Result Summary - Overall
Vertical Brace Connection
Code=AISC 360-10 LRFD
 
Result Summary - Overall
geometries & weld limitations = PASS
limit states max ratio 
= 0.97
PASS
 
Brace to Gusset
geometries & weld limitations = PASS
limit states max ratio 
= 0.97
PASS
 
Gusset to Column
geometries & weld limitations = PASS
limit states max ratio 
= 0.47
PASS
 
Gusset to Base Plate
geometries & weld limitations = PASS
limit states max ratio 
= 0.97
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

Refer to AISC DG29  Fig. 4-23 for all charts and definitions of variables and symbols shown in calculation below
 
Brace axial force
P
 = from user input
 = -100.00
[kips]
in tension
Brace to ver line angle
θ
 = from user input
 = 45.0
[°]

Brace force hor component
H
 = P sin θ
 = -70.71
[kips]

Brace force ver component
V
 = P cos θ
 = -70.71
[kips]

 
L
 = 18.098
[in]
clip
 = 0.750
[in]
AISC DG29  Fig. 4-23
β
 = 0.5 (L - clip) + clip
 = 9.424
[in]

Brace work point eccentricity
e
 = -1.000
[in]
column ec
 = 0.148
[in]
AISC DG29  Fig. 4-23
Gusset - column shear
V
 = P cos θ
 = -70.71
[kips]
AISC DG29  Fig. 4-23
Gusset - column axial
Hc
 = 
H e + V ec/β
 = 6.40
[kips]
in compression
 
Gusset - base plate shear
Hb
 = 
H ( β - e ) - V ec/β
 = -77.11
[kips]

 

Brace Axial Force Load Case 2

Refer to AISC DG29  Fig. 4-23 for all charts and definitions of variables and symbols shown in calculation below
 
Brace axial force
P
 = from user input
 = 100.00
[kips]
in compression
Brace to ver line angle
θ
 = from user input
 = 45.0
[°]

Brace force hor component
H
 = P sin θ
 = 70.71
[kips]

Brace force ver component
V
 = P cos θ
 = 70.71
[kips]

 
L
 = 18.098
[in]
clip
 = 0.750
[in]
AISC DG29  Fig. 4-23
β
 = 0.5 (L - clip) + clip
 = 9.424
[in]

Brace work point eccentricity
e
 = -1.000
[in]
column ec
 = 0.148
[in]
AISC DG29  Fig. 4-23
Gusset - column shear
V
 = P cos θ
 = 70.71
[kips]
AISC DG29  Fig. 4-23
Gusset - column axial
Hc
 = 
H e + V ec/β
 = -6.40
[kips]
in tension
 
Gusset - base plate shear
Hb
 = 
H ( β - e ) - V ec/β
 = 77.11
[kips]

 
 
Brace to Gusset
Sect=W8X24
PLC1 =-100.00 kips (T)
PLC2 =100.00 kips (C)
Code=AISC 360-10 LRFD
 
Result Summary
geometries & weld limitations = PASS
limit states max ratio 
= 0.97
PASS
 
 
Geometry Restriction Checks - Flange Angle to Gusset
PASS
Min Bolt Edge Distance - Flange Angle 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 Flange Angle to Gusset
Le
 = 
 = 1.125
[in]

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

 > Ls-min
OK
 
Geometry Restriction Checks - Flange Angle to Brace Flange
PASS
Min Bolt Edge Distance - Flange Angle to Brace Flange

Bolt diameter
db
 = 
 = 0.750
[in]

Min edge distance allowed
Le-min
 = 
 = 1.000
[in]
AISC 14th  Table J3.4
Min edge distance in Flange Angle to Brace Flange
Le
 = 
 = 1.125
[in]

 > Le-min
OK
Min Bolt Spacing - Flange Angle to Brace Flange

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 Flange Angle to Brace Flange
Ls
 = 
 = 3.000
[in]

 > Ls-min
OK
 
Geometry Restriction Checks - Web Plate to Gusset
PASS
Min Bolt Edge Distance - Web Plate 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 Web Plate to Gusset
Le
 = 
 = 1.375
[in]

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

 > Ls-min
OK
 
Geometry Restriction Checks - Web Plate to Brace Web
PASS
Min Bolt Edge Distance - Web Plate to Brace 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 Web Plate to Brace Web
Le
 = 
 = 1.375
[in]

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

 > Ls-min
OK
 
 
 
Brace Force Load Case 1
Sect=W8X24
P =-100.00 kips (T)
ratio = 0.97
PASS
Brace Axial Force Distribution
W shape section
bf
 = 6.500
[in]
tf
 = 0.400
[in]

A
 = 7.080
[in2]

 
Brace axial force
P
 = 
 = 100.00
[kips]
in compression
Force carried by w shape flange
Pf
 = P ( bf  tf  / A )
 = 36.72
[kips]

Force carried by w shape web
Pw
 = P - 2 Ptf
 = 26.55
[kips]

 
 
W Shape Brace - Tensile Yield
ratio = 100.00 / 318.60
= 0.31
PASS
Gross area subject to tension
Ag
 = 
 = 7.080
[in2]

Steel yield strength
Fy
 = 
 = 50.0
[ksi]

Tensile force required
Pu
 = 
 = 100.00
[kips]

Tensile yielding strength
Rn
 = Fy Ag
 = 354.00
[kips]
AISC 14th  Eq D2-1
Resistance factor-LRFD
φ
 = 0.90
AISC 14th  D2 (a)
φ Rn
 = 
 = 318.60
[kips]
AISC 14th  Eq D2-1
ratio
 = 0.31
 > Pu
OK
 
W Shape Brace - Tensile Rupture
ratio = 100.00 / 256.00
= 0.39
PASS
Section gross area
Ag
 = 
 = 7.080
[in2]

Tensile net area
An
 = 
 = 5.251
[in2]

Shear lag factor
U
 = 
 = 1.000
AISC 14th  Table D3.1
Tensile force required
Pu
 = 
 = 100.00
[kips]

Tensile effective net area
Ae
 = An U
 = 5.251
[in2]

Plate tensile strength
Fu
 = 
 = 65.0
[ksi]

Tensile rupture strength
Rn
 = Fu Ae
 = 341.33
[kips]
AISC 14th  Eq D2-2
Resistance factor-LRFD
φ
 = 0.75
AISC 14th  D2 (b)
φ Rn
 = 
 = 256.00
[kips]
AISC 14th  Eq D2-2
ratio
 = 0.39
 > Pu
OK
 
 
Flange Angle - Tensile Yield
ratio = 36.72 / 155.70
= 0.24
PASS
Gross area subject to tension
Ag
 = 
 = 3.460
[in2]

Steel yield strength
Fy
 = 
 = 50.0
[ksi]

Tensile force required
Pu
 = 
 = 36.72
[kips]

