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

Members & Components Summary

Member

Moment Connection

Code=AISC 360-10 LRFD

Right Side Beam Section

W12X30

= 12.300

[in]

b_f

= 6.520

[in]

t_f

= 0.440

[in]

t_w

= 0.260

[in]

k_des

= 0.740

[in]

k_det

= 1.125

[in]

k₁

= 0.750

[in]

= 8.790

[in²]

S_x

= 38.60

[in³]

Z_x

= 43.10

[in³]

Steel Grade A992

F_y

= 50.0

[ksi]

F_u

= 65.0

[ksi]

Left Side Beam Section

W12X30

= 12.300

[in]

b_f

= 6.520

[in]

t_f

= 0.440

[in]

t_w

= 0.260

[in]

k_des

= 0.740

[in]

k_det

= 1.125

[in]

k₁

= 0.750

[in]

= 8.790

[in²]

S_x

= 38.60

[in³]

Z_x

= 43.10

[in³]

Steel Grade A992

F_y

= 50.0

[ksi]

F_u

= 65.0

[ksi]

Beam Flange Force Calc

Beam Flange Force

Beam section

d_b

= 12.300

[in]

t_fb

= 0.440

[in]

Flange force moment arm

d_m

= d_b - t_fb

= 12.800

[in]

User input load

axial P_bR

= -25.00

[kips]

moment M_R

= 75.00

[kip-ft]

in tension

Beam flange force - top

P_f-TR

= P_bR / 2 + M_R / d_m

= 57.81

[kips]

Beam flange force - bottom

P_f-BR

= P_bR / 2 - M_R / d_m

= -82.81

[kips]

Right Beam

Splice MC Connection

Code=AISC 360-10 LRFD

Result Summary

geometries & weld limitations = PASS

limit states max ratio

= 0.85

PASS

Geometry Restriction Checks - Flange Plate

PASS

Min Bolt Edge Distance - Flange Plate

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 Flange Plate

L_e

= 1.375

[in]

> L_e-min

Min Bolt Spacing - Flange Plate

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 Flange Plate

L_s

= 3.000

[in]

> L_s-min

Geometry Restriction Checks - Web Plate

PASS

Min Bolt Edge Distance - Web Plate

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 Web Plate

L_e

= 1.375

[in]

> L_e-min

Min Bolt Spacing - Web Plate

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 Web Plate

L_s

= 3.000

[in]

> L_s-min

Flange Plate - Bolt Shear

ratio = 85.67 / 107.35

= 0.80

PASS

Flange force moment arm

d_m

= d_b

= 12.300

[in]

Beam flange force as shear

V_u

= P_b / 2 + M / d_m

= 85.67

[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

= 6.0

shear plane m

= 1

Required shear strength

V_u

= 85.67

[kips]

Bolt shear strength

R_n

= F_nv A_b n_s m C_ec

= 143.14

[kips]

AISC 14^th Eq J3-1

Bolt resistance factor-LRFD

= 0.75

AISC 14^th Eq J3-1

φ R_n

= 107.35

[kips]

ratio

= 0.80

> V_u

Flange Plate - Bolt Bearing

ratio = 82.81 / 107.35

= 0.77

PASS

Flange force moment arm

d_m

= d_b + t_p

= 12.800

[in]

Beam flange force as shear

V_u

= P_b / 2 + M / d_m

= 82.81

[kips]

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

= 0.500

[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

= 106.64 ≤ 73.13

= 73.13

[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

= 47.23 ≤ 73.13

= 47.23

[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

= 4

edge n_ed

= 2

Bolt bearing strength for all bolts

R_n

= n_in R_n-in + n_ed R_n-ed

= 143.14

[kips]

Required shear strength

V_u

= 82.81

[kips]

Bolt resistance factor-LRFD

= 0.75

AISC 14^th J3-10

φ R_n

= 107.35

[kips]

ratio

= 0.77

> V_u

Flange Plate - Block Shear - 2 Side Strips

ratio = 82.81 / 197.44

= 0.42

PASS

Flange force moment arm

d_m

= d_b + t_p

= 12.800

[in]

