Result Summary - Overall
Vertical Brace Connection
Code=AISC 360-10 LRFD
 
Result Summary - Overall
geometries & weld limitations = PASS
limit states max ratio 
= 0.88
PASS
 
Brace to Gusset
geometries & weld limitations = PASS
limit states max ratio 
= 0.88
PASS
 
Gusset to Beam
geometries & weld limitations = PASS
limit states max ratio 
= 0.28
PASS
 
 
Sketch
Vertical Brace Connection
Code=AISC 360-10 LRFD
 
 
 
 
Members & Components Summary
Member
Brace Connection
Code=AISC 360-10 LRFD
 
Column 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 axial force
P
 = from user input
 = -50.00
[kips]
in tension
Brace to ver line angle
θ
 = from user input
 = 45.0
[°]

 
Gusset - column axial
N
 = P sin θ
 = -35.36
[kips]
in tension
 
Gusset - column shear
V
 = P cos θ
 = -35.36
[kips]

 

Brace Axial Force Load Case 2

Brace axial force
P
 = from user input
 = 50.00
[kips]
in compression
Brace to ver line angle
θ
 = from user input
 = 45.0
[°]

 
Gusset - column axial
N
 = P sin θ
 = 35.36
[kips]
in compression
 
Gusset - column shear
V
 = P cos θ
 = 35.36
[kips]

 
 
Brace to Gusset
Sect=W8X24
PLC1 =-50.00 kips (T)
PLC2 =50.00 kips (C)
Code=AISC 360-10 LRFD
 
Result Summary
geometries & weld limitations = PASS
limit states max ratio 
= 0.88
PASS
 
 
Geometry Restriction Checks - W Brace to Gusset
PASS
Min Bolt Edge Distance - W Brace 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 W Brace to Gusset
Le
 = 
 = 1.625
[in]

 > Le-min
OK
Min Bolt Spacing - W Brace 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 W Brace to Gusset
Ls
 = 
 = 3.000
[in]

 > Ls-min
OK
 
 
 
 
Brace Force Load Case 1
Sect=W8X24
P =-50.00 kips (T)
ratio = 0.88
PASS
W Brace End with Blocked Flanges - Tensile Yield
ratio = 50.00 / 206.01
= 0.24
PASS
W brace section
 = W8X24

d
 = 7.930
[in]
bf
 = 6.500
[in]

tf
 = 0.400
[in]
tw
 = 0.245
[in]

A
 = 7.080
[in2]

Gross section area after taking out blocked flanges area
Ag
 = A - 0.5( bf - tw ) tf x 2
 = 4.578
[in2]


Gross area subject to tension
Ag
 = 
 = 4.578
[in2]

Steel yield strength
Fy
 = 
 = 50.0
[ksi]

Tensile force required
Pu
 = 
 = 50.00
[kips]

Tensile yielding strength
Rn
 = Fy Ag
 = 228.90
[kips]
AISC 14th  Eq D2-1
Resistance factor-LRFD
φ
 = 0.90
AISC 14th  D2 (a)
φ Rn
 = 
 = 206.01
[kips]
AISC 14th  Eq D2-1
ratio
 = 0.24
 > Pu
OK
 
W Brace End with Blocked Flanges - Tensile Rupture
ratio = 50.00 / 167.20
= 0.30
PASS
Section gross area
Ag
 = W8X24
 = 4.578
[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
web tw
 = 0.245
[in]

Tensile net area
An
 = Ag - nv dh tw
 = 4.149
[in2]


No of bolt column
nh
 = 3
bolt space sh
 = 3.000
[in]

Length of connection
L
 = ( nh -1 ) sh
 = 6.000
[in]

Eccentricity of connection
x
 = from sect W8X24
 = 1.041
[in]

Shear lag factor
U
 = 1 - x / L
 = 0.827
AISC 14th  Table D3.1

Tensile force required
Pu
 = 
 = 50.00
[kips]

Tensile effective net area
Ae
 = An U
 = 3.430
[in2]

Plate tensile strength
Fu
 = 
 = 65.0
[ksi]

Tensile rupture strength
Rn
 = Fu Ae
 = 222.93
[kips]
AISC 14th  Eq D2-2
Resistance factor-LRFD
φ
 = 0.75
AISC 14th  D2 (b)
φ Rn
 = 
 = 167.20
[kips]
AISC 14th  Eq D2-2
ratio
 = 0.30
 > Pu
OK
 