Tensile yielding strength
Rn
 = Fy Ag
 = 173.00
[kips]
AISC 14th  Eq D2-1
Resistance factor-LRFD
φ
 = 0.90
AISC 14th  D2 (a)
φ Rn
 = 
 = 155.70
[kips]
AISC 14th  Eq D2-1
ratio
 = 0.24
 > Pu
OK
 
Flange Angle - Tensile Rupture
ratio = 36.72 / 102.15
= 0.36
PASS
Section gross area
Ag
 = 2 L2-1/2X2-1/2X3/8
 = 3.460
[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
 = 1
angle leg t
 = 0.375
[in]

Tensile net area
An
 = Ag - nv dh t x 2
 = 2.804
[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 L21⁄2 x 21⁄2 x 3⁄8
 = 0.758
[in]

Shear lag factor
U
 = 1 - x / L
 = 0.747
AISC 14th  Table D3.1

Tensile force required
Pu
 = 
 = 36.72
[kips]

Tensile effective net area
Ae
 = An U
 = 2.095
[in2]

Plate tensile strength
Fu
 = 
 = 65.0
[ksi]

Tensile rupture strength
Rn
 = Fu Ae
 = 136.20
[kips]
AISC 14th  Eq D2-2
Resistance factor-LRFD
φ
 = 0.75
AISC 14th  D2 (b)
φ Rn
 = 
 = 102.15
[kips]
AISC 14th  Eq D2-2
ratio
 = 0.36
 > Pu
OK
 
Flange Angle - Brace Side - Bolt Shear
ratio = 36.72 / 71.57
= 0.51
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

Required shear strength
Vu
 = 
 = 36.72
[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
 = 0.51
 > Vu
OK
 
Flange Angle - Brace Side - Slip Critical - Angle/Brace Flange
ratio = 36.72 / 37.97
= 0.97
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
 = 2

No of slip plane
ns
 = 1

Bolt group eccentricity coefficient
Cec
 = 
 = 1.000

Required shear strength
Vu
 = 
 = 36.72
[kips]

Slip resistance
Rn
 = μ Du hf Tb ns nr nc Cec
 = 37.97
[kips]
AISC 14th  Eq J3-4
Resistance factor-LRFD
φ
 = 1.00
for standard size or SSLT hole
AISC 14th  J3.8
φ Rn
 = 
 = 37.97
[kips]

ratio
 = 0.97
 > Vu
OK
 
Flange Angle - Brace Side - Bolt Bearing on Angle
ratio = 36.72 / 71.57
= 0.51
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
 = 0.375
[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
 = 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
 = 35.42 ≤ 54.84
 = 35.42
[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
 = 
 = 36.72
[kips]

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

ratio
 = 0.51
 > Vu
OK
 
Flange Angle - Brace Side - Bolt Bearing on Brace Flange
ratio = 36.72 / 71.57
= 0.51
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
 = 0.400
[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
 = 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
 = 47.53 ≤ 58.50
 = 47.53
[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
 = 
 = 36.72
[kips]

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

ratio
 = 0.51
 > Vu
OK
 
Flange Angle - Block Shear - 1-Side Strip
ratio = 18.36 / 46.16
= 0.40
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
 = 2

Bolt spacing in hor dir
sh
 = 3.000
[in]

Bolt edge dist in ver & hor dir
ev
 = 1.125
[in]
eh
 = 1.375
[in]


Gross area subject to shear
Agv
 = [ (nh - 1) sh + eh ] tp
 = 1.641
[in2]

Net area subject to shear
Anv
 = Agv - [ (nh - 1) + 0.5 ] dh tp
 = 1.148
[in2]

Net area subject to tension
Ant
 = ( ev - 0.5 dh ) tp
 = 0.258
[in2]


Block shear strength required
Vu
 = 
 = 18.36
[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 ) +
 = 61.55
[kips]
AISC 14th  Eq J4-5
Ubs Fu Ant

Resistance factor-LRFD
φ
 = 0.75
AISC 14th  Eq J4-5
φ Rn
 = 
 = 46.16
[kips]

ratio
 = 0.40
 > Vu
OK
 
Brace Flange - Block Shear - 1-Side Strip
ratio = 18.36 / 63.14
= 0.29
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
 = 1.688
[in]
eh
 = 1.625
[in]


Gross area subject to shear
Agv
 = [ (nh - 1) sh + eh ] tp
 = 1.850
[in2]

Net area subject to shear
Anv
 = Agv - [ (nh - 1) + 0.5 ] dh tp
 = 1.325
[in2]

Net area subject to tension
Ant
 = ( ev - 0.5 dh ) tp
 = 0.500
[in2]


Block shear strength required
Vu
 = 
 = 18.36
[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 ) +
 = 84.19
[kips]
AISC 14th  Eq J4-5
Ubs Fu Ant

Resistance factor-LRFD
φ
 = 0.75
AISC 14th  Eq J4-5
φ Rn
 = 
 = 63.14
[kips]

ratio
 = 0.29
 > Vu
OK
 
Flange Angle - Gusset PL Side - Bolt Shear
ratio = 36.72 / 71.57
= 0.51
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
 = 2.0
shear plane m
 = 2

Required shear strength
Vu
 = 
 = 36.72
[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
 = 0.51
 > Vu
OK
 
Flange Angle - Gusset PL Side - Slip Critical - Angle/Gusset PL
ratio = 36.72 / 37.97
= 0.97
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
 = 1
nc
 = 2

No of slip plane
ns
 = 2

Bolt group eccentricity coefficient
Cec
 = 
 = 1.000

Required shear strength
Vu
 = 
 = 36.72
[kips]

Slip resistance
Rn
 = μ Du hf Tb ns nr nc Cec
 = 37.97
[kips]
AISC 14th  Eq J3-4
Resistance factor-LRFD
φ
 = 1.00
for standard size or SSLT hole
AISC 14th  J3.8
φ Rn
 = 
 = 37.97
[kips]

ratio
 = 0.97
 > Vu
OK
 
Flange Angle - Gusset PL Side - Bolt Bearing on Angle
ratio = 18.36 / 35.78
= 0.51
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
 = 0.375
[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
 = 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
 = 35.42 ≤ 54.84
 = 35.42
[kips]

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


Number of bolt
interior nin
 = 1
edge ned
 = 1

Bolt bearing strength for all bolts
Rn
 = nin Rn-in + ned Rn-ed
 = 47.71
[kips]

Required shear strength
Vu
 = 
 = 18.36
[kips]

Bolt resistance factor-LRFD
φ
 = 0.75
AISC 14th  J3-10
φ Rn
 = 
 = 35.78
[kips]

ratio
 = 0.51
 > Vu
OK
 
Flange Angle - Gusset PL Side - Bolt Bearing on Gusset Plate
ratio = 36.72 / 69.21
= 0.53
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
 = 2 x Fnv Ab
 = 47.71
[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 )
 = 47.71
[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 )
 = 44.56
[kips]


Number of bolt
interior nin
 = 1
edge ned
 = 1

Bolt bearing strength for all bolts
Rn
 = nin Rn-in + ned Rn-ed
 = 92.27
[kips]

