Ag
 = 155.59
[kips]
AISC 14th  Eq E3-1
Bolt resistance factor-LRFD
φ
 = 0.90
AISC 14th  E1
φ Rn
 = 
 = 140.03
[kips]

ratio
 = 0.32
 > Pu
OK
 
Gusset Plate - Block Shear - Center Strip
ratio = 45.00 / 173.06
= 0.26
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
 = 2.0
nh
 = 2

Bolt spacing in hor dir
sh
 = 3.000
[in]
edge dist eh
 = 1.625
[in]

Width of block shear strip
Wbs
 = 4.000
[in]


Gross area subject to shear
Agv
 = [ (nh - 1) sh + eh ] tp x 2
 = 4.625
[in2]

Net area subject to shear
Anv
 = Agv - [(nh - 1)+ 0.5] dh tp x2
 = 3.313
[in2]

Net area subject to tension
when sheared out by center strip
Ant
 = [ Wbs - (nv - 1) dh ] tp
 = 1.563
[in2]


Block shear strength required
Vu
 = 
 = 45.00
[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 ) +
 = 230.75
[kips]
AISC 14th  Eq J4-5
Ubs Fu Ant

Resistance factor-LRFD
φ
 = 0.75
AISC 14th  Eq J4-5
φ Rn
 = 
 = 173.06
[kips]

ratio
 = 0.26
 > Vu
OK
 
 
Gusset to Ver Beam
Shear Tab Connection
Code=AISC 360-10 LRFD
 
Result Summary
geometries & weld limitations = PASS
limit states max ratio 
= 0.77
PASS
 
Geometry Restriction Checks - Shear Tab to Ver Beam Web
PASS
Min Bolt Edge Distance - Shear Tab to Ver 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 Ver Beam Web
Le
 = 
 = 1.375
[in]

 > Le-min
OK
Min Bolt Spacing - Shear Tab to Ver 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 Ver 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
 
 
 
 
Brace Force Load Case 1
Gusset plate t=0.500
P =-45.00 kips (T)
ratio = 0.77
PASS
Gusset Plate - Shear Yielding
ratio = 31.48 / 148.13
= 0.21
PASS
Plate Shear Yielding Check


Plate size
width bp
 = 9.875
[in]
thickness tp
 = 0.500
[in]

Plate yield strength
Fy
 = 50.0
[ksi]

Plate gross area in shear
Agv
 = bp tp
 = 4.938
[in2]

Shear force required
Vu
 = 
 = 31.48
[kips]

Plate shear yielding strength
Rn
 = 0.6 Fy Agv
 = 148.13
[kips]
AISC 14th  Eq J4-3
Resistance factor-LRFD
φ
 = 1.00
AISC 14th  Eq J4-3
φ Rn
 = 
 = 148.13
[kips]

ratio
 = 0.21
 > Vu
OK
 
Gusset Plate - Shear Rupture
ratio = 31.48 / 106.03
= 0.30
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
 = 9.875
[in]
thickness tp
 = 0.500
[in]

Plate tensile strength
Fu
 = 65.0
[ksi]

Plate net area in shear
Anv
 = ( bp - n dh ) tp
 = 3.625
[in2]

Shear force required
Vu
 = 
 = 31.48
[kips]

Plate shear rupture strength
Rn
 = 0.6 Fu Anv
 = 141.38
[kips]
AISC 14th  Eq J4-4
Resistance factor-LRFD
φ
 = 0.75
AISC 14th  Eq J4-4
φ Rn
 = 
 = 106.03
[kips]

ratio
 = 0.30
 > Vu
OK
 
 
Gusset Plate Leg - Flexural Yielding
ratio = 14.77 / 30.47
= 0.48
PASS
Refer to Bo Dowswell's paper 'Design of Wrap-Around Steel Gusset Plates' for more details on this limit state check
 
Shear on guseet leg & moment arm
shear V
 = 31.48
[kips]
ecc e
 = 5.630
[in]

Moment on gusset plate leg
Mu
 = V e
 = 14.77
[kip-ft]

Gusset plate leg size
width d
 = 9.875
[in]
thick t
 = 0.500
[in]

Gusset plate steel strength
Fy
 = 50.0
[ksi]

Moment on gusset plate leg
Rn
 = Fy ( t d2 / 6 )
 = 33.86
[kip-ft]

 
Resistance factor-LRFD
φ
 = 0.90

φ Rn
 = 
 = 30.47
[kips]

ratio
 = 0.48
 > Mu
OK
 
Gusset Plate Leg - Lateral Torsional Buckling
ratio = 14.77 / 147.54
= 0.10
PASS
Refer to Bo Dowswell's paper 'Design of Wrap-Around Steel Gusset Plates' for more details on this limit state check
 
Shear on guseet leg & moment arm
shear P
 = 31.48
[kips]
ecc e
 = 5.630
[in]

Moment on gusset plate leg
Mu
 = P e
 = 14.77
[kip-ft]

Gusset plate leg size
width d
 = 9.875
[in]
thick t
 = 0.500
[in]

Gusset plate steel strength
E
 = 29000
[ksi]
G
 = 11200
[ksi]

Fy
 = 50.0
[ksi]

Gusset leg buckiling length
L
 = distance from gusset load CG to
 = 10.630
[in]

gusset-beam interface line

 
Critical moment - gusset leg
Rn
 = 0.94 √E G  
d t3/L
 = 163.93
[kip-ft]
Dowswell Paper Eq 9
 
Resistance factor-LRFD
φ
 = 0.90

φ Rn
 = 
 = 147.54
[kip-ft]

ratio
 = 0.10
 > Mu
OK
 
 
Shear Tab - Shear Yielding
ratio = 31.48 / 98.44
= 0.32
PASS
Applied shear/axial forces
shear V
 = 31.48
[kips]
axial P
 = -0.39
[kips]

Resultant shear force
Vu
 = ( V2 + P2 )0.5
 = 31.48
[kips]

Plate Shear Yielding Check


Plate size
width bp
 = 8.750
[in]
thickness tp
 = 0.375
[in]

Plate yield strength
Fy
 = 50.0
[ksi]

Plate gross area in shear
Agv
 = bp tp
 = 3.281
[in2]

Shear force required
Vu
 = 
 = 31.48
[kips]

Plate shear yielding strength
Rn
 = 0.6 Fy Agv
 = 98.44
[kips]
AISC 14th  Eq J4-3
Resistance factor-LRFD
φ
 = 1.00
AISC 14th  Eq J4-3
φ Rn
 = 
 = 98.44
[kips]

ratio
 = 0.32
 > Vu
OK
 
Shear Tab - Shear Rupture
ratio = 31.48 / 67.18
= 0.47
PASS
Applied shear/axial forces
shear V
 = 31.48
[kips]
axial P
 = -0.39
[kips]

Resultant shear force
Vu
 = ( V2 + P2 )0.5
 = 31.48
[kips]

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
 = 0.375
[in]

Plate tensile strength
Fu
 = 65.0
[ksi]

Plate net area in shear
Anv
 = ( bp - n dh ) tp
 = 2.297
[in2]

Shear force required
Vu
 = 
 = 31.48
[kips]

Plate shear rupture strength
Rn
 = 0.6 Fu Anv
 = 89.58
[kips]
AISC 14th  Eq J4-4
Resistance factor-LRFD
φ
 = 0.75
AISC 14th  Eq J4-4
φ Rn
 = 
 = 67.18
[kips]

ratio
 = 0.47
 > Vu
OK
 
Shear Tab - Axial Tensile Yield
ratio = 0.39 / 147.66
= 0.00
PASS
Plate Tensile Yielding Check


Plate size
width bp
 = 8.750
[in]
thickness tp
 = 0.375
[in]

Plate yield strength
Fy
 = 50.0
[ksi]

Plate gross area in shear
Ag
 = bp tp
 = 3.281
[in2]

Tensile force required
Pu
 = 
 = 0.39
[kips]

Plate tensile yielding strength
Rn
 = Fy Ag
 = 164.06
[kips]
AISC 14th  Eq J4-1
Resistance factor-LRFD
φ
 = 0.90
AISC 14th  Eq J4-1
φ Rn
 = 
 = 147.66
[kips]

ratio
 = 0.00
 > Pu
OK
 
Shear Tab - Axial Tensile Rupture
ratio = 0.39 / 111.97
= 0.00
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
 = 0.375
[in]

Plate tensile strength
Fu
 = 65.0
[ksi]

Plate net area in tension
Ant
 = ( bp - n dh ) tp
 = 2.297
[in2]

Tensile force required
Pu
 = 
 = 0.39
[kips]

Plate tensile rupture strength
Rn
 = Fu Ant
 = 149.30
[kips]
AISC 14th  Eq J4-2
Resistance factor-LRFD
φ
 = 0.75
AISC 14th  Eq J4-2
φ Rn
 = 
 = 111.97
[kips]
AISC 14th  Eq J4-2
ratio
 = 0.00
 > Pu
OK
 
