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

Beam to Column

Shear Tab Shear Connection

Code=AISC 360-10 LRFD

Result Summary

geometries & weld limitations = PASS

limit states max ratio

= 0.96

PASS

Sketch

Shear Connection

Code=AISC 360-10 LRFD

Members & Components Summary

Member

Shear Connection

Code=AISC 360-10 LRFD

Geometry Restriction Checks - Shear Tab to Beam Web

PASS

Min Bolt Edge Distance - Shear Tab to Beam Web

Bolt diameter

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 Shear Tab to Beam Web

L_e

=

= 1.375

[in]

> L_e-min

OK

Min Bolt Spacing - Shear Tab to Beam Web

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 Shear Tab to Beam Web

L_s

=

= 3.000

[in]

> L_s-min

OK

Weld Limitation Check - Shear Tab Weld

PASS

Min Fillet Weld Size

Thinner part joined thickness

t

=

= 0.500

[in]

Min fillet weld size allowed

w_min

=

= 0.188

[in]

AISC 14^th Table J2.4

Fillet weld size provided

w

=

= 0.313

[in]

> w_min

OK

Min Fillet Weld Length

Fillet weld size provided

w

=

= 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

L

=

= 8.750

[in]

> L_min

OK

W Shape Beam - Tensile Yield

ratio = 25.00 / 395.55

= 0.06

PASS

Gross area subject to tension

A_g

=

= 8.790

[in²]

Steel yield strength

F_y

=

= 50.0

[ksi]

Tensile force required

P_u

=

= 25.00

[kips]

Tensile yielding strength

R_n

= F_y A_g

= 439.50

[kips]

AISC 14^th Eq D2-1

Resistance factor-LRFD

φ

= 0.90

AISC 14^th D2 (a)

φ R_n

=

= 395.55

[kips]

AISC 14^th Eq D2-1

ratio

= 0.06

> P_u

OK

W Shape Beam - Tensile Rupture

ratio = 25.00 / 133.51

= 0.19

PASS

W beam section

= W12X30

d

= 12.300

[in]

b_f

= 6.520

[in]

t_f

= 0.440

[in]

t_w

= 0.260

[in]

A_g

= 8.790

[in²]

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 row

n

= 3

W section net area

A_n

= A_g - n d_h t_w

= 8.108

[in²]

Shear lag factor min value

U

=

( d - 2 t_f ) t_w/A_g

= 0.338

AISC 14^th D3

Tensile force required

P_u

=

= 25.00

[kips]

Tensile effective net area

A_e

= A_n U

= 2.739

[in²]

Plate tensile strength

F_u

=

= 65.0

[ksi]

Tensile rupture strength

R_n

= F_u A_e

= 178.01

[kips]

AISC 14^th Eq D2-2

Resistance factor-LRFD

φ

= 0.75

AISC 14^th D2 (b)

φ R_n

=

= 133.51

[kips]

AISC 14^th Eq D2-2

ratio

= 0.19

> P_u

OK

Beam Web - Shear Yielding

ratio = 30.00 / 95.94

= 0.31

PASS

Plate Shear Yielding Check

Plate size

width b_p

= 12.300

[in]

thickness t_p

= 0.260

[in]

Plate yield strength

F_y

= 50.0

[ksi]

Plate gross area in shear

A_gv

= b_p t_p

= 3.198

[in²]

Shear force required

V_u

=

= 30.00

[kips]

Plate shear yielding strength

R_n

= 0.6 F_y A_gv

= 95.94

[kips]

AISC 14^th Eq J4-3

Resistance factor-LRFD

φ

= 1.00

AISC 14^th Eq J4-3

φ R_n

=

= 95.94

[kips]

ratio

= 0.31

> V_u

OK

Beam Web - Shear Rupture

ratio = 30.00 / 73.58

= 0.41

PASS

Plate Shear 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

n

= 3

Plate size

width b_p

= 12.300

[in]

thickness t_p

= 0.260

[in]