Required shear strength
Vu
 = 
 = 36.72
[kips]

Bolt resistance factor-LRFD
φ
 = 0.75
AISC 14th  J3-10
φ Rn
 = 
 = 69.21
[kips]

ratio
 = 0.53
 > Vu
OK
 
 
Web Plate - Tensile Yield
ratio = 13.28 / 97.03
= 0.14
PASS
Plate Tensile Yielding Check


Plate size
width bp
 = 5.750
[in]
thickness tp
 = 0.375
[in]

Plate yield strength
Fy
 = 50.0
[ksi]

Plate gross area in shear
Ag
 = bp tp
 = 2.156
[in2]

Tensile force required
Pu
 = 
 = 13.28
[kips]

Plate tensile yielding strength
Rn
 = Fy Ag
 = 107.81
[kips]
AISC 14th  Eq J4-1
Resistance factor-LRFD
φ
 = 0.90
AISC 14th  Eq J4-1
φ Rn
 = 
 = 97.03
[kips]

ratio
 = 0.14
 > Pu
OK
 
Web Plate - Tensile Rupture
ratio = 13.28 / 73.13
= 0.18
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
 = 5.750
[in]
thickness tp
 = 0.375
[in]

Plate tensile strength
Fu
 = 65.0
[ksi]

Plate net area in tension
Ant
 = ( bp - n dh ) tp
 = 1.500
[in2]

Tensile force required
Pu
 = 
 = 13.28
[kips]

Plate tensile rupture strength
Rn
 = Fu Ant
 = 97.50
[kips]
AISC 14th  Eq J4-2
Resistance factor-LRFD
φ
 = 0.75
AISC 14th  Eq J4-2
φ Rn
 = 
 = 73.13
[kips]
AISC 14th  Eq J4-2
ratio
 = 0.18
 > Pu
OK
 
Web Plate - Brace Side - Bolt Shear
ratio = 26.55 / 143.14
= 0.19
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
 = 2

Required shear strength
Vu
 = 
 = 26.55
[kips]

Bolt shear strength
Rn
 = Fnv Ab ns m Cec
 = 190.85
[kips]
AISC 14th  Eq J3-1
Bolt resistance factor-LRFD
φ
 = 0.75
AISC 14th  Eq J3-1
φ Rn
 = 
 = 143.14
[kips]

ratio
 = 0.19
 > Vu
OK
 
Web Plate - Brace Side - Slip Critical - Web Plate/Brace Web
ratio = 26.55 / 75.94
= 0.35
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
 = 2

No of slip plane
ns
 = 2

Bolt group eccentricity coefficient
Cec
 = 
 = 1.000

Required shear strength
Vu
 = 
 = 26.55
[kips]

Slip resistance
Rn
 = μ Du hf Tb ns nr nc Cec
 = 75.94
[kips]
AISC 14th  Eq J3-4
Resistance factor-LRFD
φ
 = 1.00
for standard size or SSLT hole
AISC 14th  J3.8
φ Rn
 = 
 = 75.94
[kips]

ratio
 = 0.35
 > Vu
OK
 
Web Plate - Brace Side - Bolt Bearing on Web Plate
ratio = 13.28 / 71.57
= 0.19
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
 = 0.375
[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
 = 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
 = 35.42 ≤ 54.84
 = 35.42
[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
 = 
 = 13.28
[kips]

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

ratio
 = 0.19
 > Vu
OK
 
Web Plate - Brace Side - Bolt Bearing on Brace Web
ratio = 26.55 / 97.42
= 0.27
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
 = 2 x Fnv Ab
 = 47.71
[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 )
 = 35.83
[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 )
 = 29.11
[kips]


Number of bolt
interior nin
 = 2
edge ned
 = 2

Bolt bearing strength for all bolts
Rn
 = nin Rn-in + ned Rn-ed
 = 129.89
[kips]

Required shear strength
Vu
 = 
 = 26.55
[kips]

Bolt resistance factor-LRFD
φ
 = 0.75
AISC 14th  J3-10
φ Rn
 = 
 = 97.42
[kips]

ratio
 = 0.27
 > Vu
OK
 
Web Plate - Block Shear - Center Strip
ratio = 13.28 / 106.03
= 0.13
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
 = 2

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
 = 3.281
[in2]

Net area subject to shear
Anv
 = Agv - [(nh - 1)+ 0.5] dh tp x2
 = 2.297
[in2]

Net area subject to tension
when sheared out by center strip
Ant
 = ( nv - 1) ( sv - dh ) tp
 = 0.797
[in2]


Block shear strength required
Vu
 = 
 = 13.28
[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 ) +
 = 141.38
[kips]
AISC 14th  Eq J4-5
Ubs Fu Ant

Resistance factor-LRFD
φ
 = 0.75
AISC 14th  Eq J4-5
φ Rn
 = 
 = 106.03
[kips]

ratio
 = 0.13
 > Vu
OK
 
Web Plate - Block Shear - 1-Side Strip
ratio = 13.28 / 89.58
= 0.15
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
 = 2
nh
 = 2

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
 = 1.641
[in2]

Net area subject to shear
Anv
 = Agv - [(nh - 1)+ 0.5] dh tp
 = 1.148
[in2]

Net area subject to tension
when sheared out by side strip
Ant
 = [(nv -1)sv +ev -((nv - 1)+0.5)dh ] tp
 = 1.148
[in2]


Block shear strength required
Vu
 = 
 = 13.28
[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 ) +
 = 119.44
[kips]
AISC 14th  Eq J4-5
Ubs Fu Ant

Resistance factor-LRFD
φ
 = 0.75
AISC 14th  Eq J4-5
φ Rn
 = 
 = 89.58
[kips]

ratio
 = 0.15
 > Vu
OK
 
Web Plate - Block Shear - 2-Side Strip
ratio = 13.28 / 101.46
= 0.13
PASS
Plate Block Shear - 2 Side Strips


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
 = 2

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
 = 3.281
[in2]

Net area subject to shear
Anv
 = Agv - [(nh - 1)+ 0.5] dh tp x2
 = 2.297
[in2]

Net area subject to tension
when sheared out by 2 side strips
Ant
 = ( ev - 0.5 dh ) tp x 2
 = 0.703
[in2]


Block shear strength required
Vu
 = 
 = 13.28
[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 ) +
 = 135.28
[kips]
AISC 14th  Eq J4-5
Ubs Fu Ant

Resistance factor-LRFD
φ
 = 0.75
AISC 14th  Eq J4-5
φ Rn
 = 
 = 101.46
[kips]

ratio
 = 0.13
 > Vu
OK
 
Brace Web - Block Shear - Center Strip
ratio = 26.55 / 72.86
= 0.36
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
 = 2

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

Bolt edge dist in ver & hor dir
ev
 = 2.465
[in]
eh
 = 1.625
[in]


