AISC Steel Connection Design http://asp.civilbay.com/connect Vertical Brace Connection Brace-1

Web Plate - Brace Side - Slip Critical - Web Plate/Brace Web

= 0.42

PASS

Bolt shear stress

bolt grade

= A325-N

F_nv

= 54.0

[ksi]

AISC 14^th Table J3.2

bolt dia d_b

= 0.750

[in]

bolt area A_b

= 0.442

[in²]

Number of bolt carried shear

n_s

= 4.0

shear plane m

= 2

Required shear strength

V_u

= 60.00

[kips]

Bolt shear strength

R_n

= F_nv A_b n_s m C_ec

= 190.85

[kips]

AISC 14^th Eq J3-1

Bolt resistance factor-LRFD

= 0.75

AISC 14^th Eq J3-1

φ R_n

= 143.14

[kips]

ratio

= 0.42

> V_u

Web Plate - Brace Side - Bolt Bearing on Web Plate

= 0.79

PASS

Bolt dia & bolt pretension

dia d_b

= ³⁄₄

[in]

Pretension T_b

= 28.00

[kips]

AISC 14^th Table J3.1

Surface class

= Class A

Slip coeff. μ

= 0.30

AISC 14^th J3.8

Min. bolt pretension

D_u

= 1.13

Filler factor h_f

= 1.00

AISC 14^th J3.8

No of bolt row & column

n_r

= 2

n_c

= 2

No of slip plane

n_s

= 2

Bolt group eccentricity coefficient

C_ec

= 1.000

Required shear strength

V_u

= 60.00

[kips]

Slip resistance

R_n

= μ D_u h_f T_b n_s n_r n_c C_ec

= 75.94

[kips]

AISC 14^th Eq J3-4

Resistance factor-LRFD

= 1.00

for standard size or SSLT hole

AISC 14^th J3.8

φ R_n

= 75.94

[kips]

ratio

= 0.79

> V_u

Web Plate - Brace Side - Bolt Bearing on Brace Web

= 0.42

PASS

Single Bolt Shear Strength

Bolt shear stress

bolt grade

= A325-N

F_nv

= 54.0

[ksi]

AISC 14^th Table J3.2

bolt dia d_b

= 0.750

[in]

bolt area A_b

= 0.442

[in²]

Single bolt shear strength

R_n-bolt

= F_nv A_b

= 23.86

[kips]

AISC 14^th Eq J3-1

Bolt Bearing/TearOut Strength on Plate

Bolt hole diameter

bolt dia d_b

= ³⁄₄

[in]

bolt hole dia d_h

= ¹³⁄₁₆

[in]

AISC 14^th Table J3.3

Bolt spacing & edge distance

spacing L_s

= 3.000

[in]

edge distance L_e

= 1.375

[in]

Plate tensile strength

F_u

= 65.0

[ksi]

Plate thickness

= 0.375

[in]

Interior Bolt

Bolt hole edge clear distance

L_c

= L_s - d_h

= 2.188

[in]

Bolt tear out/bearing strength

R_n-t&b-in

= 1.5 L_c t F_u ≤ 3.0 d_b t F_u

AISC 14^th Eq J3-6b

= 79.98 ≤ 54.84

= 54.84

[kips]

Bolt strength at interior

R_n-in

= min ( R_n-t&b-in , R_n-bolt )

= 23.86

[kips]

Edge Bolt

Bolt hole edge clear distance

L_c

= L_e - d_h / 2

= 0.969

[in]

Bolt tear out/bearing strength

R_n-t&b-ed

= 1.5 L_c t F_u ≤ 3.0 d_b t F_u

AISC 14^th Eq J3-6b

= 35.42 ≤ 54.84

= 35.42

[kips]

Bolt strength at edge

R_n-ed

= min ( R_n-t&b-ed , R_n-bolt )

= 23.86

[kips]

Number of bolt

interior n_in

= 2

edge n_ed

= 2

Bolt bearing strength for all bolts

R_n

= n_in R_n-in + n_ed R_n-ed

= 95.43

[kips]

Required shear strength

V_u

= 30.00

[kips]

Bolt resistance factor-LRFD

= 0.75

AISC 14^th J3-10

φ R_n

= 71.57

[kips]

ratio

= 0.42

> V_u

ratio = 60.00 / 97.42

= 0.62

PASS

Single Bolt Shear Strength

Bolt shear stress

bolt grade

= A325-N

F_nv

= 54.0

[ksi]

AISC 14^th Table J3.2

bolt dia d_b

= 0.750

[in]

bolt area A_b

= 0.442

[in²]

Single bolt shear strength

R_n-bolt

= 2 x F_nv A_b

= 47.71

[kips]

AISC 14^th Eq J3-1

Bolt Bearing/TearOut Strength on Plate

Bolt hole diameter

bolt dia d_b

= ³⁄₄

[in]

bolt hole dia d_h

= ¹³⁄₁₆

[in]

AISC 14^th Table J3.3

Bolt spacing & edge distance

spacing L_s

= 3.000

[in]

edge distance L_e

= 1.625

[in]

Plate tensile strength

F_u

= 65.0

[ksi]

Plate thickness

= 0.245

[in]

Interior Bolt

Bolt hole edge clear distance

L_c

= L_s - d_h

= 2.188

[in]

Bolt tear out/bearing strength

R_n-t&b-in

= 1.5 L_c t F_u ≤ 3.0 d_b t F_u

AISC 14^th Eq J3-6b

= 52.25 ≤ 35.83

= 35.83

[kips]

Bolt strength at interior

R_n-in

= min ( R_n-t&b-in , R_n-bolt )

= 35.83

[kips]

Edge Bolt

Bolt hole edge clear distance

L_c

= L_e - d_h / 2

= 1.219

[in]

Bolt tear out/bearing strength

R_n-t&b-ed

= 1.5 L_c t F_u ≤ 3.0 d_b t F_u

AISC 14^th Eq J3-6b

= 29.11 ≤ 35.83

= 29.11

[kips]

Bolt strength at edge

R_n-ed

= min ( R_n-t&b-ed , R_n-bolt )

= 29.11

[kips]

Number of bolt

interior n_in

= 2

edge n_ed

= 2

Bolt bearing strength for all bolts

R_n

= n_in R_n-in + n_ed R_n-ed

= 129.89

[kips]

Required shear strength

V_u

= 60.00

[kips]

Bolt resistance factor-LRFD

= 0.75

AISC 14^th J3-10

φ R_n

= 97.42

[kips]

ratio

= 0.62

> V_u

Web Plate - Block Shear - Center Strip

ratio = 30.00 / 115.17

= 0.26

PASS

Plate Block Shear - Center Strip

Bolt hole diameter

bolt dia d_b

= ³⁄₄

[in]

bolt hole dia d_h

= ⁷⁄₈

[in]

AISC 14^th B4.3b

Plate thickness

t_p

= 0.375

[in]

Plate strength

F_y

= 50.0

[ksi]

F_u

= 65.0

[ksi]

Bolt no in ver & hor dir

n_v

= 2

n_h

= 2

Bolt spacing in ver & hor dir

s_v

= 3.500

[in]

s_h

= 3.000

[in]

Bolt edge dist in ver & hor dir

e_v

= 1.250

[in]

e_h

= 1.375

[in]

Gross area subject to shear

A_gv

= [ (n_h - 1) s_h + e_h ] t_p x 2

= 3.281

[in²]

Net area subject to shear

A_nv

= A_gv - [(n_h - 1)+ 0.5] d_h t_p x2

= 2.297

[in²]

Net area subject to tension

when sheared out by center strip

A_nt

= ( n_v - 1) ( s_v - d_h ) t_p

= 0.984

[in²]

Block shear strength required

V_u

= 30.00

[kips]

Uniform tension stress factor

U_bs

= 1.00

AISC 14^th Fig C-J4.2

Bolt shear resistance provided

R_n

= min (0.6F_u A_nv , 0.6F_y A_gv ) +

= 153.56

[kips]

AISC 14^th Eq J4-5

U_bs F_u A_nt

Resistance factor-LRFD

= 0.75

AISC 14^th Eq J4-5

φ R_n

= 115.17

[kips]

ratio

= 0.26

> V_u

Web Plate - Block Shear - 1-Side Strip

ratio = 30.00 / 96.43

= 0.31

PASS

Plate Block Shear - Side Strip

Bolt hole diameter

bolt dia d_b

= ³⁄₄

[in]

bolt hole dia d_h

= ⁷⁄₈

[in]

AISC 14^th B4.3b

Plate thickness

t_p

= 0.375

[in]

Plate strength

F_y

= 50.0

[ksi]

F_u

= 65.0

[ksi]

Bolt no in ver & hor dir

n_v

= 2

n_h

= 2

Bolt spacing in ver & hor dir

s_v

= 3.500

[in]

s_h

= 3.000

[in]

Bolt edge dist in ver & hor dir

e_v

= 1.250

[in]

e_h

= 1.375

[in]

Gross area subject to shear

A_gv

= [ (n_h - 1) s_h + e_h ] t_p

= 1.641

[in²]

Net area subject to shear

A_nv

= A_gv - [(n_h - 1)+ 0.5] d_h t_p

= 1.148

[in²]

Net area subject to tension

when sheared out by side strip

A_nt

= [(n_v -1)s_v +e_v -((n_v - 1)+0.5)d_h ] t_p

= 1.289

[in²]

Block shear strength required

V_u

= 30.00

[kips]

Uniform tension stress factor

U_bs

= 1.00

AISC 14^th Fig C-J4.2

Bolt shear resistance provided

R_n

= min (0.6F_u A_nv , 0.6F_y A_gv ) +

= 128.58

[kips]

AISC 14^th Eq J4-5

U_bs F_u A_nt

Resistance factor-LRFD

= 0.75

AISC 14^th Eq J4-5

φ R_n

= 96.43

[kips]

ratio

= 0.31

> V_u

Web Plate - Block Shear - 2-Side Strip

ratio = 30.00 / 96.89

= 0.31

PASS

Plate Block Shear - 2 Side Strips

Bolt hole diameter

bolt dia d_b

= ³⁄₄

[in]

bolt hole dia d_h

= ⁷⁄₈

[in]

AISC 14^th B4.3b

Plate thickness

t_p

= 0.375

[in]

Plate strength

F_y

= 50.0

[ksi]

F_u

= 65.0

[ksi]

Bolt no in ver & hor dir

n_v

= 2

n_h

= 2

Bolt spacing in ver & hor dir

s_v

= 3.500

[in]

s_h

= 3.000

[in]

Bolt edge dist in ver & hor dir

e_v

= 1.250

[in]

e_h

= 1.375

[in]

Gross area subject to shear

A_gv

= [ (n_h - 1) s_h + e_h ] t_p x 2

= 3.281

[in²]

Net area subject to shear

A_nv

= A_gv - [(n_h - 1)+ 0.5] d_h t_p x2

= 2.297

[in²]

Net area subject to tension

when sheared out by 2 side strips

A_nt

= ( e_v - 0.5 d_h ) t_p x 2

= 0.609

[in²]

Block shear strength required

V_u

= 30.00

[kips]

Uniform tension stress factor

U_bs

= 1.00

AISC 14^th Fig C-J4.2

Bolt shear resistance provided

R_n

= min (0.6F_u A_nv , 0.6F_y A_gv ) +

= 129.19

[kips]

AISC 14^th Eq J4-5

U_bs F_u A_nt

Resistance factor-LRFD

= 0.75

AISC 14^th Eq J4-5

φ R_n

= 96.89

[kips]

ratio

= 0.31

> V_u

Brace Web - Block Shear - Center Strip

ratio = 60.00 / 78.83

= 0.76

PASS

Plate Block Shear - Center Strip

Bolt hole diameter

bolt dia d_b

= ³⁄₄

[in]

bolt hole dia d_h

= ⁷⁄₈

[in]

AISC 14^th B4.3b

Plate thickness

t_p

= 0.245

[in]

Plate strength

F_y

= 50.0

[ksi]

F_u

= 65.0

[ksi]

Bolt no in ver & hor dir

n_v

= 2

n_h

= 2

Bolt spacing in ver & hor dir

s_v

= 3.500

[in]

s_h

= 3.000

[in]

Bolt edge dist in ver & hor dir

e_v

= 2.215

[in]

e_h

= 1.625

[in]

Gross area subject to shear

A_gv

= [ (n_h - 1) s_h + e_h ] t_p x 2

= 2.266

[in²]

Net area subject to shear

A_nv

= A_gv - [(n_h - 1)+ 0.5] d_h t_p x2

= 1.623

[in²]

Net area subject to tension

when sheared out by center strip

A_nt

= ( n_v - 1) ( s_v - d_h ) t_p

= 0.643

[in²]

Block shear strength required

V_u

= 60.00

[kips]

Uniform tension stress factor

U_bs

= 1.00

AISC 14^th Fig C-J4.2

Bolt shear resistance provided

R_n

= min (0.6F_u A_nv , 0.6F_y A_gv ) +

= 105.11

[kips]

AISC 14^th Eq J4-5

U_bs F_u A_nt

Resistance factor-LRFD

= 0.75

AISC 14^th Eq J4-5

φ R_n

= 78.83

[kips]

ratio

= 0.76

> V_u

Web Plate - Gusset PL Side - Bolt Shear

Web Plate - Gusset PL Side - Slip Critical - Web Plate/Gusset PL

= 0.42

PASS

Bolt shear stress

bolt grade

= A325-N

F_nv

= 54.0

[ksi]

AISC 14^th Table J3.2

bolt dia d_b

= 0.750

[in]

bolt area A_b

= 0.442

[in²]

Number of bolt carried shear

n_s

= 4.0

shear plane m

= 2

Required shear strength

V_u

= 60.00

[kips]

Bolt shear strength

R_n

= F_nv A_b n_s m C_ec

= 190.85

[kips]

AISC 14^th Eq J3-1

Bolt resistance factor-LRFD

= 0.75

AISC 14^th Eq J3-1

φ R_n

= 143.14

[kips]

ratio

= 0.42

> V_u

Web Plate - Gusset PL Side - Bolt Bearing on Web Plate

= 0.79

PASS

Bolt dia & bolt pretension

dia d_b

= ³⁄₄

[in]

Pretension T_b

= 28.00

[kips]

AISC 14^th Table J3.1

Surface class

= Class A

Slip coeff. μ

= 0.30

AISC 14^th J3.8

Min. bolt pretension

D_u

= 1.13

Filler factor h_f

= 1.00

AISC 14^th J3.8

No of bolt row & column

n_r

= 2

n_c

= 2

No of slip plane

n_s

= 2

Bolt group eccentricity coefficient

C_ec

= 1.000

Required shear strength

V_u

= 60.00

[kips]

Slip resistance

R_n

= μ D_u h_f T_b n_s n_r n_c C_ec

= 75.94

[kips]

AISC 14^th Eq J3-4

Resistance factor-LRFD

= 1.00

for standard size or SSLT hole

AISC 14^th J3.8

φ R_n

= 75.94

[kips]

ratio

= 0.79

> V_u

Web Plate - Gusset PL Side - Bolt Bearing on Gusset Plate

= 0.42

PASS

Single Bolt Shear Strength

Bolt shear stress

bolt grade

= A325-N

F_nv

= 54.0

[ksi]

AISC 14^th Table J3.2

bolt dia d_b

= 0.750

[in]

bolt area A_b

= 0.442

[in²]

Single bolt shear strength

R_n-bolt

= F_nv A_b

= 23.86

[kips]

AISC 14^th Eq J3-1

Bolt Bearing/TearOut Strength on Plate

Bolt hole diameter

bolt dia d_b

= ³⁄₄

[in]

bolt hole dia d_h

= ¹³⁄₁₆

[in]