Flange force - tension

P_u

= P_b / 2 + M / d_m

= 82.81

[kips]

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

= 0.500

[in]

Plate strength

F_y

= 50.0

[ksi]

F_u

= 65.0

[ksi]

Bolt no in ver & hor dir

n_v

= 2

n_h

= 3

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

= 7.375

[in²]

Net area subject to shear

A_nv

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

= 5.188

[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

= 0.938

[in²]

Block shear strength required

V_u

= 82.81

[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 ) +

= 263.25

[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

= 197.44

[kips]

ratio

= 0.42

> V_u

Flange Plate - Block Shear - Center Strip

ratio = 82.81 / 177.63

= 0.47

PASS

Flange force moment arm

d_m

= d_b + t_p

= 12.800

[in]

Flange force - tension

P_u

= P_b / 2 + M / d_m

= 82.81

[kips]

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

= 2

n_h

= 3

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

= 7.375

[in²]

Net area subject to shear

A_nv

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

= 5.188

[in²]

Net area subject to tension

when sheared out by center strip

A_nt

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

= 1.063

[in²]

Block shear strength required

V_u

= 82.81

[kips]

Uniform tension stress factor

U_bs

= 0.50

AISC 14^th Fig C-J4.2

Bolt shear resistance provided

R_n

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

= 236.84

[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

= 177.63

[kips]

ratio

= 0.47

> V_u

Flange Plate - Tensile Yielding

ratio = 82.81 / 129.38

= 0.64

PASS

Flange force moment arm

d_m

= d_b + t_p

= 12.800

[in]

Flange force - tension

P_u

= P_b / 2 + M / d_m

= 82.81

[kips]

Plate Tensile Yielding Check

Plate size

width b_p

= 5.750

[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

= 2.875

[in²]

Tensile force required

P_u

= 82.81

[kips]

Plate tensile yielding strength

R_n

= F_y A_g

= 143.75

[kips]

AISC 14^th Eq J4-1

Resistance factor-LRFD

= 0.90

AISC 14^th Eq J4-1

φ R_n

= 129.38

[kips]

ratio

= 0.64

> P_u

Flange Plate - Tensile Rupture

ratio = 82.81 / 97.50

= 0.85

PASS

Flange force moment arm

d_m

= d_b + t_p

= 12.800

[in]

Flange force - tension

P_u

= P_b / 2 + M / d_m

= 82.81

[kips]

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

= 0.500

[in]

Plate tensile strength

F_u

= 65.0

[ksi]

Plate net area in tension

A_nt

= ( b_p - n d_h ) t_p

= 2.000

[in²]

Tensile force required

P_u

= 82.81

[kips]

Plate tensile rupture strength

R_n

= F_u A_nt

= 130.00

[kips]

AISC 14^th Eq J4-2

Resistance factor-LRFD

= 0.75

AISC 14^th Eq J4-2

φ R_n

= 97.50

[kips]

AISC 14^th Eq J4-2

ratio

= 0.85

> P_u

Flange Plate - Compression

ratio = 57.81 / 129.38

= 0.45

PASS

Flange force moment arm

d_m

= d_b + t_p

= 12.800

[in]

Flange force - compression

P_u

= P_b / 2 + M / d_m

= 57.81

[kips]

Plate Compression Check

Plate size

width b_p

= 5.750

[in]

thickness t_p

= 0.500

[in]

F_y

= 50.0

[ksi]

= 29000

[ksi]

Plate gross area in compression

A_g

= b_p t_p

= 2.875

[in²]

Plate radius of gyration

= t_p / √12

= 0.144

[in]

Plate effective length factor

= 0.65

Plate unbraced length

L_u

= 3.750

[in]

Plate slenderness

KL/r

= 0.65 x L_u / r

= 16.89

Plate compression required

P_u

= 57.81

[kips]

when

KL/r

≤ 25

AISC 14^th J4.4 (a)