Shear Tab - Flexural Yield Interact
ratio =
= 0.14
PASS
Plate width & thick
width bp
 = 8.750
[in]
thick tp
 = 0.375
[in]

yield Fy
 = 50.0
[ksi]

Shear plate - gross area
Ag
 = bp x tp
 = 3.281
[in2]

Shear plate - plastic modulus
Zp
 = ( bp x t2p ) / 4
 = 7.178
[in3]

Axial strength available
Pc
 = from axial tensile yield check
 = 147.66
[kips]

Axial strength required
Pr
 = from gusset interface forces calc
 = 0.39
[kips]

 
Shear strength available
Vc
 = from shear yielding check
 = 98.44
[kips]

Shear strength required
Vr
 = from gusset interface forces calc
 = 31.48
[kips]

 
Flexural strength available
Mc
 = φ Fy Zp     φ=0.90
 = 26.92
[kip-ft]

Flexural strength required
Mr
 = from gusset interface forces calc
 = 4.92
[kip-ft]

 
Flexural yield interaction
ratio
 = (
Vr/Vc
)2 + (
Pr/Pc
+
Mr/Mc
)2
 = 0.14
AISC 14th  Eq 10-5
 < 1.0
OK
 
Shear Tab - Flexural Rupture Interact
ratio =
= 0.28
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
 = 0.375
[in]

Plate net area
An
 = ( bp - n dh ) tp
 = 2.297
[in2]

Plate net plastic sect modulus
Znet
 = 
 = 5.137
[in3]

Plate net elastic sect modulus
Snet
 = 
 = 3.421
[in3]


Plate width & thick
width bp
 = 8.750
[in]
thick tp
 = 0.375
[in]

tensile Fu
 = 65.0
[ksi]

Axial strength available
Pc
 = from axial tensile rupture check
 = 111.97
[kips]

Axial strength required
Pr
 = from gusset interface forces calc
 = 0.39
[kips]

 
Shear strength available
Vc
 = from shear rupture check
 = 67.18
[kips]

Shear strength required
Vr
 = from gusset interface forces calc
 = 31.48
[kips]

 
Flexural strength available
Mc
 = φ Fu Znet     φ=0.75
 = 20.87
[kip-ft]
AISC 14th  Eq 9-4
Flexural strength required
Mr
 = from gusset interface forces calc
 = 4.92
[kip-ft]

 
Flexural rupture interaction
ratio
 = (
Vr/Vc
)2 + (
Pr/Pc
+
Mr/Mc
)2
 = 0.28
AISC 14th  Eq 10-5
 < 1.0
OK
 
 
Shear Tab - Bolt Bearing on Shear Tab
ratio = 31.48 / 53.68
= 0.59
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
 = 31.48
[kips]
axial P
 = -0.39
[kips]

Bolt group resultant force
R
 = ( V2 + P2 )0.5
 = 31.48
[kips]

Resultant force/hor line load angle
θ
 = tan-1 (V / P)
 = 89.29
[°]


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
 = 0.969
[in]

Bolt clear dist - right side edge bolt
LcB
 = min (
sv - 0.5dv/sin θ
,
eh/cos θ
) - dc
 = 2.188
[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
 = 0.375
[in]
tensile Fu
 = 65.0
[ksi]

Bolt bearing strength
Rn-br
 = 3.0 db t Fu
 = 54.84
[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
 = 35.42
[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
 = 79.99
[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
 = 0.59
 > R
OK
 
Shear Tab - Beam Side - Block Shear - 1-Side Strip
ratio = 31.48 / 74.04
= 0.43
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
 = 0.375
[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
 = 2.766
[in2]

Net area subject to shear
Anv
 = Agv - [ (nh - 1) + 0.5 ] dh tp
 = 1.945
[in2]

Net area subject to tension
Ant
 = ( ev - 0.5 dh ) tp
 = 0.352
[in2]


Block shear strength required
Vu
 = 
 = 31.48
[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 ) +
 = 98.72
[kips]
AISC 14th  Eq J4-5
Ubs Fu Ant

Resistance factor-LRFD
φ
 = 0.75
AISC 14th  Eq J4-5
φ Rn
 = 
 = 74.04
[kips]

ratio
 = 0.43
 > Vu
OK
 
Shear Tab - Beam Side-Axial Tearout - Block Shear - Center Strip
ratio = 0.39 / 98.26
= 0.00
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
 = 0.375
[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
 = 1.031
[in2]

Net area subject to shear
Anv
 = Agv - [(nh - 1)+ 0.5] dh tp x2
 = 0.703
[in2]

Net area subject to tension
when sheared out by center strip
Ant
 = ( nv - 1) ( sv - dh ) tp
 = 1.594
[in2]


Block shear strength required
Vu
 = 
 = 0.39
[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 ) +
 = 131.02
[kips]
AISC 14th  Eq J4-5
Ubs Fu Ant

Resistance factor-LRFD
φ
 = 0.75
AISC 14th  Eq J4-5
φ Rn
 = 
 = 98.26
[kips]

ratio
 = 0.00
 > Vu
OK
 
Shear Tab - Block Shear - Shear/Tensile Interact
ratio =
= 0.18
PASS
Shear block shear strength required
Vu
 = 
 = 31.48
[kips]

Axial block shear strength required
Pu
 = 
 = 0.39
[kips]

 
Shear block shear strength available
φ Rnv
 = from calc shown above
 = 74.04
[kips]

Axial block shear strength available
φ Rnt
 = from calc shown above
 = 98.26
[kips]

 
Block shear shear/tensile interaction
ratio
 = (
Vu/φ Rnv
)2 + (
Pu/φ Rnt
)2
 = 0.18
AISC 14th  Eq 10-5
 < 1.0
OK
 
 
Shear Tab - Lateral Stability / Stabilizer Plate
ratio = 31.48 / 556.65
= 0.06
PASS
Applied shear/axial forces
shear V
 = 31.48
[kips]
axial P
 = -0.39
[kips]

Resultant shear force
Vu
 = ( V2 + P2 )0.5
 = 31.48
[kips]


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

Plate thickness & depth
tp
 = 0.375
[in]
L
 = 8.750
[in]

 
Shear resistance provided
Rn
 = 1500 π
L t3p/a2
 = 618.50
[kips]
AISC 14th  Eq 10-6
Resistance factor-LRFD
φ
 = 0.90
AISC 14th  Eq 10-6
φ Rn
 = 
 = 556.65
[kips]

ratio
 = 0.06
 > Vu
OK
 
Shear Tab - Plate Flexural Buckling
ratio = 31.48 / 82.10
= 0.38
PASS
Shear tab size
depth
 = 8.750
[in]
thick
 = 0.375
[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
 = 0.375
[in]

Shear tab steel yield stress
Fy
 = 50.0
[ksi]

 
Plate buckling factor
λ
 = 
h0 √Fy/10 tw √475 +280 ( h0 /c )2
 = 0.204
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
 = 
 = 31.48
[kips]

 
Shear tab net elastic modulus
Snet
 = 
 = 3.421
[in3]

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

Shear resistance
Rn
 = Fcr Snet / a
 = 91.22
[kips]
AISC 14th  Eq 9-19
Resistance factor-LRFD
φ
 = 0.90
AISC 14th  Eq 9-19
φ Rn
 = 
 = 82.10
[kips]

ratio
 = 0.38
 > Vu
OK
 
 
Bolt Group Eccentricity
 
Bolt group forces
shear V
 = 31.48
[kips]
axial P
 = 0.39
[kips]

Bolt group resultant force
R
 = ( V2 + P2 )0.5
 = 31.48
[kips]

Resultant force to ver Y axis angle
θ
 = tan-1 (P / V)
 = 0.71
[°]


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
 = 
 = 0.71
[°]

 
Bolt group coefficient C
C
 = from AISC 14th  Table 7-6 ~ 7-13
 = 2.288

Bolt group eccentricity coefficient
Cec
 = C / ( nr x nc )
 = 0.763

 
Shear Tab / Beam Web - Bolt Shear
ratio = 31.48 / 40.96
= 0.77
PASS
Bolt group forces
shear V
 = 31.48
[kips]
axial P
 = -0.39
[kips]

Bolt group resultant force
R
 = ( V2 + P2 )0.5
 = 31.48
[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
 = 0.763

Required shear strength
Vu
 = 
 = 31.48
[kips]

Bolt shear strength
Rn
 = Fnv Ab ns m Cec
 = 54.61
[kips]
AISC 14th  Eq J3-1
Bolt resistance factor-LRFD
φ
 = 0.75
AISC 14th  Eq J3-1
φ Rn
 = 
 = 40.96
[kips]

ratio
 = 0.77
 > Vu
OK
 
 
Shear Tab to Ver Beam Web Weld Strength
ratio = 5.90 / 10.97
= 0.54
PASS
Weld Group Forces
Shear V
 = 31.48
[kips]
Axial P
 = -0.39
[kips]   in tension
 
Shear force to bolt group CG ecc
ex
 = 
 = 1.875
[in]

