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

Members & Components Summary

Member

Moment Connection

Code=AISC 360-10 LRFD

Column Section

W12X40

= 11.900

[in]

b_f

= 8.010

[in]

t_f

= 0.515

[in]

t_w

= 0.295

[in]

k_des

= 1.020

[in]

k_det

= 1.375

[in]

k₁

= 0.875

[in]

= 11.700

[in²]

S_x

= 51.50

[in³]

Z_x

= 57.00

[in³]

Steel Grade A992

F_y

= 50.0

[ksi]

F_u

= 65.0

[ksi]

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]

Beam Flange Force Calc

Beam Flange Force - Right Side Beam

Beam section

d_b

= 12.300

[in]

t_fb

= 0.440

[in]

Flange force moment arm

d_m

= d_b - t_fb

= 11.860

[in]

User input load

axial P_bR

= -25.00

[kips]

moment M_R

= 55.00

[kip-ft]

in tension

Beam flange force - top

P_f-TR

= P_bR / 2 + M_R / d_m

= 43.15

[kips]

Beam flange force - bottom

P_f-BR

= P_bR / 2 - M_R / d_m

= -68.15

[kips]

Panel Zone Shear Force Calc

Column story shear

V_s

= from user input

= 0.00

[kips]

Panel zone shear force

V_p

= P_f-TR - P_f-TL - V_s

= 43.15

[kips]

Right Beam to Column

MC Connection

Code=AISC 360-10 LRFD

Result Summary

geometries & weld limitations = PASS

limit states max ratio

= 0.95

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

= 1.260

[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

Fillet Weld Limitation Checks - Flange Plate

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

= 6.750

[in]

> L_min

Fillet Weld Limitation Checks - Web Plate

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

= 8.750

[in]

> L_min

Flange Plate Weld Strength

ratio = 68.15 / 123.40

= 0.55

PASS

Flange force required in tension

P_{uf_t}

= P_u / 2 - M_u / d_m

= 68.15

[kips]

Fillet weld length - double fillet

= 6.750

[in]

Fillet Weld Strength Check

Fillet weld leg size

= ⁵⁄₁₆

[in]

load angle θ

= 90.0

[°]

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 )

= 1.50

AISC 14^th Page 8-9

Fillet weld shear strength

R_n-w

= 0.6 (C₁ x 70 ksi) 0.707 w n C₂

= 27.838

[kip/in]

AISC 14^th Eq 8-1

Base metal - flange_plate

thickness t

= 0.375

[in]

tensile F_u

= 65.0

[ksi]

Base metal - flange_plate is in tension, tensile rupture as per AISC 14^th Eq J4-2 is checked

AISC 14^th J2.4

Base metal tensile rupture

R_n-b

= F_u t

= 24.375

[kip/in]

AISC 14^th Eq J4-2

Double fillet linear shear strength

R_n

= min ( R_n-w , R_n-b )

= 24.375

[kip/in]

AISC 14^th Eq 9-2

Resistance factor-LRFD

= 0.75

AISC 14^th Eq 8-1

φ R_n

= 18.281

[kip/in]

Shear resistance required

P_{uf_t}

= 68.15

[kips]

Fillet weld length - double fillet

= 6.750

[in]

Shear resistance provided

φ F_n

= φ R_n x L

= 123.40

[kips]

ratio

= 0.55

> P_{uf_t}

Web Plate Weld Strength

ratio = 30.00 / 95.98

= 0.31

PASS

Shear force in demand

V_u

= 30.00

[kips]

Fillet weld length - double fillet

= 8.750

[in]

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 - web plate

thickness t

= 0.375

[in]

tensile F_u

= 65.0

[ksi]

Base metal - web 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]

Shear resistance required

V_u

= 30.00

[kips]

Fillet weld length - double fillet

= 8.750

[in]

Shear resistance provided

φ F_n

= φ R_n x L

= 95.98

[kips]

ratio

= 0.31

> V_u

Flange Plate - Bolt Shear

ratio = 33.08 / 71.57

= 0.46

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

= 66.16

[kips]

Shear on single flange plate

V_u

= V_u x 0.5 (2 shear plane)

= 33.08

[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

= 4.0

shear plane m

= 1

Required shear strength

V_u

= 33.08

[kips]

Bolt shear strength

R_n

= F_nv A_b n_s m C_ec

= 95.43

[kips]

AISC 14^th Eq J3-1

Bolt resistance factor-LRFD

= 0.75

AISC 14^th Eq J3-1

φ R_n

= 71.57

[kips]

ratio

= 0.46

> V_u

Flange Plate - Bolt Bearing

ratio = 34.07 / 71.57

= 0.48

PASS

Flange force moment arm

d_m

= d_b - t_f

= 11.860

[in]

Beam flange force as shear

V_u

= P_b / 2 + M / d_m

= 68.15

[kips]

Shear on single flange plate

V_u

= V_u x 0.5 (double shear plane)

= 34.07

[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

= 0.375

[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

= 34.07

[kips]