Gross area subject to shear
Agv
 = [ (nh - 1) sh + eh ] tp x 2
 = 2.266
[in2]

Net area subject to shear
Anv
 = Agv - [(nh - 1)+ 0.5] dh tp x2
 = 1.623
[in2]

Net area subject to tension
when sheared out by center strip
Ant
 = ( nv - 1) ( sv - dh ) tp
 = 0.521
[in2]


Block shear strength required
Vu
 = 
 = 26.55
[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 ) +
 = 97.14
[kips]
AISC 14th  Eq J4-5
Ubs Fu Ant

Resistance factor-LRFD
φ
 = 0.75
AISC 14th  Eq J4-5
φ Rn
 = 
 = 72.86
[kips]

ratio
 = 0.36
 > Vu
OK
 
 
Web Plate - Gusset PL Side - Bolt Shear
ratio = 26.55 / 143.14
= 0.19
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
 = 2

Required shear strength
Vu
 = 
 = 26.55
[kips]

Bolt shear strength
Rn
 = Fnv Ab ns m Cec
 = 190.85
[kips]
AISC 14th  Eq J3-1
Bolt resistance factor-LRFD
φ
 = 0.75
AISC 14th  Eq J3-1
φ Rn
 = 
 = 143.14
[kips]

ratio
 = 0.19
 > Vu
OK
 
Web Plate - Gusset PL Side - Slip Critical - Web Plate/Gusset PL
ratio = 26.55 / 75.94
= 0.35
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
 = 2

No of slip plane
ns
 = 2

Bolt group eccentricity coefficient
Cec
 = 
 = 1.000

Required shear strength
Vu
 = 
 = 26.55
[kips]

Slip resistance
Rn
 = μ Du hf Tb ns nr nc Cec
 = 75.94
[kips]
AISC 14th  Eq J3-4
Resistance factor-LRFD
φ
 = 1.00
for standard size or SSLT hole
AISC 14th  J3.8
φ Rn
 = 
 = 75.94
[kips]

ratio
 = 0.35
 > Vu
OK
 
Web Plate - Gusset PL Side - Bolt Bearing on Web Plate
ratio = 13.28 / 71.57
= 0.19
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
 = 0.375
[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
 = 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
 = 35.42 ≤ 54.84
 = 35.42
[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
 = 
 = 13.28
[kips]

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

ratio
 = 0.19
 > Vu
OK
 
Web Plate - Gusset PL Side - Bolt Bearing on Gusset Plate
ratio = 26.55 / 138.41
= 0.19
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
 = 2 x Fnv Ab
 = 47.71
[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 )
 = 47.71
[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 )
 = 44.56
[kips]


Number of bolt
interior nin
 = 2
edge ned
 = 2

Bolt bearing strength for all bolts
Rn
 = nin Rn-in + ned Rn-ed
 = 184.55
[kips]

Required shear strength
Vu
 = 
 = 26.55
[kips]

Bolt resistance factor-LRFD
φ
 = 0.75
AISC 14th  J3-10
φ Rn
 = 
 = 138.41
[kips]

ratio
 = 0.19
 > Vu
OK
 
 
Gusset Plate at Web Plate - Block Shear - Center Strip
ratio = 26.55 / 111.52
= 0.24
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
 = 2

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

Bolt edge dist in ver & hor dir
ev
 = 2.465
[in]
eh
 = 1.625
[in]


Gross area subject to shear
Agv
 = [ (nh - 1) sh + eh ] tp x 2
 = 3.469
[in2]

Net area subject to shear
Anv
 = Agv - [(nh - 1)+ 0.5] dh tp x2
 = 2.484
[in2]

Net area subject to tension
when sheared out by center strip
Ant
 = ( nv - 1) ( sv - dh ) tp
 = 0.797
[in2]


Block shear strength required
Vu
 = 
 = 26.55
[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 ) +
 = 148.69
[kips]
AISC 14th  Eq J4-5
Ubs Fu Ant

Resistance factor-LRFD
φ
 = 0.75
AISC 14th  Eq J4-5
φ Rn
 = 
 = 111.52
[kips]

ratio
 = 0.24
 > Vu
OK
 
Gusset Plate Overall - Block Shear - Center Strip
ratio = 100.00 / 219.92
= 0.45
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
 = 4.0
nh
 = 2

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

Width of block shear strip
Wbs
 = 10.680
[in]


Gross area subject to shear
Agv
 = [ (nh - 1) sh + eh ] tp x 2
 = 3.469
[in2]

Net area subject to shear
Anv
 = Agv - [(nh - 1)+ 0.5] dh tp x2
 = 2.484
[in2]

Net area subject to tension
when sheared out by center strip
Ant
 = [ Wbs - (nv - 1) dh ] tp
 = 3.021
[in2]


Block shear strength required
Vu
 = 
 = 100.00
[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 ) +
 = 293.23
[kips]
AISC 14th  Eq J4-5
Ubs Fu Ant

Resistance factor-LRFD
φ
 = 0.75
AISC 14th  Eq J4-5
φ Rn
 = 
 = 219.92
[kips]

ratio
 = 0.45
 > Vu
OK
 
Gusset Plate - Tensile Yield (Whitmore)
ratio = 100.00 / 238.68
= 0.42
PASS
Plate Tensile Yielding Check


Plate size
width bp
 = 14.144
[in]
thickness tp
 = 0.375
[in]

Plate yield strength
Fy
 = 50.0
[ksi]

Plate gross area in shear
Ag
 = bp tp
 = 5.304
[in2]

Tensile force required
Pu
 = 
 = 100.00
[kips]

Plate tensile yielding strength
Rn
 = Fy Ag
 = 265.20
[kips]
AISC 14th  Eq J4-1
Resistance factor-LRFD
φ
 = 0.90
AISC 14th  Eq J4-1
φ Rn
 = 
 = 238.68
[kips]

ratio
 = 0.42
 > Pu
OK
 
Gusset Plate - Tensile Rupture (Whitmore)
ratio = 100.00 / 194.59
= 0.51
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
 = 4

Plate size
width bp
 = 14.144
[in]
thickness tp
 = 0.375
[in]

Plate tensile strength
Fu
 = 65.0
[ksi]

Plate net area in tension
Ant
 = ( bp - n dh ) tp
 = 3.992
[in2]

Tensile force required
Pu
 = 
 = 100.00
[kips]

Plate tensile rupture strength
Rn
 = Fu Ant
 = 259.45
[kips]
AISC 14th  Eq J4-2
Resistance factor-LRFD
φ
 = 0.75
AISC 14th  Eq J4-2
φ Rn
 = 
 = 194.59
[kips]
AISC 14th  Eq J4-2
ratio
 = 0.51
 > Pu
OK
 
 
 
Brace Force Load Case 2
Sect=W8X24
P =100.00 kips (C)
ratio = 0.97
PASS
Brace Axial Force Distribution
W shape section
bf
 = 6.500
[in]
tf
 = 0.400
[in]