Plate tensile strength

F_u

= 65.0

[ksi]

Plate net area in shear

A_nv

= ( b_p - n d_h ) t_p

= 2.516

[in²]

Shear force required

V_u

=

= 30.00

[kips]

Plate shear rupture strength

R_n

= 0.6 F_u A_nv

= 98.10

[kips]

AISC 14^th Eq J4-4

Resistance factor-LRFD

φ

= 0.75

AISC 14^th Eq J4-4

φ R_n

=

= 73.58

[kips]

ratio

= 0.41

> V_u

OK

Beam Web - Bolt Bearing on Beam Web

ratio = 39.05 / 53.68

= 0.73

PASS

The bolt group is oriented so that the shear force V is in ver. direction and the axial force P is in hor. direction

Bolt group forces

shear V

= 30.00

[kips]

axial P

= -25.00

[kips]

Bolt group resultant force

R

= ( V² + P² )0.5

= 39.05

[kips]

Resultant force/hor line load angle

θ

= tan^-1 (V / P)

= 50.19

[°]

Bolt hole diameter

bolt dia d_b

= 0.750

[in]

bolt hole dia d_bh

= 0.813

[in]

AISC 14^th B4.3b

Bolt hole ver. dimension

d_v

=

= 0.813

[in]

Bolt hole hor. dimension

d_h

=

= 0.813

[in]

Bolt center to bolt hole edge dist

d_c

= 0.5 d_bh

= 0.406

[in]

Bolt no in ver & hor direction

Bolt Row n_v

= 3

Bolt Col n_h

= 1

Bolt spacing

ver s_v

= 3.000

[in]

Bolt edge distance

ver e_v

= 3.000

[in]

hor e_h

= 1.375

[in]

Bolt clear dist - bot right corner bolt

L_cA

= min (

e_v/sin θ

,

e_h/cos θ

) - d_c

= 1.742

[in]

Bolt clear dist - right side edge bolt

L_cB

= min (

s_v - 0.5d_v/sin θ

,

e_h/cos θ

) - d_c

= 1.742

[in]

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 on plate

thick t

= 0.260

[in]

tensile F_u

= 65.0

[ksi]

Bolt bearing strength

R_n-br

= 3.0 d_b t F_u

= 38.03

[kips]

AISC 14^th Eq J3-6b

Type A - Bolt Group Bottom Right Corner Bolt

Number of bolt

n_A

= 1

Bolt tear out strength

R_n-tA

= 1.5 L_cA t F_u

= 44.15

[kips]

AISC 14^th Eq J3-6b

Bolt bearing strength

R_nA

= min ( R_n-tA , R_n-br , R_n-bolt )

= 23.86

[kips]

Type B - Bolt Group Right Side Edge Bolt

Number of bolt

n_B

= 2

Bolt tear out strength

R_n-tB

= 1.5 L_cB t F_u

= 44.15

[kips]

AISC 14^th Eq J3-6b

Bolt bearing strength

R_nB

= min ( R_n-tB , R_n-br , R_n-bolt )

= 23.86

[kips]

Bolt bearing strength for all bolts

R_n

= n_A R_nA + n_B R_nB + n_C R_nC + n_D R_nD

= 71.57

[kips]

Bolt resistance factor-LRFD

φ

= 0.75

AISC 14^th J3-10

φ R_n

=

= 53.68

[kips]

ratio

= 0.73

> R

OK

Beam Web - Axial Tearout - Block Shear - Center Strip

ratio = 25.00 / 68.13

= 0.37

PASS

Plate Block Shear - Center Strip

Bolt hole diameter

bolt dia d_b

= ³⁄₄

[in]

bolt hole dia d_h

= ⁷⁄₈

[in]

AISC 14^th B4.3b

Plate thickness

t_p

= 0.260

[in]

Plate strength

F_y

= 50.0

[ksi]

F_u

= 65.0

[ksi]