Moment due to eccentric shear V
M
 = V x ex
 = 4.92
[kip-ft]

 
Shear tab weld length
L
 = 
 = 8.750
[in]

 
Combined Weld Stress
Weld stress from axial force
fa
 = P / L
 = -0.045
[kip/in]
in tension
Weld stress from shear force
fv
 = V / L
 = 3.598
[kip/in]

Weld stress from moment force
fb
 = 
M/L2 / 6
 = 4.626
[kip/in]

Weld stress combined - max
fmax
 = [ (fa - fb )2 + f2v ]0.5
 = 5.895
[kip/in]
AISC 14th  Eq 8-11
Weld stress load angle
θ
 = tan-1 (
fa - fb/fv
)
 = 52.4
[°]

Fillet Weld Strength Calc
Fillet weld leg size
w
 = 5⁄16
[in]
load angle θ
 = 52.4
[°]

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 )
 = 1.35
AISC 14th  Page 8-9
Fillet weld shear strength
Rn-w
 = 0.6 (C1 x 70 ksi) 0.707 w n C2
 = 25.102
[kip/in]
AISC 14th  Eq 8-1

Base metal - shear tab
thickness t
 = 0.375
[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
 = 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
 = 0.54
 > fmax
OK
 
 
 
Brace Force Load Case 2
Gusset plate t=0.500
P =45.00 kips (C)
ratio = 0.77
PASS
Gusset Plate - Shear Yielding
ratio = 31.48 / 148.13
= 0.21
PASS
Plate Shear Yielding Check


Plate size
width bp
 = 9.875
[in]
thickness tp
 = 0.500
[in]

Plate yield strength
Fy
 = 50.0
[ksi]

Plate gross area in shear
Agv
 = bp tp
 = 4.938
[in2]

Shear force required
Vu
 = 
 = 31.48
[kips]

Plate shear yielding strength
Rn
 = 0.6 Fy Agv
 = 148.13
[kips]
AISC 14th  Eq J4-3
Resistance factor-LRFD
φ
 = 1.00
AISC 14th  Eq J4-3
φ Rn
 = 
 = 148.13
[kips]

ratio
 = 0.21
 > Vu
OK
 
Gusset Plate - Shear Rupture
ratio = 31.48 / 106.03
= 0.30
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
 = 9.875
[in]
thickness tp
 = 0.500
[in]

Plate tensile strength
Fu
 = 65.0
[ksi]

Plate net area in shear
Anv
 = ( bp - n dh ) tp
 = 3.625
[in2]

Shear force required
Vu
 = 
 = 31.48
[kips]

Plate shear rupture strength
Rn
 = 0.6 Fu Anv
 = 141.38
[kips]
AISC 14th  Eq J4-4
Resistance factor-LRFD
φ
 = 0.75
AISC 14th  Eq J4-4
φ Rn
 = 
 = 106.03
[kips]

ratio
 = 0.30
 > Vu
OK
 
 
Gusset Plate Leg - Flexural Yielding
ratio = 14.77 / 30.47
= 0.48
PASS
Refer to Bo Dowswell's paper 'Design of Wrap-Around Steel Gusset Plates' for more details on this limit state check
 
Shear on guseet leg & moment arm
shear V
 = 31.48
[kips]
ecc e
 = 5.630
[in]

Moment on gusset plate leg
Mu
 = V e
 = 14.77
[kip-ft]

Gusset plate leg size
width d
 = 9.875
[in]
thick t
 = 0.500
[in]

Gusset plate steel strength
Fy
 = 50.0
[ksi]

Moment on gusset plate leg
Rn
 = Fy ( t d2 / 6 )
 = 33.86
[kip-ft]

 
Resistance factor-LRFD
φ
 = 0.90

φ Rn
 = 
 = 30.47
[kips]

ratio
 = 0.48
 > Mu
OK
 
Gusset Plate Leg - Lateral Torsional Buckling
ratio = 14.77 / 147.54
= 0.10
PASS
Refer to Bo Dowswell's paper 'Design of Wrap-Around Steel Gusset Plates' for more details on this limit state check
 
Shear on guseet leg & moment arm
shear P
 = 31.48
[kips]
ecc e
 = 5.630
[in]

Moment on gusset plate leg
Mu
 = P e
 = 14.77
[kip-ft]

Gusset plate leg size
width d
 = 9.875
[in]
thick t
 = 0.500
[in]

Gusset plate steel strength
E
 = 29000
[ksi]
G
 = 11200
[ksi]

Fy
 = 50.0
[ksi]

Gusset leg buckiling length
L
 = distance from gusset load CG to
 = 10.630
[in]

gusset-beam interface line

 
Critical moment - gusset leg
Rn
 = 0.94 √E G  
d t3/L
 = 163.93
[kip-ft]
Dowswell Paper Eq 9
 
Resistance factor-LRFD
φ
 = 0.90

φ Rn
 = 
 = 147.54
[kip-ft]

ratio
 = 0.10
 > Mu
OK
 
 
Shear Tab - Shear Yielding
ratio = 31.48 / 98.44
= 0.32
PASS
Applied shear/axial forces
shear V
 = 31.48
[kips]
axial P
 = 0.39
[kips]

Resultant shear force
Vu
 = ( V2 + P2 )0.5
 = 31.48
[kips]

Plate Shear Yielding Check


Plate size
width bp
 = 8.750
[in]
thickness tp
 = 0.375
[in]

Plate yield strength
Fy
 = 50.0
[ksi]

Plate gross area in shear
Agv
 = bp tp
 = 3.281
[in2]

Shear force required
Vu
 = 
 = 31.48
[kips]

Plate shear yielding strength
Rn
 = 0.6 Fy Agv
 = 98.44
[kips]
AISC 14th  Eq J4-3
Resistance factor-LRFD
φ
 = 1.00
AISC 14th  Eq J4-3
φ Rn
 = 
 = 98.44
[kips]

ratio
 = 0.32
 > Vu
OK
 
Shear Tab - Shear Rupture
ratio = 31.48 / 67.18
= 0.47
PASS
Applied shear/axial forces
shear V
 = 31.48
[kips]
axial P
 = 0.39
[kips]

Resultant shear force
Vu
 = ( V2 + P2 )0.5
 = 31.48
[kips]

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
 = 0.375
[in]

Plate tensile strength
Fu
 = 65.0
[ksi]

Plate net area in shear
Anv
 = ( bp - n dh ) tp
 = 2.297
[in2]

Shear force required
Vu
 = 
 = 31.48
[kips]

Plate shear rupture strength
Rn
 = 0.6 Fu Anv
 = 89.58
[kips]
AISC 14th  Eq J4-4
Resistance factor-LRFD
φ
 = 0.75
AISC 14th  Eq J4-4
φ Rn
 = 
 = 67.18
[kips]

ratio
 = 0.47
 > Vu
OK
 
Shear Tab - Flexural Yield Interact
ratio =
= 0.14
PASS
Plate width & thick
width bp
 = 8.750
[in]
thick tp
 = 0.375
[in]

yield Fy
 = 50.0
[ksi]

Shear plate - gross area
Ag
 = bp x tp
 = 3.281
[in2]

Shear plate - plastic modulus
Zp
 = ( bp x t2p ) / 4
 = 7.178
[in3]

Axial strength available
Pc
 = from axial tensile yield check
 = 147.66
[kips]

Axial strength required
Pr
 = from gusset interface forces calc
 = 0.39
[kips]

 
Shear strength available
Vc
 = from shear yielding check
 = 98.44
[kips]

Shear strength required
Vr
 = from gusset interface forces calc
 = 31.48
[kips]

 
Flexural strength available
Mc
 = φ Fy Zp     φ=0.90
 = 26.92
[kip-ft]

Flexural strength required
Mr
 = from gusset interface forces calc
 = 4.92
[kip-ft]

 
Flexural yield interaction
ratio
 = (
Vr/Vc
)2 + (
Pr/Pc
+
Mr/Mc
)2
 = 0.14
AISC 14th  Eq 10-5
 < 1.0
OK
 
Shear Tab - Flexural Rupture Interact
ratio =
= 0.28
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
 = 0.375
[in]

Plate net area
An
 = ( bp - n dh ) tp
 = 2.297
[in2]

Plate net plastic sect modulus
Znet
 = 
 = 5.137
[in3]

Plate net elastic sect modulus
Snet
 = 
 = 3.421
[in3]


Plate width & thick
width bp
 = 8.750
[in]
thick tp
 = 0.375
[in]

tensile Fu
 = 65.0
[ksi]

Axial strength available
Pc
 = from axial tensile rupture check
 = 111.97
[kips]

Axial strength required
Pr
 = from gusset interface forces calc
 = 0.39
[kips]

 
Shear strength available
Vc
 = from shear rupture check
 = 67.18
[kips]

Shear strength required
Vr
 = from gusset interface forces calc
 = 31.48
[kips]

 
Flexural strength available
Mc
 = φ Fu Znet     φ=0.75
 = 20.87
[kip-ft]
AISC 14th  Eq 9-4
Flexural strength required
Mr
 = from gusset interface forces calc
 = 4.92
[kip-ft]