AISC 14^th Table J3.3

Bolt spacing & edge distance

spacing L_s

= 3.000

[in]

edge distance L_e

= 1.375

[in]

Plate tensile strength

F_u

= 65.0

[ksi]

Plate thickness

= 0.375

[in]

Interior Bolt

Bolt hole edge clear distance

L_c

= L_s - d_h

= 2.188

[in]

Bolt tear out/bearing strength

R_n-t&b-in

= 1.5 L_c t F_u ≤ 3.0 d_b t F_u

AISC 14^th Eq J3-6b

= 79.98 ≤ 54.84

= 54.84

[kips]

Bolt strength at interior

R_n-in

= min ( R_n-t&b-in , R_n-bolt )

= 23.86

[kips]

Edge Bolt

Bolt hole edge clear distance

L_c

= L_e - d_h / 2

= 0.969

[in]

Bolt tear out/bearing strength

R_n-t&b-ed

= 1.5 L_c t F_u ≤ 3.0 d_b t F_u

AISC 14^th Eq J3-6b

= 35.42 ≤ 54.84

= 35.42

[kips]

Bolt strength at edge

R_n-ed

= min ( R_n-t&b-ed , R_n-bolt )

= 23.86

[kips]

Number of bolt

interior n_in

= 2

edge n_ed

= 2

Bolt bearing strength for all bolts

R_n

= n_in R_n-in + n_ed R_n-ed

= 95.43

[kips]

Required shear strength

V_u

= 30.00

[kips]

Bolt resistance factor-LRFD

= 0.75

AISC 14^th J3-10

φ R_n

= 71.57

[kips]

ratio

= 0.42

> V_u

Gusset Plate at Web Plate - Block Shear - Center Strip

= 0.43

PASS

Single Bolt Shear Strength

Bolt shear stress

bolt grade

= A325-N

F_nv

= 54.0

[ksi]

AISC 14^th Table J3.2

bolt dia d_b

= 0.750

[in]

bolt area A_b

= 0.442

[in²]

Single bolt shear strength

R_n-bolt

= 2 x F_nv A_b

= 47.71

[kips]

AISC 14^th Eq J3-1

Bolt Bearing/TearOut Strength on Plate

Bolt hole diameter

bolt dia d_b

= ³⁄₄

[in]

bolt hole dia d_h

= ¹³⁄₁₆

[in]

AISC 14^th Table J3.3

Bolt spacing & edge distance

spacing L_s

= 3.000

[in]

edge distance L_e

= 1.625

[in]

Plate tensile strength

F_u

= 65.0

[ksi]

Plate thickness

= 0.375

[in]

Interior Bolt

Bolt hole edge clear distance

L_c

= L_s - d_h

= 2.188

[in]

Bolt tear out/bearing strength

R_n-t&b-in

= 1.5 L_c t F_u ≤ 3.0 d_b t F_u

AISC 14^th Eq J3-6b

= 79.98 ≤ 54.84

= 54.84

[kips]

Bolt strength at interior

R_n-in

= min ( R_n-t&b-in , R_n-bolt )

= 47.71

[kips]

Edge Bolt

Bolt hole edge clear distance

L_c

= L_e - d_h / 2

= 1.219

[in]

Bolt tear out/bearing strength

R_n-t&b-ed

= 1.5 L_c t F_u ≤ 3.0 d_b t F_u

AISC 14^th Eq J3-6b

= 44.56 ≤ 54.84

= 44.56

[kips]

Bolt strength at edge

R_n-ed

= min ( R_n-t&b-ed , R_n-bolt )

= 44.56

[kips]

Number of bolt

interior n_in

= 2

edge n_ed

= 2

Bolt bearing strength for all bolts

R_n

= n_in R_n-in + n_ed R_n-ed

= 184.55

[kips]

Required shear strength

V_u

= 60.00

[kips]

Bolt resistance factor-LRFD

= 0.75

AISC 14^th J3-10

φ R_n

= 138.41

[kips]

ratio

= 0.43

> V_u

ratio = 60.00 / 120.66

= 0.50

PASS

Plate Block Shear - Center Strip

Bolt hole diameter

bolt dia d_b

= ³⁄₄

[in]

bolt hole dia d_h

= ⁷⁄₈

[in]

AISC 14^th B4.3b

Plate thickness

t_p

= 0.375

[in]

Plate strength

F_y

= 50.0

[ksi]

F_u

= 65.0

[ksi]

Bolt no in ver & hor dir

n_v

= 2

n_h

= 2

Bolt spacing in ver & hor dir

s_v

= 3.500

[in]

s_h

= 3.000

[in]

Bolt edge dist in ver & hor dir

e_v

= 2.215

[in]

e_h

= 1.625

[in]

Gross area subject to shear

A_gv

= [ (n_h - 1) s_h + e_h ] t_p x 2

= 3.469

[in²]

Net area subject to shear

A_nv

= A_gv - [(n_h - 1)+ 0.5] d_h t_p x2

= 2.484

[in²]

Net area subject to tension

when sheared out by center strip

A_nt

= ( n_v - 1) ( s_v - d_h ) t_p

= 0.984

[in²]

Block shear strength required

V_u

= 60.00

[kips]

Uniform tension stress factor

U_bs

= 1.00

AISC 14^th Fig C-J4.2

Bolt shear resistance provided

R_n

= min (0.6F_u A_nv , 0.6F_y A_gv ) +

= 160.88

[kips]

AISC 14^th Eq J4-5

U_bs F_u A_nt

Resistance factor-LRFD

= 0.75

AISC 14^th Eq J4-5

φ R_n

= 120.66

[kips]

ratio

= 0.50

> V_u

Gusset Plate - Tensile Yield (Whitmore)

ratio = 60.00 / 117.52

= 0.51

PASS

Plate Tensile Yielding Check

Plate size

width b_p

= 6.964

[in]

thickness t_p

= 0.375

[in]

Plate yield strength

F_y

= 50.0

[ksi]

Plate gross area in shear

A_g

= b_p t_p

= 2.612

[in²]

Tensile force required

P_u

= 60.00

[kips]

Plate tensile yielding strength

R_n

= F_y A_g

= 130.58

[kips]

AISC 14^th Eq J4-1

Resistance factor-LRFD

= 0.90

AISC 14^th Eq J4-1

φ R_n

= 117.52

[kips]

ratio

= 0.51

> P_u

Gusset Plate - Tensile Rupture (Whitmore)

ratio = 60.00 / 95.32

= 0.63

PASS

Plate Tensile Rupture Check

Bolt hole diameter

bolt dia d_b

= ³⁄₄

[in]

bolt hole dia d_h

= ⁷⁄₈

[in]

AISC 14^th B4.3b

Number of bolt

= 2

Plate size

width b_p

= 6.964

[in]

thickness t_p

= 0.375

[in]

Plate tensile strength

F_u

= 65.0

[ksi]

Plate net area in tension

A_nt

= ( b_p - n d_h ) t_p

= 1.955

[in²]

Tensile force required

P_u

= 60.00

[kips]

Plate tensile rupture strength

R_n

= F_u A_nt

= 127.09

[kips]

AISC 14^th Eq J4-2

Resistance factor-LRFD

= 0.75

AISC 14^th Eq J4-2

φ R_n

= 95.32

[kips]

AISC 14^th Eq J4-2

ratio

= 0.63

> P_u

Brace Force Load Case 2

Sect=W8X24

P =60.00 kips (C)

ratio = 0.79

PASS

Web Plate - Brace Side - Bolt Shear

Web Plate - Brace Side - Slip Critical - Web Plate/Brace Web

= 0.42

PASS

Bolt shear stress

bolt grade

= A325-N

F_nv

= 54.0

[ksi]

AISC 14^th Table J3.2

bolt dia d_b

= 0.750

[in]

bolt area A_b

= 0.442

[in²]

Number of bolt carried shear

n_s

= 4.0

shear plane m

= 2

Required shear strength

V_u

= 60.00

[kips]

Bolt shear strength

R_n

= F_nv A_b n_s m C_ec

= 190.85

[kips]

AISC 14^th Eq J3-1

Bolt resistance factor-LRFD

= 0.75

AISC 14^th Eq J3-1

φ R_n

= 143.14

[kips]

ratio

= 0.42

> V_u

Web Plate - Brace Side - Bolt Bearing on Web Plate

= 0.79

PASS

Bolt dia & bolt pretension

dia d_b

= ³⁄₄

[in]

Pretension T_b

= 28.00

[kips]

AISC 14^th Table J3.1

Surface class

= Class A

Slip coeff. μ

= 0.30

AISC 14^th J3.8

Min. bolt pretension

D_u

= 1.13

Filler factor h_f

= 1.00

AISC 14^th J3.8

No of bolt row & column

n_r

= 2

n_c

= 2

No of slip plane

n_s

= 2

Bolt group eccentricity coefficient

C_ec

= 1.000

Required shear strength

V_u

= 60.00

[kips]

Slip resistance

R_n

= μ D_u h_f T_b n_s n_r n_c C_ec

= 75.94

[kips]

AISC 14^th Eq J3-4

Resistance factor-LRFD

= 1.00

for standard size or SSLT hole

AISC 14^th J3.8

φ R_n

= 75.94

[kips]

ratio

= 0.79

> V_u

Web Plate - Brace Side - Bolt Bearing on Brace Web

= 0.42

PASS

Single Bolt Shear Strength

Bolt shear stress

bolt grade

= A325-N

F_nv

= 54.0

[ksi]

AISC 14^th Table J3.2

bolt dia d_b

= 0.750

[in]

bolt area A_b

= 0.442

[in²]

Single bolt shear strength

R_n-bolt

= F_nv A_b

= 23.86

[kips]

AISC 14^th Eq J3-1

Bolt Bearing/TearOut Strength on Plate

Bolt hole diameter

bolt dia d_b

= ³⁄₄

[in]

bolt hole dia d_h

= ¹³⁄₁₆

[in]

AISC 14^th Table J3.3

Bolt spacing & edge distance

spacing L_s

= 3.000

[in]

edge distance L_e

= 1.375

[in]

Plate tensile strength

F_u

= 65.0

[ksi]

Plate thickness

= 0.375

[in]

Interior Bolt

Bolt hole edge clear distance

L_c

= L_s - d_h

= 2.188

[in]

Bolt tear out/bearing strength

R_n-t&b-in

= 1.5 L_c t F_u ≤ 3.0 d_b t F_u

AISC 14^th Eq J3-6b

= 79.98 ≤ 54.84

= 54.84

[kips]

Bolt strength at interior

R_n-in

= min ( R_n-t&b-in , R_n-bolt )

= 23.86

[kips]

Edge Bolt

Bolt hole edge clear distance

L_c

= L_e - d_h / 2

= 0.969

[in]

Bolt tear out/bearing strength

R_n-t&b-ed

= 1.5 L_c t F_u ≤ 3.0 d_b t F_u

AISC 14^th Eq J3-6b

= 35.42 ≤ 54.84

= 35.42

[kips]

Bolt strength at edge

R_n-ed

= min ( R_n-t&b-ed , R_n-bolt )

= 23.86

[kips]

Number of bolt

interior n_in

= 2

edge n_ed

= 2

Bolt bearing strength for all bolts

R_n

= n_in R_n-in + n_ed R_n-ed

= 95.43

[kips]

Required shear strength

V_u

= 30.00

[kips]

Bolt resistance factor-LRFD

= 0.75

AISC 14^th J3-10

φ R_n

= 71.57

[kips]

ratio

= 0.42

> V_u

ratio = 60.00 / 107.49

= 0.56

PASS

Single Bolt Shear Strength

Bolt shear stress

bolt grade

= A325-N

F_nv

= 54.0

[ksi]

AISC 14^th Table J3.2

bolt dia d_b

= 0.750

[in]

bolt area A_b

= 0.442

[in²]

Single bolt shear strength

R_n-bolt

= 2 x F_nv A_b

= 47.71

[kips]

AISC 14^th Eq J3-1

Bolt Bearing/TearOut Strength on Plate

Bolt hole diameter

bolt dia d_b

= ³⁄₄

[in]

bolt hole dia d_h

= ¹³⁄₁₆

[in]

AISC 14^th Table J3.3

Bolt spacing

spacing L_s

= 3.000

[in]

Plate tensile strength

F_u

= 65.0

[ksi]

Plate thickness

= 0.245

[in]

Interior Bolt

Bolt hole edge clear distance

L_c

= L_s - d_h

= 2.188

[in]

Bolt tear out/bearing strength

R_n-t&b-in

= 1.5 L_c t F_u ≤ 3.0 d_b t m F_u

AISC 14^th Eq J3-6b

= 52.25 ≤ 35.83

= 35.83

[kips]

Bolt strength at interior

R_n-in

= min ( R_n-t&b-in , R_n-bolt )

= 35.83

[kips]

Number of bolt

interior n_in

= 4

Bolt bearing strength for all bolts

R_n

= n_in R_n-in

= 143.33

[kips]

Required shear strength

V_u

= 60.00

[kips]

Bolt resistance factor-LRFD

= 0.75

AISC 14^th J3-10

φ R_n

= 107.49

[kips]

ratio

= 0.56

> V_u

Web Plate - Gusset PL Side - Bolt Shear

Web Plate - Gusset PL Side - Slip Critical - Web Plate/Gusset PL

= 0.42

PASS

Bolt shear stress

bolt grade

= A325-N

F_nv

= 54.0

[ksi]

AISC 14^th Table J3.2

bolt dia d_b

= 0.750

[in]

bolt area A_b

= 0.442

[in²]

Number of bolt carried shear

n_s

= 4.0

shear plane m

= 2

Required shear strength

V_u

= 60.00

[kips]

Bolt shear strength

R_n

= F_nv A_b n_s m C_ec

= 190.85

[kips]

AISC 14^th Eq J3-1

Bolt resistance factor-LRFD

= 0.75

AISC 14^th Eq J3-1

φ R_n

= 143.14

[kips]

ratio

= 0.42

> V_u

Web Plate - Gusset PL Side - Bolt Bearing on Web Plate

= 0.79

PASS

Bolt dia & bolt pretension

dia d_b

= ³⁄₄

[in]

Pretension T_b

= 28.00

[kips]

AISC 14^th Table J3.1

Surface class

= Class A

Slip coeff. μ

= 0.30

AISC 14^th J3.8

Min. bolt pretension

D_u

= 1.13

Filler factor h_f

= 1.00

AISC 14^th J3.8

No of bolt row & column

n_r

= 2

n_c

= 2

No of slip plane

n_s

= 2

Bolt group eccentricity coefficient

C_ec

= 1.000

Required shear strength

V_u

= 60.00

[kips]

Slip resistance

R_n

= μ D_u h_f T_b n_s n_r n_c C_ec

= 75.94

[kips]

AISC 14^th Eq J3-4

Resistance factor-LRFD

= 1.00

for standard size or SSLT hole

AISC 14^th J3.8

φ R_n

= 75.94

[kips]

ratio

= 0.79

> V_u

Web Plate - Gusset PL Side - Bolt Bearing on Gusset Plate

= 0.42

PASS

Single Bolt Shear Strength

Bolt shear stress

bolt grade

= A325-N

F_nv

= 54.0

[ksi]

AISC 14^th Table J3.2

bolt dia d_b

= 0.750

[in]

bolt area A_b

= 0.442

[in²]

Single bolt shear strength

R_n-bolt

= F_nv A_b

= 23.86

[kips]

AISC 14^th Eq J3-1

Bolt Bearing/TearOut Strength on Plate

Bolt hole diameter

bolt dia d_b

= ³⁄₄

[in]

bolt hole dia d_h

= ¹³⁄₁₆

[in]

AISC 14^th Table J3.3

Bolt spacing

spacing L_s

= 3.000

[in]