Bolt no in ver & hor dir

n_v

= 3

n_h

= 1

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

= 3.000

[in]

e_h

= 1.375

[in]

Gross area subject to shear

A_gv

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

= 0.715

[in²]

Net area subject to shear

A_nv

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

= 0.488

[in²]

Net area subject to tension

when sheared out by center strip

A_nt

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

= 1.105

[in²]

Block shear strength required

V_u

=

= 25.00

[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 ) +

= 90.84

[kips]

AISC 14^th Eq J4-5

U_bs F_u A_nt

Resistance factor-LRFD

φ

= 0.75

AISC 14^th Eq J4-5

φ R_n

=

= 68.13

[kips]

ratio

= 0.37

> V_u

OK

Shear Tab - Shear Yielding

ratio = 30.00 / 131.25

= 0.23

PASS

Plate Shear Yielding Check

Plate size

width b_p

= 8.750

[in]

thickness t_p

= 0.500

[in]

Plate yield strength

F_y

= 50.0

[ksi]

Plate gross area in shear

A_gv

= b_p t_p

= 4.375

[in²]

Shear force required

V_u

=

= 30.00

[kips]

Plate shear yielding strength

R_n

= 0.6 F_y A_gv

= 131.25

[kips]

AISC 14^th Eq J4-3

Resistance factor-LRFD

φ

= 1.00

AISC 14^th Eq J4-3

φ R_n

=

= 131.25

[kips]

ratio

= 0.23

> V_u

OK

Shear Tab - Shear Rupture

ratio = 30.00 / 89.58

= 0.33

PASS

Plate Shear 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

n

= 3

Plate size

width b_p

= 8.750

[in]

thickness t_p

= 0.500

[in]

Plate tensile strength

F_u

= 65.0

[ksi]

Plate net area in shear

A_nv

= ( b_p - n d_h ) t_p

= 3.063

[in²]

Shear force required

V_u

=

= 30.00

[kips]

Plate shear rupture strength

R_n

= 0.6 F_u A_nv

= 119.44

[kips]

AISC 14^th Eq J4-4

Resistance factor-LRFD

φ

= 0.75

AISC 14^th Eq J4-4

φ R_n

=

= 89.58

[kips]

ratio

= 0.33

> V_u

OK

Shear Tab - Axial Tensile Yield

ratio = 25.00 / 196.88

= 0.13

PASS

Plate Tensile Yielding Check

Plate size

width b_p

= 8.750

[in]

thickness t_p

= 0.500

[in]

Plate yield strength

F_y

= 50.0

[ksi]

Plate gross area in shear

A_g

= b_p t_p

= 4.375

[in²]

Tensile force required

P_u

=

= 25.00

[kips]

Plate tensile yielding strength

R_n

= F_y A_g

= 218.75

[kips]

AISC 14^th Eq J4-1

Resistance factor-LRFD

φ

= 0.90

AISC 14^th Eq J4-1

φ R_n

=

= 196.88

[kips]

ratio

= 0.13

> P_u

OK

Shear Tab - Axial Tensile Rupture

ratio = 25.00 / 149.30

= 0.17

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

n

= 3

Plate size

width b_p

= 8.750

[in]

thickness t_p

= 0.500

[in]

Plate tensile strength

F_u

= 65.0

[ksi]

Plate net area in tension

A_nt

= ( b_p - n d_h ) t_p

= 3.063

[in²]

Tensile force required

P_u

=

= 25.00

[kips]

Plate tensile rupture strength

R_n

= F_u A_nt

= 199.06

[kips]

AISC 14^th Eq J4-2

Resistance factor-LRFD

φ

= 0.75

AISC 14^th Eq J4-2

φ R_n

=

= 149.30

[kips]

AISC 14^th Eq J4-2

ratio

= 0.17

> P_u

OK

Shear Tab - Flexural Yield Interact

ratio =

= 0.12

PASS

Plate width & thick

width b_p

= 8.750

[in]

thick t_p

= 0.500

[in]

yield F_y

= 50.0

[ksi]