Plate compression provided

R_n

= F_y x A_g

= 143.75

[kips]

AISC 14^th Eq J4-6

Bolt resistance factor-LRFD

= 0.90

AISC 14^th J4.4 (a)

φ R_n

= 129.38

[kips]

ratio

= 0.45

> P_u

Web Plate - Bolt Bearing

ratio = 15.00 / 107.35

= 0.14

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

= 4

edge n_ed

= 2

Bolt bearing strength for all bolts

R_n

= n_in R_n-in + n_ed R_n-ed

= 143.14

[kips]

Required shear strength

V_u

= 15.00

[kips]

Bolt resistance factor-LRFD

= 0.75

AISC 14^th J3-10

φ R_n

= 107.35

[kips]

ratio

= 0.14

> V_u

Web Plate - Shear Yielding

ratio = 15.00 / 98.44

= 0.15

PASS

Plate Shear Yielding Check

Plate size

width b_p

= 8.750

[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

= 3.281

[in²]

Shear force required

V_u

= 15.00

[kips]

Plate shear yielding strength

R_n

= 0.6 F_y A_gv

= 98.44

[kips]

AISC 14^th Eq J4-3

Resistance factor-LRFD

= 1.00

AISC 14^th Eq J4-3

φ R_n

= 98.44

[kips]

ratio

= 0.15

> V_u

Web Plate - Shear Rupture

ratio = 15.00 / 67.18

= 0.22

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

= 3

Plate size

width b_p

= 8.750

[in]

thickness t_p

= 0.375

[in]

Plate tensile strength

F_u

= 65.0

[ksi]

Plate net area in shear

A_nv

= ( b_p - n d_h ) t_p

= 2.297

[in²]

Shear force required

V_u

= 15.00

[kips]

Plate shear rupture strength

R_n

= 0.6 F_u A_nv

= 89.58

[kips]

AISC 14^th Eq J4-4

Resistance factor-LRFD

= 0.75

AISC 14^th Eq J4-4

φ R_n

= 67.18

[kips]

ratio

= 0.22

> V_u

Web Plate - Block Shear - 1-Side Strip

ratio = 15.00 / 84.89

= 0.18

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

= 3

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

= 2.766

[in²]

Net area subject to shear

A_nv

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

= 1.945

[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

= 15.00

[kips]

Uniform tension stress factor

U_bs

= 0.50

AISC 14^th Fig C-J4.2

Bolt shear resistance provided

R_n

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

= 113.19

[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

= 84.89

[kips]

ratio

= 0.18

> V_u

Beam Flange - Bolt Shear

ratio = 85.67 / 107.35

= 0.80

PASS

Flange force moment arm

d_m

= d_b

= 12.300

[in]

Beam flange force as shear

V_u

= P_b / 2 + M / d_m

= 85.67

[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

= 6.0

shear plane m

= 1

Required shear strength

V_u

= 85.67

[kips]

Bolt shear strength

R_n

= F_nv A_b n_s m C_ec

= 143.14

[kips]

AISC 14^th Eq J3-1

Bolt resistance factor-LRFD

= 0.75

AISC 14^th Eq J3-1

φ R_n

= 107.35

[kips]

ratio

= 0.80

> V_u

Beam Flange - Bolt Bearing

ratio = 88.39 / 107.35

= 0.82

PASS

Flange force moment arm

d_m

= d_b - t_fb

= 11.860

[in]

Beam flange force as shear

V_u

= P_b / 2 + M / d_m

= 88.39

[kips]

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

= 1.625

[in]

Plate tensile strength

F_u

= 65.0

[ksi]

Plate thickness

= 0.440

[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

= 93.84 ≤ 64.35

= 64.35

[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

= 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

= 52.28 ≤ 64.35

= 52.28

[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

= 4

edge n_ed

= 2

Bolt bearing strength for all bolts

R_n

= n_in R_n-in + n_ed R_n-ed

= 143.14

[kips]

Required shear strength

V_u

= 88.39

[kips]