A
 = 7.080
[in2]

 
Brace axial force
P
 = 
 = 100.00
[kips]
in compression
Force carried by w shape flange
Pf
 = P ( bf  tf  / A )
 = 36.72
[kips]

Force carried by w shape web
Pw
 = P - 2 Ptf
 = 26.55
[kips]

 
 
Flange Angle - Brace Side - Bolt Shear
ratio = 36.72 / 71.57
= 0.51
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

Required shear strength
Vu
 = 
 = 36.72
[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
 = 0.51
 > Vu
OK
 
Flange Angle - Brace Side - Slip Critical - Angle/Brace Flange
ratio = 36.72 / 37.97
= 0.97
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
 = 2

No of slip plane
ns
 = 1

Bolt group eccentricity coefficient
Cec
 = 
 = 1.000

Required shear strength
Vu
 = 
 = 36.72
[kips]

Slip resistance
Rn
 = μ Du hf Tb ns nr nc Cec
 = 37.97
[kips]
AISC 14th  Eq J3-4
Resistance factor-LRFD
φ
 = 1.00
for standard size or SSLT hole
AISC 14th  J3.8
φ Rn
 = 
 = 37.97
[kips]

ratio
 = 0.97
 > Vu
OK
 
Flange Angle - Brace Side - Bolt Bearing on Angle
ratio = 36.72 / 71.57
= 0.51
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
 = 4

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

Required shear strength
Vu
 = 
 = 36.72
[kips]

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

ratio
 = 0.51
 > Vu
OK
 
Flange Angle - Brace Side - Bolt Bearing on Brace Flange
ratio = 36.72 / 71.57
= 0.51
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
 = 
 = 36.72
[kips]

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

ratio
 = 0.51
 > Vu
OK
 
Flange Angle - Gusset PL Side - Bolt Shear
ratio = 36.72 / 71.57
= 0.51
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
 = 2.0
shear plane m
 = 2

Required shear strength
Vu
 = 
 = 36.72
[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
 = 0.51
 > Vu
OK
 
Flange Angle - Gusset PL Side - Slip Critical - Angle/Gusset PL
ratio = 36.72 / 37.97
= 0.97
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
 = 1
nc
 = 2

No of slip plane
ns
 = 2

Bolt group eccentricity coefficient
Cec
 = 
 = 1.000

Required shear strength
Vu
 = 
 = 36.72
[kips]

Slip resistance
Rn
 = μ Du hf Tb ns nr nc Cec
 = 37.97
[kips]
AISC 14th  Eq J3-4
Resistance factor-LRFD
φ
 = 1.00
for standard size or SSLT hole
AISC 14th  J3.8
φ Rn
 = 
 = 37.97
[kips]

ratio
 = 0.97
 > Vu
OK
 
Flange Angle - Gusset PL Side - Bolt Bearing on Angle
ratio = 18.36 / 35.78
= 0.51
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
 = 2

Bolt bearing strength for all bolts
Rn
 = nin Rn-in
 = 47.71
[kips]

Required shear strength
Vu
 = 
 = 18.36
[kips]

Bolt resistance factor-LRFD
φ
 = 0.75
AISC 14th  J3-10
φ Rn
 = 
 = 35.78
[kips]

ratio
 = 0.51
 > Vu
OK
 
Flange Angle - Gusset PL Side - Bolt Bearing on Gusset Plate
ratio = 36.72 / 71.57
= 0.51
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
 = 2 x Fnv Ab
 = 47.71
[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 )
 = 47.71
[kips]


Number of bolt
interior nin
 = 2

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

Required shear strength
Vu
 = 
 = 36.72
[kips]

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

ratio
 = 0.51
 > Vu
OK
 
 
Web Plate - Brace Side - Bolt Shear
ratio = 26.55 / 143.14
= 0.19
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
 = 2

Required shear strength
Vu
 = 
 = 26.55
[kips]

Bolt shear strength
Rn
 = Fnv Ab ns m Cec
 = 190.85
[kips]
AISC 14th  Eq J3-1
Bolt resistance factor-LRFD
φ
 = 0.75
AISC 14th  Eq J3-1
φ Rn
 = 
 = 143.14
[kips]

ratio
 = 0.19
 > Vu
OK
 
Web Plate - Brace Side - Slip Critical - Web Plate/Brace Web
ratio = 26.55 / 75.94
= 0.35
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
 = 2

No of slip plane
ns
 = 2

Bolt group eccentricity coefficient
Cec
 = 
 = 1.000

Required shear strength
Vu
 = 
 = 26.55
[kips]

Slip resistance
Rn
 = μ Du hf Tb ns nr nc Cec
 = 75.94
[kips]
AISC 14th  Eq J3-4
Resistance factor-LRFD
φ
 = 1.00
for standard size or SSLT hole
AISC 14th  J3.8
φ Rn
 = 
 = 75.94
[kips]

ratio
 = 0.35
 > Vu
OK
 
Web Plate - Brace Side - Bolt Bearing on Web Plate
ratio = 13.28 / 71.57
= 0.19
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
 = 0.375
[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
 = 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
 = 35.42 ≤ 54.84
 = 35.42
[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
 = 
 = 13.28
[kips]

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

ratio
 = 0.19
 > Vu
OK
 
Web Plate - Brace Side - Bolt Bearing on Brace Web
ratio = 26.55 / 107.49
= 0.25
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
 = 2 x Fnv Ab
 = 47.71
[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 )
 = 35.83
[kips]


Number of bolt
interior nin
 = 4

Bolt bearing strength for all bolts
Rn
 = nin Rn-in
 = 143.33
[kips]

Required shear strength
Vu
 = 
 = 26.55
[kips]

Bolt resistance factor-LRFD
φ
 = 0.75
AISC 14th  J3-10
φ Rn
 = 
 = 107.49
[kips]

ratio
 = 0.25
 > Vu
OK
 
Web Plate - Gusset PL Side - Bolt Shear
ratio = 26.55 / 143.14
= 0.19
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
 = 2

Required shear strength
Vu
 = 
 = 26.55
[kips]

Bolt shear strength
Rn
 = Fnv Ab ns m Cec
 = 190.85
[kips]
AISC 14th  Eq J3-1
Bolt resistance factor-LRFD
φ
 = 0.75
AISC 14th  Eq J3-1
φ Rn
 = 
 = 143.14
[kips]

ratio
 = 0.19
 > Vu
OK
 
Web Plate - Gusset PL Side - Slip Critical - Web Plate/Gusset PL
ratio = 26.55 / 75.94
= 0.35
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
 = 2

No of slip plane
ns
 = 2

Bolt group eccentricity coefficient
Cec
 = 
 = 1.000

Required shear strength
Vu
 = 
 = 26.55
[kips]