Shear plate - gross area

A_g

= b_p x t_p

= 4.375

[in²]

Shear plate - plastic modulus

Z_p

= ( b_p x t2p ) / 4

= 9.570

[in³]

Axial strength available

P_c

= from axial tensile yield check

= 196.88

[kips]

Axial strength required

P_r

= from user load input

= 25.00

[kips]

Shear strength available

V_c

= from shear yielding check

= 131.25

[kips]

Shear strength required

V_r

= from user load input

= 30.00

[kips]

Flexural strength available

M_c

= φ F_y Z_p φ=0.90

= 35.89

[kip-ft]

Bolt group ecc for shear V_r

e_v

=

= 1.875

[in]

Bolt group ecc for axial P_r

e_p

=

= 0.000

[in]

Flexural strength required

M_r

= V_r e_v + P_r e_p

= 4.69

[kip-ft]

Flexural yield interaction

ratio

= (

V_r/V_c

)2 + (

P_r/P_c

+

M_r/M_c

)2

= 0.12

AISC 14^th Eq 10-5

< 1.0

OK

Shear Tab - Flexural Rupture Interact

ratio =

= 0.22

PASS

Plate A_n and Z_net Calc

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

n

= 3

Plate size

width b_p

= 8.750

[in]

thickness t_p

= 0.500

[in]

Plate net area

A_n

= ( b_p - n d_h ) t_p

= 3.063

[in²]

Plate net plastic sect modulus

Z_net

=

= 6.850

[in³]

Plate net elastic sect modulus

S_net

=

= 4.561

[in³]

Plate width & thick

width b_p

= 8.750

[in]

thick t_p

= 0.500

[in]

tensile F_u

= 65.0

[ksi]

Axial strength available

P_c

= from axial tensile rupture check

= 149.30

[kips]

Axial strength required

P_r

= from user load input

= 25.00

[kips]

Shear strength available

V_c

= from shear rupture check

= 89.58

[kips]

Shear strength required

V_r

= from user load input

= 30.00

[kips]

Flexural strength available

M_c

= φ F_u Z_net φ=0.75

= 27.83

[kip-ft]

AISC 14^th Eq 9-4

Bolt group ecc for shear V_r

e_v

=

= 1.875

[in]

Bolt group ecc for axial P_r

e_p

=

= 0.000

[in]

Flexural strength required

M_r

= V_r e_v + P_r e_p

= 4.69

[kip-ft]

Flexural rupture interaction

ratio

= (

V_r/V_c

)2 + (

P_r/P_c

+

M_r/M_c

)2

= 0.22

AISC 14^th Eq 10-5

< 1.0

OK

Shear Tab - Bolt Bearing on Shear Tab

ratio = 39.05 / 53.68

= 0.73

PASS

The bolt group is oriented so that the shear force V is in ver. direction and the axial force P is in hor. direction

Bolt group forces

shear V

= 30.00

[kips]

axial P

= -25.00

[kips]

Bolt group resultant force

R

= ( V² + P² )0.5

= 39.05

[kips]

Resultant force/hor line load angle

θ

= tan^-1 (V / P)

= 50.19

[°]

Bolt hole diameter

bolt dia d_b

= 0.750

[in]

bolt hole dia d_bh

= 0.813

[in]

AISC 14^th B4.3b

Bolt hole ver. dimension

d_v

=

= 0.813

[in]

Bolt hole hor. dimension

d_h

=

= 0.813

[in]

Bolt center to bolt hole edge dist

d_c

= 0.5 d_bh

= 0.406

[in]

Bolt no in ver & hor direction

Bolt Row n_v

= 3

Bolt Col n_h

= 1

Bolt spacing

ver s_v

= 3.000

[in]

Bolt edge distance

ver e_v

= 1.375

[in]

hor e_h

= 1.375

[in]

Bolt clear dist - bot right corner bolt

L_cA

= min (

e_v/sin θ

,

e_h/cos θ

) - d_c

= 1.384

[in]