Bolt resistance factor-LRFD

= 0.75

AISC 14^th J3-10

φ R_n

= 107.35

[kips]

ratio

= 0.82

> V_u

Beam Flange - Block Shear - 2 Side Strips

ratio = 88.39 / 196.70

= 0.45

PASS

Flange force moment arm

d_m

= d_b - t_fb

= 11.860

[in]

Beam flange force - tension

V_u

= P_b / 2 + M / d_m

= 88.39

[kips]

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

= 0.440

[in]

Plate strength

F_y

= 50.0

[ksi]

F_u

= 65.0

[ksi]

Bolt no in ver & hor dir

n_v

= 2

n_h

= 3

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

= 1.760

[in]

e_h

= 1.625

[in]

Gross area subject to shear

A_gv

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

= 6.710

[in²]

Net area subject to shear

A_nv

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

= 4.785

[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

= 1.164

[in²]

Block shear strength required

V_u

= 88.39

[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 ) +

= 262.26

[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

= 196.70

[kips]

ratio

= 0.45

> V_u

Beam Web - Bolt Shear

ratio = 30.00 / 214.71

= 0.14

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

= 6.0

shear plane m

= 2

Required shear strength

V_u

= 30.00

[kips]

Bolt shear strength

R_n

= F_nv A_b n_s m C_ec

= 286.28

[kips]

AISC 14^th Eq J3-1

Bolt resistance factor-LRFD

= 0.75

AISC 14^th Eq J3-1

φ R_n

= 214.71

[kips]

ratio

= 0.14

> V_u

Beam Web - Bolt Bearing

ratio = 30.00 / 171.11

= 0.18

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

= 0.260

[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

= 55.45 ≤ 38.03

= 38.03

[kips]

Bolt strength at interior

R_n-in

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

= 38.03

[kips]

Number of bolt

interior n_in

= 6

Bolt bearing strength for all bolts

R_n

= n_in R_n-in

= 228.15

[kips]

Required shear strength

V_u

= 30.00

[kips]

Bolt resistance factor-LRFD

= 0.75

AISC 14^th J3-10

φ R_n

= 171.11

[kips]

ratio

= 0.18

> V_u

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

= 1.00

AISC 14^th Eq J4-3

φ R_n

= 95.94

[kips]

ratio

= 0.31

> V_u

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

= 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

= 0.75

AISC 14^th Eq J4-4

φ R_n

= 73.58

[kips]

ratio

= 0.41

> V_u

Beam Flange With Holes - Beam Flexural Rupture

ratio = 75.00 / 137.67

= 0.54

PASS

Beam sect W12X30

b_f

= 6.520

[in]

t_f

= 0.440

[in]

S_x

= 38.600

[in³]

F_y

= 50.0

[ksi]

F_u

= 65.0

[ksi]

Gross area of tension flange

A_fg

= b_f t_f

= 2.869

[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

= 2

Net area of tension flange

A_fn

= ( b_f - n d_h ) t_f

= 2.099

[in²]

Moment in demand

M_u

= 75.00

[kips]

Beam flexural rupture strength

M_n

F_u A_fn/A_fg

S_x

= 152.96

[kip-ft]

AISC 14^th Eq F13-1

Resistance factor-LRFD

= 0.90

AISC 14^th F1

φ M_n

= 137.67

[kips]

ratio

= 0.54

> M_u

Beam Section Tensile Rupture

ratio = 25.00 / 320.17

= 0.08

PASS

Beam sect W12X30

t_f

= 0.440

[in]

t_w

= 0.260

[in]

A_g

= 8.790

[in²]

F_u

= 65.0

[ksi]

Beam flange bolt

bolt dia d_b

= ³⁄₄

[in]

bolt hole dia d_h

= ⁷⁄₈

[in]

AISC 14^th B4.3b

Number of bolt

n_flg

= 2

Beam web bolt

bolt dia d_b

= ³⁄₄

[in]

bolt hole dia d_h

= ⁷⁄₈

[in]

