AISC Steel Connection Design http://asp.civilbay.com/connect Splice Connection SP-03

Result Summary - Overall

geometries & weld limitations = PASS

limit states max ratio

= 0.61

PASS

Right Beam

geometries & weld limitations = PASS

limit states max ratio

= 0.61

PASS

Left Beam

geometries & weld limitations = PASS

limit states max ratio

= 0.61

PASS

Sketch

Moment Connection - Beam Splice

Code=AISC 360-10 LRFD

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

= 11.860

[in]

User input load

axial P_bR

= -25.00

[kips]

moment M_R

= 60.00

[kip-ft]

in tension

Beam flange force - top

P_f-TR

= P_bR / 2 + M_R / d_m

= 48.21

[kips]

Beam flange force - bottom

P_f-BR

= P_bR / 2 - M_R / d_m

= -73.21

[kips]

Right Beam

Splice MC Connection

Code=AISC 360-10 LRFD

Result Summary

geometries & weld limitations = PASS

limit states max ratio

= 0.61

PASS

Geometry Restriction Checks

PASS

Min Bolt Spacing - End 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 End Plate

L_s

= 3.690

[in]

> L_s-min

Min Bolt Edge Distance - End 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 End Plate

L_e

= 1.375

[in]

> L_e-min

Max Bolt Edge Distance - End Plate

Connecting plate thickness

t_p

= 0.750

[in]

Max edge distance allowed

L_e-max

= min ( 12t , 6" )

= 6.000

[in]

AISC 14^th J3.5

Max edge distance in End Plate

L_e

= 2.260

[in]

< L_e-max

Beam Flange Fillet Weld Limitation

PASS

Min Fillet Weld Size

Thinner part joined thickness

= 0.440

[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

= 0.5 b_fb - k_1b

= 2.510

[in]

> L_min

Beam Web Fillet Weld Limitation

PASS

Min Fillet Weld Size

Thinner part joined thickness

= 0.260

[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

= 0.5 d_b - k_b

= 5.025

[in]

> L_min

Verify AISC DG4 Bolt No Prying Assumption

AISC DG4 Is Used

Bolt Moment Strength (No Prying)

bolt grade

= A325-N

F_t

= 90.0

[ksi]

AISC 14^th Table J3.2

bolt dia d_b

= 0.750

[in]

bolt area A_b

= 0.442

[in²]

Bolt norminal tensile strength

P_t

= F_t A_b

= 39.76

[kips]

AISC 14^th Eq J3-1

Tension bolt moment arm

h₀

= 13.705

[in]

h₁

= 10.015

[in]

Bolt moment strength (no prying)

M_np

= 2 P_t ( h₀ + h₁ )

= 157.19

[kip-ft]

AISC DG4 Eq 3.7

Bolt resistance factor-LRFD

φ_v

= 0.75

AISC 14^th Eq J3-1

φnpv M

= 117.89

[kip-ft]

End Plate Bending Strength

End plate width

b_plate

= 8.520

[in]

thickness t_p

= 0.750

[in]

Beam flange width

b_fb

= 6.520

[in]

Effective end plate width

b_p

= min ( b_plate , b_fb + 1" )

= 7.520

[in]

AISC DG4 Page 9 item 5

End plate yield strength

F_yp

= 50.0

[ksi]

See AISC DG4 Table 3.1 for all formulas to derive the following parameters

AISC DG4 Table 3.1

Tension bolt moment arm

h₀

= 13.705

[in]

h₁

= 10.015

[in]

= 4.000

[in]

p_fi

= 1.625

[in]

p_fo

= 1.625

[in]

= 2.742

[in]

Y_p

= 88.61

[in]

Flexure resistance factor-LRFD

φbv

= 0.90

AISC 14^th F1 (1)

End plate bending strength

φb vM_pl

= φbv F_yp t2p Y_p

= 186.90

[kip-ft]

AISC DG4 Table 3.1

Check thick end plate condition

φb vM_pl >= 1.11 X φ_vM_np

AISC DG4 Eq 3.33

ratio

= 0.70 thick plate

The thick end plate conditions are met. AISG DG4 is used and
no bolt prying is considered

AISC DG4 Eq 3.33 & 3.35

Bolt Moment Strength (No Prying)

ratio = 73.21 / 119.28

= 0.61

PASS

bolt grade

= A325-N

F_t

= 90.0

[ksi]