 
W Brace - Bolt Shear
ratio = 50.00 / 107.35
= 0.47
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
 = 6.0
shear plane m
 = 1

Required shear strength
Vu
 = 
 = 50.00
[kips]

Bolt shear strength
Rn
 = Fnv Ab ns m Cec
 = 143.14
[kips]
AISC 14th  Eq J3-1
Bolt resistance factor-LRFD
φ
 = 0.75
AISC 14th  Eq J3-1
φ Rn
 = 
 = 107.35
[kips]

ratio
 = 0.47
 > Vu
OK
 
W Brace - Slip Critical - W Brace Web/Gusset Plate
ratio = 50.00 / 56.95
= 0.88
PASS
Bolt dia & bolt pretension
dia db
 = 3⁄4
[in]
Pretension Tb
 = 28.00
[kips]
AISC 14th  Table J3.1
Surface class
 = Class A
Slip coeff. μ
 = 0.30
AISC 14th  J3.8
Min. bolt pretension
Du
 = 1.13
Filler factor hf
 = 1.00
AISC 14th  J3.8
No of bolt row & column
nr
 = 2
nc
 = 3

No of slip plane
ns
 = 1

Bolt group eccentricity coefficient
Cec
 = 
 = 1.000

Required shear strength
Vu
 = 
 = 50.00
[kips]

Slip resistance
Rn
 = μ Du hf Tb ns nr nc Cec
 = 56.95
[kips]
AISC 14th  Eq J3-4
Resistance factor-LRFD
φ
 = 1.00
for standard size or SSLT hole
AISC 14th  J3.8
φ Rn
 = 
 = 56.95
[kips]

ratio
 = 0.88
 > Vu
OK
 
W Brace - Bolt Bearing on W Brace Web
ratio = 50.00 / 107.35
= 0.47
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
 = 0.245
[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
 = 52.25 ≤ 35.83
 = 35.83
[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
 = 29.11 ≤ 35.83
 = 29.11
[kips]

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


Number of bolt
interior nin
 = 4
edge ned
 = 2

Bolt bearing strength for all bolts
Rn
 = nin Rn-in + ned Rn-ed
 = 143.14
[kips]

Required shear strength
Vu
 = 
 = 50.00
[kips]

Bolt resistance factor-LRFD
φ
 = 0.75
AISC 14th  J3-10
φ Rn
 = 
 = 107.35
[kips]

ratio
 = 0.47
 > Vu
OK
 
W Brace - Bolt Bearing on Gusset Plate
ratio = 50.00 / 107.35
= 0.47
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
 = 0.375
[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
 = 79.98 ≤ 54.84
 = 54.84
[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
 = 44.56 ≤ 54.84
 = 44.56
[kips]

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


Number of bolt
interior nin
 = 4
edge ned
 = 2

Bolt bearing strength for all bolts
Rn
 = nin Rn-in + ned Rn-ed
 = 143.14
[kips]

Required shear strength
Vu
 = 
 = 50.00
[kips]

Bolt resistance factor-LRFD
φ
 = 0.75
AISC 14th  J3-10
φ Rn
 = 
 = 107.35
[kips]

ratio
 = 0.47
 > Vu
OK
 
W Brace Web - Block Shear - Center Strip
ratio = 50.00 / 115.26
= 0.43
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
 = 0.245
[in]

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

Bolt no in ver & hor dir
nv
 = 2
nh
 = 3

Bolt spacing in ver & hor dir
sv
 = 4.000
[in]
sh
 = 3.000
[in]

Bolt edge dist in ver & hor dir
ev
 = 1.965
[in]
eh
 = 1.625
[in]


Gross area subject to shear
Agv
 = [ (nh - 1) sh + eh ] tp x 2
 = 3.736
[in2]

Net area subject to shear
Anv
 = Agv - [(nh - 1)+ 0.5] dh tp x2
 = 2.664
[in2]

Net area subject to tension
when sheared out by center strip
Ant
 = ( nv - 1) ( sv - dh ) tp
 = 0.766
[in2]


Block shear strength required
Vu
 = 
 = 50.00
[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 ) +
 = 153.68
[kips]
AISC 14th  Eq J4-5
Ubs Fu Ant