Plate tensile strength

F_u

= 65.0

[ksi]

Plate thickness

= 0.375

[in]

Interior Bolt

Bolt hole edge clear distance

L_c

= L_s - d_h

= 2.188

[in]

Bolt tear out/bearing strength

R_n-t&b-in

= 1.5 L_c t F_u ≤ 3.0 d_b t m F_u

AISC 14^th Eq J3-6b

= 79.98 ≤ 54.84

= 54.84

[kips]

Bolt strength at interior

R_n-in

= min ( R_n-t&b-in , R_n-bolt )

= 23.86

[kips]

Number of bolt

interior n_in

= 4

Bolt bearing strength for all bolts

R_n

= n_in R_n-in

= 95.43

[kips]

Required shear strength

V_u

= 30.00

[kips]

Bolt resistance factor-LRFD

= 0.75

AISC 14^th J3-10

φ R_n

= 71.57

[kips]

ratio

= 0.42

> V_u

Gusset Plate - Compression (Whitmore)

= 0.42

PASS

Single Bolt Shear Strength

Bolt shear stress

bolt grade

= A325-N

F_nv

= 54.0

[ksi]

AISC 14^th Table J3.2

bolt dia d_b

= 0.750

[in]

bolt area A_b

= 0.442

[in²]

Single bolt shear strength

R_n-bolt

= 2 x F_nv A_b

= 47.71

[kips]

AISC 14^th Eq J3-1

Bolt Bearing/TearOut Strength on Plate

Bolt hole diameter

bolt dia d_b

= ³⁄₄

[in]

bolt hole dia d_h

= ¹³⁄₁₆

[in]

AISC 14^th Table J3.3

Bolt spacing

spacing L_s

= 3.000

[in]

Plate tensile strength

F_u

= 65.0

[ksi]

Plate thickness

= 0.375

[in]

Interior Bolt

Bolt hole edge clear distance

L_c

= L_s - d_h

= 2.188

[in]

Bolt tear out/bearing strength

R_n-t&b-in

= 1.5 L_c t F_u ≤ 3.0 d_b t m F_u

AISC 14^th Eq J3-6b

= 79.98 ≤ 54.84

= 54.84

[kips]

Bolt strength at interior

R_n-in

= min ( R_n-t&b-in , R_n-bolt )

= 47.71

[kips]

Number of bolt

interior n_in

= 4

Bolt bearing strength for all bolts

R_n

= n_in R_n-in

= 190.85

[kips]

Required shear strength

V_u

= 60.00

[kips]

Bolt resistance factor-LRFD

= 0.75

AISC 14^th J3-10

φ R_n

= 143.14

[kips]

ratio

= 0.42

> V_u

Web Plate - Compression Buckling

ratio = 30.00 / 76.20

= 0.39

PASS

Plate Compression Check

Plate size

width b_p

= 6.000

[in]

thickness t_p

= 0.375

[in]

F_y

= 50.0

[ksi]

= 29000

[ksi]

Plate gross area in compression

A_g

= b_p t_p

= 2.250

[in²]

Plate radius of gyration

= t_p / √12

= 0.108

[in]

Plate effective length factor

= 1.00

AISC DG29 Page 196

Plate unbraced length

L_u

= 6.750

[in]

Plate slenderness

KL/r

= 1.00 x L_u / r

= 62.35

when

KL/r

> 25 , use Chapter E

AISC 14^th J4.4 (b)

Elastic buckling stress

F_e

π2 E/( KL/r )2

= 73.62

[ksi]

AISC 14^th Eq E3-4

when

KL/r

≤ 4.71 (

E/F_y

) 0.5 = 113.43

AISC 14^th E3 (a)

Critical stress

F_cr

= 0.658 ( F_y / F_e ) F_y

= 37.63

[ksi]

AISC 14^th Eq E3-2

Plate compression required

P_u

= 30.00

[kips]

Plate compression provided

R_n

= F_cr x A_g

= 84.66

[kips]

AISC 14^th Eq E3-1

Bolt resistance factor-LRFD

= 0.90

AISC 14^th E1

φ R_n

= 76.20

[kips]

ratio

= 0.39

> P_u

ratio = 60.00 / 107.58

= 0.56

PASS

Plate Compression Check

Plate size

width b_p

= 6.964

[in]

thickness t_p

= 0.375

[in]

F_y

= 50.0

[ksi]

= 29000

[ksi]

Plate gross area in compression

A_g

= b_p t_p

= 2.612

[in²]

Plate radius of gyration

= t_p / √12

= 0.108

[in]

Plate effective length factor

= 0.65

AISC DG29 Page 196

Plate unbraced length

L_u

= 5.789

[in]

Plate slenderness

KL/r

= 0.65 x L_u / r

= 34.76

when

KL/r

> 25 , use Chapter E

AISC 14^th J4.4 (b)

Elastic buckling stress

F_e

π2 E/( KL/r )2

= 236.89

[ksi]

AISC 14^th Eq E3-4

when

KL/r

≤ 4.71 (

E/F_y

) 0.5 = 113.43

AISC 14^th E3 (a)

Critical stress

F_cr

= 0.658 ( F_y / F_e ) F_y

= 45.77

[ksi]

AISC 14^th Eq E3-2

Plate compression required

P_u

= 60.00

[kips]

Plate compression provided

R_n

= F_cr x A_g

= 119.53

[kips]

AISC 14^th Eq E3-1

Bolt resistance factor-LRFD

= 0.90

AISC 14^th E1

φ R_n

= 107.58

[kips]

ratio

= 0.56

> P_u

Left Brace - Brace to Gusset

Sect=HSS 5 x 5 x 5⁄16

P_LC1 =60.00 kips (C)

P_LC2 =-60.00 kips (T)

Code=AISC 360-10 LRFD

Result Summary

geometries & weld limitations = PASS

limit states max ratio

= 0.93

PASS

Geometry Restriction Checks - Lap Plate to Gusset

PASS

Min Bolt Edge Distance - Lap Plate to Gusset

Bolt diameter

d_b

= 0.750

[in]

Min edge distance allowed

L_e-min

= 1.000

[in]

AISC 14^th Table J3.4

Min edge distance in Lap Plate to Gusset

L_e

= 1.375

[in]

> L_e-min

Min Bolt Spacing - Lap Plate to Gusset

Bolt diameter

d_b

= 0.750

[in]

Min bolt spacing allowed

L_s-min

= 2.667 d_b

= 2.000

[in]

AISC 14^th J3.3

Min Bolt spacing in Lap Plate to Gusset

L_s

= 3.000

[in]

> L_s-min

Weld Limitation Checks - Knife Plate to Brace

PASS

Min Fillet Weld Size

Thinner part joined thickness

= 0.291

[in]

Min fillet weld size allowed

w_min

= 0.188

[in]

AISC 14^th Table J2.4

Fillet weld size provided

= 0.313

[in]

> w_min

Min Fillet Weld Length

Fillet weld size provided

= 0.313

[in]

Min fillet weld length allowed

L_min

= 4 x w

= 1.250

[in]

AISC 14^th J2.2b

Min fillet weld length

= 6.000

[in]

> L_min

Brace Force Load Case 1

Sect=HSS 5 x 5 x 5⁄16

P =60.00 kips

ratio = 0.93

PASS

Knife Plate - Bolt Shear

Knife Plate - Slip Critical - Knife Plate/Lap PL

= 0.42

PASS

Bolt shear stress

bolt grade

= A325-N

F_nv

= 54.0

[ksi]

AISC 14^th Table J3.2

bolt dia d_b

= 0.750

[in]

bolt area A_b

= 0.442

[in²]

Number of bolt carried shear

n_s

= 4.0

shear plane m

= 2

Required shear strength

V_u

= 60.00

[kips]

Bolt shear strength

R_n

= F_nv A_b n_s m C_ec

= 190.85

[kips]

AISC 14^th Eq J3-1

Bolt resistance factor-LRFD

= 0.75

AISC 14^th Eq J3-1

φ R_n

= 143.14

[kips]

ratio

= 0.42

> V_u

Knife Plate - Bolt Bearing on Knife Plate

= 0.79

PASS

Bolt dia & bolt pretension

dia d_b

= ³⁄₄

[in]

Pretension T_b

= 28.00

[kips]

AISC 14^th Table J3.1

Surface class

= Class A

Slip coeff. μ

= 0.30

AISC 14^th J3.8

Min. bolt pretension

D_u

= 1.13

Filler factor h_f

= 1.00

AISC 14^th J3.8

No of bolt row & column

n_r

= 2

n_c

= 2

No of slip plane

n_s

= 2

Bolt group eccentricity coefficient

C_ec

= 1.000

Required shear strength

V_u

= 60.00

[kips]

Slip resistance

R_n

= μ D_u h_f T_b n_s n_r n_c C_ec

= 75.94

[kips]

AISC 14^th Eq J3-4

Resistance factor-LRFD

= 1.00

for standard size or SSLT hole

AISC 14^th J3.8

φ R_n

= 75.94

[kips]

ratio

= 0.79

> V_u

Knife Plate - Bolt Bearing on Lap Plate

= 0.42

PASS

Single Bolt Shear Strength

Bolt shear stress

bolt grade

= A325-N

F_nv

= 54.0

[ksi]

AISC 14^th Table J3.2

bolt dia d_b

= 0.750

[in]

bolt area A_b

= 0.442

[in²]

Single bolt shear strength

R_n-bolt

= 2 x F_nv A_b

= 47.71

[kips]

AISC 14^th Eq J3-1

Bolt Bearing/TearOut Strength on Plate

Bolt hole diameter

bolt dia d_b

= ³⁄₄

[in]

bolt hole dia d_h

= ¹³⁄₁₆

[in]

AISC 14^th Table J3.3

Bolt spacing

spacing L_s

= 3.000

[in]

Plate tensile strength

F_u

= 65.0

[ksi]

Plate thickness

= 0.375

[in]

Interior Bolt

Bolt hole edge clear distance

L_c

= L_s - d_h

= 2.188

[in]

Bolt tear out/bearing strength

R_n-t&b-in

= 1.5 L_c t F_u ≤ 3.0 d_b t m F_u

AISC 14^th Eq J3-6b

= 79.98 ≤ 54.84

= 54.84

[kips]

Bolt strength at interior

R_n-in

= min ( R_n-t&b-in , R_n-bolt )

= 47.71

[kips]

Number of bolt

interior n_in

= 4

Bolt bearing strength for all bolts

R_n

= n_in R_n-in

= 190.85

[kips]

Required shear strength

V_u

= 60.00

[kips]

Bolt resistance factor-LRFD

= 0.75

AISC 14^th J3-10

φ R_n

= 143.14

[kips]

ratio

= 0.42

> V_u

= 0.42

PASS

Single Bolt Shear Strength

Bolt shear stress

bolt grade

= A325-N

F_nv

= 54.0

[ksi]

AISC 14^th Table J3.2

bolt dia d_b

= 0.750

[in]

bolt area A_b

= 0.442

[in²]

Single bolt shear strength

R_n-bolt

= F_nv A_b

= 23.86

[kips]

AISC 14^th Eq J3-1

Bolt Bearing/TearOut Strength on Plate

Bolt hole diameter

bolt dia d_b

= ³⁄₄

[in]

bolt hole dia d_h

= ¹³⁄₁₆

[in]

AISC 14^th Table J3.3

Bolt spacing

spacing L_s

= 3.000

[in]

Plate tensile strength

F_u

= 65.0

[ksi]

Plate thickness

= 0.375

[in]

Interior Bolt

Bolt hole edge clear distance

L_c

= L_s - d_h

= 2.188

[in]

Bolt tear out/bearing strength

R_n-t&b-in

= 1.5 L_c t F_u ≤ 3.0 d_b t m F_u

AISC 14^th Eq J3-6b

= 79.98 ≤ 54.84

= 54.84

[kips]

Bolt strength at interior

R_n-in

= min ( R_n-t&b-in , R_n-bolt )

= 23.86

[kips]

Number of bolt

interior n_in

= 4

Bolt bearing strength for all bolts

R_n

= n_in R_n-in

= 95.43

[kips]

Required shear strength

V_u

= 30.00

[kips]

Bolt resistance factor-LRFD

= 0.75

AISC 14^th J3-10

φ R_n

= 71.57

[kips]

ratio

= 0.42

> V_u

Knife Plate - Compression Buckling

ratio = 60.00 / 64.19

= 0.93

PASS

Plate Compression Check

Plate size

width b_p

= 5.750

[in]

thickness t_p

= 0.375

[in]

F_y

= 50.0

[ksi]

= 29000

[ksi]

Plate gross area in compression

A_g

= b_p t_p

= 2.156

[in²]

Plate radius of gyration

= t_p / √12

= 0.108

[in]

Plate effective length factor

= 2.10

AISC DG29 Page 196

Plate unbraced length

L_u

= 3.875

[in]

Plate slenderness

KL/r

= 2.10 x L_u / r

= 75.17

when

KL/r

> 25 , use Chapter E

AISC 14^th J4.4 (b)

Elastic buckling stress

F_e

π2 E/( KL/r )2

= 50.65

[ksi]

AISC 14^th Eq E3-4

when

KL/r

≤ 4.71 (

E/F_y

) 0.5 = 113.43

AISC 14^th E3 (a)

Critical stress

F_cr

= 0.658 ( F_y / F_e ) F_y

= 33.08

[ksi]

AISC 14^th Eq E3-2

Plate compression required

P_u

= 60.00

[kips]

Plate compression provided

R_n

= F_cr x A_g

= 71.32

[kips]

AISC 14^th Eq E3-1

Bolt resistance factor-LRFD

= 0.90

AISC 14^th E1

φ R_n

= 64.19

[kips]

ratio

= 0.93

> P_u

Lap Plate - Brace Side - Bolt Shear

Lap Plate - Brace Side - Slip Critical - Lap Plate/Knife Plate

= 0.42

PASS

Bolt shear stress

bolt grade

= A325-N

F_nv

= 54.0

[ksi]

AISC 14^th Table J3.2

bolt dia d_b

= 0.750

[in]

bolt area A_b

= 0.442

[in²]

Number of bolt carried shear

n_s

= 4.0

shear plane m

= 2

Required shear strength

V_u

= 60.00

[kips]

Bolt shear strength

R_n

= F_nv A_b n_s m C_ec

= 190.85

[kips]

AISC 14^th Eq J3-1

Bolt resistance factor-LRFD

= 0.75

AISC 14^th Eq J3-1

φ R_n

= 143.14

[kips]

ratio

= 0.42

> V_u

Lap Plate - Brace Side - Bolt Bearing on Lap Plate

= 0.79

PASS

Bolt dia & bolt pretension

dia d_b

= ³⁄₄

[in]

Pretension T_b

= 28.00

[kips]

AISC 14^th Table J3.1

Surface class

= Class A

Slip coeff. μ

= 0.30

AISC 14^th J3.8

Min. bolt pretension

D_u

= 1.13

Filler factor h_f

= 1.00

AISC 14^th J3.8

No of bolt row & column

n_r

= 2

n_c

= 2

No of slip plane

n_s

= 2

Bolt group eccentricity coefficient

C_ec

= 1.000

Required shear strength

V_u

= 60.00

[kips]

Slip resistance

R_n

= μ D_u h_f T_b n_s n_r n_c C_ec

= 75.94

[kips]

AISC 14^th Eq J3-4

Resistance factor-LRFD

= 1.00

for standard size or SSLT hole

AISC 14^th J3.8

φ R_n

= 75.94

[kips]

ratio

= 0.79

> V_u

Lap Plate - Brace Side - Bolt Bearing on Knife Plate

= 0.42

PASS

Single Bolt Shear Strength

Bolt shear stress

bolt grade

= A325-N

F_nv

= 54.0

[ksi]