AISC 14^th B4.3b

Number of bolt

n_web

= 3

Net area of beam sect

A_n

= A_g - n_flg d_h t_f x 2 - n_web d_h t_w

= 6.568

[in²]

Shear lag factor

= from Table D3.1 case 1

= 1.00

AISC 14^th Table D3.1

Tensile force required

P_u

= 25.00

[kips]

Tensile effective net area

A_e

= A_n U

= 6.568

[in²]

Plate tensile strength

F_u

= 65.0

[ksi]

Tensile rupture strength

R_n

= F_u A_e

= 426.89

[kips]

AISC 14^th Eq D2-2

Resistance factor-LRFD

= 0.75

AISC 14^th D2 (b)

φ R_n

= 320.17

[kips]

AISC 14^th Eq D2-2

ratio

= 0.08

> P_u

Left Beam

Splice MC Connection

Code=AISC 360-10 LRFD

Result Summary

geometries & weld limitations = PASS

limit states max ratio

= 0.85

PASS

Geometry Restriction Checks - Flange Plate

PASS

Min Bolt Edge Distance - Flange Plate

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 Flange Plate

L_e

= 1.375

[in]

> L_e-min

Min Bolt Spacing - Flange Plate

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 Flange Plate

L_s

= 3.000

[in]

> L_s-min

Geometry Restriction Checks - Web Plate

PASS

Min Bolt Edge Distance - Web Plate

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 Web Plate

L_e

= 1.375

[in]

> L_e-min

Min Bolt Spacing - Web Plate

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 Web Plate

L_s

= 3.000

[in]

> L_s-min

Flange Plate - Bolt Shear

ratio = 85.67 / 107.35

= 0.80

PASS

Flange force moment arm

d_m

= d_b

= 12.300

[in]

Beam flange force as shear

V_u

= P_b / 2 + M / d_m

= 85.67

[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

= 6.0

shear plane m

= 1

Required shear strength

V_u

= 85.67

[kips]

Bolt shear strength

R_n

= F_nv A_b n_s m C_ec

= 143.14

[kips]

AISC 14^th Eq J3-1

Bolt resistance factor-LRFD

= 0.75

AISC 14^th Eq J3-1

φ R_n

= 107.35

[kips]

ratio

= 0.80

> V_u

Flange Plate - Bolt Bearing

ratio = 82.81 / 107.35

= 0.77

PASS

Flange force moment arm

d_m

= d_b + t_p

= 12.800

[in]

Beam flange force as shear

V_u

= P_b / 2 + M / d_m

= 82.81

[kips]

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

= 0.500

[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

= 106.64 ≤ 73.13

= 73.13

[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

= 47.23 ≤ 73.13

= 47.23

[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

= 4

edge n_ed

= 2

Bolt bearing strength for all bolts

R_n

= n_in R_n-in + n_ed R_n-ed

= 143.14

[kips]

Required shear strength

V_u

= 82.81

[kips]

Bolt resistance factor-LRFD

= 0.75

AISC 14^th J3-10

φ R_n

= 107.35

[kips]

ratio

= 0.77

> V_u

Flange Plate - Block Shear - 2 Side Strips

ratio = 82.81 / 197.44

= 0.42

PASS

Flange force moment arm

d_m

= d_b + t_p

= 12.800

[in]

Flange force - tension

P_u

= P_b / 2 + M / d_m

= 82.81

[kips]

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

= 0.500

[in]

Plate strength

F_y

= 50.0

[ksi]

F_u

= 65.0

[ksi]

Bolt no in ver & hor dir

n_v

= 2

n_h

= 3

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

= 7.375

[in²]

Net area subject to shear

A_nv

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

= 5.188

[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

= 0.938

[in²]

Block shear strength required

V_u

= 82.81

[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 ) +

= 263.25

[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

= 197.44

[kips]

ratio

= 0.42

> V_u

Flange Plate - Block Shear - Center Strip

ratio = 82.81 / 177.63

= 0.47

PASS

Flange force moment arm

d_m

= d_b + t_p

= 12.800

[in]