Resistance factor-LRFD
φ
 = 0.75
AISC 14th  Eq J4-5
φ Rn
 = 
 = 115.26
[kips]

ratio
 = 0.43
 > Vu
OK
 
 
Gusset Plate - Tensile Yield (Whitmore)
ratio = 50.00 / 184.41
= 0.27
PASS
Plate Tensile Yielding Check


Plate size
width bp
 = 10.928
[in]
thickness tp
 = 0.375
[in]

Plate yield strength
Fy
 = 50.0
[ksi]

Plate gross area in shear
Ag
 = bp tp
 = 4.098
[in2]

Tensile force required
Pu
 = 
 = 50.00
[kips]

Plate tensile yielding strength
Rn
 = Fy Ag
 = 204.90
[kips]
AISC 14th  Eq J4-1
Resistance factor-LRFD
φ
 = 0.90
AISC 14th  Eq J4-1
φ Rn
 = 
 = 184.41
[kips]

ratio
 = 0.27
 > Pu
OK
 
Gusset Plate - Tensile Rupture (Whitmore)
ratio = 50.00 / 167.79
= 0.30
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
 = 10.928
[in]
thickness tp
 = 0.375
[in]

Plate tensile strength
Fu
 = 65.0
[ksi]

Plate net area in tension
Ant
 = ( bp - n dh ) tp
 = 3.442
[in2]

Tensile force required
Pu
 = 
 = 50.00
[kips]

Plate tensile rupture strength
Rn
 = Fu Ant
 = 223.71
[kips]
AISC 14th  Eq J4-2
Resistance factor-LRFD
φ
 = 0.75
AISC 14th  Eq J4-2
φ Rn
 = 
 = 167.79
[kips]
AISC 14th  Eq J4-2
ratio
 = 0.30
 > Pu
OK
 
Gusset Plate - Block Shear - Center Strip
ratio = 50.00 / 176.41
= 0.28
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
 = 2
nh
 = 3

Bolt spacing in ver & hor dir
sv
 = 4.000
[in]
sh
 = 3.000
[in]

Bolt edge dist in ver & hor dir
ev
 = 1.965
[in]
eh
 = 1.625
[in]


Gross area subject to shear
Agv
 = [ (nh - 1) sh + eh ] tp x 2
 = 5.719
[in2]

Net area subject to shear
Anv
 = Agv - [(nh - 1)+ 0.5] dh tp x2
 = 4.078
[in2]

Net area subject to tension
when sheared out by center strip
Ant
 = ( nv - 1) ( sv - dh ) tp
 = 1.172
[in2]


Block shear strength required
Vu
 = 
 = 50.00
[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 ) +
 = 235.22
[kips]
AISC 14th  Eq J4-5
Ubs Fu Ant

Resistance factor-LRFD
φ
 = 0.75
AISC 14th  Eq J4-5
φ Rn
 = 
 = 176.41
[kips]

ratio
 = 0.28
 > Vu
OK
 
 
 
Brace Force Load Case 2
Sect=W8X24
P =50.00 kips (C)
ratio = 0.88
PASS
W Brace - Bolt Shear
ratio = 50.00 / 107.35
= 0.47
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
 = 6.0
shear plane m
 = 1

Required shear strength
Vu
 = 
 = 50.00
[kips]

Bolt shear strength
Rn
 = Fnv Ab ns m Cec
 = 143.14
[kips]
AISC 14th  Eq J3-1
Bolt resistance factor-LRFD
φ
 = 0.75
AISC 14th  Eq J3-1
φ Rn
 = 
 = 107.35
[kips]

ratio
 = 0.47
 > Vu
OK
 
W Brace - Slip Critical - W Brace Web/Gusset Plate
ratio = 50.00 / 56.95
= 0.88
PASS
Bolt dia & bolt pretension
dia db
 = 3⁄4
[in]
Pretension Tb
 = 28.00
[kips]
AISC 14th  Table J3.1
Surface class
 = Class A
Slip coeff. μ
 = 0.30
AISC 14th  J3.8
Min. bolt pretension
Du
 = 1.13
Filler factor hf
 = 1.00
AISC 14th  J3.8
No of bolt row & column
nr
 = 2
nc
 = 3

No of slip plane
ns
 = 1

Bolt group eccentricity coefficient
Cec
 = 
 = 1.000

Required shear strength
Vu
 = 
 = 50.00
[kips]