Bolt resistance factor-LRFD

= 0.75

AISC 14^th J3-10

φ R_n

= 71.57

[kips]

ratio

= 0.48

> V_u

Flange Plate - Block Shear - 2 Side Strips

ratio = 68.15 / 101.46

= 0.67

PASS

Flange force moment arm

d_m

= d_b - t_f

= 11.860

[in]

Flange force - tension

P_u

= P_b / 2 + M / d_m

= 68.15

[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

= 0.375

[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

= 4.000

[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

= 68.15

[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

= 0.67

> V_u

Flange Plate - Block Shear - Center Strip

ratio = 68.15 / 95.75

= 0.71

PASS

Flange force moment arm

d_m

= d_b - t_f

= 11.860

[in]

Flange force - tension

P_u

= P_b / 2 + M / d_m

= 68.15

[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

= 0.375

[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

= 4.000

[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

= 1.172

[in²]

Block shear strength required

V_u

= 68.15

[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 ) +

= 127.66

[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

= 95.75

[kips]

ratio

= 0.71

> V_u

Flange Plate - Tensile Yielding

ratio = 68.15 / 113.91

= 0.60

PASS

Flange force moment arm

d_m

= d_b - t_f

= 11.860

[in]

Flange force - tension

P_u

= P_b / 2 + M / d_m

= 68.15

[kips]

Plate Tensile Yielding Check

Plate size

width b_p

= 6.750

[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

= 2.531

[in²]

Tensile force required

P_u

= 68.15

[kips]

Plate tensile yielding strength

R_n

= F_y A_g

= 126.56

[kips]

AISC 14^th Eq J4-1

Resistance factor-LRFD

= 0.90

AISC 14^th Eq J4-1

φ R_n

= 113.91

[kips]

ratio

= 0.60

> P_u

Flange Plate - Tensile Rupture

ratio = 68.15 / 91.41

= 0.75

PASS

Flange force moment arm

d_m

= d_b - t_f

= 11.860

[in]

Flange force - tension

P_u

= P_b / 2 + M / d_m

= 68.15

[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

= 6.750

[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

= 1.875

[in²]

Tensile force required

P_u

= 68.15

[kips]

Plate tensile rupture strength

R_n

= F_u A_nt

= 121.88

[kips]

AISC 14^th Eq J4-2

Resistance factor-LRFD

= 0.75

AISC 14^th Eq J4-2

φ R_n

= 91.41

[kips]

AISC 14^th Eq J4-2

ratio

= 0.75

> P_u

Flange Plate - Compression

ratio = 43.15 / 113.91

= 0.38

PASS

Flange force moment arm

d_m

= d_b - t_f

= 11.860

[in]

Flange force - compression

P_u

= P_b / 2 + M / d_m

= 43.15

[kips]

Plate Compression Check

Plate size

width b_p

= 6.750

[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

= 2.531

[in²]

Plate radius of gyration

= t_p / √12

= 0.108

[in]

Plate effective length factor

= 0.65

Plate unbraced length

L_u

= 2.125

[in]

Plate slenderness

KL/r

= 0.65 x L_u / r

= 12.76

Plate compression required

P_u

= 43.15

[kips]

when

KL/r

≤ 25

AISC 14^th J4.4 (a)

Plate compression provided

R_n

= F_y x A_g

= 126.56

[kips]

AISC 14^th Eq J4-6

Bolt resistance factor-LRFD

= 0.90

AISC 14^th J4.4 (a)

φ R_n

= 113.91

[kips]

ratio

= 0.38

> 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 = 66.16 / 71.57

= 0.92

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

= 66.16

[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

= 4.0

shear plane m

= 1

Required shear strength

V_u

= 66.16

[kips]

Bolt shear strength

R_n

= F_nv A_b n_s m C_ec

= 95.43

[kips]

AISC 14^th Eq J3-1

Bolt resistance factor-LRFD

= 0.75

AISC 14^th Eq J3-1

φ R_n

= 71.57

[kips]

ratio

= 0.92

> V_u

Beam Flange - Bolt Bearing

ratio = 68.15 / 71.57

= 0.95

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

= 68.15

[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

= 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

= 68.15

[kips]

Bolt resistance factor-LRFD

= 0.75

AISC 14^th J3-10

φ R_n

= 71.57

[kips]

ratio

= 0.95

> V_u

Beam Flange - Block Shear - 2 Side Strips

ratio = 68.15 / 120.55

= 0.57

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

= 68.15

[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

= 2

Bolt spacing in ver & hor dir

s_v

= 4.000

[in]

s_h

= 3.000

[in]

Bolt edge dist in ver & hor dir

e_v

= 1.260

[in]

e_h

= 1.625

[in]

Gross area subject to shear

A_gv

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

= 4.070

[in²]

Net area subject to shear

A_nv

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

= 2.915

[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

= 0.724

[in²]

Block shear strength required

V_u

= 68.15

[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 ) +

= 160.73

[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

= 120.55

[kips]

ratio

= 0.57

> 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

Column Flange Bending

ratio = 68.15 / 74.59

= 0.91

PASS

Flange force moment arm

d_m

= d_b + t_p

= 11.860

[in]