 
Flexural rupture interaction
ratio
 = (
Vr/Vc
)2 + (
Pr/Pc
+
Mr/Mc
)2
 = 0.28
AISC 14th  Eq 10-5
 < 1.0
OK
 
 
Shear Tab - Bolt Bearing on Shear Tab
ratio = 31.48 / 53.68
= 0.59
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
 = 31.48
[kips]
axial P
 = 0.39
[kips]

Bolt group resultant force
R
 = ( V2 + P2 )0.5
 = 31.48
[kips]

Resultant force/hor line load angle
θ
 = tan-1 (V / P)
 = 89.29
[°]


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
 = 0.969
[in]

Bolt clear dist - right side edge bolt
LcB
 = min (
sv - 0.5dv/sin θ
,
eh/cos θ
) - dc
 = 2.188
[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
 = 0.375
[in]
tensile Fu
 = 65.0
[ksi]

Bolt bearing strength
Rn-br
 = 3.0 db t Fu
 = 54.84
[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
 = 35.42
[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
 = 79.99
[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
 = 0.59
 > R
OK
 
Shear Tab - Beam Side - Block Shear - 1-Side Strip
ratio = 31.48 / 74.04
= 0.43
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
 = 0.375
[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
 = 2.766
[in2]

Net area subject to shear
Anv
 = Agv - [ (nh - 1) + 0.5 ] dh tp
 = 1.945
[in2]

Net area subject to tension
Ant
 = ( ev - 0.5 dh ) tp
 = 0.352
[in2]


Block shear strength required
Vu
 = 
 = 31.48
[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 ) +
 = 98.72
[kips]
AISC 14th  Eq J4-5
Ubs Fu Ant

Resistance factor-LRFD
φ
 = 0.75
AISC 14th  Eq J4-5
φ Rn
 = 
 = 74.04
[kips]

ratio
 = 0.43
 > Vu
OK
 
 
Shear Tab - Lateral Stability / Stabilizer Plate
ratio = 31.48 / 556.65
= 0.06
PASS
Applied shear/axial forces
shear V
 = 31.48
[kips]
axial P
 = 0.39
[kips]

Resultant shear force
Vu
 = ( V2 + P2 )0.5
 = 31.48
[kips]


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

Plate thickness & depth
tp
 = 0.375
[in]
L
 = 8.750
[in]

 
Shear resistance provided
Rn
 = 1500 π
L t3p/a2
 = 618.50
[kips]
AISC 14th  Eq 10-6
Resistance factor-LRFD
φ
 = 0.90
AISC 14th  Eq 10-6
φ Rn
 = 
 = 556.65
[kips]

ratio
 = 0.06
 > Vu
OK
 
Shear Tab - Plate Flexural Buckling
ratio = 31.48 / 82.10
= 0.38
PASS
Shear tab size
depth
 = 8.750
[in]
thick
 = 0.375
[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
 = 0.375
[in]

Shear tab steel yield stress
Fy
 = 50.0
[ksi]

 
Plate buckling factor
λ
 = 
h0 √Fy/10 tw √475 +280 ( h0 /c )2
 = 0.204
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
 = 
 = 31.48
[kips]

 
Shear tab net elastic modulus
Snet
 = 
 = 3.421
[in3]

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

Shear resistance
Rn
 = Fcr Snet / a
 = 91.22
[kips]
AISC 14th  Eq 9-19
Resistance factor-LRFD
φ
 = 0.90
AISC 14th  Eq 9-19
φ Rn
 = 
 = 82.10
[kips]

ratio
 = 0.38
 > Vu
OK
 
Shear Tab - Plate Shear/Axial Compression Interact
ratio =
= 0.15
PASS
Shear Tab Forces
Shear V
 = 31.48
[kips]
Axial P
 = 0.39
[kips]   in compression
 
Shear tab size
depth hp
 = 8.750
[in]
thickness tp
 = 0.375
[in]

Shear tab material strength
Fy
 = 50.0
[ksi]
E
 = 29000
[ksi]

Plate Compressive Capacity

Plate gross area in compression
Ag
 = hp tp
 = 3.281
[in2]

 
Plate radius of gyration
r
 = tp / √12
 = 0.108
[in]

Plate effective length factor
K
 = 
 = 1.00

Plate unbraced length
Lu
 = 
 = 1.875
[in]

Plate slenderness
KL/r
 = 1.00 x Lu  / r
 = 17.32


when  
KL/r
  ≤  25
AISC 14th  J4.4 (a)
Plate compression provided
Pn
 = Fy x Ag
 = 164.06
[kips]
AISC 14th  Eq J4-6
 
Axial compression force
Pu
 = from user input
 = 0.39
[kips]

 
Plate Flexural Buckling Capacity

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
 = 0.375
[in]

Plate buckling factor
λ
 = 
h0 √Fy/10 tw √475 +280 ( h0 /c )2
 = 0.204
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 tab net elastic modulus
Snet
 = 
 = 3.421
[in3]

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

Shear resistance
Vn
 = Fcr Snet / a
 = 91.22
[kips]
AISC 14th  Eq 9-19
 
Shear force
Vu
 = from user input
 = 31.48
[kips]


 
Resistance factor-LRFD
φ
 = 0.90
AISC 14th  Eq 10-5
Shear-axial interaction
ratio
 = (
Vr/φ Vn
)2 + (
Pr/φ Pn
)2
 = 0.15
AISC 14th  Eq 10-5
 < 1.0
OK
 
 
Shear Tab - Compression Buckling
ratio = 0.39 / 147.66
= 0.00
PASS
Plate Compression Check


Plate size
width bp
 = 8.750
[in]
thickness tp
 = 0.375
[in]

Fy
 = 50.0
[ksi]
E
 = 29000
[ksi]

Plate gross area in compression
Ag
 = bp tp
 = 3.281
[in2]


Plate radius of gyration
r
 = tp / √12
 = 0.108
[in]

Plate effective length factor
K
 = 
 = 1.00
Plate unbraced length
Lu
 = 
 = 1.875
[in]

Plate slenderness
KL/r
 = 1.00 x Lu  / r
 = 17.32

Plate compression required
Pu
 = 
 = 0.39
[kips]


when  
KL/r
  ≤  25
AISC 14th  J4.4 (a)
Plate compression provided
Rn
 = Fy x Ag
 = 164.06
[kips]
AISC 14th  Eq J4-6
Bolt resistance factor-LRFD
φ
 = 0.90
AISC 14th  J4.4 (a)
φ Rn
 = 
 = 147.66
[kips]

ratio
 = 0.00
 > Pu
OK
 
 
Bolt Group Eccentricity
 
Bolt group forces
shear V
 = 31.48
[kips]
axial P
 = 0.39
[kips]

Bolt group resultant force
R
 = ( V2 + P2 )0.5
 = 31.48
[kips]

Resultant force to ver Y axis angle
θ
 = tan-1 (P / V)
 = 0.71
[°]


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
 = 
 = 0.71
[°]

 
Bolt group coefficient C
C
 = from AISC 14th  Table 7-6 ~ 7-13
 = 2.288

Bolt group eccentricity coefficient
Cec
 = C / ( nr x nc )
 = 0.763

 
Shear Tab / Beam Web - Bolt Shear
ratio = 31.48 / 40.96
= 0.77
PASS
Bolt group forces
shear V
 = 31.48
[kips]
axial P
 = 0.39
[kips]

Bolt group resultant force
R
 = ( V2 + P2 )0.5
 = 31.48
[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
 = 0.763

Required shear strength
Vu
 = 
 = 31.48
[kips]

Bolt shear strength
Rn
 = Fnv Ab ns m Cec
 = 54.61
[kips]
AISC 14th  Eq J3-1
Bolt resistance factor-LRFD
φ
 = 0.75
AISC 14th  Eq J3-1
φ Rn
 = 
 = 40.96
[kips]

ratio
 = 0.77
 > Vu
OK
 
 
Shear Tab to Ver Beam Web Weld Strength
ratio = 31.48 / 89.28
= 0.35
PASS
Weld Group Forces
Shear V
 = 31.48
[kips]
Axial P
 = 0.00
[kips]   in compression
 
Shear force to bolt group CG ecc
ex
 = 
 = 1.875
[in]

Shear tab weld length
L
 = 
 = 8.750
[in]

 
Shear force in demand
Vu
 = from user input
 = 31.48
[kips]


Fillet Weld Strength Calc
Fillet weld leg size
w
 = 5⁄16
[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
rw
 = 0.6 (C1 x 70 ksi) 0.707 w n C2
 = 18.559
[kip/in]
AISC 14th  Eq 8-1

Base metal - shear tab
thickness t
 = 0.375
[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
rb
 = 0.6 Fu t
 = 14.625
[kip/in]
AISC 14th  Eq J4-4

Weld stress reduction factor due to less base metal strength
C3
 = rb / rw   when rb < rw
 = 0.788