Slip resistance
Rn
 = μ Du hf Tb ns nr nc Cec
 = 56.95
[kips]
AISC 14th  Eq J3-4
Resistance factor-LRFD
φ
 = 1.00
for standard size or SSLT hole
AISC 14th  J3.8
φ Rn
 = 
 = 56.95
[kips]

ratio
 = 0.88
 > Vu
OK
 
W Brace - Bolt Bearing on W Brace Web
ratio = 50.00 / 107.35
= 0.47
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
 = 0.245
[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
 = 52.25 ≤ 35.83
 = 35.83
[kips]

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


Number of bolt
interior nin
 = 6

Bolt bearing strength for all bolts
Rn
 = nin Rn-in
 = 143.14
[kips]

Required shear strength
Vu
 = 
 = 50.00
[kips]

Bolt resistance factor-LRFD
φ
 = 0.75
AISC 14th  J3-10
φ Rn
 = 
 = 107.35
[kips]

ratio
 = 0.47
 > Vu
OK
 
W Brace - Bolt Bearing on Gusset Plate
ratio = 50.00 / 107.35
= 0.47
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
 = 0.375
[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
 = 79.98 ≤ 54.84
 = 54.84
[kips]

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


Number of bolt
interior nin
 = 6

Bolt bearing strength for all bolts
Rn
 = nin Rn-in
 = 143.14
[kips]

Required shear strength
Vu
 = 
 = 50.00
[kips]

Bolt resistance factor-LRFD
φ
 = 0.75
AISC 14th  J3-10
φ Rn
 = 
 = 107.35
[kips]

ratio
 = 0.47
 > Vu
OK
 
 
Gusset Plate - Compression (Whitmore)
ratio = 50.00 / 118.68
= 0.42
PASS
Plate Compression Check


Plate size
width bp
 = 10.928
[in]
thickness tp
 = 0.375
[in]

Fy
 = 50.0
[ksi]
E
 = 29000
[ksi]

Plate gross area in compression
Ag
 = bp tp
 = 4.098
[in2]


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

Plate effective length factor
K
 = 
 = 1.20
Plate unbraced length
Lu
 = 
 = 7.004
[in]

Plate slenderness
KL/r
 = 1.20 x Lu  / r
 = 77.64


when  
KL/r
  >  25 , use Chapter E
AISC 14th  J4.4 (b)
Elastic buckling stress
Fe
 = 
π2 E/( KL/r )2
 = 47.48
[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
 = 32.18
[ksi]
AISC 14th  Eq E3-2

Plate compression required
Pu
 = 
 = 50.00
[kips]

Plate compression provided
Rn
 = Fcr x Ag
 = 131.86
[kips]
AISC 14th  Eq E3-1
Bolt resistance factor-LRFD
φ
 = 0.90
AISC 14th  E1
φ Rn
 = 
 = 118.68
[kips]

ratio
 = 0.42
 > Pu
OK
 
 
Gusset to Beam
Direct Weld Connection
Code=AISC 360-10 LRFD
 
Result Summary
geometries & weld limitations = PASS
limit states max ratio 
= 0.28
PASS
 
 
Weld Limitation Checks - Gusset to Column
PASS
Min Fillet Weld Size

Thinner part joined thickness
t
 = 
 = 0.375
[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
 = 
 = 20.000
[in]

 > Lmin
OK
 
 
 
 
Brace Force Load Case 1
Gusset plate t=0.375
P = -50.00 kips (T)
ratio = 0.28
PASS
Gusset Plate - Shear Yielding
ratio = 35.36 / 225.00
= 0.16
PASS
Plate Shear Yielding Check


Plate size
width bp
 = 20.000
[in]
thickness tp
 = 0.375
[in]

Plate yield strength
Fy
 = 50.0
[ksi]

Plate gross area in shear
Agv
 = bp tp
 = 7.500
[in2]

Shear force required
Vu
 = 
 = 35.36
[kips]

Plate shear yielding strength
Rn
 = 0.6 Fy Agv
 = 225.00
[kips]
AISC 14th  Eq J4-3
Resistance factor-LRFD
φ
 = 1.00
AISC 14th  Eq J4-3
φ Rn
 = 
 = 225.00
[kips]

ratio
 = 0.16
 > Vu
OK
 
Gusset Plate - Shear Rupture
ratio = 35.36 / 219.38
= 0.16
PASS
Plate Shear Rupture Check