Flange force - tension

P_u

= P_b / 2 + M / d_m

= 82.81

[kips]

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

= 2

n_h

= 3

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

= 7.375

[in²]

Net area subject to shear

A_nv

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

= 5.188

[in²]

Net area subject to tension

when sheared out by center strip

A_nt

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

= 1.063

[in²]

Block shear strength required

V_u

= 82.81

[kips]

Uniform tension stress factor

U_bs

= 0.50

AISC 14^th Fig C-J4.2

Bolt shear resistance provided

R_n

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

= 236.84

[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

= 177.63

[kips]

ratio

= 0.47

> V_u

Flange Plate - Tensile Yielding

ratio = 82.81 / 129.38

= 0.64

PASS

Flange force moment arm

d_m

= d_b + t_p

= 12.800

[in]

Flange force - tension

P_u

= P_b / 2 + M / d_m

= 82.81

[kips]

Plate Tensile Yielding Check

Plate size

width b_p

= 5.750

[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

= 2.875

[in²]

Tensile force required

P_u

= 82.81

[kips]

Plate tensile yielding strength

R_n

= F_y A_g

= 143.75

[kips]

AISC 14^th Eq J4-1

Resistance factor-LRFD

= 0.90

AISC 14^th Eq J4-1

φ R_n

= 129.38

[kips]

ratio

= 0.64

> P_u

Flange Plate - Tensile Rupture

ratio = 82.81 / 97.50

= 0.85

PASS

Flange force moment arm

d_m

= d_b + t_p

= 12.800

[in]

Flange force - tension

P_u

= P_b / 2 + M / d_m

= 82.81

[kips]

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

= 0.500

[in]

Plate tensile strength

F_u

= 65.0

[ksi]

Plate net area in tension

A_nt

= ( b_p - n d_h ) t_p

= 2.000

[in²]

Tensile force required

P_u

= 82.81

[kips]

Plate tensile rupture strength

R_n

= F_u A_nt

= 130.00

[kips]

AISC 14^th Eq J4-2

Resistance factor-LRFD

= 0.75

AISC 14^th Eq J4-2

φ R_n

= 97.50

[kips]

AISC 14^th Eq J4-2

ratio

= 0.85

> P_u

Flange Plate - Compression

ratio = 57.81 / 129.38

= 0.45

PASS

Flange force moment arm

d_m

= d_b + t_p

= 12.800

[in]

Flange force - compression

P_u

= P_b / 2 + M / d_m

= 57.81

[kips]

Plate Compression Check

Plate size

width b_p

= 5.750

[in]

thickness t_p

= 0.500

[in]

F_y

= 50.0

[ksi]

= 29000

[ksi]

Plate gross area in compression

A_g

= b_p t_p

= 2.875

[in²]

Plate radius of gyration

= t_p / √12

= 0.144

[in]

Plate effective length factor

= 0.65

Plate unbraced length

L_u

= 3.750

[in]

Plate slenderness

KL/r

= 0.65 x L_u / r

= 16.89

Plate compression required

P_u

= 57.81

[kips]

when

KL/r

≤ 25

AISC 14^th J4.4 (a)

Plate compression provided

R_n

= F_y x A_g

= 143.75

[kips]

AISC 14^th Eq J4-6

Bolt resistance factor-LRFD

= 0.90

AISC 14^th J4.4 (a)

φ R_n

= 129.38

[kips]

ratio

= 0.45

> P_u

Web Plate - Bolt Bearing

ratio = 15.00 / 107.35

= 0.14

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

= 4

edge n_ed

= 2

Bolt bearing strength for all bolts

R_n

= n_in R_n-in + n_ed R_n-ed

= 143.14

[kips]

Required shear strength

V_u

= 15.00

[kips]

Bolt resistance factor-LRFD

= 0.75

AISC 14^th J3-10

φ R_n

= 107.35

[kips]

ratio

= 0.14

> V_u

Web Plate - Shear Yielding

ratio = 15.00 / 98.44

= 0.15

PASS

Plate Shear Yielding Check

Plate size

width b_p

= 8.750

[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

= 3.281

[in²]