Bolt clear dist - right side edge bolt

L_cB

= min (

s_v - 0.5d_v/sin θ

,

e_h/cos θ

) - d_c

= 1.742

[in]

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 on plate

thick t

= 0.500

[in]

tensile F_u

= 65.0

[ksi]

Bolt bearing strength

R_n-br

= 3.0 d_b t F_u

= 73.13

[kips]

AISC 14^th Eq J3-6b

Type A - Bolt Group Bottom Right Corner Bolt

Number of bolt

n_A

= 1

Bolt tear out strength

R_n-tA

= 1.5 L_cA t F_u

= 67.45

[kips]

AISC 14^th Eq J3-6b

Bolt bearing strength

R_nA

= min ( R_n-tA , R_n-br , R_n-bolt )

= 23.86

[kips]

Type B - Bolt Group Right Side Edge Bolt

Number of bolt

n_B

= 2

Bolt tear out strength

R_n-tB

= 1.5 L_cB t F_u

= 84.90

[kips]

AISC 14^th Eq J3-6b

Bolt bearing strength

R_nB

= min ( R_n-tB , R_n-br , R_n-bolt )

= 23.86

[kips]

Bolt bearing strength for all bolts

R_n

= n_A R_nA + n_B R_nB + n_C R_nC + n_D R_nD

= 71.57

[kips]

Bolt resistance factor-LRFD

φ

= 0.75

AISC 14^th J3-10

φ R_n

=

= 53.68

[kips]

ratio

= 0.73

> R

OK

Shear Tab - Beam Side - Block Shear - 1-Side Strip

ratio = 30.00 / 98.72

= 0.30

PASS

Plate Block Shear - Side Strip

Bolt hole diameter

bolt dia d_b

= ³⁄₄

[in]

bolt hole dia d_h

= ⁷⁄₈

[in]

AISC 14^th B4.3b

Plate thickness

t_p

= 0.500

[in]

Plate strength

F_y

= 50.0

[ksi]

F_u

= 65.0

[ksi]

Bolt no in ver & hor dir

n_v

= 1

n_h

= 3

Bolt spacing in hor dir

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

= 3.688

[in²]

Net area subject to shear

A_nv

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

= 2.594

[in²]

Net area subject to tension

A_nt

= ( e_v - 0.5 d_h ) t_p

= 0.469

[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 ) +

= 131.63

[kips]

AISC 14^th Eq J4-5

U_bs F_u A_nt

Resistance factor-LRFD

φ

= 0.75

AISC 14^th Eq J4-5

φ R_n

=

= 98.72

[kips]

ratio

= 0.30

> V_u

OK

Shear Tab - Beam Side-Axial Tearout - Block Shear - Center Strip

ratio = 25.00 / 131.02

= 0.19

PASS

Plate Block Shear - Center Strip

Bolt hole diameter

bolt dia d_b

= ³⁄₄

[in]

bolt hole dia d_h

= ⁷⁄₈

[in]

AISC 14^th B4.3b

Plate thickness

t_p

= 0.500

[in]

Plate strength

F_y

= 50.0

[ksi]

F_u

= 65.0

[ksi]

Bolt no in ver & hor dir

n_v

= 3

n_h

= 1

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

= 1.375

[in²]

Net area subject to shear

A_nv

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

= 0.938

[in²]

Net area subject to tension

when sheared out by center strip

A_nt

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

= 2.125

[in²]

Block shear strength required

V_u

=

= 25.00

[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 ) +

= 174.69

[kips]

AISC 14^th Eq J4-5

U_bs F_u A_nt

Resistance factor-LRFD

φ

= 0.75

AISC 14^th Eq J4-5

φ R_n

=

= 131.02

[kips]

ratio

= 0.19

> V_u

OK

Shear Tab - Block Shear - Shear/Tensile Interact

ratio =

= 0.13

PASS

Shear block shear strength required

V_u

=

= 30.00

[kips]