Plate size
width bp
 = 20.000
[in]
thickness tp
 = 0.375
[in]

Plate tensile strength
Fu
 = 65.0
[ksi]

Plate net area in shear
Anv
 = bp tp
 = 7.500
[in2]

Shear force in demand
Vu
 = 
 = 35.36
[kips]

Plate shear rupture strength
Rn
 = 0.6 Fu Anv
 = 292.50
[kips]
AISC 14th  Eq J4-4
Resistance factor-LRFD
φ
 = 0.75
AISC 14th  Eq J4-4
φ Rn
 = 
 = 219.38
[kips]

ratio
 = 0.16
 > Vu
OK
 
 
Gusset Plate - Axial Tensile Yield
ratio = 35.36 / 337.50
= 0.10
PASS
Plate Tensile Yielding Check


Plate size
width bp
 = 20.000
[in]
thickness tp
 = 0.375
[in]

Plate yield strength
Fy
 = 50.0
[ksi]

Plate gross area in shear
Ag
 = bp tp
 = 7.500
[in2]

Tensile force required
Pu
 = 
 = 35.36
[kips]

Plate tensile yielding strength
Rn
 = Fy Ag
 = 375.00
[kips]
AISC 14th  Eq J4-1
Resistance factor-LRFD
φ
 = 0.90
AISC 14th  Eq J4-1
φ Rn
 = 
 = 337.50
[kips]

ratio
 = 0.10
 > Pu
OK
 
Gusset Plate - Axial Tensile Rupture
ratio = 35.36 / 365.63
= 0.10
PASS
Plate Tensile Rupture Check


Plate size
width bp
 = 20.000
[in]
thickness tp
 = 0.375
[in]

Plate tensile strength
Fu
 = 65.0
[ksi]

Plate net area in tension
Ant
 = bp tp
 = 7.500
[in2]

Tensile force required
Pu
 = 
 = 35.36
[kips]

Plate tensile rupture strength
Rn
 = Fu Ant
 = 487.50
[kips]
AISC 14th  Eq J4-2
Resistance factor-LRFD
φ
 = 0.75
AISC 14th  Eq J4-2
φ Rn
 = 
 = 365.63
[kips]
AISC 14th  Eq J4-2
ratio
 = 0.10
 > Pu
OK
 
 
Gusset Plate - Flexural Yield Interact
ratio =
= 0.04
PASS
Gusset plate
width bp
 = 20.000
[in]
thick tp
 = 0.375
[in]

yield Fy
 = 50.0
[ksi]

Shear plate - gross area
Ag
 = bp x tp
 = 7.500
[in2]

Shear plate - plastic modulus
Zp
 = ( bp x t2p ) / 4
 = 37.500
[in3]

Flexural strength available
Mc
 = φ Fy Zp     φ=0.90
 = 140.63
[kip-ft]

Flexural strength required
Mr
 = from gusset interface forces calc
 = 0.00
[kip-ft]

 
Axial strength available
Pc
 = from axial tensile yield check
 = 337.50
[kips]

Axial strength required
Pr
 = from gusset interface forces calc
 = 35.36
[kips]

 
Shear strength available
Vc
 = from shear yielding check
 = 225.00
[kips]

Shear strength required
Vr
 = from gusset interface forces calc
 = 35.36
[kips]

 
Flexural yield interaction
ratio
 = (
Vr/Vc
)2 + (
Pr/Pc
+
Mr/Mc
)2
 = 0.04
AISC 14th  Eq 10-5
 < 1.0
OK
 
Gusset Plate - Flexural Rupture Interact
ratio =
= 0.04
PASS
Gusset plate
width bp
 = 20.000
[in]
thick tp
 = 0.375
[in]

tensile Fu
 = 65.0
[ksi]

Net area of plate
An
 = bp x tp
 = 7.500
[in2]

Plastic modulus of net section
Znet
 = ( bp x t2p ) / 4
 = 37.500
[in3]

Flexural strength available
Mc
 = φ Fu Znet     φ=0.75
 = 152.34
[kip-ft]

Flexural strength required
Mr
 = from gusset interface forces calc
 = 0.00
[kip-ft]

 
Axial strength available
Pc
 = from axial tensile rupture check
 = 365.63
[kips]

Axial strength required
Pr
 = from gusset interface forces calc
 = 35.36
[kips]

 
Shear strength available
Vc
 = from shear rupture check
 = 219.38
[kips]