Shear force required

V_u

= 15.00

[kips]

Plate shear yielding strength

R_n

= 0.6 F_y A_gv

= 98.44

[kips]

AISC 14^th Eq J4-3

Resistance factor-LRFD

= 1.00

AISC 14^th Eq J4-3

φ R_n

= 98.44

[kips]

ratio

= 0.15

> V_u

Web Plate - Shear Rupture

ratio = 15.00 / 67.18

= 0.22

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

= 3

Plate size

width b_p

= 8.750

[in]

thickness t_p

= 0.375

[in]

Plate tensile strength

F_u

= 65.0

[ksi]

Plate net area in shear

A_nv

= ( b_p - n d_h ) t_p

= 2.297

[in²]

Shear force required

V_u

= 15.00

[kips]

Plate shear rupture strength

R_n

= 0.6 F_u A_nv

= 89.58

[kips]

AISC 14^th Eq J4-4

Resistance factor-LRFD

= 0.75

AISC 14^th Eq J4-4

φ R_n

= 67.18

[kips]

ratio

= 0.22

> V_u

Web Plate - Block Shear - 1-Side Strip

ratio = 15.00 / 84.89

= 0.18

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

= 3

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

= 2.766

[in²]

Net area subject to shear

A_nv

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

= 1.945

[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

= 15.00

[kips]

Uniform tension stress factor

U_bs

= 0.50

AISC 14^th Fig C-J4.2

Bolt shear resistance provided

R_n

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

= 113.19

[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

= 84.89

[kips]

ratio

= 0.18

> V_u

Beam Flange - Bolt Shear

ratio = 85.67 / 107.35

= 0.80

PASS

Flange force moment arm

d_m

= d_b

= 12.300

[in]

Beam flange force as shear

V_u

= P_b / 2 + M / d_m

= 85.67

[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

= 6.0

shear plane m

= 1

Required shear strength

V_u

= 85.67

[kips]

Bolt shear strength

R_n

= F_nv A_b n_s m C_ec

= 143.14

[kips]

AISC 14^th Eq J3-1

Bolt resistance factor-LRFD

= 0.75

AISC 14^th Eq J3-1

φ R_n

= 107.35

[kips]

ratio

= 0.80

> V_u

Beam Flange - Bolt Bearing

ratio = 88.39 / 107.35

= 0.82

PASS

Flange force moment arm

d_m

= d_b - t_fb

= 11.860

[in]

Beam flange force as shear

V_u

= P_b / 2 + M / d_m

= 88.39

[kips]

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

= 1.625

[in]

Plate tensile strength

F_u

= 65.0

[ksi]

Plate thickness

= 0.440

[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

= 93.84 ≤ 64.35

= 64.35

[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

= 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

= 52.28 ≤ 64.35

= 52.28

[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

= 4

edge n_ed

= 2

Bolt bearing strength for all bolts

R_n

= n_in R_n-in + n_ed R_n-ed

= 143.14

[kips]

Required shear strength

V_u

= 88.39

[kips]

Bolt resistance factor-LRFD

= 0.75

AISC 14^th J3-10

φ R_n

= 107.35

[kips]

ratio

= 0.82

> V_u

Beam Flange - Block Shear - 2 Side Strips

ratio = 88.39 / 196.70

= 0.45

PASS

Flange force moment arm

d_m

= d_b - t_fb

= 11.860

[in]

Beam flange force - tension

V_u

= P_b / 2 + M / d_m

= 88.39

[kips]

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

= 0.440

[in]

Plate strength

F_y

= 50.0

[ksi]

F_u

= 65.0

[ksi]

Bolt no in ver & hor dir

n_v

= 2

n_h

= 3

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

= 1.760

[in]

e_h

= 1.625

[in]

Gross area subject to shear

A_gv

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

= 6.710

[in²]