Axial block shear strength required

P_u

=

= 25.00

[kips]

Shear block shear strength available

φ R_nv

= from calc shown above

= 98.72

[kips]

Axial block shear strength available

φ R_nt

= from calc shown above

= 131.02

[kips]

Block shear shear/tensile interaction

ratio

= (

V_u/φ R_nv

)2 + (

P_u/φ R_nt

)2

= 0.13

AISC 14^th Eq 10-5

< 1.0

OK

Shear Tab - Lateral Stability / Stabilizer Plate

ratio = 39.05 / 1319.47

= 0.03

PASS

Applied shear/axial forces

shear V

= 30.00

[kips]

axial P

= -25.00

[kips]

Resultant shear force

V_u

= ( V² + P² )0.5

= 39.05

[kips]

Distance from support to the first line of bolts

a

=

= 1.875

[in]

Plate thickness & depth

t_p

= 0.500

[in]

L

= 8.750

[in]

Shear resistance provided

R_n

= 1500 π

L t3p/a²

= 1466.08

[kips]

AISC 14^th Eq 10-6

Resistance factor-LRFD

φ

= 0.90

AISC 14^th Eq 10-6

φ R_n

=

= 1319.47

[kips]

ratio

= 0.03

> V_u

OK

Shear Tab - Plate Flexural Buckling

ratio = 30.00 / 109.47

= 0.27

PASS

Shear tab size

depth

= 8.750

[in]

thick

= 0.500

[in]

Plate buckling model

c

= dist from support to fisrt bolt line

= 1.875

[in]

AISC 14^th Fig. 9-3

h₀

= shear tab depth

= 8.750

[in]

t_w

= shear tab thick

= 0.500

[in]

Shear tab steel yield stress

F_y

= 50.0

[ksi]

Plate buckling factor

λ

=

h₀ √F_y/10 t_w √475 +280 ( h₀ /c )2

= 0.153

AISC 14^th Eq 9-18

Plate buckling factor

Q

=

= 1.000

AISC 14^th Eq 9-15

Plate critical buckling stress

F_cr

= Q F_y

= 50.0

[ksi]

AISC 14^th Eq 9-14

Shear force in demand

V_u

=

= 30.00

[kips]

Shear tab net elastic modulus

S_net

=

= 4.561

[in³]

Shear force to bolt group CG ecc

a

=

= 1.875

[in]

Shear resistance

R_n

= F_cr S_net / a

= 121.63

[kips]

AISC 14^th Eq 9-19

Resistance factor-LRFD

φ

= 0.90

AISC 14^th Eq 9-19

φ R_n

=

= 109.47

[kips]

ratio

= 0.27

> V_u

OK

Bolt Group Eccentricity

Bolt group forces

shear V

= 30.00

[kips]

axial P

= 25.00

[kips]

Bolt group resultant force

R

= ( V² + P² )0.5

= 39.05

[kips]

Resultant force to ver Y axis angle

θ

= tan^-1 (P / V)

= 39.81

[°]

Bolt group row and column

bolt row n_r

= 3

bolt col n_c

= 1

Bolt row spacing

bolt row s_r

= 3.000

[in]

Shear force to bolt group CG ecc

e_x

=

= 1.875

[in]

Shear force to ver Y axis angle

θ

=

= 39.81

[°]

Bolt group coefficient C

C

= from AISC 14^th Table 7-6 ~ 7-13

= 2.267

Bolt group eccentricity coefficient

C_ec

= C / ( n_r x n_c )

= 0.756

Shear Tab / Beam Web - Bolt Shear

ratio = 39.05 / 40.58

= 0.96

PASS

Bolt group forces

shear V

= 30.00

[kips]

axial P

= -25.00

[kips]

Bolt group resultant force

R

= ( V² + P² )0.5

= 39.05

[kips]