Shear strength required
Vr
 = from gusset interface forces calc
 = 35.36
[kips]

 
Flexural rupture interaction
ratio
 = (
Vr/Vc
)2 + (
Pr/Pc
+
Mr/Mc
)2
 = 0.04
AISC 14th  Eq 10-5
 < 1.0
OK
 
 
Gusset to Column Weld Strength
ratio = 2.50 / 8.78
= 0.28
PASS
Gusset to Column Interface - Forces
shear Vc
 = 35.36
[kips]
axial Hc
 = -35.36
[kips]   in tension
moment Mc
 = 0.00
[kip-ft]

Gusset-column fillet weld length
Lwc
 = 
 = 20.000
[in]

Gusset to Column Interface - Combined Weld Stress
Weld stress from axial force
fa
 = Hc / Lwc
 = -1.768
[kip/in]
in tension
Weld stress from shear force
fv
 = Vc / Lwc
 = 1.768
[kip/in]

Weld stress from moment force
fb
 = 
M/L2 / 6
 = 0.000
[kip/in]

Weld stress combined - max
fmax
 = [ (fa - fb )2 + f2v ]0.5
 = 2.500
[kip/in]
AISC 14th  Eq 8-11
Weld resultant load angle
θ
 = tan-1 [( fb - fa ) / fv ]
 = 45.0
[°]

Fillet Weld Strength Calc
Fillet weld leg size
w
 = 5⁄16
[in]
load angle θ
 = 45.0
[°]

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 )
 = 1.30
AISC 14th  Page 8-9
Fillet weld shear strength
Rn-w
 = 0.6 (C1 x 70 ksi) 0.707 w n C2
 = 24.076
[kip/in]
AISC 14th  Eq 8-1

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

Base metal - gusset plate 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]

 
When gusset plate is directly welded to beam or column, apply 1.25 ductility factor
to allow adequate force redistribution in the weld group
AISC 14th  Page 13-11
 
Weld strength used for design after applying ductility factor
φ Rn
 = φ Rn x ( 1/1.25 )
 = 8.775
[kip/in]

ratio
 = 0.28
 > fmax
OK
 
 
Column Web Local Yielding
ratio = 35.36 / 370.23
= 0.10
PASS
 
Concentrated force from gusset
Pu
 = 
 = 35.36
[kips]

Column section
d
 = 11.900
[in]
tf
 = 0.515
[in]

tw
 = 0.295
[in]
k
 = 1.020
[in]

yield Fy
 = 50.0
[ksi]


Length of bearing
lb
 = Gusset/Column interface length
 = 20.000
[in]

Column web local yielding strength
Rn
 = Fy tw ( 5 k + lb )
 = 370.23
[kips]
AISC 14th  Eq J10-2
Resistance factor-LRFD
φ
 = 1.00
φ Rn
 = 
 = 370.23
[kips]

ratio
 = 0.10
 > Pu
OK
 
 
 
 
Brace Force Load Case 2
Gusset plate t=0.375
P = 50.00 kips (C)
ratio = 0.20
PASS
Gusset Plate - Shear Yielding
ratio = 35.36 / 225.00
= 0.16
PASS
Plate Shear Yielding Check


Plate size
width bp
 = 20.000
[in]
thickness tp
 = 0.375
[in]

Plate yield strength
Fy
 = 50.0
[ksi]

Plate gross area in shear
Agv
 = bp tp
 = 7.500
[in2]

Shear force required
Vu
 = 
 = 35.36
[kips]

Plate shear yielding strength
Rn
 = 0.6 Fy Agv
 = 225.00
[kips]
AISC 14th  Eq J4-3
Resistance factor-LRFD
φ
 = 1.00
AISC 14th  Eq J4-3
φ Rn
 = 
 = 225.00
[kips]

ratio
 = 0.16
 > Vu
OK
 
Gusset Plate - Shear Rupture
ratio = 35.36 / 219.38
= 0.16
PASS
Plate Shear Rupture Check


Plate size
width bp
 = 20.000
[in]
thickness tp
 = 0.375
[in]

Plate tensile strength
Fu
 = 65.0
[ksi]

Plate net area in shear
Anv
 = bp tp
 = 7.500
[in2]

Shear force in demand
Vu
 = 
 = 35.36
[kips]