AISC 14^th Table J3.2

bolt dia d_b

= 0.750

[in]

bolt area A_b

= 0.442

[in²]

Bolt norminal tensile strength

P_t

= F_t A_b

= 39.76

[kips]

AISC 14^th Eq J3-1

Tension bolt moment arm

h₀

= 13.705

[in]

h₁

= 10.015

[in]

Flange force moment arm

d_m

= d_b - t_fb

= 11.860

[in]

Flange force required in tension

P_{uf_t}

= P_u / 2 - M_u / d_m

= 73.21

[kips]

Flange force resistance by bolt

F_n

= 2 P_t ( h₀ + h₁ ) / d_m

= 159.04

[kips]

AISC DG4 Eq 3.7

Bolt resistance factor-LRFD

φ_v

= 0.75

AISC 14^th Eq J3-1

φnv F

= 119.28

[kips]

AISC DG4 Eq 3.7

ratio

= 0.61

> P_{uf_t}

Bolt Shear Strength

ratio = 30.00 / 71.57

= 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

= 1

Required shear strength

V_u

= 30.00

[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

φ_v

= 0.75

AISC 14^th Eq J3-1

φnv R

= 71.57

[kips]

ratio

= 0.42

> V_u

Bolt Bearing/TearOut Strength on End Plate

ratio = 30.00 / 71.57

= 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

= 3.690

[in]

edge distance L_e

= 1.375

[in]

Plate tensile strength

F_u

= 65.0

[ksi]

Plate thickness

= 0.750

[in]

Interior Bolt

Bolt hole edge clear distance

L_c

= L_s - d_h

= 2.878

[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

= 210.42 ≤ 109.69

= 109.69

[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

= 70.84 ≤ 109.69

= 70.84

[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

φ_v

= 0.75

AISC 14^th J3-10

φnv R

= 71.57

[kips]

ratio

= 0.42

> V_u

End Plate Flexural Yielding

ratio = 73.21 / 189.11

= 0.39

PASS

End Plate Bending Strength

End plate width

b_plate

= 8.520

[in]

thickness t_p

= 0.750

[in]

Beam flange width

b_fb

= 6.520

[in]

Effective end plate width

b_p

= min ( b_plate , b_fb + 1" )

= 7.520

[in]

AISC DG4 Page 9 item 5

End plate yield strength

F_yp

= 50.0

[ksi]

See AISC DG4 Table 3.1 for all formulas to derive the following parameters

AISC DG4 Table 3.1

Tension bolt moment arm

h₀

= 13.705

[in]

h₁

= 10.015

[in]

= 4.000

[in]

p_fi

= 1.625

[in]

p_fo

= 1.625

[in]

= 2.742

[in]

Y_p

= 88.61

[in]

Flexure resistance factor-LRFD

φbv

= 0.90

AISC 14^th F1 (1)

End plate bending strength

φb vM_pl

= φbv F_yp t2p Y_p

= 186.90

[kip-ft]

AISC DG4 Table 3.1

Flange force moment arm

d_m

= d_b - t_fb

= 11.860

[in]

Flange force required in tension

P_{uf_t}

= P_u / 2 - M_u / d_m

= 73.21

[kips]

Flange force provided by end plate bending

φplv R

= φ_vM_pl / d_m

= 189.11

[kips]

AISC DG4 Eq 3.10

ratio

= 0.39

> P_{uf_t}

End Plate Shear Yielding

ratio = 36.61 / 169.20

= 0.22

PASS

Flange force required in tension

P_{uf_t}

= P_u / 2 - M_u / d_m

= 36.61

[kips]

End plate width

b_plate

= 8.520

[in]

thickness t_p

= 0.750

[in]

Beam flange width

b_fb

= 6.520

[in]

Effective end plate width

b_p

= min ( b_plate , b_fb + 1" )

= 7.520

[in]

AISC DG4 Page 9 item 5

Plate Shear Yielding Check

Plate size

width b_p

= 7.520

[in]

thickness t_p

= 0.750

[in]

Plate yield strength

F_y

= 50.0

[ksi]

Plate gross area in shear

A_gv

= b_p t_p

= 5.640

[in²]

Shear force required

0.5 P_{uf_t}

= 36.61

[kips]