Slip resistance
Rn
 = μ Du hf Tb ns nr nc Cec
 = 75.94
[kips]
AISC 14th  Eq J3-4
Resistance factor-LRFD
φ
 = 1.00
for standard size or SSLT hole
AISC 14th  J3.8
φ Rn
 = 
 = 75.94
[kips]

ratio
 = 0.35
 > Vu
OK
 
Web Plate - Gusset PL Side - Bolt Bearing on Web Plate
ratio = 13.28 / 71.57
= 0.19
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
 = 4

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

Required shear strength
Vu
 = 
 = 13.28
[kips]

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

ratio
 = 0.19
 > Vu
OK
 
Web Plate - Gusset PL Side - Bolt Bearing on Gusset Plate
ratio = 26.55 / 143.14
= 0.19
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
 = 2 x Fnv Ab
 = 47.71
[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 )
 = 47.71
[kips]


Number of bolt
interior nin
 = 4

Bolt bearing strength for all bolts
Rn
 = nin Rn-in
 = 190.85
[kips]

Required shear strength
Vu
 = 
 = 26.55
[kips]

Bolt resistance factor-LRFD
φ
 = 0.75
AISC 14th  J3-10
φ Rn
 = 
 = 143.14
[kips]

ratio
 = 0.19
 > Vu
OK
 
 
Web Plate - Compression Buckling
ratio = 13.28 / 73.02
= 0.18
PASS
Plate Compression Check


Plate size
width bp
 = 5.750
[in]
thickness tp
 = 0.375
[in]

Fy
 = 50.0
[ksi]
E
 = 29000
[ksi]

Plate gross area in compression
Ag
 = bp tp
 = 2.156
[in2]


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

Plate effective length factor
K
 = 
 = 1.00
AISC DG29  Page 277
Plate unbraced length
Lu
 = 
 = 6.750
[in]

Plate slenderness
KL/r
 = 1.00 x Lu  / r
 = 62.35


when  
KL/r
  >  25 , use Chapter E
AISC 14th  J4.4 (b)
Elastic buckling stress
Fe
 = 
π2 E/( KL/r )2
 = 73.62
[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
 = 37.63
[ksi]
AISC 14th  Eq E3-2

Plate compression required
Pu
 = 
 = 13.28
[kips]

Plate compression provided
Rn
 = Fcr x Ag
 = 81.13
[kips]
AISC 14th  Eq E3-1
Bolt resistance factor-LRFD
φ
 = 0.90
AISC 14th  E1
φ Rn
 = 
 = 73.02
[kips]

ratio
 = 0.18
 > Pu
OK
 
Gusset Plate - Compression (Whitmore)
ratio = 100.00 / 158.46
= 0.63
PASS
Plate Compression Check


Plate size
width bp
 = 14.144
[in]
thickness tp
 = 0.375
[in]

Fy
 = 50.0
[ksi]
E
 = 29000
[ksi]

Plate gross area in compression
Ag
 = bp tp
 = 5.304
[in2]


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

Plate effective length factor
K
 = 
 = 0.60
AISC DG29  Page 277
Plate unbraced length
Lu
 = 
 = 13.504
[in]

Plate slenderness
KL/r
 = 0.60 x Lu  / r
 = 74.85


when  
KL/r
  >  25 , use Chapter E
AISC 14th  J4.4 (b)
Elastic buckling stress
Fe
 = 
π2 E/( KL/r )2
 = 51.09
[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
 = 33.20
[ksi]
AISC 14th  Eq E3-2

Plate compression required
Pu
 = 
 = 100.00
[kips]

Plate compression provided
Rn
 = Fcr x Ag
 = 176.07
[kips]
AISC 14th  Eq E3-1
Bolt resistance factor-LRFD
φ
 = 0.90
AISC 14th  E1
φ Rn
 = 
 = 158.46
[kips]

ratio
 = 0.63
 > Pu
OK
 
 
Gusset to Column
Direct Weld Connection
Code=AISC 360-10 LRFD
 
Result Summary
geometries & weld limitations = PASS
limit states max ratio 
= 0.47
PASS
 
 
Weld Limitation Checks - Gusset to Column
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
 = 
 = 17.348
[in]

 > Lmin
OK
 
 
 
 
Brace Force Load Case 1
Gusset plate t=0.375
P = -100.00 kips (T)
ratio = 0.46
PASS
Gusset Plate - Shear Yielding
ratio = 70.71 / 195.17
= 0.36
PASS
Plate Shear Yielding Check


Plate size
width bp
 = 17.348
[in]
thickness tp
 = 0.375
[in]

Plate yield strength
Fy
 = 50.0
[ksi]

Plate gross area in shear
Agv
 = bp tp
 = 6.506
[in2]

Shear force required
Vu
 = 
 = 70.71
[kips]

Plate shear yielding strength
Rn
 = 0.6 Fy Agv
 = 195.17
[kips]
AISC 14th  Eq J4-3
Resistance factor-LRFD
φ
 = 1.00
AISC 14th  Eq J4-3
φ Rn
 = 
 = 195.17
[kips]

ratio
 = 0.36
 > Vu
OK
 
Gusset Plate - Shear Rupture
ratio = 70.71 / 190.29
= 0.37
PASS
Plate Shear Rupture Check


Plate size
width bp
 = 17.348
[in]
thickness tp
 = 0.375
[in]

Plate tensile strength
Fu
 = 65.0
[ksi]

Plate net area in shear
Anv
 = bp tp
 = 6.506
[in2]

Shear force in demand
Vu
 = 
 = 70.71
[kips]

Plate shear rupture strength
Rn
 = 0.6 Fu Anv
 = 253.71
[kips]
AISC 14th  Eq J4-4
Resistance factor-LRFD
φ
 = 0.75
AISC 14th  Eq J4-4
φ Rn
 = 
 = 190.29
[kips]

ratio
 = 0.37
 > Vu
OK
 
 
Gusset Plate - Axial Tensile Yield
ratio = 6.40 / 292.75
= 0.02
PASS
Plate Tensile Yielding Check


Plate size
width bp
 = 17.348
[in]
thickness tp
 = 0.375
[in]

Plate yield strength
Fy
 = 50.0
[ksi]

Plate gross area in shear
Ag
 = bp tp
 = 6.506
[in2]

Tensile force required
Pu
 = 
 = 6.40
[kips]

Plate tensile yielding strength
Rn
 = Fy Ag
 = 325.28
[kips]
AISC 14th  Eq J4-1
Resistance factor-LRFD
φ
 = 0.90
AISC 14th  Eq J4-1
φ Rn
 = 
 = 292.75
[kips]

ratio
 = 0.02
 > Pu
OK
 
Gusset to Column Weld Strength
ratio = 4.08 / 8.78
= 0.46
PASS
Gusset to Column Interface - Forces
shear Vc
 = 70.71
[kips]
axial Hc
 = 6.40
[kips]   in compression
moment Mc
 = 0.00
[kip-ft]

Gusset-column fillet weld length
Lwc
 = 
 = 17.348
[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
 = 4.076
[kip/in]

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

Weld stress combined - max
fmax
 = fv
 = 4.076
[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
 = 0.46
 > fmax
OK
 