Bolt shear stress

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

= 3.0

shear plane m

= 1

Bolt group eccentricity coefficient

C_ec

= from 'Bolt Group Eccentricity' calc

= 0.756

Required shear strength

V_u

=

= 39.05

[kips]

Bolt shear strength

R_n

= F_nv A_b n_s m C_ec

= 54.11

[kips]

AISC 14^th Eq J3-1

Bolt resistance factor-LRFD

φ

= 0.75

AISC 14^th Eq J3-1

φ R_n

=

= 40.58

[kips]

ratio

= 0.96

> V_u

OK

Shear Tab to Column Flange Weld Strength

ratio = 8.03 / 14.63

= 0.55

PASS

Weld Group Forces

Shear V

= 30.00

[kips]

Axial P

= -25.00

[kips] in tension

Shear force to bolt group CG ecc

e_x

=

= 1.875

[in]

Moment due to eccentric shear V

M

= V x e_x

= 4.69

[kip-ft]

Shear tab weld length

L

=

= 8.750

[in]

Combined Weld Stress

Weld stress from axial force

f_a

= P / L

= -2.857

[kip/in]

in tension

Weld stress from shear force

f_v

= V / L

= 3.429

[kip/in]

Weld stress from moment force

f_b

=

M/L² / 6

= 4.408

[kip/in]

Weld stress combined - max

f_max

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

= 8.034

[kip/in]

AISC 14^th Eq 8-11

Weld stress load angle

θ

= tan^-1 (

f_a - f_b/f_v

)

= 64.7

[°]

Fillet Weld Strength Calc

Fillet weld leg size

w

= ⁵⁄₁₆

[in]

load angle θ

= 64.7

[°]

Electrode strength

F_EXX

= 70.0

[ksi]

strength coeff C₁

= 1.00

AISC 14^th Table 8-3

Number of weld line

n

= 2 for double fillet

Load angle coefficient

C₂

= ( 1 + 0.5 sin^1.5 θ )

= 1.43

AISC 14^th Page 8-9

Fillet weld shear strength

R_n-w

= 0.6 (C₁ x 70 ksi) 0.707 w n C₂

= 26.539

[kip/in]

AISC 14^th Eq 8-1

Base metal - shear tab

thickness t

= 0.500

[in]

tensile F_u

= 65.0

[ksi]

Base metal - shear tab 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

= 19.500

[kip/in]

AISC 14^th Eq J4-4

Double fillet linear shear strength

R_n

= min ( R_n-w , R_n-b )

= 19.500

[kip/in]

AISC 14^th Eq 9-2

Resistance factor-LRFD

φ

= 0.75

AISC 14^th Eq 8-1

φ R_n

=

= 14.625

[kip/in]

ratio

= 0.55

> f_max

OK

Column Web Local Yielding

ratio = 25.00 / 204.29

= 0.12

PASS

Concentrated force from gusset

P_u

=

= 25.00

[kips]

Column section

d

= 11.900

[in]

t_f

= 0.515

[in]

t_w

= 0.295

[in]

k

= 1.020

[in]

yield F_y

= 50.0

[ksi]

Length of bearing

l_b

= clip angle length

= 8.750

[in]

Column web local yielding strength

R_n

= F_y t_w ( 5 k + l_b )

= 204.29

[kips]

AISC 14^th Eq J10-2

Resistance factor-LRFD

φ

= 1.00

φ R_n

=

= 204.29

[kips]

ratio

= 0.12

> P_u

OK

Column Flange Local Bending

ratio = 25.00 / 74.59

= 0.34

PASS

Concentrated force from gusset

P_u

=

= 25.00

[kips]

Column w section

t_f

= 0.515

[in]

yield F_y

= 50.0

[ksi]

Column flange local bending strength

R_n

= 6.25 F_y t2f

= 82.88

[kips]

AISC 14^th Eq J10-1

Resistance factor-LRFD

φ

= 0.90

AISC 14^th J10.1

φ R_n

=

= 74.59

[kips]

ratio

= 0.34

> P_u

OK