Plate shear rupture strength
Rn
 = 0.6 Fu Anv
 = 292.50
[kips]
AISC 14th  Eq J4-4
Resistance factor-LRFD
φ
 = 0.75
AISC 14th  Eq J4-4
φ Rn
 = 
 = 219.38
[kips]

ratio
 = 0.16
 > Vu
OK
 
 
Gusset Plate - Axial Tensile Yield
ratio = 35.36 / 337.50
= 0.10
PASS
Plate Tensile Yielding Check


Plate size
width bp
 = 20.000
[in]
thickness tp
 = 0.375
[in]

Plate yield strength
Fy
 = 50.0
[ksi]

Plate gross area in shear
Ag
 = bp tp
 = 7.500
[in2]

Tensile force required
Pu
 = 
 = 35.36
[kips]

Plate tensile yielding strength
Rn
 = Fy Ag
 = 375.00
[kips]
AISC 14th  Eq J4-1
Resistance factor-LRFD
φ
 = 0.90
AISC 14th  Eq J4-1
φ Rn
 = 
 = 337.50
[kips]

ratio
 = 0.10
 > Pu
OK
 
Gusset to Column Weld Strength
ratio = 1.77 / 8.78
= 0.20
PASS
Gusset to Column Interface - Forces
shear Vc
 = 35.36
[kips]
axial Hc
 = 35.36
[kips]   in compression
moment Mc
 = 0.00
[kip-ft]

Gusset-column fillet weld length
Lwc
 = 
 = 20.000
[in]

Gusset to Column Interface - Combined Weld Stress
Weld stress from axial force
fa
 = Hc / Lwc
 = 0.000
[kip/in]
in compression
Weld stress from shear force
fv
 = Vc / Lwc
 = 1.768
[kip/in]

Weld stress from moment force
fb
 = 
M/L2 / 6
 = 0.000
[kip/in]

Weld stress combined - max
fmax
 = fv
 = 1.768
[kip/in]
AISC 14th  Eq 8-11
Weld resultant load angle
θ
 = weld only has shear component
 = 0.0
[°]

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
Rn-w
 = 0.6 (C1 x 70 ksi) 0.707 w n C2
 = 18.559
[kip/in]
AISC 14th  Eq 8-1

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

Base metal - gusset plate 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]

 
When gusset plate is directly welded to beam or column, apply 1.25 ductility factor
to allow adequate force redistribution in the weld group
AISC 14th  Page 13-11
 
Weld strength used for design after applying ductility factor
φ Rn
 = φ Rn x ( 1/1.25 )
 = 8.775
[kip/in]

ratio
 = 0.20
 > fmax
OK
 
 
Column Web Local Yielding
ratio = 35.36 / 370.23
= 0.10
PASS
 
Concentrated force from gusset
Pu
 = 
 = 35.36
[kips]

Column section
d
 = 11.900
[in]
tf
 = 0.515
[in]

tw
 = 0.295
[in]
k
 = 1.020
[in]

yield Fy
 = 50.0
[ksi]


Length of bearing
lb
 = Gusset/Column interface length
 = 20.000
[in]

Column web local yielding strength
Rn
 = Fy tw ( 5 k + lb )
 = 370.23
[kips]
AISC 14th  Eq J10-2
Resistance factor-LRFD
φ
 = 1.00
φ Rn
 = 
 = 370.23
[kips]

ratio
 = 0.10
 > Pu
OK
 
Column Web Local Crippling
ratio = 35.36 / 264.67
= 0.13
PASS
 
Concentrated force from gusset
Pu
 = 
 = 35.36
[kips]

Column section
d
 = 11.900
[in]
tf
 = 0.515
[in]

tw
 = 0.295
[in]
k
 = 1.020
[in]

yield Fy
 = 50.0
[ksi]
E
 = 29000
[ksi]


Length of bearing
lb
 = Gusset/Column interface length
 = 20.000
[in]

 
when lN  ≥ d/2 , use Eq J10-4
AISC 14th  Eq J10-4
Column web local crippling strength
Rn
 = 0.8 t2w [1+3
lb/d
(
tw/tf
)1.5 ] x
 = 352.89
[kips]
AISC 14th  Eq J10-4
(
E Fy tf/tw
)0.5

Resistance factor-LRFD
φ
 = 0.75
AISC 14th  J10.3
φRn
 = 
 = 264.67
[kips]

ratio
 = 0.13
 > Pu
OK