Plate shear yielding strength

R_n

= 0.6 F_y A_gv

= 169.20

[kips]

AISC 14^th Eq J4-3

Resistance factor-LRFD

φ_v

= 1.00

AISC 14^th Eq J4-3

φnv R

= 169.20

[kips]

ratio

= 0.22

> 0.5 P_{uf_t}

End Plate Shear Rupture

ratio = 36.61 / 126.58

= 0.29

PASS

Flange force required in tension

P_{uf_t}

= P_u / 2 - M_u / d_m

= 36.61

[kips]

End plate width

b_plate

= 8.520

[in]

thickness t_p

= 0.750

[in]

Beam flange width

b_fb

= 6.520

[in]

Effective end plate width

b_p

= min ( b_plate , b_fb + 1" )

= 7.520

[in]

AISC DG4 Page 9 item 5

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

= 2

Plate size

width b_p

= 7.520

[in]

thickness t_p

= 0.750

[in]

Plate tensile strength

F_u

= 65.0

[ksi]

Plate net area in shear

A_nv

= ( b_p - n d_h ) t_p

= 4.328

[in²]

Shear force required

0.5 P_{uf_t}

= 36.61

[kips]

Plate shear rupture strength

R_n

= 0.6 F_u A_nv

= 168.77

[kips]

AISC 14^th Eq J4-4

Resistance factor-LRFD

φ_v

= 0.75

AISC 14^th Eq J4-4

φnv R

= 126.58

[kips]

ratio

= 0.29

> 0.5 P_{uf_t}

Beam Flange Weld Strength

ratio = 73.21 / 120.47

= 0.61

PASS

Flange force required in tension

P_{uf_t}

= P_u / 2 - M_u / d_m

= 73.21

[kips]

Fillet weld length - double fillet

= [b_fb + ( b_fb - 2k_1b )] /2 as dbl fillet

= 5.770

[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 - beam flange

thickness t

= 0.440

[in]

tensile F_u

= 65.0

[ksi]

Base metal - beam flange 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

= 28.600

[kip/in]

AISC 14^th Eq J4-2

Double fillet linear shear strength

R_n

= min ( R_n-w , R_n-b )

= 27.838

[kip/in]

AISC 14^th Eq 9-2

Resistance factor-LRFD

φ_v

= 0.75

AISC 14^th Eq 8-1

φnv R

= 20.879

[kip/in]

Shear resistance required

P_{uf_t}

= 73.21

[kips]

Fillet weld length - double fillet

= 5.770

[in]

Shear resistance provided

φnv F

= φ_vR_n x L

= 120.47

[kips]

ratio

= 0.61

> P_{uf_t}

Left Beam

Splice MC Connection

Code=AISC 360-10 LRFD

Result Summary

geometries & weld limitations = PASS

limit states max ratio

= 0.61

PASS

Geometry Restriction Checks

PASS

Min Bolt Spacing - End 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 End Plate

L_s

= 3.690

[in]

> L_s-min

Min Bolt Edge Distance - End 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 End Plate

L_e

= 1.375

[in]

> L_e-min

Max Bolt Edge Distance - End Plate

Connecting plate thickness

t_p

= 0.750

[in]

Max edge distance allowed

L_e-max

= min ( 12t , 6" )

= 6.000

[in]

AISC 14^th J3.5

Max edge distance in End Plate

L_e

= 2.260

[in]

< L_e-max

Beam Flange Fillet Weld Limitation

PASS

Min Fillet Weld Size

Thinner part joined thickness

= 0.440

[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

= 0.5 b_fb - k_1b

= 2.510

[in]

> L_min

Beam Web Fillet Weld Limitation

PASS

Min Fillet Weld Size

Thinner part joined thickness

= 0.260

[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

= 0.5 d_b - k_b

= 5.025

[in]

> L_min

Verify AISC DG4 Bolt No Prying Assumption

AISC DG4 Is Used

Bolt Moment Strength (No Prying)

bolt grade

= A325-N

F_t

= 90.0

[ksi]

AISC 14^th Table J3.2

bolt dia d_b

= 0.750

[in]

bolt area A_b

= 0.442

[in²]

Bolt norminal tensile strength

P_t

= F_t A_b

= 39.76

[kips]

AISC 14^th Eq J3-1

Tension bolt moment arm

h₀

= 13.705

[in]

h₁

= 10.015

[in]