Table 8-4 Coefficient C for Eccentrically Loaded Weld Group
AISC 14th  Table 8-4
a
 = ex / L
 = 0.21

C
 = C value in Table 8-4 when k=0
 = 3.453


Weld coefficients
C
 = 3.453
C1
 = 1.000

C3
 = 0.788

Weld size & length
D
 = 5.000
[1/16]
L
 = 8.750
[in]

 
Weld strength
Rn
 = C C1 C3 D L
 = 119.04
[kips]
AISC 14th  Table 8-4
Resistance factor-LRFD
φ
 = 0.75

φ Rn
 = 
 = 89.28
[kips]

ratio
 = 0.35
 > Vu
OK
 
 
Gusset to Hor Beam
Shear Tab Connection
Code=AISC 360-10 LRFD
 
Result Summary
geometries & weld limitations = PASS
limit states max ratio 
= 0.86
PASS
 
Geometry Restriction Checks - Shear Tab to Hor Beam Web
PASS
Min Bolt Edge Distance - Shear Tab to Hor 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 Hor Beam Web
Le
 = 
 = 1.375
[in]

 > Le-min
OK
Min Bolt Spacing - Shear Tab to Hor 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 Hor 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
 = 
 = 0.260
[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
 
 
 
 
Brace Force Load Case 1
Gusset plate t=0.500
P =-45.00 kips (T)
ratio = 0.86
PASS
Gusset Plate - Shear Yielding
ratio = 31.43 / 148.13
= 0.21
PASS
Plate Shear Yielding Check


Plate size
width bp
 = 9.875
[in]
thickness tp
 = 0.500
[in]

Plate yield strength
Fy
 = 50.0
[ksi]

Plate gross area in shear
Agv
 = bp tp
 = 4.938
[in2]

Shear force required
Vu
 = 
 = 31.43
[kips]

Plate shear yielding strength
Rn
 = 0.6 Fy Agv
 = 148.13
[kips]
AISC 14th  Eq J4-3
Resistance factor-LRFD
φ
 = 1.00
AISC 14th  Eq J4-3
φ Rn
 = 
 = 148.13
[kips]

ratio
 = 0.21
 > Vu
OK
 
Gusset Plate - Shear Rupture
ratio = 31.43 / 106.03
= 0.30
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
 = 9.875
[in]
thickness tp
 = 0.500
[in]

Plate tensile strength
Fu
 = 65.0
[ksi]

Plate net area in shear
Anv
 = ( bp - n dh ) tp
 = 3.625
[in2]

Shear force required
Vu
 = 
 = 31.43
[kips]

Plate shear rupture strength
Rn
 = 0.6 Fu Anv
 = 141.38
[kips]
AISC 14th  Eq J4-4
Resistance factor-LRFD
φ
 = 0.75
AISC 14th  Eq J4-4
φ Rn
 = 
 = 106.03
[kips]

ratio
 = 0.30
 > Vu
OK
 
 
Gusset Plate Leg - Flexural Yielding
ratio = 26.06 / 30.47
= 0.86
PASS
Refer to Bo Dowswell's paper 'Design of Wrap-Around Steel Gusset Plates' for more details on this limit state check
 
Shear on guseet leg & moment arm
shear V
 = 31.43
[kips]
ecc e
 = 9.950
[in]

Moment on gusset plate leg
Mu
 = V e
 = 26.06
[kip-ft]

Gusset plate leg size
width d
 = 9.875
[in]
thick t
 = 0.500
[in]

Gusset plate steel strength
Fy
 = 50.0
[ksi]

Moment on gusset plate leg
Rn
 = Fy ( t d2 / 6 )
 = 33.86
[kip-ft]

 
Resistance factor-LRFD
φ
 = 0.90

φ Rn
 = 
 = 30.47
[kips]

ratio
 = 0.86
 > Mu
OK
 
Gusset Plate Leg - Lateral Torsional Buckling
ratio = 26.06 / 156.76
= 0.17
PASS
Refer to Bo Dowswell's paper 'Design of Wrap-Around Steel Gusset Plates' for more details on this limit state check
 
Shear on guseet leg & moment arm
shear P
 = 31.43
[kips]
ecc e
 = 9.950
[in]

Moment on gusset plate leg
Mu
 = P e
 = 26.06
[kip-ft]

Gusset plate leg size
width d
 = 9.875
[in]
thick t
 = 0.500
[in]

Gusset plate steel strength
E
 = 29000
[ksi]
G
 = 11200
[ksi]

Fy
 = 50.0
[ksi]

Gusset leg buckiling length
L
 = distance from gusset load CG to
 = 10.005
[in]

gusset-beam interface line

 
Critical moment - gusset leg
Rn
 = 0.94 √E G  
d t3/L
 = 174.17
[kip-ft]
Dowswell Paper Eq 9
 
Resistance factor-LRFD
φ
 = 0.90

φ Rn
 = 
 = 156.76
[kip-ft]

ratio
 = 0.17
 > Mu
OK
 
 
Shear Tab - Shear Yielding
ratio = 31.43 / 98.44
= 0.32
PASS
Applied shear/axial forces
shear V
 = 31.43
[kips]
axial P
 = -0.34
[kips]

Resultant shear force
Vu
 = ( V2 + P2 )0.5
 = 31.43
[kips]

Plate Shear Yielding Check


Plate size
width bp
 = 8.750
[in]
thickness tp
 = 0.375
[in]

Plate yield strength
Fy
 = 50.0
[ksi]

Plate gross area in shear
Agv
 = bp tp
 = 3.281
[in2]

Shear force required
Vu
 = 
 = 31.43
[kips]

Plate shear yielding strength
Rn
 = 0.6 Fy Agv
 = 98.44
[kips]
AISC 14th  Eq J4-3
Resistance factor-LRFD
φ
 = 1.00
AISC 14th  Eq J4-3
φ Rn
 = 
 = 98.44
[kips]

ratio
 = 0.32
 > Vu
OK
 
Shear Tab - Shear Rupture
ratio = 31.43 / 67.18
= 0.47
PASS
Applied shear/axial forces
shear V
 = 31.43
[kips]
axial P
 = -0.34
[kips]

Resultant shear force
Vu
 = ( V2 + P2 )0.5
 = 31.43
[kips]

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
 = 0.375
[in]

Plate tensile strength
Fu
 = 65.0
[ksi]

Plate net area in shear
Anv
 = ( bp - n dh ) tp
 = 2.297
[in2]

Shear force required
Vu
 = 
 = 31.43
[kips]

Plate shear rupture strength
Rn
 = 0.6 Fu Anv
 = 89.58
[kips]
AISC 14th  Eq J4-4
Resistance factor-LRFD
φ
 = 0.75
AISC 14th  Eq J4-4
φ Rn
 = 
 = 67.18
[kips]

ratio
 = 0.47
 > Vu
OK
 
Shear Tab - Axial Tensile Yield
ratio = 0.34 / 147.66
= 0.00
PASS
Plate Tensile Yielding Check


Plate size
width bp
 = 8.750
[in]
thickness tp
 = 0.375
[in]

Plate yield strength
Fy
 = 50.0
[ksi]

Plate gross area in shear
Ag
 = bp tp
 = 3.281
[in2]

Tensile force required
Pu
 = 
 = 0.34
[kips]

Plate tensile yielding strength
Rn
 = Fy Ag
 = 164.06
[kips]
AISC 14th  Eq J4-1
Resistance factor-LRFD
φ
 = 0.90
AISC 14th  Eq J4-1
φ Rn
 = 
 = 147.66
[kips]

ratio
 = 0.00
 > Pu
OK
 
Shear Tab - Axial Tensile Rupture
ratio = 0.34 / 111.97
= 0.00
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
 = 0.375
[in]

Plate tensile strength
Fu
 = 65.0
[ksi]

Plate net area in tension
Ant
 = ( bp - n dh ) tp
 = 2.297
[in2]

Tensile force required
Pu
 = 
 = 0.34
[kips]

Plate tensile rupture strength
Rn
 = Fu Ant
 = 149.30
[kips]
AISC 14th  Eq J4-2
Resistance factor-LRFD
φ
 = 0.75
AISC 14th  Eq J4-2
φ Rn
 = 
 = 111.97
[kips]
AISC 14th  Eq J4-2
ratio
 = 0.00
 > Pu
OK
 
Shear Tab - Flexural Yield Interact
ratio =
= 0.14
PASS
Plate width & thick
width bp
 = 8.750
[in]
thick tp
 = 0.375
[in]

yield Fy
 = 50.0
[ksi]

Shear plate - gross area
Ag
 = bp x tp
 = 3.281
[in2]

Shear plate - plastic modulus
Zp
 = ( bp x t2p ) / 4
 = 7.178
[in3]

Axial strength available
Pc
 = from axial tensile yield check
 = 147.66
[kips]

Axial strength required
Pr
 = from gusset interface forces calc
 = 0.34
[kips]

 
Shear strength available
Vc
 = from shear yielding check
 = 98.44
[kips]