AISC 14^th Table J3.2

bolt dia d_b

= 0.750

[in]

bolt area A_b

= 0.442

[in²]

Single bolt shear strength

R_n-bolt

= F_nv A_b

= 23.86

[kips]

AISC 14^th Eq J3-1

Bolt Bearing/TearOut Strength on Plate

Bolt hole diameter

bolt dia d_b

= ³⁄₄

[in]

bolt hole dia d_h

= ¹³⁄₁₆

[in]

AISC 14^th Table J3.3

Bolt spacing & edge distance

spacing L_s

= 3.000

[in]

edge distance L_e

= 1.375

[in]

Plate tensile strength

F_u

= 65.0

[ksi]

Plate thickness

= 0.375

[in]

Interior Bolt

Bolt hole edge clear distance

L_c

= L_s - d_h

= 2.188

[in]

Bolt tear out/bearing strength

R_n-t&b-in

= 1.5 L_c t F_u ≤ 3.0 d_b t F_u

AISC 14^th Eq J3-6b

= 79.98 ≤ 54.84

= 54.84

[kips]

Bolt strength at interior

R_n-in

= min ( R_n-t&b-in , R_n-bolt )

= 23.86

[kips]

Edge Bolt

Bolt hole edge clear distance

L_c

= L_e - d_h / 2

= 0.969

[in]

Bolt tear out/bearing strength

R_n-t&b-ed

= 1.5 L_c t F_u ≤ 3.0 d_b t F_u

AISC 14^th Eq J3-6b

= 35.42 ≤ 54.84

= 35.42

[kips]

Bolt strength at edge

R_n-ed

= min ( R_n-t&b-ed , R_n-bolt )

= 23.86

[kips]

Number of bolt

interior n_in

= 2

edge n_ed

= 2

Bolt bearing strength for all bolts

R_n

= n_in R_n-in + n_ed R_n-ed

= 95.43

[kips]

Required shear strength

V_u

= 30.00

[kips]

Bolt resistance factor-LRFD

= 0.75

AISC 14^th J3-10

φ R_n

= 71.57

[kips]

ratio

= 0.42

> V_u

Lap Plate - Gusset PL Side - Bolt Shear

= 0.42

PASS

Single Bolt Shear Strength

Bolt shear stress

bolt grade

= A325-N

F_nv

= 54.0

[ksi]

AISC 14^th Table J3.2

bolt dia d_b

= 0.750

[in]

bolt area A_b

= 0.442

[in²]

Single bolt shear strength

R_n-bolt

= 2 x F_nv A_b

= 47.71

[kips]

AISC 14^th Eq J3-1

Bolt Bearing/TearOut Strength on Plate

Bolt hole diameter

bolt dia d_b

= ³⁄₄

[in]

bolt hole dia d_h

= ¹³⁄₁₆

[in]

AISC 14^th Table J3.3

Bolt spacing

spacing L_s

= 3.000

[in]

Plate tensile strength

F_u

= 65.0

[ksi]

Plate thickness

= 0.375

[in]

Interior Bolt

Bolt hole edge clear distance

L_c

= L_s - d_h

= 2.188

[in]

Bolt tear out/bearing strength

R_n-t&b-in

= 1.5 L_c t F_u ≤ 3.0 d_b t m F_u

AISC 14^th Eq J3-6b

= 79.98 ≤ 54.84

= 54.84

[kips]

Bolt strength at interior

R_n-in

= min ( R_n-t&b-in , R_n-bolt )

= 47.71

[kips]

Number of bolt

interior n_in

= 4

Bolt bearing strength for all bolts

R_n

= n_in R_n-in

= 190.85

[kips]

Required shear strength

V_u

= 60.00

[kips]

Bolt resistance factor-LRFD

= 0.75

AISC 14^th J3-10

φ R_n

= 143.14

[kips]

ratio

= 0.42

> V_u

Lap Plate - Gusset PL Side - Slip Critical - Lap Plate/Gusset PL

= 0.42

PASS

Bolt shear stress

bolt grade

= A325-N

F_nv

= 54.0

[ksi]

AISC 14^th Table J3.2

bolt dia d_b

= 0.750

[in]

bolt area A_b

= 0.442

[in²]

Number of bolt carried shear

n_s

= 4.0

shear plane m

= 2

Required shear strength

V_u

= 60.00

[kips]

Bolt shear strength

R_n

= F_nv A_b n_s m C_ec

= 190.85

[kips]

AISC 14^th Eq J3-1

Bolt resistance factor-LRFD

= 0.75

AISC 14^th Eq J3-1

φ R_n

= 143.14

[kips]

ratio

= 0.42

> V_u

Lap Plate - Gusset PL Side - Bolt Bearing on Lap Plate

= 0.79

PASS

Bolt dia & bolt pretension

dia d_b

= ³⁄₄

[in]

Pretension T_b

= 28.00

[kips]

AISC 14^th Table J3.1

Surface class

= Class A

Slip coeff. μ

= 0.30

AISC 14^th J3.8

Min. bolt pretension

D_u

= 1.13

Filler factor h_f

= 1.00

AISC 14^th J3.8

No of bolt row & column

n_r

= 2

n_c

= 2

No of slip plane

n_s

= 2

Bolt group eccentricity coefficient

C_ec

= 1.000

Required shear strength

V_u

= 60.00

[kips]

Slip resistance

R_n

= μ D_u h_f T_b n_s n_r n_c C_ec

= 75.94

[kips]

AISC 14^th Eq J3-4

Resistance factor-LRFD

= 1.00

for standard size or SSLT hole

AISC 14^th J3.8

φ R_n

= 75.94

[kips]

ratio

= 0.79

> V_u

Lap Plate - Gusset PL Side - Bolt Bearing on Gusset Plate

= 0.42

PASS

Single Bolt Shear Strength

Bolt shear stress

bolt grade

= A325-N

F_nv

= 54.0

[ksi]

AISC 14^th Table J3.2

bolt dia d_b

= 0.750

[in]

bolt area A_b

= 0.442

[in²]

Single bolt shear strength

R_n-bolt

= F_nv A_b

= 23.86

[kips]

AISC 14^th Eq J3-1

Bolt Bearing/TearOut Strength on Plate

Bolt hole diameter

bolt dia d_b

= ³⁄₄

[in]

bolt hole dia d_h

= ¹³⁄₁₆

[in]

AISC 14^th Table J3.3

Bolt spacing

spacing L_s

= 3.000

[in]

Plate tensile strength

F_u

= 65.0

[ksi]

Plate thickness

= 0.375

[in]

Interior Bolt

Bolt hole edge clear distance

L_c

= L_s - d_h

= 2.188

[in]

Bolt tear out/bearing strength

R_n-t&b-in

= 1.5 L_c t F_u ≤ 3.0 d_b t m F_u

AISC 14^th Eq J3-6b

= 79.98 ≤ 54.84

= 54.84

[kips]

Bolt strength at interior

R_n-in

= min ( R_n-t&b-in , R_n-bolt )

= 23.86

[kips]

Number of bolt

interior n_in

= 4

Bolt bearing strength for all bolts

R_n

= n_in R_n-in

= 95.43

[kips]

Required shear strength

V_u

= 30.00

[kips]

Bolt resistance factor-LRFD

= 0.75

AISC 14^th J3-10

φ R_n

= 71.57

[kips]

ratio

= 0.42

> V_u

Gusset Plate - Compression (Whitmore)

= 0.42

PASS

Single Bolt Shear Strength

Bolt shear stress

bolt grade

= A325-N

F_nv

= 54.0

[ksi]

AISC 14^th Table J3.2

bolt dia d_b

= 0.750

[in]

bolt area A_b

= 0.442

[in²]

Single bolt shear strength

R_n-bolt

= 2 x F_nv A_b

= 47.71

[kips]

AISC 14^th Eq J3-1

Bolt Bearing/TearOut Strength on Plate

Bolt hole diameter

bolt dia d_b

= ³⁄₄

[in]

bolt hole dia d_h

= ¹³⁄₁₆

[in]

AISC 14^th Table J3.3

Bolt spacing

spacing L_s

= 3.000

[in]

Plate tensile strength

F_u

= 65.0

[ksi]

Plate thickness

= 0.375

[in]

Interior Bolt

Bolt hole edge clear distance

L_c

= L_s - d_h

= 2.188

[in]

Bolt tear out/bearing strength

R_n-t&b-in

= 1.5 L_c t F_u ≤ 3.0 d_b t m F_u

AISC 14^th Eq J3-6b

= 79.98 ≤ 54.84

= 54.84

[kips]

Bolt strength at interior

R_n-in

= min ( R_n-t&b-in , R_n-bolt )

= 47.71

[kips]

Number of bolt

interior n_in

= 4

Bolt bearing strength for all bolts

R_n

= n_in R_n-in

= 190.85

[kips]

Required shear strength

V_u

= 60.00

[kips]

Bolt resistance factor-LRFD

= 0.75

AISC 14^th J3-10

φ R_n

= 143.14

[kips]

ratio

= 0.42

> V_u

Lap Plate - Compression Buckling

ratio = 30.00 / 73.02

= 0.41

PASS

Plate Compression Check

Plate size

width b_p

= 5.750

[in]

thickness t_p

= 0.375

[in]

F_y

= 50.0

[ksi]

= 29000

[ksi]

Plate gross area in compression

A_g

= b_p t_p

= 2.156

[in²]

Plate radius of gyration

= t_p / √12

= 0.108

[in]

Plate effective length factor

= 1.00

AISC DG29 Page 196

Plate unbraced length

L_u

= 6.750

[in]

Plate slenderness

KL/r

= 1.00 x L_u / r

= 62.35

when

KL/r

> 25 , use Chapter E

AISC 14^th J4.4 (b)

Elastic buckling stress

F_e

π2 E/( KL/r )2

= 73.62

[ksi]

AISC 14^th Eq E3-4

when

KL/r

≤ 4.71 (

E/F_y

) 0.5 = 113.43

AISC 14^th E3 (a)

Critical stress

F_cr

= 0.658 ( F_y / F_e ) F_y

= 37.63

[ksi]

AISC 14^th Eq E3-2

Plate compression required

P_u

= 30.00

[kips]

Plate compression provided

R_n

= F_cr x A_g

= 81.13

[kips]

AISC 14^th Eq E3-1

Bolt resistance factor-LRFD

= 0.90

AISC 14^th E1

φ R_n

= 73.02

[kips]

ratio

= 0.41

> P_u

ratio = 60.00 / 100.23

= 0.60

PASS

Plate Compression Check

Plate size

width b_p

= 6.464

[in]

thickness t_p

= 0.375

[in]

F_y

= 50.0

[ksi]

= 29000

[ksi]

Plate gross area in compression

A_g

= b_p t_p

= 2.424

[in²]

Plate radius of gyration

= t_p / √12

= 0.108

[in]

Plate effective length factor

= 0.65

AISC DG29 Page 196

Plate unbraced length

L_u

= 5.664

[in]

Plate slenderness

KL/r

= 0.65 x L_u / r

= 34.01

when

KL/r

> 25 , use Chapter E

AISC 14^th J4.4 (b)

Elastic buckling stress

F_e

π2 E/( KL/r )2

= 247.46

[ksi]

AISC 14^th Eq E3-4

when

KL/r

≤ 4.71 (

E/F_y

) 0.5 = 113.43

AISC 14^th E3 (a)

Critical stress

F_cr

= 0.658 ( F_y / F_e ) F_y

= 45.95

[ksi]

AISC 14^th Eq E3-2

Plate compression required

P_u

= 60.00

[kips]

Plate compression provided

R_n

= F_cr x A_g

= 111.37

[kips]

AISC 14^th Eq E3-1

Bolt resistance factor-LRFD

= 0.90

AISC 14^th E1

φ R_n

= 100.23

[kips]

ratio

= 0.60

> P_u

Knife Plate to Brace Weld Strength

ratio = 60.00 / 131.63

= 0.46

PASS

Fillet Weld Strength Check

Fillet weld leg size

= ⁵⁄₁₆

[in]

load angle θ

= 0.0

[°]

Electrode strength

F_EXX

= 70.0

[ksi]

strength coeff C₁

= 1.00

AISC 14^th Table 8-3

Number of weld line

= 2 for double fillet

Load angle coefficient

C₂

= ( 1 + 0.5 sin^1.5 θ )

= 1.00

AISC 14^th Page 8-9

Fillet weld shear strength

R_n-w

= 0.6 (C₁ x 70 ksi) 0.707 w n C₂

= 18.559

[kip/in]

AISC 14^th Eq 8-1

Base metal - brace

thickness t

= 0.375

[in]

tensile F_u

= 65.0

[ksi]

Base metal - brace is in shear, shear rupture as per AISC 14^th Eq J4-4 is checked

AISC 14^th J2.4

Base metal shear rupture

R_n-b

= 0.6 F_u t

= 14.625

[kip/in]

AISC 14^th Eq J4-4

Double fillet linear shear strength

R_n

= min ( R_n-w , R_n-b )

= 14.625

[kip/in]

AISC 14^th Eq 9-2

Resistance factor-LRFD

= 0.75

AISC 14^th Eq 8-1

φ R_n

= 10.969

[kip/in]

Shear resistance required

V_u

= 60.00

[kips]

Fillet weld length - double fillet

= 12.000

[in]

Shear resistance provided

φ F_n

= φ R_n x L

= 131.63

[kips]

ratio

= 0.46

> V_u

Brace Force Load Case 2

Sect=HSS 5 x 5 x 5⁄16

P =-60.00 kips (T)

ratio = 0.79

PASS

HSS Brace - Tensile Yield

ratio = 60.00 / 217.76

= 0.28

PASS

Gross area subject to tension

A_g

= 5.260

[in²]

Steel yield strength

F_y

= 46.0

[ksi]

Tensile force required

P_u

= 60.00

[kips]

Tensile yielding strength

R_n

= F_y A_g

= 241.96

[kips]

AISC 14^th Eq D2-1

Resistance factor-LRFD

= 0.90

AISC 14^th D2 (a)

φ R_n

= 217.76

[kips]

AISC 14^th Eq D2-1

ratio

= 0.28

> P_u

HSS Brace - Tensile Rupture

ratio = 60.00 / 148.60

= 0.40

PASS

Section gross area

A_g

= HSS5X5X5/16

= 5.260

[in²]

HSS wall thickness

= 0.291

[in]

HSS cut slot width

= knife plate thick + 1/8"

= 0.500

[in]

Tensile net area

A_n

= A_g - 2 w t

= 4.969

[in²]

Length of connection

= 6.000

[in]

Eccentricity of connection

= 1.875

[in]

Shear lag factor

= 1 - x / L

= 0.688

AISC 14^th Table D3.1

Tensile force required

P_u

= 60.00

[kips]

Tensile effective net area

A_e

= A_n U

= 3.416

[in²]

Plate tensile strength

F_u

= 58.0

[ksi]

Tensile rupture strength

R_n

= F_u A_e

= 198.14

[kips]

AISC 14^th Eq D2-2

Resistance factor-LRFD

= 0.75

AISC 14^th D2 (b)

φ R_n

= 148.60

[kips]

AISC 14^th Eq D2-2

ratio

= 0.40

> P_u

Knife Plate - Tensile Yield

ratio = 30.00 / 97.03

= 0.31

PASS

Plate Tensile Yielding Check

Plate size

width b_p

= 5.750

[in]

thickness t_p

= 0.375

[in]

Plate yield strength

F_y

= 50.0

[ksi]

Plate gross area in shear

A_g

= b_p t_p

= 2.156

[in²]

Tensile force required

P_u

= 30.00

[kips]

Plate tensile yielding strength

R_n

= F_y A_g

= 107.81

[kips]