Bolt moment strength (no prying)

M_np

= 2 P_t ( h₀ + h₁ )

= 157.19

[kip-ft]

AISC DG4 Eq 3.7

Bolt resistance factor-LRFD

φvv

= 0.75

AISC 14^th Eq J3-1

φ_v

= 117.89

[kip-ft]

End Plate Bending Strength

End plate width

b_plate

= 8.520

[in]

thickness t_p

= 0.750

[in]

Beam flange width

b_fb

= 6.520

[in]

Effective end plate width

b_p

= min ( b_plate , b_fb + 1" )

= 7.520

[in]

AISC DG4 Page 9 item 5

End plate yield strength

F_yp

= 50.0

[ksi]

See AISC DG4 Table 3.1 for all formulas to derive the following parameters

AISC DG4 Table 3.1

Tension bolt moment arm

h₀

= 13.705

[in]

h₁

= 10.015

[in]

= 4.000

[in]

p_fi

= 1.625

[in]

p_fo

= 1.625

[in]

= 2.742

[in]

Y_p

= 88.61

[in]

Flexure resistance factor-LRFD

φ_v

= 0.90

AISC 14^th F1 (1)

End plate bending strength

φ_vM_pl

= φ_v F_yp t2p Y_p

= 186.90

[kip-ft]

AISC DG4 Table 3.1

Check thick end plate condition

φ_vM_pl >= 1.11 X φv vM_np

AISC DG4 Eq 3.33

ratio

= 0.70 thick plate

The thick end plate conditions are met. AISG DG4 is used and
no bolt prying is considered

AISC DG4 Eq 3.33 & 3.35

Bolt Moment Strength (No Prying)

ratio = 73.21 / 119.28

= 0.61

PASS

bolt grade

= A325-N

F_t

= 90.0

[ksi]

AISC 14^th Table J3.2

bolt dia d_b

= 0.750

[in]

bolt area A_b

= 0.442

[in²]

Bolt norminal tensile strength

P_t

= F_t A_b

= 39.76

[kips]

AISC 14^th Eq J3-1

Tension bolt moment arm

h₀

= 13.705

[in]

h₁

= 10.015

[in]

Flange force moment arm

d_m

= d_b - t_fb

= 11.860

[in]

Flange force required in tension

P_{uf_t}

= P_u / 2 - M_u / d_m

= 73.21

[kips]

Flange force resistance by bolt

F_n

= 2 P_t ( h₀ + h₁ ) / d_m

= 159.04

[kips]

AISC DG4 Eq 3.7

Bolt resistance factor-LRFD

φvv

= 0.75

AISC 14^th Eq J3-1

φ_v

= 119.28

[kips]

AISC DG4 Eq 3.7

ratio

= 0.61

> P_{uf_t}

Bolt Shear Strength

ratio = 30.00 / 71.57

= 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

= 1

Required shear strength

V_u

= 30.00

[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

φvv

= 0.75

AISC 14^th Eq J3-1

φ_v

= 71.57

[kips]

ratio

= 0.42

> V_u

Bolt Bearing/TearOut Strength on End Plate

ratio = 30.00 / 71.57

= 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

= 3.690

[in]

edge distance L_e

= 1.375

[in]

Plate tensile strength

F_u

= 65.0

[ksi]

Plate thickness

= 0.750

[in]

Interior Bolt

Bolt hole edge clear distance

L_c

= L_s - d_h

= 2.878

[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

= 210.42 ≤ 109.69

= 109.69

[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

= 70.84 ≤ 109.69

= 70.84

[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

φvv

= 0.75

AISC 14^th J3-10

φ_v

= 71.57

[kips]

ratio

= 0.42

> V_u

End Plate Flexural Yielding

ratio = 73.21 / 189.11

= 0.39

PASS

End Plate Bending Strength

End plate width

b_plate

= 8.520

[in]

thickness t_p

= 0.750

[in]

Beam flange width

b_fb

= 6.520

[in]

Effective end plate width

b_p

= min ( b_plate , b_fb + 1" )

= 7.520

[in]

AISC DG4 Page 9 item 5

End plate yield strength

F_yp

= 50.0

[ksi]

See AISC DG4 Table 3.1 for all formulas to derive the following parameters

AISC DG4 Table 3.1

Tension bolt moment arm

h₀

= 13.705

[in]

h₁

= 10.015

[in]