Shear strength required
Vr
 = from gusset interface forces calc
 = 31.43
[kips]

 
Flexural strength available
Mc
 = φ Fy Zp     φ=0.90
 = 26.92
[kip-ft]

Flexural strength required
Mr
 = from gusset interface forces calc
 = 4.91
[kip-ft]

 
Flexural yield interaction
ratio
 = (
Vr/Vc
)2 + (
Pr/Pc
+
Mr/Mc
)2
 = 0.14
AISC 14th  Eq 10-5
 < 1.0
OK
 
Shear Tab - Flexural Rupture Interact
ratio =
= 0.28
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
 = 0.375
[in]

Plate net area
An
 = ( bp - n dh ) tp
 = 2.297
[in2]

Plate net plastic sect modulus
Znet
 = 
 = 5.137
[in3]

Plate net elastic sect modulus
Snet
 = 
 = 3.421
[in3]


Plate width & thick
width bp
 = 8.750
[in]
thick tp
 = 0.375
[in]

tensile Fu
 = 65.0
[ksi]

Axial strength available
Pc
 = from axial tensile rupture check
 = 111.97
[kips]

Axial strength required
Pr
 = from gusset interface forces calc
 = 0.34
[kips]

 
Shear strength available
Vc
 = from shear rupture check
 = 67.18
[kips]

Shear strength required
Vr
 = from gusset interface forces calc
 = 31.43
[kips]

 
Flexural strength available
Mc
 = φ Fu Znet     φ=0.75
 = 20.87
[kip-ft]
AISC 14th  Eq 9-4
Flexural strength required
Mr
 = from gusset interface forces calc
 = 4.91
[kip-ft]

 
Flexural rupture interaction
ratio
 = (
Vr/Vc
)2 + (
Pr/Pc
+
Mr/Mc
)2
 = 0.28
AISC 14th  Eq 10-5
 < 1.0
OK
 
 
Shear Tab - Bolt Bearing on Shear Tab
ratio = 31.43 / 53.68
= 0.59
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
 = 31.43
[kips]
axial P
 = -0.34
[kips]

Bolt group resultant force
R
 = ( V2 + P2 )0.5
 = 31.43
[kips]

Resultant force/hor line load angle
θ
 = tan-1 (V / P)
 = 89.38
[°]


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
 = 0.969
[in]

Bolt clear dist - right side edge bolt
LcB
 = min (
sv - 0.5dv/sin θ
,
eh/cos θ
) - dc
 = 2.188
[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
 = 0.375
[in]
tensile Fu
 = 65.0
[ksi]

Bolt bearing strength
Rn-br
 = 3.0 db t Fu
 = 54.84
[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
 = 35.42
[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
 = 79.99
[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
 = 0.59
 > R
OK
 
Shear Tab - Beam Side - Block Shear - 1-Side Strip
ratio = 31.43 / 74.04
= 0.42
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
 = 0.375
[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
 = 2.766
[in2]

Net area subject to shear
Anv
 = Agv - [ (nh - 1) + 0.5 ] dh tp
 = 1.945
[in2]

Net area subject to tension
Ant
 = ( ev - 0.5 dh ) tp
 = 0.352
[in2]


Block shear strength required
Vu
 = 
 = 31.43
[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 ) +
 = 98.72
[kips]
AISC 14th  Eq J4-5
Ubs Fu Ant

Resistance factor-LRFD
φ
 = 0.75
AISC 14th  Eq J4-5
φ Rn
 = 
 = 74.04
[kips]

ratio
 = 0.42
 > Vu
OK
 
Shear Tab - Beam Side-Axial Tearout - Block Shear - Center Strip
ratio = 0.34 / 98.26
= 0.00
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
 = 0.375
[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
 = 1.031
[in2]

Net area subject to shear
Anv
 = Agv - [(nh - 1)+ 0.5] dh tp x2
 = 0.703
[in2]

Net area subject to tension
when sheared out by center strip
Ant
 = ( nv - 1) ( sv - dh ) tp
 = 1.594
[in2]


Block shear strength required
Vu
 = 
 = 0.34
[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 ) +
 = 131.02
[kips]
AISC 14th  Eq J4-5
Ubs Fu Ant

Resistance factor-LRFD
φ
 = 0.75
AISC 14th  Eq J4-5
φ Rn
 = 
 = 98.26
[kips]

ratio
 = 0.00
 > Vu
OK
 
Shear Tab - Block Shear - Shear/Tensile Interact
ratio =
= 0.18
PASS
Shear block shear strength required
Vu
 = 
 = 31.43
[kips]

Axial block shear strength required
Pu
 = 
 = 0.34
[kips]

 
Shear block shear strength available
φ Rnv
 = from calc shown above
 = 74.04
[kips]

Axial block shear strength available
φ Rnt
 = from calc shown above
 = 98.26
[kips]

 
Block shear shear/tensile interaction
ratio
 = (
Vu/φ Rnv
)2 + (
Pu/φ Rnt
)2
 = 0.18
AISC 14th  Eq 10-5
 < 1.0
OK
 
 
Shear Tab - Lateral Stability / Stabilizer Plate
ratio = 31.43 / 556.65
= 0.06
PASS
Applied shear/axial forces
shear V
 = 31.43
[kips]
axial P
 = -0.34
[kips]

Resultant shear force
Vu
 = ( V2 + P2 )0.5
 = 31.43
[kips]


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

Plate thickness & depth
tp
 = 0.375
[in]
L
 = 8.750
[in]

 
Shear resistance provided
Rn
 = 1500 π
L t3p/a2
 = 618.50
[kips]
AISC 14th  Eq 10-6
Resistance factor-LRFD
φ
 = 0.90
AISC 14th  Eq 10-6
φ Rn
 = 
 = 556.65
[kips]

ratio
 = 0.06
 > Vu
OK
 
Shear Tab - Plate Flexural Buckling
ratio = 31.43 / 82.10
= 0.38
PASS
Shear tab size
depth
 = 8.750
[in]
thick
 = 0.375
[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
 = 0.375
[in]

Shear tab steel yield stress
Fy
 = 50.0
[ksi]

 
Plate buckling factor
λ
 = 
h0 √Fy/10 tw √475 +280 ( h0 /c )2
 = 0.204
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
 = 
 = 31.43
[kips]

 
Shear tab net elastic modulus
Snet
 = 
 = 3.421
[in3]

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

Shear resistance
Rn
 = Fcr Snet / a
 = 91.22
[kips]
AISC 14th  Eq 9-19
Resistance factor-LRFD
φ
 = 0.90
AISC 14th  Eq 9-19
φ Rn
 = 
 = 82.10
[kips]

ratio
 = 0.38
 > Vu
OK
 
 
Bolt Group Eccentricity
 
Bolt group forces
shear V
 = 31.43
[kips]
axial P
 = 0.34
[kips]

Bolt group resultant force
R
 = ( V2 + P2 )0.5
 = 31.43
[kips]

Resultant force to ver Y axis angle
θ
 = tan-1 (P / V)
 = 0.62
[°]


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
 = 
 = 0.62
[°]

 
Bolt group coefficient C
C
 = from AISC 14th  Table 7-6 ~ 7-13
 = 2.288

Bolt group eccentricity coefficient
Cec
 = C / ( nr x nc )
 = 0.763

 
Shear Tab / Beam Web - Bolt Shear
ratio = 31.43 / 40.96
= 0.77
PASS
Bolt group forces
shear V
 = 31.43
[kips]
axial P
 = -0.34
[kips]

Bolt group resultant force
R
 = ( V2 + P2 )0.5
 = 31.43
[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
 = 0.763

Required shear strength
Vu
 = 
 = 31.43
[kips]

Bolt shear strength
Rn
 = Fnv Ab ns m Cec
 = 54.61
[kips]
AISC 14th  Eq J3-1
Bolt resistance factor-LRFD
φ
 = 0.75
AISC 14th  Eq J3-1
φ Rn
 = 
 = 40.96
[kips]

ratio
 = 0.77
 > Vu
OK
 
 
Shear Tab to Hor Beam Web Weld Strength
ratio = 5.88 / 10.97
= 0.54
PASS
Weld Group Forces
Shear V
 = 31.43
[kips]
Axial P
 = -0.34
[kips]   in tension
 
Shear force to bolt group CG ecc
ex
 = 
 = 1.875
[in]

Moment due to eccentric shear V
M
 = V x ex
 = 4.91
[kip-ft]

 
Shear tab weld length
L
 = 
 = 8.750
[in]

 
Combined Weld Stress
Weld stress from axial force
fa
 = P / L
 = -0.039
[kip/in]
in tension
Weld stress from shear force
fv
 = V / L
 = 3.592
[kip/in]

Weld stress from moment force
fb
 = 
M/L2 / 6
 = 4.618
[kip/in]

Weld stress combined - max
fmax
 = [ (fa - fb )2 + f2v ]0.5
 = 5.881
[kip/in]
AISC 14th  Eq 8-11
Weld stress load angle
θ
 = tan-1 (
fa - fb/fv
)
 = 52.4
[°]