AISC 14^th Eq J4-1

Resistance factor-LRFD

= 0.90

AISC 14^th Eq J4-1

φ R_n

= 97.03

[kips]

ratio

= 0.31

> P_u

Knife Plate - Tensile Rupture

ratio = 30.00 / 73.13

= 0.41

PASS

Plate Tensile Rupture Check

Bolt hole diameter

bolt dia d_b

= ³⁄₄

[in]

bolt hole dia d_h

= ⁷⁄₈

[in]

AISC 14^th B4.3b

Number of bolt

= 2

Plate size

width b_p

= 5.750

[in]

thickness t_p

= 0.375

[in]

Plate tensile strength

F_u

= 65.0

[ksi]

Plate net area in tension

A_nt

= ( b_p - n d_h ) t_p

= 1.500

[in²]

Tensile force required

P_u

= 30.00

[kips]

Plate tensile rupture strength

R_n

= F_u A_nt

= 97.50

[kips]

AISC 14^th Eq J4-2

Resistance factor-LRFD

= 0.75

AISC 14^th Eq J4-2

φ R_n

= 73.13

[kips]

AISC 14^th Eq J4-2

ratio

= 0.41

> P_u

Knife Plate - Bolt Shear

Knife Plate - Slip Critical - Knife Plate/Lap PL

= 0.42

PASS

Bolt shear stress

bolt grade

= A325-N

F_nv

= 54.0

[ksi]

AISC 14^th Table J3.2

bolt dia d_b

= 0.750

[in]

bolt area A_b

= 0.442

[in²]

Number of bolt carried shear

n_s

= 4.0

shear plane m

= 2

Required shear strength

V_u

= 60.00

[kips]

Bolt shear strength

R_n

= F_nv A_b n_s m C_ec

= 190.85

[kips]

AISC 14^th Eq J3-1

Bolt resistance factor-LRFD

= 0.75

AISC 14^th Eq J3-1

φ R_n

= 143.14

[kips]

ratio

= 0.42

> V_u

Knife Plate - Bolt Bearing on Knife Plate

= 0.79

PASS

Bolt dia & bolt pretension

dia d_b

= ³⁄₄

[in]

Pretension T_b

= 28.00

[kips]

AISC 14^th Table J3.1

Surface class

= Class A

Slip coeff. μ

= 0.30

AISC 14^th J3.8

Min. bolt pretension

D_u

= 1.13

Filler factor h_f

= 1.00

AISC 14^th J3.8

No of bolt row & column

n_r

= 2

n_c

= 2

No of slip plane

n_s

= 2

Bolt group eccentricity coefficient

C_ec

= 1.000

Required shear strength

V_u

= 60.00

[kips]

Slip resistance

R_n

= μ D_u h_f T_b n_s n_r n_c C_ec

= 75.94

[kips]

AISC 14^th Eq J3-4

Resistance factor-LRFD

= 1.00

for standard size or SSLT hole

AISC 14^th J3.8

φ R_n

= 75.94

[kips]

ratio

= 0.79

> V_u

Knife Plate - Bolt Bearing on Lap Plate

= 0.43

PASS

Single Bolt Shear Strength

Bolt shear stress

bolt grade

= A325-N

F_nv

= 54.0

[ksi]

AISC 14^th Table J3.2

bolt dia d_b

= 0.750

[in]

bolt area A_b

= 0.442

[in²]

Single bolt shear strength

R_n-bolt

= 2 x F_nv A_b

= 47.71

[kips]

AISC 14^th Eq J3-1

Bolt Bearing/TearOut Strength on Plate

Bolt hole diameter

bolt dia d_b

= ³⁄₄

[in]

bolt hole dia d_h

= ¹³⁄₁₆

[in]

AISC 14^th Table J3.3

Bolt spacing & edge distance

spacing L_s

= 3.000

[in]

edge distance L_e

= 1.625

[in]

Plate tensile strength

F_u

= 65.0

[ksi]

Plate thickness

= 0.375

[in]

Interior Bolt

Bolt hole edge clear distance

L_c

= L_s - d_h

= 2.188

[in]

Bolt tear out/bearing strength

R_n-t&b-in

= 1.5 L_c t F_u ≤ 3.0 d_b t F_u

AISC 14^th Eq J3-6b

= 79.98 ≤ 54.84

= 54.84

[kips]

Bolt strength at interior

R_n-in

= min ( R_n-t&b-in , R_n-bolt )

= 47.71

[kips]

Edge Bolt

Bolt hole edge clear distance

L_c

= L_e - d_h / 2

= 1.219

[in]

Bolt tear out/bearing strength

R_n-t&b-ed

= 1.5 L_c t F_u ≤ 3.0 d_b t F_u

AISC 14^th Eq J3-6b

= 44.56 ≤ 54.84

= 44.56

[kips]

Bolt strength at edge

R_n-ed

= min ( R_n-t&b-ed , R_n-bolt )

= 44.56

[kips]

Number of bolt

interior n_in

= 2

edge n_ed

= 2

Bolt bearing strength for all bolts

R_n

= n_in R_n-in + n_ed R_n-ed

= 184.55

[kips]

Required shear strength

V_u

= 60.00

[kips]

Bolt resistance factor-LRFD

= 0.75

AISC 14^th J3-10

φ R_n

= 138.41

[kips]

ratio

= 0.43

> V_u

Knife Plate - Block Shear - Center Strip

= 0.42

PASS

Single Bolt Shear Strength

Bolt shear stress

bolt grade

= A325-N

F_nv

= 54.0

[ksi]

AISC 14^th Table J3.2

bolt dia d_b

= 0.750

[in]

bolt area A_b

= 0.442

[in²]

Single bolt shear strength

R_n-bolt

= F_nv A_b

= 23.86

[kips]

AISC 14^th Eq J3-1

Bolt Bearing/TearOut Strength on Plate

Bolt hole diameter

bolt dia d_b

= ³⁄₄

[in]

bolt hole dia d_h

= ¹³⁄₁₆

[in]

AISC 14^th Table J3.3

Bolt spacing & edge distance

spacing L_s

= 3.000

[in]

edge distance L_e

= 1.375

[in]

Plate tensile strength

F_u

= 65.0

[ksi]

Plate thickness

= 0.375

[in]

Interior Bolt

Bolt hole edge clear distance

L_c

= L_s - d_h

= 2.188

[in]

Bolt tear out/bearing strength

R_n-t&b-in

= 1.5 L_c t F_u ≤ 3.0 d_b t F_u

AISC 14^th Eq J3-6b

= 79.98 ≤ 54.84

= 54.84

[kips]

Bolt strength at interior

R_n-in

= min ( R_n-t&b-in , R_n-bolt )

= 23.86

[kips]

Edge Bolt

Bolt hole edge clear distance

L_c

= L_e - d_h / 2

= 0.969

[in]

Bolt tear out/bearing strength

R_n-t&b-ed

= 1.5 L_c t F_u ≤ 3.0 d_b t F_u

AISC 14^th Eq J3-6b

= 35.42 ≤ 54.84

= 35.42

[kips]

Bolt strength at edge

R_n-ed

= min ( R_n-t&b-ed , R_n-bolt )

= 23.86

[kips]

Number of bolt

interior n_in

= 2

edge n_ed

= 2

Bolt bearing strength for all bolts

R_n

= n_in R_n-in + n_ed R_n-ed

= 95.43

[kips]

Required shear strength

V_u

= 30.00

[kips]

Bolt resistance factor-LRFD

= 0.75

AISC 14^th J3-10

φ R_n

= 71.57

[kips]

ratio

= 0.42

> V_u

ratio = 60.00 / 111.52

= 0.54

PASS

Plate Block Shear - Center Strip

Bolt hole diameter

bolt dia d_b

= ³⁄₄

[in]

bolt hole dia d_h

= ⁷⁄₈

[in]

AISC 14^th B4.3b

Plate thickness

t_p

= 0.375

[in]

Plate strength

F_y

= 50.0

[ksi]

F_u

= 65.0

[ksi]

Bolt no in ver & hor dir

n_v

= 2

n_h

= 2

Bolt spacing in ver & hor dir

s_v

= 3.000

[in]

s_h

= 3.000

[in]

Bolt edge dist in ver & hor dir

e_v

= 1.375

[in]

e_h

= 1.625

[in]

Gross area subject to shear

A_gv

= [ (n_h - 1) s_h + e_h ] t_p x 2

= 3.469

[in²]

Net area subject to shear

A_nv

= A_gv - [(n_h - 1)+ 0.5] d_h t_p x2

= 2.484

[in²]

Net area subject to tension

when sheared out by center strip

A_nt

= ( n_v - 1) ( s_v - d_h ) t_p

= 0.797

[in²]

Block shear strength required

V_u

= 60.00

[kips]

Uniform tension stress factor

U_bs

= 1.00

AISC 14^th Fig C-J4.2

Bolt shear resistance provided

R_n

= min (0.6F_u A_nv , 0.6F_y A_gv ) +

= 148.69

[kips]

AISC 14^th Eq J4-5

U_bs F_u A_nt

Resistance factor-LRFD

= 0.75

AISC 14^th Eq J4-5

φ R_n

= 111.52

[kips]

ratio

= 0.54

> V_u

Knife Plate - Block Shear - 1-Side Strip

ratio = 60.00 / 92.32

= 0.65

PASS

Plate Block Shear - Side Strip

Bolt hole diameter

bolt dia d_b

= ³⁄₄

[in]

bolt hole dia d_h

= ⁷⁄₈

[in]

AISC 14^th B4.3b

Plate thickness

t_p

= 0.375

[in]

Plate strength

F_y

= 50.0

[ksi]

F_u

= 65.0

[ksi]

Bolt no in ver & hor dir

n_v

= 2

n_h

= 2

Bolt spacing in ver & hor dir

s_v

= 3.000

[in]

s_h

= 3.000

[in]

Bolt edge dist in ver & hor dir

e_v

= 1.375

[in]

e_h

= 1.625

[in]

Gross area subject to shear

A_gv

= [ (n_h - 1) s_h + e_h ] t_p

= 1.734

[in²]

Net area subject to shear

A_nv

= A_gv - [(n_h - 1)+ 0.5] d_h t_p

= 1.242

[in²]

Net area subject to tension

when sheared out by side strip

A_nt

= [(n_v -1)s_v +e_v -((n_v - 1)+0.5)d_h ] t_p

= 1.148

[in²]

Block shear strength required

V_u

= 60.00

[kips]

Uniform tension stress factor

U_bs

= 1.00

AISC 14^th Fig C-J4.2

Bolt shear resistance provided

R_n

= min (0.6F_u A_nv , 0.6F_y A_gv ) +

= 123.09

[kips]

AISC 14^th Eq J4-5

U_bs F_u A_nt

Resistance factor-LRFD

= 0.75

AISC 14^th Eq J4-5

φ R_n

= 92.32

[kips]

ratio

= 0.65

> V_u

Knife Plate - Block Shear - 2-Side Strip

ratio = 60.00 / 106.95

= 0.56

PASS

Plate Block Shear - 2 Side Strips

Bolt hole diameter

bolt dia d_b

= ³⁄₄

[in]

bolt hole dia d_h

= ⁷⁄₈

[in]

AISC 14^th B4.3b

Plate thickness

t_p

= 0.375

[in]

Plate strength

F_y

= 50.0

[ksi]

F_u

= 65.0

[ksi]

Bolt no in ver & hor dir

n_v

= 2

n_h

= 2

Bolt spacing in ver & hor dir

s_v

= 3.000

[in]

s_h

= 3.000

[in]

Bolt edge dist in ver & hor dir

e_v

= 1.375

[in]

e_h

= 1.625

[in]

Gross area subject to shear

A_gv

= [ (n_h - 1) s_h + e_h ] t_p x 2

= 3.469

[in²]

Net area subject to shear

A_nv

= A_gv - [(n_h - 1)+ 0.5] d_h t_p x2

= 2.484

[in²]

Net area subject to tension

when sheared out by 2 side strips

A_nt

= ( e_v - 0.5 d_h ) t_p x 2

= 0.703

[in²]

Block shear strength required

V_u

= 60.00

[kips]

Uniform tension stress factor

U_bs

= 1.00

AISC 14^th Fig C-J4.2

Bolt shear resistance provided

R_n

= min (0.6F_u A_nv , 0.6F_y A_gv ) +

= 142.59

[kips]

AISC 14^th Eq J4-5

U_bs F_u A_nt

Resistance factor-LRFD

= 0.75

AISC 14^th Eq J4-5

φ R_n

= 106.95

[kips]

ratio

= 0.56

> V_u

Lap Plate - Tensile Yield

ratio = 30.00 / 97.03

= 0.31

PASS

Plate Tensile Yielding Check

Plate size

width b_p

= 5.750

[in]

thickness t_p

= 0.375

[in]

Plate yield strength

F_y

= 50.0

[ksi]

Plate gross area in shear

A_g

= b_p t_p

= 2.156

[in²]

Tensile force required

P_u

= 30.00

[kips]

Plate tensile yielding strength

R_n

= F_y A_g

= 107.81

[kips]

AISC 14^th Eq J4-1

Resistance factor-LRFD

= 0.90

AISC 14^th Eq J4-1

φ R_n

= 97.03

[kips]

ratio

= 0.31

> P_u

Lap Plate - Tensile Rupture

ratio = 30.00 / 73.13

= 0.41

PASS

Plate Tensile Rupture Check

Bolt hole diameter

bolt dia d_b

= ³⁄₄

[in]

bolt hole dia d_h

= ⁷⁄₈

[in]

AISC 14^th B4.3b

Number of bolt

= 2

Plate size

width b_p

= 5.750

[in]

thickness t_p

= 0.375

[in]

Plate tensile strength

F_u

= 65.0

[ksi]

Plate net area in tension

A_nt

= ( b_p - n d_h ) t_p

= 1.500

[in²]

Tensile force required

P_u

= 30.00

[kips]

Plate tensile rupture strength

R_n

= F_u A_nt

= 97.50

[kips]

AISC 14^th Eq J4-2

Resistance factor-LRFD

= 0.75

AISC 14^th Eq J4-2

φ R_n

= 73.13

[kips]

AISC 14^th Eq J4-2

ratio

= 0.41

> P_u

Lap Plate - Brace Side - Bolt Shear

Lap Plate - Brace Side - Slip Critical - Lap Plate/Knife Plate

= 0.42

PASS

Bolt shear stress

bolt grade

= A325-N

F_nv

= 54.0

[ksi]

AISC 14^th Table J3.2

bolt dia d_b

= 0.750

[in]

bolt area A_b

= 0.442

[in²]

Number of bolt carried shear

n_s

= 4.0

shear plane m

= 2

Required shear strength

V_u

= 60.00

[kips]

Bolt shear strength

R_n

= F_nv A_b n_s m C_ec

= 190.85

[kips]

AISC 14^th Eq J3-1

Bolt resistance factor-LRFD

= 0.75

AISC 14^th Eq J3-1

φ R_n

= 143.14

[kips]

ratio

= 0.42

> V_u

Lap Plate - Brace Side - Bolt Bearing on Lap Plate

= 0.79

PASS

Bolt dia & bolt pretension

dia d_b

= ³⁄₄

[in]

Pretension T_b

= 28.00

[kips]

AISC 14^th Table J3.1

Surface class

= Class A

Slip coeff. μ

= 0.30

AISC 14^th J3.8

Min. bolt pretension

D_u

= 1.13

Filler factor h_f

= 1.00

AISC 14^th J3.8

No of bolt row & column

n_r

= 2

n_c

= 2

No of slip plane

n_s

= 2

Bolt group eccentricity coefficient

C_ec

= 1.000

Required shear strength

V_u

= 60.00

[kips]