 
Column Web Strength to Carry Hc
ratio = 6.40 / 30.08
= 0.21
PASS
Refer to AISC DG29  Fig. 4-23 for all charts and definitions of variables and symbols shown in calculation below
 
Gusset-column interface length
L
 = 18.098
[in]
clip
 = 0.750
[in]
AISC DG29  Fig. 4-23
β
 = 0.5 (L - clip) + clip
 = 9.424
[in]

 
Column sect W12X40
tw
 = 0.295
[in]
Fy
 = 50.0
[ksi]

 
Gusset to column web normal force
Hc
 = 
 = 6.40
[kips]

Column web can take normal force
Rn
 = ( 4 Fy t2w L ) / β
 = 33.42
[kips]
AISC DG29  Eq 4-19
Resistance factor-LRFD
φ
 = 0.90

φ Rn
 = 
 = 30.08
[kips]

ratio
 = 0.21
 > Hc
OK
 
 
 
Brace Force Load Case 2
Gusset plate t=0.375
P = 100.00 kips (C)
ratio = 0.47
PASS
Gusset Plate - Shear Yielding
ratio = 70.71 / 195.17
= 0.36
PASS
Plate Shear Yielding Check


Plate size
width bp
 = 17.348
[in]
thickness tp
 = 0.375
[in]

Plate yield strength
Fy
 = 50.0
[ksi]

Plate gross area in shear
Agv
 = bp tp
 = 6.506
[in2]

Shear force required
Vu
 = 
 = 70.71
[kips]

Plate shear yielding strength
Rn
 = 0.6 Fy Agv
 = 195.17
[kips]
AISC 14th  Eq J4-3
Resistance factor-LRFD
φ
 = 1.00
AISC 14th  Eq J4-3
φ Rn
 = 
 = 195.17
[kips]

ratio
 = 0.36
 > Vu
OK
 
Gusset Plate - Shear Rupture
ratio = 70.71 / 190.29
= 0.37
PASS
Plate Shear Rupture Check


Plate size
width bp
 = 17.348
[in]
thickness tp
 = 0.375
[in]

Plate tensile strength
Fu
 = 65.0
[ksi]

Plate net area in shear
Anv
 = bp tp
 = 6.506
[in2]

Shear force in demand
Vu
 = 
 = 70.71
[kips]

Plate shear rupture strength
Rn
 = 0.6 Fu Anv
 = 253.71
[kips]
AISC 14th  Eq J4-4
Resistance factor-LRFD
φ
 = 0.75
AISC 14th  Eq J4-4
φ Rn
 = 
 = 190.29
[kips]

ratio
 = 0.37
 > Vu
OK
 
 
Gusset Plate - Axial Tensile Yield
ratio = 6.40 / 292.75
= 0.02
PASS
Plate Tensile Yielding Check


Plate size
width bp
 = 17.348
[in]
thickness tp
 = 0.375
[in]

Plate yield strength
Fy
 = 50.0
[ksi]

Plate gross area in shear
Ag
 = bp tp
 = 6.506
[in2]

Tensile force required
Pu
 = 
 = 6.40
[kips]

Plate tensile yielding strength
Rn
 = Fy Ag
 = 325.28
[kips]
AISC 14th  Eq J4-1
Resistance factor-LRFD
φ
 = 0.90
AISC 14th  Eq J4-1
φ Rn
 = 
 = 292.75
[kips]

ratio
 = 0.02
 > Pu
OK
 
Gusset Plate - Axial Tensile Rupture
ratio = 6.40 / 317.14
= 0.02
PASS
Plate Tensile Rupture Check


Plate size
width bp
 = 17.348
[in]
thickness tp
 = 0.375
[in]

Plate tensile strength
Fu
 = 65.0
[ksi]

Plate net area in tension
Ant
 = bp tp
 = 6.506
[in2]

Tensile force required
Pu
 = 
 = 6.40
[kips]

Plate tensile rupture strength
Rn
 = Fu Ant
 = 422.86
[kips]
AISC 14th  Eq J4-2
Resistance factor-LRFD
φ
 = 0.75
AISC 14th  Eq J4-2
φ Rn
 = 
 = 317.14
[kips]
AISC 14th  Eq J4-2
ratio
 = 0.02
 > Pu
OK
 
 
Gusset Plate - Flexural Yield Interact
ratio =
= 0.13
PASS
Gusset plate
width bp
 = 17.348
[in]
thick tp
 = 0.375
[in]

yield Fy
 = 50.0
[ksi]

Shear plate - gross area
Ag
 = bp x tp
 = 6.506
[in2]

Shear plate - plastic modulus
Zp
 = ( bp x t2p ) / 4
 = 28.214
[in3]

Flexural strength available
Mc
 = φ Fy Zp     φ=0.90
 = 105.80
[kip-ft]

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

 
Axial strength available
Pc
 = from axial tensile yield check
 = 292.75
[kips]

Axial strength required
Pr
 = from gusset interface forces calc
 = 6.40
[kips]

 
Shear strength available
Vc
 = from shear yielding check
 = 195.17
[kips]

Shear strength required
Vr
 = from gusset interface forces calc
 = 70.71
[kips]

 
Flexural yield interaction
ratio
 = (
Vr/Vc
)2 + (
Pr/Pc
+
Mr/Mc
)2
 = 0.13
AISC 14th  Eq 10-5
 < 1.0
OK
 
Gusset Plate - Flexural Rupture Interact
ratio =
= 0.14
PASS
Gusset plate
width bp
 = 17.348
[in]
thick tp
 = 0.375
[in]

tensile Fu
 = 65.0
[ksi]

Net area of plate
An
 = bp x tp
 = 6.506
[in2]

Plastic modulus of net section
Znet
 = ( bp x t2p ) / 4
 = 28.214
[in3]

Flexural strength available
Mc
 = φ Fu Znet     φ=0.75
 = 114.62
[kip-ft]

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

 
Axial strength available
Pc
 = from axial tensile rupture check
 = 317.14
[kips]

Axial strength required
Pr
 = from gusset interface forces calc
 = 6.40
[kips]

 
Shear strength available
Vc
 = from shear rupture check
 = 190.29
[kips]

Shear strength required
Vr
 = from gusset interface forces calc
 = 70.71
[kips]

 
Flexural rupture interaction
ratio
 = (
Vr/Vc
)2 + (
Pr/Pc
+
Mr/Mc
)2
 = 0.14
AISC 14th  Eq 10-5
 < 1.0
OK
 
 
Gusset to Column Weld Strength
ratio = 4.09 / 8.78
= 0.47
PASS
Gusset to Column Interface - Forces
shear Vc
 = 70.71
[kips]
axial Hc
 = -6.40
[kips]   in tension
moment Mc
 = 0.00
[kip-ft]

Gusset-column fillet weld length
Lwc
 = 
 = 17.348
[in]