Fillet Weld Strength Calc
Fillet weld leg size
w
 = 5⁄16
[in]
load angle θ
 = 52.4
[°]

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 )
 = 1.35
AISC 14th  Page 8-9
Fillet weld shear strength
Rn-w
 = 0.6 (C1 x 70 ksi) 0.707 w n C2
 = 25.097
[kip/in]
AISC 14th  Eq 8-1

Base metal - shear tab
thickness t
 = 0.375
[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
 = 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
 = 0.54
 > fmax
OK
 
 
 
Brace Force Load Case 2
Gusset plate t=0.500
P =45.00 kips (C)
ratio = 0.86
PASS
Gusset Plate - Shear Yielding
ratio = 31.43 / 148.13
= 0.21
PASS
Plate Shear Yielding Check


Plate size
width bp
 = 9.875
[in]
thickness tp
 = 0.500
[in]

Plate yield strength
Fy
 = 50.0
[ksi]

Plate gross area in shear
Agv
 = bp tp
 = 4.938
[in2]

Shear force required
Vu
 = 
 = 31.43
[kips]

Plate shear yielding strength
Rn
 = 0.6 Fy Agv
 = 148.13
[kips]
AISC 14th  Eq J4-3
Resistance factor-LRFD
φ
 = 1.00
AISC 14th  Eq J4-3
φ Rn
 = 
 = 148.13
[kips]

ratio
 = 0.21
 > Vu
OK
 
Gusset Plate - Shear Rupture
ratio = 31.43 / 106.03
= 0.30
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
 = 9.875
[in]
thickness tp
 = 0.500
[in]

Plate tensile strength
Fu
 = 65.0
[ksi]

Plate net area in shear
Anv
 = ( bp - n dh ) tp
 = 3.625
[in2]

Shear force required
Vu
 = 
 = 31.43
[kips]

Plate shear rupture strength
Rn
 = 0.6 Fu Anv
 = 141.38
[kips]
AISC 14th  Eq J4-4
Resistance factor-LRFD
φ
 = 0.75
AISC 14th  Eq J4-4
φ Rn
 = 
 = 106.03
[kips]

ratio
 = 0.30
 > Vu
OK
 
 
Gusset Plate Leg - Flexural Yielding
ratio = 26.06 / 30.47
= 0.86
PASS
Refer to Bo Dowswell's paper 'Design of Wrap-Around Steel Gusset Plates' for more details on this limit state check
 
Shear on guseet leg & moment arm
shear V
 = 31.43
[kips]
ecc e
 = 9.950
[in]

Moment on gusset plate leg
Mu
 = V e
 = 26.06
[kip-ft]

Gusset plate leg size
width d
 = 9.875
[in]
thick t
 = 0.500
[in]

Gusset plate steel strength
Fy
 = 50.0
[ksi]

Moment on gusset plate leg
Rn
 = Fy ( t d2 / 6 )
 = 33.86
[kip-ft]

 
Resistance factor-LRFD
φ
 = 0.90

φ Rn
 = 
 = 30.47
[kips]

ratio
 = 0.86
 > Mu
OK
 
Gusset Plate Leg - Lateral Torsional Buckling
ratio = 26.06 / 156.76
= 0.17
PASS
Refer to Bo Dowswell's paper 'Design of Wrap-Around Steel Gusset Plates' for more details on this limit state check
 
Shear on guseet leg & moment arm
shear P
 = 31.43
[kips]
ecc e
 = 9.950
[in]

Moment on gusset plate leg
Mu
 = P e
 = 26.06
[kip-ft]

Gusset plate leg size
width d
 = 9.875
[in]
thick t
 = 0.500
[in]

Gusset plate steel strength
E
 = 29000
[ksi]
G
 = 11200
[ksi]

Fy
 = 50.0
[ksi]

Gusset leg buckiling length
L
 = distance from gusset load CG to
 = 10.005
[in]

gusset-beam interface line

 
Critical moment - gusset leg
Rn
 = 0.94 √E G  
d t3/L
 = 174.17
[kip-ft]
Dowswell Paper Eq 9
 
Resistance factor-LRFD
φ
 = 0.90

φ Rn
 = 
 = 156.76
[kip-ft]

ratio
 = 0.17
 > Mu
OK
 
 
Shear Tab - Shear Yielding
ratio = 31.43 / 98.44
= 0.32
PASS
Applied shear/axial forces
shear V
 = 31.43
[kips]
axial P
 = 0.34
[kips]

Resultant shear force
Vu
 = ( V2 + P2 )0.5
 = 31.43
[kips]

Plate Shear Yielding Check


Plate size
width bp
 = 8.750
[in]
thickness tp
 = 0.375
[in]

Plate yield strength
Fy
 = 50.0
[ksi]

Plate gross area in shear
Agv
 = bp tp
 = 3.281
[in2]

Shear force required
Vu
 = 
 = 31.43
[kips]

Plate shear yielding strength
Rn
 = 0.6 Fy Agv
 = 98.44
[kips]
AISC 14th  Eq J4-3
Resistance factor-LRFD
φ
 = 1.00
AISC 14th  Eq J4-3
φ Rn
 = 
 = 98.44
[kips]

ratio
 = 0.32
 > Vu
OK
 
Shear Tab - Shear Rupture
ratio = 31.43 / 67.18
= 0.47
PASS
Applied shear/axial forces
shear V
 = 31.43
[kips]
axial P
 = 0.34
[kips]

Resultant shear force
Vu
 = ( V2 + P2 )0.5
 = 31.43
[kips]

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
 = 0.375
[in]

Plate tensile strength
Fu
 = 65.0
[ksi]

Plate net area in shear
Anv
 = ( bp - n dh ) tp
 = 2.297
[in2]

Shear force required
Vu
 = 
 = 31.43
[kips]

Plate shear rupture strength
Rn
 = 0.6 Fu Anv
 = 89.58
[kips]
AISC 14th  Eq J4-4
Resistance factor-LRFD
φ
 = 0.75
AISC 14th  Eq J4-4
φ Rn
 = 
 = 67.18
[kips]

ratio
 = 0.47
 > Vu
OK
 
Shear Tab - Flexural Yield Interact
ratio =
= 0.14
PASS
Plate width & thick
width bp
 = 8.750
[in]
thick tp
 = 0.375
[in]

yield Fy
 = 50.0
[ksi]

Shear plate - gross area
Ag
 = bp x tp
 = 3.281
[in2]

Shear plate - plastic modulus
Zp
 = ( bp x t2p ) / 4
 = 7.178
[in3]

Axial strength available
Pc
 = from axial tensile yield check
 = 147.66
[kips]

Axial strength required
Pr
 = from gusset interface forces calc
 = 0.34
[kips]

 
Shear strength available
Vc
 = from shear yielding check
 = 98.44
[kips]

Shear strength required
Vr
 = from gusset interface forces calc
 = 31.43
[kips]

 
Flexural strength available
Mc
 = φ Fy Zp     φ=0.90
 = 26.92
[kip-ft]

Flexural strength required
Mr
 = from gusset interface forces calc
 = 4.91
[kip-ft]

 
Flexural yield interaction
ratio
 = (
Vr/Vc
)2 + (
Pr/Pc
+
Mr/Mc
)2
 = 0.14
AISC 14th  Eq 10-5
 < 1.0
OK
 
Shear Tab - Flexural Rupture Interact
ratio =
= 0.28
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
 = 0.375
[in]

Plate net area
An
 = ( bp - n dh ) tp
 = 2.297
[in2]

Plate net plastic sect modulus
Znet
 = 
 = 5.137
[in3]

Plate net elastic sect modulus
Snet
 = 
 = 3.421
[in3]


Plate width & thick
width bp
 = 8.750
[in]
thick tp
 = 0.375
[in]

tensile Fu
 = 65.0
[ksi]

Axial strength available
Pc
 = from axial tensile rupture check
 = 111.97
[kips]

Axial strength required
Pr
 = from gusset interface forces calc
 = 0.34
[kips]

 
Shear strength available
Vc
 = from shear rupture check
 = 67.18
[kips]

Shear strength required
Vr
 = from gusset interface forces calc
 = 31.43
[kips]

 
Flexural strength available
Mc
 = φ Fu Znet     φ=0.75
 = 20.87
[kip-ft]
AISC 14th  Eq 9-4
Flexural strength required
Mr
 = from gusset interface forces calc
 = 4.91
[kip-ft]

 
Flexural rupture interaction
ratio
 = (
Vr/Vc
)2 + (
Pr/Pc
+
Mr/Mc
)2
 = 0.28
AISC 14th  Eq 10-5
 < 1.0
OK
 
 
Shear Tab - Bolt Bearing on Shear Tab
ratio = 31.43 / 53.68
= 0.59
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
 = 31.43
[kips]
axial P
 = 0.34
[kips]

Bolt group resultant force
R
 = ( V2 + P2 )0.5
 = 31.43
[kips]