Slip resistance

R_n

= μ D_u h_f T_b n_s n_r n_c C_ec

= 75.94

[kips]

AISC 14^th Eq J3-4

Resistance factor-LRFD

= 1.00

for standard size or SSLT hole

AISC 14^th J3.8

φ R_n

= 75.94

[kips]

ratio

= 0.79

> V_u

Lap Plate - Brace Side - Bolt Bearing on Knife Plate

= 0.42

PASS

Single Bolt Shear Strength

Bolt shear stress

bolt grade

= A325-N

F_nv

= 54.0

[ksi]

AISC 14^th Table J3.2

bolt dia d_b

= 0.750

[in]

bolt area A_b

= 0.442

[in²]

Single bolt shear strength

R_n-bolt

= F_nv A_b

= 23.86

[kips]

AISC 14^th Eq J3-1

Bolt Bearing/TearOut Strength on Plate

Bolt hole diameter

bolt dia d_b

= ³⁄₄

[in]

bolt hole dia d_h

= ¹³⁄₁₆

[in]

AISC 14^th Table J3.3

Bolt spacing & edge distance

spacing L_s

= 3.000

[in]

edge distance L_e

= 1.375

[in]

Plate tensile strength

F_u

= 65.0

[ksi]

Plate thickness

= 0.375

[in]

Interior Bolt

Bolt hole edge clear distance

L_c

= L_s - d_h

= 2.188

[in]

Bolt tear out/bearing strength

R_n-t&b-in

= 1.5 L_c t F_u ≤ 3.0 d_b t F_u

AISC 14^th Eq J3-6b

= 79.98 ≤ 54.84

= 54.84

[kips]

Bolt strength at interior

R_n-in

= min ( R_n-t&b-in , R_n-bolt )

= 23.86

[kips]

Edge Bolt

Bolt hole edge clear distance

L_c

= L_e - d_h / 2

= 0.969

[in]

Bolt tear out/bearing strength

R_n-t&b-ed

= 1.5 L_c t F_u ≤ 3.0 d_b t F_u

AISC 14^th Eq J3-6b

= 35.42 ≤ 54.84

= 35.42

[kips]

Bolt strength at edge

R_n-ed

= min ( R_n-t&b-ed , R_n-bolt )

= 23.86

[kips]

Number of bolt

interior n_in

= 2

edge n_ed

= 2

Bolt bearing strength for all bolts

R_n

= n_in R_n-in + n_ed R_n-ed

= 95.43

[kips]

Required shear strength

V_u

= 30.00

[kips]

Bolt resistance factor-LRFD

= 0.75

AISC 14^th J3-10

φ R_n

= 71.57

[kips]

ratio

= 0.42

> V_u

Lap Plate - Block Shear - Center Strip

= 0.43

PASS

Single Bolt Shear Strength

Bolt shear stress

bolt grade

= A325-N

F_nv

= 54.0

[ksi]

AISC 14^th Table J3.2

bolt dia d_b

= 0.750

[in]

bolt area A_b

= 0.442

[in²]

Single bolt shear strength

R_n-bolt

= 2 x F_nv A_b

= 47.71

[kips]

AISC 14^th Eq J3-1

Bolt Bearing/TearOut Strength on Plate

Bolt hole diameter

bolt dia d_b

= ³⁄₄

[in]

bolt hole dia d_h

= ¹³⁄₁₆

[in]

AISC 14^th Table J3.3

Bolt spacing & edge distance

spacing L_s

= 3.000

[in]

edge distance L_e

= 1.625

[in]

Plate tensile strength

F_u

= 65.0

[ksi]

Plate thickness

= 0.375

[in]

Interior Bolt

Bolt hole edge clear distance

L_c

= L_s - d_h

= 2.188

[in]

Bolt tear out/bearing strength

R_n-t&b-in

= 1.5 L_c t F_u ≤ 3.0 d_b t F_u

AISC 14^th Eq J3-6b

= 79.98 ≤ 54.84

= 54.84

[kips]

Bolt strength at interior

R_n-in

= min ( R_n-t&b-in , R_n-bolt )

= 47.71

[kips]

Edge Bolt

Bolt hole edge clear distance

L_c

= L_e - d_h / 2

= 1.219

[in]

Bolt tear out/bearing strength

R_n-t&b-ed

= 1.5 L_c t F_u ≤ 3.0 d_b t F_u

AISC 14^th Eq J3-6b

= 44.56 ≤ 54.84

= 44.56

[kips]

Bolt strength at edge

R_n-ed

= min ( R_n-t&b-ed , R_n-bolt )

= 44.56

[kips]

Number of bolt

interior n_in

= 2

edge n_ed

= 2

Bolt bearing strength for all bolts

R_n

= n_in R_n-in + n_ed R_n-ed

= 184.55

[kips]

Required shear strength

V_u

= 60.00

[kips]

Bolt resistance factor-LRFD

= 0.75

AISC 14^th J3-10

φ R_n

= 138.41

[kips]

ratio

= 0.43

> V_u

ratio = 30.00 / 106.03

= 0.28

PASS

Plate Block Shear - Center Strip

Bolt hole diameter

bolt dia d_b

= ³⁄₄

[in]

bolt hole dia d_h

= ⁷⁄₈

[in]

AISC 14^th B4.3b

Plate thickness

t_p

= 0.375

[in]

Plate strength

F_y

= 50.0

[ksi]

F_u

= 65.0

[ksi]

Bolt no in ver & hor dir

n_v

= 2

n_h

= 2

Bolt spacing in ver & hor dir

s_v

= 3.000

[in]

s_h

= 3.000

[in]

Bolt edge dist in ver & hor dir

e_v

= 1.375

[in]

e_h

= 1.375

[in]

Gross area subject to shear

A_gv

= [ (n_h - 1) s_h + e_h ] t_p x 2

= 3.281

[in²]

Net area subject to shear

A_nv

= A_gv - [(n_h - 1)+ 0.5] d_h t_p x2

= 2.297

[in²]

Net area subject to tension

when sheared out by center strip

A_nt

= ( n_v - 1) ( s_v - d_h ) t_p

= 0.797

[in²]

Block shear strength required

V_u

= 30.00

[kips]

Uniform tension stress factor

U_bs

= 1.00

AISC 14^th Fig C-J4.2

Bolt shear resistance provided

R_n

= min (0.6F_u A_nv , 0.6F_y A_gv ) +

= 141.38

[kips]

AISC 14^th Eq J4-5

U_bs F_u A_nt

Resistance factor-LRFD

= 0.75

AISC 14^th Eq J4-5

φ R_n

= 106.03

[kips]

ratio

= 0.28

> V_u

Lap Plate - Block Shear - 1-Side Strip

ratio = 30.00 / 89.58

= 0.33

PASS

Plate Block Shear - Side Strip

Bolt hole diameter

bolt dia d_b

= ³⁄₄

[in]

bolt hole dia d_h

= ⁷⁄₈

[in]

AISC 14^th B4.3b

Plate thickness

t_p

= 0.375

[in]

Plate strength

F_y

= 50.0

[ksi]

F_u

= 65.0

[ksi]

Bolt no in ver & hor dir

n_v

= 2

n_h

= 2

Bolt spacing in ver & hor dir

s_v

= 3.000

[in]

s_h

= 3.000

[in]

Bolt edge dist in ver & hor dir

e_v

= 1.375

[in]

e_h

= 1.375

[in]

Gross area subject to shear

A_gv

= [ (n_h - 1) s_h + e_h ] t_p

= 1.641

[in²]

Net area subject to shear

A_nv

= A_gv - [(n_h - 1)+ 0.5] d_h t_p

= 1.148

[in²]

Net area subject to tension

when sheared out by side strip

A_nt

= [(n_v -1)s_v +e_v -((n_v - 1)+0.5)d_h ] t_p

= 1.148

[in²]

Block shear strength required

V_u

= 30.00

[kips]

Uniform tension stress factor

U_bs

= 1.00

AISC 14^th Fig C-J4.2

Bolt shear resistance provided

R_n

= min (0.6F_u A_nv , 0.6F_y A_gv ) +

= 119.44

[kips]

AISC 14^th Eq J4-5

U_bs F_u A_nt

Resistance factor-LRFD

= 0.75

AISC 14^th Eq J4-5

φ R_n

= 89.58

[kips]

ratio

= 0.33

> V_u

Lap Plate - Block Shear - 2-Side Strip

ratio = 30.00 / 101.46

= 0.30

PASS

Plate Block Shear - 2 Side Strips

Bolt hole diameter

bolt dia d_b

= ³⁄₄

[in]

bolt hole dia d_h

= ⁷⁄₈

[in]

AISC 14^th B4.3b

Plate thickness

t_p

= 0.375

[in]

Plate strength

F_y

= 50.0

[ksi]

F_u

= 65.0

[ksi]

Bolt no in ver & hor dir

n_v

= 2

n_h

= 2

Bolt spacing in ver & hor dir

s_v

= 3.000

[in]

s_h

= 3.000

[in]

Bolt edge dist in ver & hor dir

e_v

= 1.375

[in]

e_h

= 1.375

[in]

Gross area subject to shear

A_gv

= [ (n_h - 1) s_h + e_h ] t_p x 2

= 3.281

[in²]

Net area subject to shear

A_nv

= A_gv - [(n_h - 1)+ 0.5] d_h t_p x2

= 2.297

[in²]

Net area subject to tension

when sheared out by 2 side strips

A_nt

= ( e_v - 0.5 d_h ) t_p x 2

= 0.703

[in²]

Block shear strength required

V_u

= 30.00

[kips]

Uniform tension stress factor

U_bs

= 1.00

AISC 14^th Fig C-J4.2

Bolt shear resistance provided

R_n

= min (0.6F_u A_nv , 0.6F_y A_gv ) +

= 135.28

[kips]

AISC 14^th Eq J4-5

U_bs F_u A_nt

Resistance factor-LRFD

= 0.75

AISC 14^th Eq J4-5

φ R_n

= 101.46

[kips]

ratio

= 0.30

> V_u

Knife Plate - Block Shear - Center Strip

ratio = 60.00 / 111.52

= 0.54

PASS

Plate Block Shear - Center Strip

Bolt hole diameter

bolt dia d_b

= ³⁄₄

[in]

bolt hole dia d_h

= ⁷⁄₈

[in]

AISC 14^th B4.3b

Plate thickness

t_p

= 0.375

[in]

Plate strength

F_y

= 50.0

[ksi]

F_u

= 65.0

[ksi]

Bolt no in ver & hor dir

n_v

= 2

n_h

= 2

Bolt spacing in ver & hor dir

s_v

= 3.000

[in]

s_h

= 3.000

[in]

Bolt edge dist in ver & hor dir

e_v

= 1.375

[in]

e_h

= 1.625

[in]

Gross area subject to shear

A_gv

= [ (n_h - 1) s_h + e_h ] t_p x 2

= 3.469

[in²]

Net area subject to shear

A_nv

= A_gv - [(n_h - 1)+ 0.5] d_h t_p x2

= 2.484

[in²]

Net area subject to tension

when sheared out by center strip

A_nt

= ( n_v - 1) ( s_v - d_h ) t_p

= 0.797

[in²]

Block shear strength required

V_u

= 60.00

[kips]

Uniform tension stress factor

U_bs

= 1.00

AISC 14^th Fig C-J4.2

Bolt shear resistance provided

R_n

= min (0.6F_u A_nv , 0.6F_y A_gv ) +

= 148.69

[kips]

AISC 14^th Eq J4-5

U_bs F_u A_nt

Resistance factor-LRFD

= 0.75

AISC 14^th Eq J4-5

φ R_n

= 111.52

[kips]

ratio

= 0.54

> V_u

Lap Plate - Gusset PL Side - Bolt Shear

Lap Plate - Gusset PL Side - Slip Critical - Lap Plate/Gusset PL

= 0.42

PASS

Bolt shear stress

bolt grade

= A325-N

F_nv

= 54.0

[ksi]

AISC 14^th Table J3.2

bolt dia d_b

= 0.750

[in]

bolt area A_b

= 0.442

[in²]

Number of bolt carried shear

n_s

= 4.0

shear plane m

= 2

Required shear strength

V_u

= 60.00

[kips]

Bolt shear strength

R_n

= F_nv A_b n_s m C_ec

= 190.85

[kips]

AISC 14^th Eq J3-1

Bolt resistance factor-LRFD

= 0.75

AISC 14^th Eq J3-1

φ R_n

= 143.14

[kips]

ratio

= 0.42

> V_u

Lap Plate - Gusset PL Side - Bolt Bearing on Lap Plate

= 0.79

PASS

Bolt dia & bolt pretension

dia d_b

= ³⁄₄

[in]

Pretension T_b

= 28.00

[kips]

AISC 14^th Table J3.1

Surface class

= Class A

Slip coeff. μ

= 0.30

AISC 14^th J3.8

Min. bolt pretension

D_u

= 1.13

Filler factor h_f

= 1.00

AISC 14^th J3.8

No of bolt row & column

n_r

= 2

n_c

= 2

No of slip plane

n_s

= 2

Bolt group eccentricity coefficient

C_ec

= 1.000

Required shear strength

V_u

= 60.00

[kips]

Slip resistance

R_n

= μ D_u h_f T_b n_s n_r n_c C_ec

= 75.94

[kips]

AISC 14^th Eq J3-4

Resistance factor-LRFD

= 1.00

for standard size or SSLT hole

AISC 14^th J3.8

φ R_n

= 75.94

[kips]

ratio

= 0.79

> V_u

Lap Plate - Gusset PL Side - Bolt Bearing on Gusset Plate

= 0.42

PASS

Single Bolt Shear Strength

Bolt shear stress

bolt grade

= A325-N

F_nv

= 54.0

[ksi]

AISC 14^th Table J3.2

bolt dia d_b

= 0.750

[in]

bolt area A_b

= 0.442

[in²]

Single bolt shear strength

R_n-bolt

= F_nv A_b

= 23.86

[kips]

AISC 14^th Eq J3-1

Bolt Bearing/TearOut Strength on Plate

Bolt hole diameter

bolt dia d_b

= ³⁄₄

[in]

bolt hole dia d_h

= ¹³⁄₁₆

[in]

AISC 14^th Table J3.3

Bolt spacing & edge distance

spacing L_s

= 3.000

[in]

edge distance L_e

= 1.375

[in]

Plate tensile strength

F_u

= 65.0

[ksi]

Plate thickness

= 0.375

[in]

Interior Bolt

Bolt hole edge clear distance

L_c

= L_s - d_h

= 2.188

[in]

Bolt tear out/bearing strength

R_n-t&b-in

= 1.5 L_c t F_u ≤ 3.0 d_b t F_u

AISC 14^th Eq J3-6b

= 79.98 ≤ 54.84

= 54.84

[kips]

Bolt strength at interior

R_n-in

= min ( R_n-t&b-in , R_n-bolt )

= 23.86

[kips]

Edge Bolt

Bolt hole edge clear distance

L_c

= L_e - d_h / 2

= 0.969

[in]

Bolt tear out/bearing strength

R_n-t&b-ed

= 1.5 L_c t F_u ≤ 3.0 d_b t F_u

AISC 14^th Eq J3-6b

= 35.42 ≤ 54.84

= 35.42

[kips]

Bolt strength at edge

R_n-ed

= min ( R_n-t&b-ed , R_n-bolt )

= 23.86

[kips]

Number of bolt

interior n_in

= 2

edge n_ed

= 2

Bolt bearing strength for all bolts

R_n

= n_in R_n-in + n_ed R_n-ed

= 95.43

[kips]

Required shear strength

V_u

= 30.00

[kips]