Net area subject to shear

A_nv

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

= 4.785

[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

= 1.164

[in²]

Block shear strength required

V_u

= 88.39

[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 ) +

= 262.26

[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

= 196.70

[kips]

ratio

= 0.45

> V_u

Beam Web - Bolt Shear

ratio = 30.00 / 214.71

= 0.14

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

= 6.0

shear plane m

= 2

Required shear strength

V_u

= 30.00

[kips]

Bolt shear strength

R_n

= F_nv A_b n_s m C_ec

= 286.28

[kips]

AISC 14^th Eq J3-1

Bolt resistance factor-LRFD

= 0.75

AISC 14^th Eq J3-1

φ R_n

= 214.71

[kips]

ratio

= 0.14

> V_u

Beam Web - Bolt Bearing

ratio = 30.00 / 171.11

= 0.18

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

= 0.260

[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

= 55.45 ≤ 38.03

= 38.03

[kips]

Bolt strength at interior

R_n-in

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

= 38.03

[kips]

Number of bolt

interior n_in

= 6

Bolt bearing strength for all bolts

R_n

= n_in R_n-in

= 228.15

[kips]

Required shear strength

V_u

= 30.00

[kips]

Bolt resistance factor-LRFD

= 0.75

AISC 14^th J3-10

φ R_n

= 171.11

[kips]

ratio

= 0.18

> V_u

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

= 1.00

AISC 14^th Eq J4-3

φ R_n

= 95.94

[kips]

ratio

= 0.31

> V_u

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

= 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

= 0.75

AISC 14^th Eq J4-4

φ R_n

= 73.58

[kips]

ratio

= 0.41

> V_u

Beam Flange With Holes - Beam Flexural Rupture

ratio = 75.00 / 137.67

= 0.54

PASS

Beam sect W12X30

b_f

= 6.520

[in]

t_f

= 0.440

[in]

S_x

= 38.600

[in³]

F_y

= 50.0

[ksi]

F_u

= 65.0

[ksi]

Gross area of tension flange

A_fg

= b_f t_f

= 2.869

[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

= 2

Net area of tension flange

A_fn

= ( b_f - n d_h ) t_f

= 2.099

[in²]

Moment in demand

M_u

= 75.00

[kips]

Beam flexural rupture strength

M_n

F_u A_fn/A_fg

S_x

= 152.96

[kip-ft]

AISC 14^th Eq F13-1

Resistance factor-LRFD

= 0.90

AISC 14^th F1

φ M_n

= 137.67

[kips]

ratio

= 0.54

> M_u

Beam Section Tensile Rupture

ratio = 25.00 / 320.17

= 0.08

PASS

Beam sect W12X30

t_f

= 0.440

[in]

t_w

= 0.260

[in]

A_g

= 8.790

[in²]

F_u

= 65.0

[ksi]

Beam flange bolt

bolt dia d_b

= ³⁄₄

[in]

bolt hole dia d_h

= ⁷⁄₈

[in]

AISC 14^th B4.3b

Number of bolt

n_flg

= 2

Beam web bolt

bolt dia d_b

= ³⁄₄

[in]

bolt hole dia d_h

= ⁷⁄₈

[in]

AISC 14^th B4.3b

Number of bolt

n_web

= 3

Net area of beam sect

A_n

= A_g - n_flg d_h t_f x 2 - n_web d_h t_w

= 6.568

[in²]

Shear lag factor

= from Table D3.1 case 1

= 1.00

AISC 14^th Table D3.1

Tensile force required

P_u

= 25.00

[kips]

Tensile effective net area

A_e

= A_n U

= 6.568

[in²]

Plate tensile strength

F_u

= 65.0

[ksi]

Tensile rupture strength

R_n

= F_u A_e

= 426.89

[kips]

AISC 14^th Eq D2-2

Resistance factor-LRFD

= 0.75

AISC 14^th D2 (b)

φ R_n

= 320.17

[kips]

AISC 14^th Eq D2-2

ratio

= 0.08

> P_u