Flange force required - tension

P_{uf_t}

= P_u / 2 - M_u / d_m

= 68.15

[kips]

Column flange thickness

t_fc

= 0.515

[in]

yield F_yc

= 50.0

[ksi]

Top column condition

it's not a top column case

C_t

= 1.0

AISC 14^th J10.1

Column flange tensile resistance

R_n

= C_t 6.25 F_yc t2fc

= 82.88

[kips]

AISC 14^th Eq J10-1

Resistance factor-LRFD

= 0.90

AISC 14^th J10.1

φ R_n

= 74.59

[kips]

ratio

= 0.91

> P_{uf_t}

Column Web Yielding

ratio = 68.15 / 89.97

= 0.76

PASS

Flange force moment arm

d_m

= d_b + t_p

= 11.860

[in]

Flange force in demand

P_uf

= max ( P_{uf_t} , P_{uf_c} )

= 68.15

[kips]

AISC DG13 Eq 4.2-1

Column section

d_c

= 11.900

[in]

t_fc

= 0.515

[in]

t_wc

= 0.295

[in]

k_c

= 1.020

[in]

Column yield strength

F_yc

= 50.0

[ksi]

Top column condition

it's not a top column case

AISC 14^th J10.2 (a)

Flange plate fillet weld size

= 0.313

[in]

flange plate t_p

= 0.375

[in]

Length of bearing

= t_p + 2 w

= 1.000

[in]

AISC DG4 Eq 3.24

Column web yielding strength

R_n

= ( 5 k_c + N ) F_yc t_wc

= 89.97

[kips]

AISC 14^th Eq J10-2

Resistance factor-LRFD

= 1.00

AISC 14^th J10.2

φ R_n

= 89.97

[kips]

ratio

= 0.76

> P_uf

Column Web Buckling

ratio = 43.15 / 67.72

= 0.64

PASS

Flange force moment arm

d_m

= d_b + t_p

= 11.860

[in]

Flange force required in compression

P_{uf_c}

= P_u / 2 - M_u / d_m

= 43.15

[kips]

Column section

d_c

= 11.900

[in]

t_fc

= 0.515

[in]

t_wc

= 0.295

[in]

k_c

= 1.020

[in]

= d_c - 2 k_c

= 9.860

[in]

Column yield strength

F_yc

= 50.0

[ksi]

E_c

= 29000

[ksi]

Top column condition

it's not a top column case

C_t

= 1.0

AISC 14^th J10.5

Column web buckling strength

R_n

C_t 24 t3wc √E_c F_yc/h

= 75.25

[kips]

AISC 14^th Eq J10-8

Resistance factor-LRFD

= 0.90

AISC 14^th J10.5

φ R_n

= 67.72

[kips]

ratio

= 0.64

> P_{uf_c}

Column Web Crippling

ratio = 43.15 / 92.15

= 0.47

PASS

Flange force moment arm

d_m

= d_b + t_p

= 11.860

[in]

Flange force required in compression

P_{uf_c}

= P_u / 2 - M_u / d_m

= 43.15

[kips]

Column section

d_c

= 11.900

[in]

t_fc

= 0.515

[in]

t_wc

= 0.295

[in]

k_c

= 1.020

[in]

Column yield strength

F_yc

= 50.0

[ksi]

E_c

= 29000

[ksi]

Flange plate fillet weld size

= 0.313

[in]

flange plate t_p

= 0.375

[in]

Length of bearing

l_b

= t_p + 2 w

= 1.000

[in]

Distance from top of column to top of beam flange

d_end-flg

= 4.000

[in]

Top column condition

it's not a top column case, use Eq J10-4

AISC 14^th J10.3 (a)

Column web crippling strength

R_n

= 0.8 t2wc [1+3

l_b/d_c

(

t_wc/t_fc

)^1.5]x

= 122.87

[kips]

AISC 14^th Eq J10-4

(

E_c F_yc t_fc/t_wc

)^0.5

Resistance factor-LRFD

= 0.75

AISC 14^th J10.3

φ R_n

= 92.15

[kips]

ratio

= 0.47

> P_{uf_c}

Column Panel Zone Shear

ratio = 43.15 / 94.78

= 0.46

PASS

Panel zone shear force

V_p

= P_f-TR - P_f-TL - V_s

= 43.15

[kips]

Column section

d_c

= 11.900

[in]

t_wc

= 0.295

[in]

A_c

= 11.700

[in²]

F_yc

= 50.0

[ksi]

Column axial compression - user input

P_r

= 0.00

[kips]

P_c

= P_y = F_yc A_c

= 585.00

[kips]

AISC 14^th J10.6

P_r ≤ 0.4 P_c , use Eq J10-9

AISC 14^th Eq J10-9

Web panel zone capacity

R_n

= 0.6 F_yc d_c t_wc

= 105.32

[kips]

AISC 14^th Eq J10-9

Resistance factor-LRFD

= 0.90

AISC 14^th J10.6

φ R_n

= 94.78

[kips]

ratio

= 0.46

> V_p