Bolt resistance factor-LRFD

= 0.75

AISC 14^th J3-10

φ R_n

= 71.57

[kips]

ratio

= 0.42

> V_u

Gusset Plate at Lap Plate - Block Shear - Center Strip

= 0.43

PASS

Single Bolt Shear Strength

Bolt shear stress

bolt grade

= A325-N

F_nv

= 54.0

[ksi]

AISC 14^th Table J3.2

bolt dia d_b

= 0.750

[in]

bolt area A_b

= 0.442

[in²]

Single bolt shear strength

R_n-bolt

= 2 x F_nv A_b

= 47.71

[kips]

AISC 14^th Eq J3-1

Bolt Bearing/TearOut Strength on Plate

Bolt hole diameter

bolt dia d_b

= ³⁄₄

[in]

bolt hole dia d_h

= ¹³⁄₁₆

[in]

AISC 14^th Table J3.3

Bolt spacing & edge distance

spacing L_s

= 3.000

[in]

edge distance L_e

= 1.625

[in]

Plate tensile strength

F_u

= 65.0

[ksi]

Plate thickness

= 0.375

[in]

Interior Bolt

Bolt hole edge clear distance

L_c

= L_s - d_h

= 2.188

[in]

Bolt tear out/bearing strength

R_n-t&b-in

= 1.5 L_c t F_u ≤ 3.0 d_b t F_u

AISC 14^th Eq J3-6b

= 79.98 ≤ 54.84

= 54.84

[kips]

Bolt strength at interior

R_n-in

= min ( R_n-t&b-in , R_n-bolt )

= 47.71

[kips]

Edge Bolt

Bolt hole edge clear distance

L_c

= L_e - d_h / 2

= 1.219

[in]

Bolt tear out/bearing strength

R_n-t&b-ed

= 1.5 L_c t F_u ≤ 3.0 d_b t F_u

AISC 14^th Eq J3-6b

= 44.56 ≤ 54.84

= 44.56

[kips]

Bolt strength at edge

R_n-ed

= min ( R_n-t&b-ed , R_n-bolt )

= 44.56

[kips]

Number of bolt

interior n_in

= 2

edge n_ed

= 2

Bolt bearing strength for all bolts

R_n

= n_in R_n-in + n_ed R_n-ed

= 184.55

[kips]

Required shear strength

V_u

= 60.00

[kips]

Bolt resistance factor-LRFD

= 0.75

AISC 14^th J3-10

φ R_n

= 138.41

[kips]

ratio

= 0.43

> V_u

ratio = 60.00 / 111.52

= 0.54

PASS

Plate Block Shear - Center Strip

Bolt hole diameter

bolt dia d_b

= ³⁄₄

[in]

bolt hole dia d_h

= ⁷⁄₈

[in]

AISC 14^th B4.3b

Plate thickness

t_p

= 0.375

[in]

Plate strength

F_y

= 50.0

[ksi]

F_u

= 65.0

[ksi]

Bolt no in ver & hor dir

n_v

= 2

n_h

= 2

Bolt spacing in ver & hor dir

s_v

= 3.000

[in]

s_h

= 3.000

[in]

Bolt edge dist in ver & hor dir

e_v

= 1.375

[in]

e_h

= 1.625

[in]

Gross area subject to shear

A_gv

= [ (n_h - 1) s_h + e_h ] t_p x 2

= 3.469

[in²]

Net area subject to shear

A_nv

= A_gv - [(n_h - 1)+ 0.5] d_h t_p x2

= 2.484

[in²]

Net area subject to tension

when sheared out by center strip

A_nt

= ( n_v - 1) ( s_v - d_h ) t_p

= 0.797

[in²]

Block shear strength required

V_u

= 60.00

[kips]

Uniform tension stress factor

U_bs

= 1.00

AISC 14^th Fig C-J4.2

Bolt shear resistance provided

R_n

= min (0.6F_u A_nv , 0.6F_y A_gv ) +

= 148.69

[kips]

AISC 14^th Eq J4-5

U_bs F_u A_nt

Resistance factor-LRFD

= 0.75

AISC 14^th Eq J4-5

φ R_n

= 111.52

[kips]

ratio

= 0.54

> V_u

Gusset Plate - Tensile Yield (Whitmore)

ratio = 60.00 / 109.08

= 0.55

PASS

Plate Tensile Yielding Check

Plate size

width b_p

= 6.464

[in]

thickness t_p

= 0.375

[in]

Plate yield strength

F_y

= 50.0

[ksi]

Plate gross area in shear

A_g

= b_p t_p

= 2.424

[in²]

Tensile force required

P_u

= 60.00

[kips]

Plate tensile yielding strength

R_n

= F_y A_g

= 121.20

[kips]

AISC 14^th Eq J4-1

Resistance factor-LRFD

= 0.90

AISC 14^th Eq J4-1

φ R_n

= 109.08

[kips]

ratio

= 0.55

> P_u

Gusset Plate - Tensile Rupture (Whitmore)

ratio = 60.00 / 86.18

= 0.70

PASS

Plate Tensile Rupture Check

Bolt hole diameter

bolt dia d_b

= ³⁄₄

[in]

bolt hole dia d_h

= ⁷⁄₈

[in]

AISC 14^th B4.3b

Number of bolt

= 2

Plate size

width b_p

= 6.464

[in]

thickness t_p

= 0.375

[in]

Plate tensile strength

F_u

= 65.0

[ksi]

Plate net area in tension

A_nt

= ( b_p - n d_h ) t_p

= 1.768

[in²]

Tensile force required

P_u

= 60.00

[kips]

Plate tensile rupture strength

R_n

= F_u A_nt

= 114.90

[kips]

AISC 14^th Eq J4-2

Resistance factor-LRFD

= 0.75

AISC 14^th Eq J4-2

φ R_n

= 86.18

[kips]

AISC 14^th Eq J4-2

ratio

= 0.70

> P_u

Knife Plate to Brace Weld Strength

ratio = 60.00 / 131.63

= 0.46

PASS

Fillet Weld Strength Check

Fillet weld leg size

= ⁵⁄₁₆

[in]

load angle θ

= 0.0

[°]

Electrode strength

F_EXX

= 70.0

[ksi]

strength coeff C₁

= 1.00

AISC 14^th Table 8-3

Number of weld line

= 2 for double fillet

Load angle coefficient

C₂

= ( 1 + 0.5 sin^1.5 θ )

= 1.00

AISC 14^th Page 8-9

Fillet weld shear strength

R_n-w

= 0.6 (C₁ x 70 ksi) 0.707 w n C₂

= 18.559

[kip/in]

AISC 14^th Eq 8-1

Base metal - brace

thickness t

= 0.375

[in]

tensile F_u

= 65.0

[ksi]

Base metal - brace is in shear, shear rupture as per AISC 14^th Eq J4-4 is checked

AISC 14^th J2.4

Base metal shear rupture

R_n-b

= 0.6 F_u t

= 14.625

[kip/in]

AISC 14^th Eq J4-4

Double fillet linear shear strength

R_n

= min ( R_n-w , R_n-b )

= 14.625

[kip/in]

AISC 14^th Eq 9-2

Resistance factor-LRFD

= 0.75

AISC 14^th Eq 8-1

φ R_n

= 10.969

[kip/in]

Shear resistance required

V_u

= 60.00

[kips]

Fillet weld length - double fillet

= 12.000

[in]

Shear resistance provided

φ F_n

= φ R_n x L

= 131.63

[kips]

ratio

= 0.46

> V_u

Gusset to Beam

Direct Weld Connection

Code=AISC 360-10 LRFD

Result Summary

geometries & weld limitations = PASS

limit states max ratio

= 0.45

PASS

Weld Limitation Checks - Gusset to Beam

PASS

Min Fillet Weld Size

Thinner part joined thickness

= 0.375

[in]

Min fillet weld size allowed

w_min

= 0.188

[in]

AISC 14^th Table J2.4

Fillet weld size provided

= 0.313

[in]

> w_min

Min Fillet Weld Length

Fillet weld size provided

= 0.313

[in]

Min fillet weld length allowed

L_min

= 4 x w

= 1.250

[in]

AISC 14^th J2.2b

Min fillet weld length

= 32.108

[in]

> L_min

Brace Force Load Case 1

P_R= -60.00 kips (T)

P_L= 60.00 kips (C)

ratio = 0.45

PASS

Gusset Plate - Shear Yielding (Sect a-a)

ratio = 84.85 / 361.22

= 0.23

PASS

Plate Shear Yielding Check

Plate size

width b_p

= 32.108

[in]

thickness t_p

= 0.375

[in]

Plate yield strength

F_y

= 50.0

[ksi]

Plate gross area in shear

A_gv

= b_p t_p

= 12.041

[in²]

Shear force required

V_u

= 84.85

[kips]

Plate shear yielding strength

R_n

= 0.6 F_y A_gv

= 361.22

[kips]

AISC 14^th Eq J4-3

Resistance factor-LRFD

= 1.00

AISC 14^th Eq J4-3

φ R_n

= 361.22

[kips]

ratio

= 0.23

> V_u

Gusset Plate - Shear Rupture (Sect a-a)

ratio = 84.85 / 352.18

= 0.24

PASS

Plate Shear Rupture Check

Plate size

width b_p

= 32.108

[in]

thickness t_p

= 0.375

[in]

Plate tensile strength

F_u

= 65.0

[ksi]

Plate net area in shear

A_nv

= b_p t_p

= 12.041

[in²]

Shear force in demand

V_u

= 84.85

[kips]

Plate shear rupture strength

R_n

= 0.6 F_u A_nv

= 469.58

[kips]

AISC 14^th Eq J4-4

Resistance factor-LRFD

= 0.75

AISC 14^th Eq J4-4

φ R_n

= 352.18

[kips]

ratio

= 0.24

> V_u

Gusset Plate - Axial Tensile Yield (Sect a-a)

ratio = 0.00 / 541.82

= 0.00

PASS

Plate Tensile Yielding Check

Plate size

width b_p

= 32.108

[in]

thickness t_p

= 0.375

[in]

Plate yield strength

F_y

= 50.0

[ksi]

Plate gross area in shear

A_g

= b_p t_p

= 12.041

[in²]

Tensile force required

P_u

= 0.00

[kips]

Plate tensile yielding strength

R_n

= F_y A_g

= 602.03

[kips]

AISC 14^th Eq J4-1

Resistance factor-LRFD

= 0.90

AISC 14^th Eq J4-1

φ R_n

= 541.82

[kips]

ratio

= 0.00

> P_u

Gusset Plate - Flexural Yield Interact (Sect a-a)

Gusset Plate - Flexural Rupture Interact (Sect a-a)

= 0.07

PASS

Gusset plate

width b_p

= 32.108

[in]

thick t_p

= 0.375

[in]

yield F_y

= 50.0

[ksi]

Shear plate - gross area

A_g

= b_p x t_p

= 12.041

[in²]

Shear plate - plastic modulus

Z_p

= ( b_p x t2p ) / 4

= 96.649

[in³]

Flexural strength available

M_c

= φ F_y Z_p φ=0.90

= 362.43

[kip-ft]

Flexural strength required

M_r

= from gusset interface forces calc

= 42.07

[kip-ft]

Axial strength available

P_c

= from axial tensile yield check

= 541.82

[kips]

Axial strength required

P_r

= from gusset interface forces calc

= 0.00

[kips]

Shear strength available

V_c

= from shear yielding check

= 361.22

[kips]

Shear strength required

V_r

= from gusset interface forces calc

= 84.85

[kips]

Flexural yield interaction

ratio

= (

V_r/V_c

)2 + (

P_r/P_c

M_r/M_c

= 0.07

AISC 14^th Eq 10-5

< 1.0

Gusset Plate - Shear Yielding (Sect b-b)

= 0.07

PASS

Gusset plate

width b_p

= 32.108

[in]

thick t_p

= 0.375

[in]

tensile F_u

= 65.0

[ksi]

Net area of plate

A_n

= b_p x t_p

= 12.041

[in²]

Plastic modulus of net section

Z_net

= ( b_p x t2p ) / 4

= 96.649

[in³]

Flexural strength available

M_c

= φ F_u Z_net φ=0.75

= 392.64

[kip-ft]

Flexural strength required

M_r

= from gusset interface forces calc

= 42.07

[kip-ft]

Shear strength available

V_c

= from shear rupture check

= 352.18

[kips]

Shear strength required

V_r

= from gusset interface forces calc

= 84.85

[kips]

Flexural rupture interaction

ratio

= (

V_r/V_c

)2 + (

M_r/M_c

= 0.07

AISC 14^th Eq 10-5

< 1.0

ratio = 10.98 / 114.66

= 0.10

PASS

Plate Shear Yielding Check

Plate size

width b_p

= 10.192

[in]

thickness t_p

= 0.375

[in]

Plate yield strength

F_y

= 50.0

[ksi]

Plate gross area in shear

A_gv

= b_p t_p

= 3.822

[in²]

Shear force required

V_u

= 10.98

[kips]

Plate shear yielding strength

R_n

= 0.6 F_y A_gv

= 114.66

[kips]

AISC 14^th Eq J4-3

Resistance factor-LRFD

= 1.00

AISC 14^th Eq J4-3

φ R_n

= 114.66

[kips]

ratio

= 0.10

> V_u

Gusset Plate - Shear Rupture (Sect b-b)

ratio = 10.98 / 111.79

= 0.10

PASS

Plate Shear Rupture Check

Plate size

width b_p

= 10.192

[in]

thickness t_p

= 0.375

[in]

Plate tensile strength

F_u

= 65.0

[ksi]

Plate net area in shear

A_nv

= b_p t_p

= 3.822

[in²]

Shear force in demand

V_u

= 10.98

[kips]

Plate shear rupture strength

R_n

= 0.6 F_u A_nv

= 149.06

[kips]

AISC 14^th Eq J4-4

Resistance factor-LRFD

= 0.75

AISC 14^th Eq J4-4

φ R_n

= 111.79

[kips]

ratio

= 0.10

> V_u

Gusset Plate - Axial Tensile Yield (Sect b-b)

ratio = 0.00 / 171.99

= 0.00

PASS

Plate Tensile Yielding Check

Plate size

width b_p

= 10.192

[in]

thickness t_p

= 0.375

[in]

Plate yield strength

F_y

= 50.0

[ksi]

Plate gross area in shear

A_g

= b_p t_p

= 3.822

[in²]

Tensile force required

P_u

= 0.00

[kips]

Plate tensile yielding strength

R_n

= F_y A_g

= 191.10

[kips]

AISC 14^th Eq J4-1

Resistance factor-LRFD

= 0.90

AISC 14^th Eq J4-1

φ R_n

= 171.99

[kips]

ratio

= 0.00

> P_u

Gusset Plate - Flexural Yield Interact (Sect b-b)

Gusset Plate - Flexural Rupture Interact (Sect b-b)

= 0.01

PASS

Gusset plate

width b_p

= 10.192

[in]

thick t_p

= 0.375

[in]

yield F_y

= 50.0

[ksi]

Shear plate - gross area

A_g

= b_p x t_p

= 3.822

[in²]

Shear plate - plastic modulus

Z_p

= ( b_p x t2p ) / 4

= 9.738

[in³]

Flexural strength available

M_c

= φ F_y Z_p φ=0.90

= 36.52

[kip-ft]

Flexural strength required

M_r

= from gusset interface forces calc

= 0.31

[kip-ft]

Axial strength available

P_c

= from axial tensile yield check

= 171.99

[kips]

Axial strength required

P_r

= from gusset interface forces calc

= 0.00

[kips]

Shear strength available

V_c

= from shear yielding check

= 114.66

[kips]

Shear strength required

V_r

= from gusset interface forces calc

= 10.98

[kips]