Resultant force/hor line load angle
θ
 = tan-1 (V / P)
 = 89.38
[°]


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
 = 0.969
[in]

Bolt clear dist - right side edge bolt
LcB
 = min (
sv - 0.5dv/sin θ
,
eh/cos θ
) - dc
 = 2.188
[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
 = 0.375
[in]
tensile Fu
 = 65.0
[ksi]

Bolt bearing strength
Rn-br
 = 3.0 db t Fu
 = 54.84
[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
 = 35.42
[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
 = 79.99
[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
 = 0.59
 > R
OK
 
Shear Tab - Beam Side - Block Shear - 1-Side Strip
ratio = 31.43 / 74.04
= 0.42
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
 = 0.375
[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
 = 2.766
[in2]

Net area subject to shear
Anv
 = Agv - [ (nh - 1) + 0.5 ] dh tp
 = 1.945
[in2]

Net area subject to tension
Ant
 = ( ev - 0.5 dh ) tp
 = 0.352
[in2]


Block shear strength required
Vu
 = 
 = 31.43
[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 ) +
 = 98.72
[kips]
AISC 14th  Eq J4-5
Ubs Fu Ant

Resistance factor-LRFD
φ
 = 0.75
AISC 14th  Eq J4-5
φ Rn
 = 
 = 74.04
[kips]

ratio
 = 0.42
 > Vu
OK
 
 
Shear Tab - Lateral Stability / Stabilizer Plate
ratio = 31.43 / 556.65
= 0.06
PASS
Applied shear/axial forces
shear V
 = 31.43
[kips]
axial P
 = 0.34
[kips]

Resultant shear force
Vu
 = ( V2 + P2 )0.5
 = 31.43
[kips]


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

Plate thickness & depth
tp
 = 0.375
[in]
L
 = 8.750
[in]

 
Shear resistance provided
Rn
 = 1500 π
L t3p/a2
 = 618.50
[kips]
AISC 14th  Eq 10-6
Resistance factor-LRFD
φ
 = 0.90
AISC 14th  Eq 10-6
φ Rn
 = 
 = 556.65
[kips]

ratio
 = 0.06
 > Vu
OK
 
Shear Tab - Plate Flexural Buckling
ratio = 31.43 / 82.10
= 0.38
PASS
Shear tab size
depth
 = 8.750
[in]
thick
 = 0.375
[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
 = 0.375
[in]

Shear tab steel yield stress
Fy
 = 50.0
[ksi]

 
Plate buckling factor
λ
 = 
h0 √Fy/10 tw √475 +280 ( h0 /c )2
 = 0.204
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
 = 
 = 31.43
[kips]

 
Shear tab net elastic modulus
Snet
 = 
 = 3.421
[in3]

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

Shear resistance
Rn
 = Fcr Snet / a
 = 91.22
[kips]
AISC 14th  Eq 9-19
Resistance factor-LRFD
φ
 = 0.90
AISC 14th  Eq 9-19
φ Rn
 = 
 = 82.10
[kips]

ratio
 = 0.38
 > Vu
OK
 
Shear Tab - Plate Shear/Axial Compression Interact
ratio =
= 0.15
PASS
Shear Tab Forces
Shear V
 = 31.43
[kips]
Axial P
 = 0.34
[kips]   in compression
 
Shear tab size
depth hp
 = 8.750
[in]
thickness tp
 = 0.375
[in]

Shear tab material strength
Fy
 = 50.0
[ksi]
E
 = 29000
[ksi]

Plate Compressive Capacity

Plate gross area in compression
Ag
 = hp tp
 = 3.281
[in2]

 
Plate radius of gyration
r
 = tp / √12
 = 0.108
[in]

Plate effective length factor
K
 = 
 = 1.00

Plate unbraced length
Lu
 = 
 = 1.875
[in]

Plate slenderness
KL/r
 = 1.00 x Lu  / r
 = 17.32


when  
KL/r
  ≤  25
AISC 14th  J4.4 (a)
Plate compression provided
Pn
 = Fy x Ag
 = 164.06
[kips]
AISC 14th  Eq J4-6
 
Axial compression force
Pu
 = from user input
 = 0.34
[kips]

 
Plate Flexural Buckling Capacity

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
 = 0.375
[in]

Plate buckling factor
λ
 = 
h0 √Fy/10 tw √475 +280 ( h0 /c )2
 = 0.204
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 tab net elastic modulus
Snet
 = 
 = 3.421
[in3]

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

Shear resistance
Vn
 = Fcr Snet / a
 = 91.22
[kips]
AISC 14th  Eq 9-19
 
Shear force
Vu
 = from user input
 = 31.43
[kips]


 
Resistance factor-LRFD
φ
 = 0.90
AISC 14th  Eq 10-5
Shear-axial interaction
ratio
 = (
Vr/φ Vn
)2 + (
Pr/φ Pn
)2
 = 0.15
AISC 14th  Eq 10-5
 < 1.0
OK
 
 
Shear Tab - Compression Buckling
ratio = 0.34 / 147.66
= 0.00
PASS
Plate Compression Check


Plate size
width bp
 = 8.750
[in]
thickness tp
 = 0.375
[in]

Fy
 = 50.0
[ksi]
E
 = 29000
[ksi]

Plate gross area in compression
Ag
 = bp tp
 = 3.281
[in2]


Plate radius of gyration
r
 = tp / √12
 = 0.108
[in]

Plate effective length factor
K
 = 
 = 1.00
Plate unbraced length
Lu
 = 
 = 1.875
[in]

Plate slenderness
KL/r
 = 1.00 x Lu  / r
 = 17.32

Plate compression required
Pu
 = 
 = 0.34
[kips]


when  
KL/r
  ≤  25
AISC 14th  J4.4 (a)
Plate compression provided
Rn
 = Fy x Ag
 = 164.06
[kips]
AISC 14th  Eq J4-6
Bolt resistance factor-LRFD
φ
 = 0.90
AISC 14th  J4.4 (a)
φ Rn
 = 
 = 147.66
[kips]

ratio
 = 0.00
 > Pu
OK
 
 
Bolt Group Eccentricity
 
Bolt group forces
shear V
 = 31.43
[kips]
axial P
 = 0.34
[kips]

Bolt group resultant force
R
 = ( V2 + P2 )0.5
 = 31.43
[kips]

Resultant force to ver Y axis angle
θ
 = tan-1 (P / V)
 = 0.62
[°]


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
 = 
 = 0.62
[°]

 
Bolt group coefficient C
C
 = from AISC 14th  Table 7-6 ~ 7-13
 = 2.288

Bolt group eccentricity coefficient
Cec
 = C / ( nr x nc )
 = 0.763

 
Shear Tab / Beam Web - Bolt Shear
ratio = 31.43 / 40.96
= 0.77
PASS
Bolt group forces
shear V
 = 31.43
[kips]
axial P
 = 0.34
[kips]

Bolt group resultant force
R
 = ( V2 + P2 )0.5
 = 31.43
[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
 = 0.763

Required shear strength
Vu
 = 
 = 31.43
[kips]

Bolt shear strength
Rn
 = Fnv Ab ns m Cec
 = 54.61
[kips]
AISC 14th  Eq J3-1
Bolt resistance factor-LRFD
φ
 = 0.75
AISC 14th  Eq J3-1
φ Rn
 = 
 = 40.96
[kips]

ratio
 = 0.77
 > Vu
OK
 
 
Shear Tab to Hor Beam Web Weld Strength
ratio = 31.43 / 89.28
= 0.35
PASS
Weld Group Forces
Shear V
 = 31.43
[kips]
Axial P
 = 0.00
[kips]   in compression
 
Shear force to bolt group CG ecc
ex
 = 
 = 1.875
[in]

Shear tab weld length
L
 = 
 = 8.750
[in]

 
Shear force in demand
Vu
 = from user input
 = 31.43
[kips]


Fillet Weld Strength Calc
Fillet weld leg size
w
 = 5⁄16
[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
rw
 = 0.6 (C1 x 70 ksi) 0.707 w n C2
 = 18.559
[kip/in]
AISC 14th  Eq 8-1

Base metal - shear tab
thickness t
 = 0.375
[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
rb
 = 0.6 Fu t
 = 14.625
[kip/in]
AISC 14th  Eq J4-4

Weld stress reduction factor due to less base metal strength
C3
 = rb / rw   when rb < rw
 = 0.788


Table 8-4 Coefficient C for Eccentrically Loaded Weld Group
AISC 14th  Table 8-4
a
 = ex / L
 = 0.21

C
 = C value in Table 8-4 when k=0
 = 3.453


Weld coefficients
C
 = 3.453
C1
 = 1.000

C3
 = 0.788

Weld size & length
D
 = 5.000
[1/16]
L
 = 8.750
[in]

 
Weld strength
Rn
 = C C1 C3 D L
 = 119.04
[kips]
AISC 14th  Table 8-4
Resistance factor-LRFD
φ
 = 0.75

φ Rn
 = 
 = 89.28
[kips]

ratio
 = 0.35
 > Vu
OK