Gusset to Column Interface - Combined Weld Stress
Weld stress from axial force
fa
 = Hc / Lwc
 = -0.369
[kip/in]
in tension
Weld stress from shear force
fv
 = Vc / Lwc
 = 4.076
[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
 = 4.093
[kip/in]
AISC 14th  Eq 8-11
Weld resultant load angle
θ
 = tan-1 [( fb - fa ) / fv ]
 = 5.2
[°]

Fillet Weld Strength Calc
Fillet weld leg size
w
 = 5⁄16
[in]
load angle θ
 = 5.2
[°]

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 )
 = 1.01
AISC 14th  Page 8-9
Fillet weld shear strength
Rn-w
 = 0.6 (C1 x 70 ksi) 0.707 w n C2
 = 18.810
[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
 = 0.47
 > fmax
OK
 
 
Column Web Strength to Carry Hc
ratio = 6.40 / 30.08
= 0.21
PASS
Refer to AISC DG29  Fig. 4-23 for all charts and definitions of variables and symbols shown in calculation below
 
Gusset-column interface length
L
 = 18.098
[in]
clip
 = 0.750
[in]
AISC DG29  Fig. 4-23
β
 = 0.5 (L - clip) + clip
 = 9.424
[in]

 
Column sect W12X40
tw
 = 0.295
[in]
Fy
 = 50.0
[ksi]

 
Gusset to column web normal force
Hc
 = 
 = 6.40
[kips]

Column web can take normal force
Rn
 = ( 4 Fy t2w L ) / β
 = 33.42
[kips]
AISC DG29  Eq 4-19
Resistance factor-LRFD
φ
 = 0.90

φ Rn
 = 
 = 30.08
[kips]

ratio
 = 0.21
 > Hc
OK
 
 
Gusset to Base Plate
Direct Weld Connection
Code=AISC 360-10 LRFD
 
Result Summary
geometries & weld limitations = PASS
limit states max ratio 
= 0.97
PASS
 
 
Weld Limitation Checks - Gusset to Base Plate
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
 = 
 = 9.102
[in]

 > Lmin
OK
 
 
 
 
Brace Force Load Case 1
Gusset plate t=0.375
P = -100.00 kips (T)
ratio = 0.97
PASS
Gusset Plate - Shear Yielding
ratio = 77.11 / 102.40
= 0.75
PASS
Plate Shear Yielding Check


Plate size
width bp
 = 9.103
[in]
thickness tp
 = 0.375
[in]

Plate yield strength
Fy
 = 50.0
[ksi]

Plate gross area in shear
Agv
 = bp tp
 = 3.413
[in2]

Shear force required
Vu
 = 
 = 77.11
[kips]

Plate shear yielding strength
Rn
 = 0.6 Fy Agv
 = 102.40
[kips]
AISC 14th  Eq J4-3
Resistance factor-LRFD
φ
 = 1.00
AISC 14th  Eq J4-3
φ Rn
 = 
 = 102.40
[kips]

ratio
 = 0.75
 > Vu
OK
 
Gusset Plate - Shear Rupture
ratio = 77.11 / 99.84
= 0.77
PASS
Plate Shear Rupture Check


Plate size
width bp
 = 9.103
[in]
thickness tp
 = 0.375
[in]

Plate tensile strength
Fu
 = 65.0
[ksi]

Plate net area in shear
Anv
 = bp tp
 = 3.413
[in2]

Shear force in demand
Vu
 = 
 = 77.11
[kips]

Plate shear rupture strength
Rn
 = 0.6 Fu Anv
 = 133.12
[kips]
AISC 14th  Eq J4-4
Resistance factor-LRFD
φ
 = 0.75
AISC 14th  Eq J4-4
φ Rn
 = 
 = 99.84
[kips]

ratio
 = 0.77
 > Vu
OK
 
 
Gusset to Base Plate Weld Strength
ratio = 8.47 / 8.78
= 0.97
PASS
Gusset to Beam Interface - Forces
shear Hb
 = 77.11
[kips]
axial Vb
 = 0.00
[kips]  
moment Mb
 = 0.00
[kip-ft]

 
Gusset-beam fillet weld length
Lw
 = 
 = 9.103
[in]

Gusset to Beam Interface - Combined Weld Stress
Weld stress from axial force
fa
 = Vb / Lwb
 = 0.000
[kip/in]
Weld stress from shear force
fv
 = Hb / Lwb
 = 8.471
[kip/in]

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

Weld stress combined - max
fmax
 = fv
 = 8.471
[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
 = 0.97
 > fmax
OK
 
 
 
 
Brace Force Load Case 2
Gusset plate t=0.375
P = 100.00 kips (C)
ratio = 0.97
PASS
Gusset Plate - Shear Yielding
ratio = 77.11 / 102.40
= 0.75
PASS
Plate Shear Yielding Check


Plate size
width bp
 = 9.103
[in]
thickness tp
 = 0.375
[in]

Plate yield strength
Fy
 = 50.0
[ksi]

Plate gross area in shear
Agv
 = bp tp
 = 3.413
[in2]

Shear force required
Vu
 = 
 = 77.11
[kips]

Plate shear yielding strength
Rn
 = 0.6 Fy Agv
 = 102.40
[kips]
AISC 14th  Eq J4-3
Resistance factor-LRFD
φ
 = 1.00
AISC 14th  Eq J4-3
φ Rn
 = 
 = 102.40
[kips]

ratio
 = 0.75
 > Vu
OK
 
Gusset Plate - Shear Rupture
ratio = 77.11 / 99.84
= 0.77
PASS
Plate Shear Rupture Check


Plate size
width bp
 = 9.103
[in]
thickness tp
 = 0.375
[in]

Plate tensile strength
Fu
 = 65.0
[ksi]

Plate net area in shear
Anv
 = bp tp
 = 3.413
[in2]

Shear force in demand
Vu
 = 
 = 77.11
[kips]

Plate shear rupture strength
Rn
 = 0.6 Fu Anv
 = 133.12
[kips]
AISC 14th  Eq J4-4
Resistance factor-LRFD
φ
 = 0.75
AISC 14th  Eq J4-4
φ Rn
 = 
 = 99.84
[kips]

ratio
 = 0.77
 > Vu
OK
 
 
Gusset to Base Plate Weld Strength
ratio = 8.47 / 8.78
= 0.97
PASS
Gusset to Beam Interface - Forces
shear Hb
 = 77.11
[kips]
axial Vb
 = 0.00
[kips]  
moment Mb
 = 0.00
[kip-ft]

 
Gusset-beam fillet weld length
Lw
 = 
 = 9.103
[in]

Gusset to Beam Interface - Combined Weld Stress
Weld stress from axial force
fa
 = Vb / Lwb
 = 0.000
[kip/in]
Weld stress from shear force
fv
 = Hb / Lwb
 = 8.471
[kip/in]

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

Weld stress combined - max
fmax
 = fv
 = 8.471
[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
 = 0.97
 > fmax
OK