= 4.000

[in]

p_fi

= 1.625

[in]

p_fo

= 1.625

[in]

= 2.742

[in]

Y_p

= 88.61

[in]

Flexure resistance factor-LRFD

φ_v

= 0.90

AISC 14^th F1 (1)

End plate bending strength

φ_vM_pl

= φ_v F_yp t2p Y_p

= 186.90

[kip-ft]

AISC DG4 Table 3.1

Flange force moment arm

d_m

= d_b - t_fb

= 11.860

[in]

Flange force required in tension

P_{uf_t}

= P_u / 2 - M_u / d_m

= 73.21

[kips]

Flange force provided by end plate bending

φ_v

= φv vM_pl / d_m

= 189.11

[kips]

AISC DG4 Eq 3.10

ratio

= 0.39

> P_{uf_t}

End Plate Shear Yielding

ratio = 36.61 / 169.20

= 0.22

PASS

Flange force required in tension

P_{uf_t}

= P_u / 2 - M_u / d_m

= 36.61

[kips]

End plate width

b_plate

= 8.520

[in]

thickness t_p

= 0.750

[in]

Beam flange width

b_fb

= 6.520

[in]

Effective end plate width

b_p

= min ( b_plate , b_fb + 1" )

= 7.520

[in]

AISC DG4 Page 9 item 5

Plate Shear Yielding Check

Plate size

width b_p

= 7.520

[in]

thickness t_p

= 0.750

[in]

Plate yield strength

F_y

= 50.0

[ksi]

Plate gross area in shear

A_gv

= b_p t_p

= 5.640

[in²]

Shear force required

0.5 P_{uf_t}

= 36.61

[kips]

Plate shear yielding strength

R_n

= 0.6 F_y A_gv

= 169.20

[kips]

AISC 14^th Eq J4-3

Resistance factor-LRFD

φvv

= 1.00

AISC 14^th Eq J4-3

φ_v

= 169.20

[kips]

ratio

= 0.22

> 0.5 P_{uf_t}

End Plate Shear Rupture

ratio = 36.61 / 126.58

= 0.29

PASS

Flange force required in tension

P_{uf_t}

= P_u / 2 - M_u / d_m

= 36.61

[kips]

End plate width

b_plate

= 8.520

[in]

thickness t_p

= 0.750

[in]

Beam flange width

b_fb

= 6.520

[in]

Effective end plate width

b_p

= min ( b_plate , b_fb + 1" )

= 7.520

[in]

AISC DG4 Page 9 item 5

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

= 2

Plate size

width b_p

= 7.520

[in]

thickness t_p

= 0.750

[in]

Plate tensile strength

F_u

= 65.0

[ksi]

Plate net area in shear

A_nv

= ( b_p - n d_h ) t_p

= 4.328

[in²]

Shear force required

0.5 P_{uf_t}

= 36.61

[kips]

Plate shear rupture strength

R_n

= 0.6 F_u A_nv

= 168.77

[kips]

AISC 14^th Eq J4-4

Resistance factor-LRFD

φvv

= 0.75

AISC 14^th Eq J4-4

φ_v

= 126.58

[kips]

ratio

= 0.29

> 0.5 P_{uf_t}

Beam Flange Weld Strength

ratio = 73.21 / 120.47

= 0.61

PASS

Flange force required in tension

P_{uf_t}

= P_u / 2 - M_u / d_m

= 73.21

[kips]

Fillet weld length - double fillet

= [b_fb + ( b_fb - 2k_1b )] /2 as dbl fillet

= 5.770

[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 - beam flange

thickness t

= 0.440

[in]

tensile F_u

= 65.0

[ksi]

Base metal - beam flange 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

= 28.600

[kip/in]

AISC 14^th Eq J4-2

Double fillet linear shear strength

R_n

= min ( R_n-w , R_n-b )

= 27.838

[kip/in]

AISC 14^th Eq 9-2

Resistance factor-LRFD

φvv

= 0.75

AISC 14^th Eq 8-1

φ_v

= 20.879

[kip/in]

Shear resistance required

P_{uf_t}

= 73.21

[kips]

Fillet weld length - double fillet

= 5.770

[in]

Shear resistance provided

φ_v

= φv vR_n x L

= 120.47

[kips]

ratio

= 0.61

> P_{uf_t}