Flexural yield interaction

ratio

= (

V_r/V_c

)2 + (

P_r/P_c

M_r/M_c

= 0.01

AISC 14^th Eq 10-5

< 1.0

Beam Web Longitudinal Shear Yielding

= 0.01

PASS

Gusset plate

width b_p

= 10.192

[in]

thick t_p

= 0.375

[in]

tensile F_u

= 65.0

[ksi]

Net area of plate

A_n

= b_p x t_p

= 3.822

[in²]

Plastic modulus of net section

Z_net

= ( b_p x t2p ) / 4

= 9.738

[in³]

Flexural strength available

M_c

= φ F_u Z_net φ=0.75

= 39.56

[kip-ft]

Flexural strength required

M_r

= from gusset interface forces calc

= 0.31

[kip-ft]

Shear strength available

V_c

= from shear rupture check

= 111.79

[kips]

Shear strength required

V_r

= from gusset interface forces calc

= 10.98

[kips]

Flexural rupture interaction

ratio

= (

V_r/V_c

)2 + (

M_r/M_c

= 0.01

AISC 14^th Eq 10-5

< 1.0

Gusset to Beam Weld Strength

ratio = 3.95 / 8.78

= 0.45

PASS

Gusset to Beam Interface - Forces

shear V

= 84.85

[kips]

axial N

= 0.00

[kips]

moment M

= 42.07

[kip-ft]

Gusset to Beam Interface - Weld Length

Gusset-beam fillet weld length

L_w

= 32.108

[in]

Gusset to Beam Interface - Combined Weld Stress

Weld stress from axial force

f_a

= N / L_w

= 0.000

[kip/in]

Weld stress from shear force

f_v

= V / L_w

= 2.643

[kip/in]

Weld stress from moment force

f_b

M/L² / 6

= 2.938

[kip/in]

Weld stress combined - max

f_max

= [ (f_a - f_b )2 + f2v ]0.5

= 3.952

[kip/in]

AISC 14^th Eq 8-11

Weld resultant load angle

= tan^-1 [( f_b - f_a ) / f_v ]

= 48.0

[°]

Fillet Weld Strength Calc

Fillet weld leg size

= ⁵⁄₁₆

[in]

load angle θ

= 48.0

[°]

Electrode strength

F_EXX

= 70.0

[ksi]

strength coeff C₁

= 1.00

AISC 14^th Table 8-3

Number of weld line

= 2 for double fillet

Load angle coefficient

C₂

= ( 1 + 0.5 sin^1.5 θ )

= 1.32

AISC 14^th Page 8-9

Fillet weld shear strength

R_n-w

= 0.6 (C₁ x 70 ksi) 0.707 w n C₂

= 24.508

[kip/in]

AISC 14^th Eq 8-1

Base metal - gusset plate

thickness t

= 0.375

[in]

tensile F_u

= 65.0

[ksi]

Base metal - gusset plate is in shear, shear rupture as per AISC 14^th Eq J4-4 is checked

AISC 14^th J2.4

Base metal shear rupture

R_n-b

= 0.6 F_u t

= 14.625

[kip/in]

AISC 14^th Eq J4-4

Double fillet linear shear strength

R_n

= min ( R_n-w , R_n-b )

= 14.625

[kip/in]

AISC 14^th Eq 9-2

Resistance factor-LRFD

= 0.75

AISC 14^th Eq 8-1

φ R_n

= 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 14^th Page 13-11

Weld strength used for design after applying ductility factor

φ R_n

= φ R_n x ( 1/1.25 )

= 8.775

[kip/in]

ratio

= 0.45

> f_max

Beam Web Local Yielding

ratio = 62.89 / 548.82

= 0.11

PASS

Gusset Edge Equivalent Normal Force

Refer to AISC DG29 Fig. B-1 for formula below to calculate gusset edge equivalent normal force

Gusset edge axial force

= 0.00

[kips]

Gusset edge moment force

= 42.07

[kip-ft]

Gusset edge interface length

= 32.108

[in]

Gusset edge equivalent normal force

N_e

= N +

4 M/L

= 62.89

[kips]

AISC DG29 Fig B-1

Concentrated force from gusset

P_u

= 62.89

[kips]

Beam section

= 11.900

[in]

t_f

= 0.515

[in]

t_w

= 0.295

[in]

= 1.020

[in]

yield F_y

= 50.0

[ksi]

Length of bearing

l_b

= Gusset/Beam interface length

= 32.108

[in]

Beam web local yielding strength

R_n

= F_y t_w ( 5 k + l_b )

= 548.82

[kips]

AISC 14^th Eq J10-2

Resistance factor-LRFD

= 1.00

φ R_n

= 548.82

[kips]

ratio

= 0.11

> P_u

Beam Web Local Crippling

ratio = 62.89 / 374.60

= 0.17

PASS

Gusset Edge Equivalent Normal Force

Refer to AISC DG29 Fig. B-1 for formula below to calculate gusset edge equivalent normal force

Gusset edge axial force

= 0.00

[kips]

Gusset edge moment force

= 42.07

[kip-ft]

Gusset edge interface length

= 32.108

[in]

Gusset edge equivalent normal force

N_e

= N +

4 M/L

= 62.89

[kips]

AISC DG29 Fig B-1

Concentrated force from gusset

P_u

= 62.89

[kips]

Beam section

= 11.900

[in]

t_f

= 0.515

[in]

t_w

= 0.295

[in]

= 1.020

[in]

yield F_y

= 50.0

[ksi]

= 29000

[ksi]

Length of bearing

l_b

= Gusset/Beam interface length

= 32.108

[in]

when l_N ≥ d/2 , use Eq J10-4

AISC 14^th Eq J10-4

Beam web local crippling strength

R_n

= 0.8 t2w [1+3

l_b/d

(

t_w/t_f

)^1.5 ] x

= 499.47

[kips]

AISC 14^th Eq J10-4

(

E F_y t_f/t_w

)^0.5

Resistance factor-LRFD

= 0.75

AISC 14^th J10.3

φR_n

= 374.60

[kips]

ratio

= 0.17

> P_u

ratio = 84.85 / 700.55

= 0.12

PASS

Beam Web Effective Length for Transmitting Shear

Refer to AISC Design Example v14.2 Page IIC-70 for formula below to calculate beam web effective length
in transmitting shear along Sect a-a

Beam sect W12X40

= 11.900

[in]

b_f

= 8.010

[in]

t_f

= 0.515

[in]

t_w

= 0.295

[in]

= 1.020

[in]

F_y

= 50.0

[ksi]

Gusset edge interface length

= 32.108

[in]

φ_t

= 0.90

φ_v

= 1.00

Beam web effective length for transmitting shear

L_eff

= L + 5k +

2 φ_t b_f t_f/φ_v 0.6 t_w

= 79.159

[in]

Gusset edge shear (Sect a-a)

V_u

= 84.85

[kips]

Beam web shear strength

R_n

= 0.6 F_y t_w L_eff

= 700.55

[kips]

AISC 14^th Eq J4-3

Resistance factor-LRFD

= 1.00

AISC 14^th Eq J4-3

φ R_n

= 700.55

[kips]

ratio

= 0.12

> V_u

Beam Web Transverse Section Shear Yielding

ratio = 31.45 / 105.32

= 0.30

PASS

Beam sect W12X40

= 11.900

[in]

t_w

= 0.295

[in]

Right brace axial force

P₁

= from user input

= -60.00

[kips]

in tension

Right brace to hor line angle

θ₁

= from user input

= 45.0

[°]

Right brace force ver component

V₁

= P₁ sin θ₁

= -42.43

[kips]

Gusset edge shear (Sect b-b)

= 10.98

[kips]

Beam web transverse shear

V_u

= V₁ + V'

= -31.45

[kips]

Beam web shear strength

R_n

= 0.6 F_y d t_w C_v

= 105.32

[kips]

AISC 14^th Eq G2-1

C_v

= 1.00

AISC 14^th Eq G2-2

Resistance factor-LRFD

= 1.00

AISC 14^th Eq G2-1

φ R_n

= 105.32

[kips]

ratio

= 0.30

> V_u

Brace Force Load Case 2

P_R= 60.00 kips (C)

P_L= -60.00 kips (T)

ratio = 0.45

PASS

Gusset Plate - Shear Yielding (Sect a-a)

ratio = 84.85 / 361.22

= 0.23

PASS

Plate Shear Yielding Check

Plate size

width b_p

= 32.108

[in]

thickness t_p

= 0.375

[in]

Plate yield strength

F_y

= 50.0

[ksi]

Plate gross area in shear

A_gv

= b_p t_p

= 12.041

[in²]

Shear force required

V_u

= 84.85

[kips]

Plate shear yielding strength

R_n

= 0.6 F_y A_gv

= 361.22

[kips]

AISC 14^th Eq J4-3

Resistance factor-LRFD

= 1.00

AISC 14^th Eq J4-3

φ R_n

= 361.22

[kips]

ratio

= 0.23

> V_u

Gusset Plate - Shear Rupture (Sect a-a)

ratio = 84.85 / 352.18

= 0.24

PASS

Plate Shear Rupture Check

Plate size

width b_p

= 32.108

[in]

thickness t_p

= 0.375

[in]

Plate tensile strength

F_u

= 65.0

[ksi]

Plate net area in shear

A_nv

= b_p t_p

= 12.041

[in²]

Shear force in demand

V_u

= 84.85

[kips]

Plate shear rupture strength

R_n

= 0.6 F_u A_nv

= 469.58

[kips]

AISC 14^th Eq J4-4

Resistance factor-LRFD

= 0.75

AISC 14^th Eq J4-4

φ R_n

= 352.18

[kips]

ratio

= 0.24

> V_u

Gusset Plate - Axial Tensile Yield (Sect a-a)

ratio = 0.00 / 541.82

= 0.00

PASS

Plate Tensile Yielding Check

Plate size

width b_p

= 32.108

[in]

thickness t_p

= 0.375

[in]

Plate yield strength

F_y

= 50.0

[ksi]

Plate gross area in shear

A_g

= b_p t_p

= 12.041

[in²]

Tensile force required

P_u

= 0.00

[kips]

Plate tensile yielding strength

R_n

= F_y A_g

= 602.03

[kips]

AISC 14^th Eq J4-1

Resistance factor-LRFD

= 0.90

AISC 14^th Eq J4-1

φ R_n

= 541.82

[kips]

ratio

= 0.00

> P_u

Gusset Plate - Flexural Yield Interact (Sect a-a)

Gusset Plate - Flexural Rupture Interact (Sect a-a)

= 0.07

PASS

Gusset plate

width b_p

= 32.108

[in]

thick t_p

= 0.375

[in]

yield F_y

= 50.0

[ksi]

Shear plate - gross area

A_g

= b_p x t_p

= 12.041

[in²]

Shear plate - plastic modulus

Z_p

= ( b_p x t2p ) / 4

= 96.649

[in³]

Flexural strength available

M_c

= φ F_y Z_p φ=0.90

= 362.43

[kip-ft]

Flexural strength required

M_r

= from gusset interface forces calc

= 42.07

[kip-ft]

Axial strength available

P_c

= from axial tensile yield check

= 541.82

[kips]

Axial strength required

P_r

= from gusset interface forces calc

= 0.00

[kips]

Shear strength available

V_c

= from shear yielding check

= 361.22

[kips]

Shear strength required

V_r

= from gusset interface forces calc

= 84.85

[kips]

Flexural yield interaction

ratio

= (

V_r/V_c

)2 + (

P_r/P_c

M_r/M_c

= 0.07

AISC 14^th Eq 10-5

< 1.0

Gusset Plate - Shear Yielding (Sect b-b)

= 0.07

PASS

Gusset plate

width b_p

= 32.108

[in]

thick t_p

= 0.375

[in]

tensile F_u

= 65.0

[ksi]

Net area of plate

A_n

= b_p x t_p

= 12.041

[in²]

Plastic modulus of net section

Z_net

= ( b_p x t2p ) / 4

= 96.649

[in³]

Flexural strength available

M_c

= φ F_u Z_net φ=0.75

= 392.64

[kip-ft]

Flexural strength required

M_r

= from gusset interface forces calc

= 42.07

[kip-ft]

Shear strength available

V_c

= from shear rupture check

= 352.18

[kips]

Shear strength required

V_r

= from gusset interface forces calc

= 84.85

[kips]

Flexural rupture interaction

ratio

= (

V_r/V_c

)2 + (

M_r/M_c

= 0.07

AISC 14^th Eq 10-5

< 1.0

ratio = 10.98 / 114.66

= 0.10

PASS

Plate Shear Yielding Check

Plate size

width b_p

= 10.192

[in]

thickness t_p

= 0.375

[in]

Plate yield strength

F_y

= 50.0

[ksi]

Plate gross area in shear

A_gv

= b_p t_p

= 3.822

[in²]

Shear force required

V_u

= 10.98

[kips]

Plate shear yielding strength

R_n

= 0.6 F_y A_gv

= 114.66

[kips]

AISC 14^th Eq J4-3

Resistance factor-LRFD

= 1.00

AISC 14^th Eq J4-3

φ R_n

= 114.66

[kips]

ratio

= 0.10

> V_u

Gusset Plate - Shear Rupture (Sect b-b)

ratio = 10.98 / 111.79

= 0.10

PASS

Plate Shear Rupture Check

Plate size

width b_p

= 10.192

[in]

thickness t_p

= 0.375

[in]

Plate tensile strength

F_u

= 65.0

[ksi]

Plate net area in shear

A_nv

= b_p t_p

= 3.822

[in²]

Shear force in demand

V_u

= 10.98

[kips]

Plate shear rupture strength

R_n

= 0.6 F_u A_nv

= 149.06

[kips]

AISC 14^th Eq J4-4

Resistance factor-LRFD

= 0.75

AISC 14^th Eq J4-4

φ R_n

= 111.79

[kips]

ratio

= 0.10

> V_u

Gusset Plate - Axial Tensile Yield (Sect b-b)

ratio = 0.00 / 171.99

= 0.00

PASS

Plate Tensile Yielding Check

Plate size

width b_p

= 10.192

[in]

thickness t_p

= 0.375

[in]

Plate yield strength

F_y

= 50.0

[ksi]

Plate gross area in shear

A_g

= b_p t_p

= 3.822

[in²]

Tensile force required

P_u

= 0.00

[kips]

Plate tensile yielding strength

R_n

= F_y A_g

= 191.10

[kips]

AISC 14^th Eq J4-1

Resistance factor-LRFD

= 0.90

AISC 14^th Eq J4-1

φ R_n

= 171.99

[kips]

ratio

= 0.00

> P_u

Gusset Plate - Flexural Yield Interact (Sect b-b)

Gusset Plate - Flexural Rupture Interact (Sect b-b)

= 0.01

PASS

Gusset plate

width b_p

= 10.192

[in]

thick t_p

= 0.375

[in]

yield F_y

= 50.0

[ksi]

Shear plate - gross area

A_g

= b_p x t_p

= 3.822

[in²]

Shear plate - plastic modulus

Z_p

= ( b_p x t2p ) / 4

= 9.738

[in³]

Flexural strength available

M_c

= φ F_y Z_p φ=0.90

= 36.52

[kip-ft]

Flexural strength required

M_r

= from gusset interface forces calc

= 0.31

[kip-ft]

Axial strength available

P_c

= from axial tensile yield check

= 171.99

[kips]

Axial strength required

P_r

= from gusset interface forces calc

= 0.00

[kips]

Shear strength available

V_c

= from shear yielding check

= 114.66

[kips]

Shear strength required

V_r

= from gusset interface forces calc

= 10.98

[kips]

Flexural yield interaction

ratio

= (

V_r/V_c

)2 + (

P_r/P_c

M_r/M_c

= 0.01

AISC 14^th Eq 10-5

< 1.0