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

Seismic Moment and Beam Flange Force Calc

Seismic OMF Force Calc - Right Side Beam

Refer to AISC 341-16 E1.6b (b), OMF connection design should be based on the maximum moment that
can be transferred to the connection by the system, including the effects of material overstrength and
strain hardening.

AISC 341-16 E1.6b (b)

The flexural strength that can be transferred is based on the smaller of the expected flexural strength of
the beam or column, including a 1.1 factor for strain hardening, or the flexural strength resulting from
panel zone shear.

Beam Expected Flexural Strength

Beam sect W18X40

d_b

= 17.900

[in]

Z_bx

= 78.40

[in³]

F_by

= 50.0

[ksi]

R_by

= 1.1

Beam expected flexural strength

M_be

= 1.1 R_by F_by Z_bx

= 395.27

[kip-ft]

Column Expected Flexural Strength

Column sect W12X50

Z_cx

= 71.90

[in³]

F_cy

= 50.0

[ksi]

R_cy

= 1.1

Column expected flexural strength

M_ce

= 1.1 R_cy F_cy Z_cx

= 362.50

[kip-ft]

Flexural Strength by Panel Zone Shear

Depth of beam

d_b

= d_b

= 17.900

[in]

Column sect W12X50

d_c

= 12.200

[in]

b_cf

= 8.080

[in]

t_cw

= 0.370

[in]

t_cf

= 0.640

[in]

F_cy

= 50.0

[ksi]

R_cy

= 1.1

Column sect W12X50

A_c

= 14.600

[in²]

F_cy

= 50.0

[ksi]

Column axial yield strength

P_y

= F_cy A_c

= 730.0

[kips]

AISC 15^th J10.6 (b)

LRFD-ASD force adjustment factor

= for LRFD

= 1.0

AISC 15^th J10.6 (b)

Column axial compression

P_r

= from user input

= 15.4

[kips]

when αP_r ≤ 0.75 P_y , use Eq J10-11

AISC 15^th Eq J10-11

Column panel zone capacity

V_pz

= 0.6(1.1)R_cy F_cy d_c t_cw (1 +

3 b_cf t2cf/d_b d_c t_cw

)

= 184.0

[kips]

AISC 15^th Eq J10-11

Column panel zone capacity-LRFD

V_ue

= V_pz / α_s = 1.0

= 184.0

[kips]

Beam sect W18X40

d_b

= 17.900

[in]

t_bf

= 0.525

[in]

Flexural strength by panel zone shear

M_ue

= V_ue ( d_b - t_bf )

= 266.41

[kip-ft]

Min expected flexural strength

M_ne

= min( M_be , M_ce , M_ue )

= 266.41

[kip-ft]

Calculate Story Shear

Assume column inflection point is at the mid height of story above and below beam

Column story height above/below beam

h_t

= 0.0

[in]

h_b

= 204.0

[in]

Story shear

V_uc

M_ne/h_b

= 15.7

[kips]

Flexural strength after considering story shear

M_u

= ( V_ue + V_uc ) ( d_b - t_bf )

= 289.10

[kip-ft]

Calculate Shear Load

Beam clear span

L_cf

= from user input

= 348

[in]

Shear from max expected flexural strength

V_ne

= 2 M_u / L_cf

= 19.9

[kips]

Shear from load combination including amplified seismic load

= from user input

= 24.5

[kips]

Max shear used in design

V_u

= max( V_ne , V )

= 24.5

[kips]

Calculate Flange Force

Beam sect W18X40

d_b

= 17.900

[in]

t_bf

= 0.525

[in]

Moment arm between flanges

d_m

= d_b - t_bf

= 17.375

[in]

Flange force

F_fu

= M_u / d_m

= 199.7

[kips]

Result Summary

geometries & weld limitations = FAIL

limit states max ratio

= 1.25

FAIL

Geometry Restriction Checks

PASS

Min Bolt Edge Distance - Column Flange

Bolt diameter

d_b

= 1.000

[in]

Min edge distance allowed

L_e-min

= 1.250

[in]

AISC 15^th Table J3.4

Min edge distance in Column Flange

L_e

= 1.790

[in]

≥ L_e-min

Min Bolt Spacing - End Plate

Bolt diameter

d_b

= 1.000

[in]

Min bolt spacing allowed

L_s-min

= 2.667 d_b

= 2.667

[in]

AISC 15^th J3.3

Min Bolt spacing in End Plate

L_s

= 4.500

[in]

≥ L_s-min

Min Bolt Edge Distance - End Plate

Bolt diameter

d_b

= 1.000

[in]

Min edge distance allowed

L_e-min

= 1.250

[in]

AISC 15^th Table J3.4

Min edge distance in End Plate

L_e

= 1.250

[in]

≥ L_e-min

Max Bolt Edge Distance - End Plate

Connecting plate thickness

t_p

= 1.000

[in]

Max edge distance allowed

L_e-max

= min ( 12t , 6" )

= 6.000

[in]

AISC 15^th J3.5

Max edge distance in End Plate

L_e

= 1.500

[in]

≤ L_e-max

Beam Flange Fillet Weld Limitation

PASS

Min Fillet Weld Size

Thinner part joined thickness

= 0.525

[in]

Min fillet weld size allowed

w_min

= 0.250

[in]

AISC 15^th Table J2.4

Fillet weld size provided

= 0.500

[in]

≥ w_min

Min Fillet Weld Length

Fillet weld size provided

= 0.500

[in]

Min fillet weld length allowed

L_min

= 4 x w

= 2.000

[in]

AISC 15^th J2.2b

Min fillet weld length

= 0.5 b_fb - k_1b

= 2.197

[in]

≥ L_min

Beam Web Fillet Weld Limitation

PASS

Min Fillet Weld Size

Thinner part joined thickness

= 0.315

[in]

Min fillet weld size allowed

w_min

= 0.188

[in]

AISC 15^th Table J2.4

Fillet weld size provided

= 0.250

[in]

≥ w_min

Min Fillet Weld Length

Fillet weld size provided

= 0.250

[in]

Min fillet weld length allowed

L_min

= 4 x w

= 1.000

[in]

AISC 15^th J2.2b

Min fillet weld length

= 0.5 d_b - k_b

= 7.762

[in]

≥ L_min

Min Beam Web to End Plate Fillet Weld Size

Beam web to end-plate fillet weld in the tension-bolt region to develop the yield strength of the beam web

AISC DG4 Page 9 Item 7

Shear resistance factor-LRFD

φ_v

= 0.90

AISC 15^th G1

Fillet weld shear strength

φ R_n-w

= 1.392

[kip/in]

AISC 15^th Eq 8-2a

Fillet weld strength φ R_n-w x 1.5 x 2 to account for 90° load angle when it's in tension and double fillet

Min double fillet weld size to match beam web yield strength

D_min

= φ_vF_yb t_wb / ( φ R_n-w x 1.5 x 2 )

= 3.394

[1/16 "]

Fillet weld size provided

= 4.000

[1/16 "]

≥ D_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 15^th Table J3.2

bolt dia d_b

= 1.000

[in]

bolt area A_b

= 0.785

[in²]

Bolt norminal tensile strength

P_t

= F_t A_b

= 70.7

[kips]

AISC 15^th Eq J3-1

Tension bolt moment arm

h₀

= 19.638

[in]

h₁

= 15.113

[in]

Bolt moment strength (no prying)

M_nb

= 2 P_t ( h₀ + h₁ )

= 409.39

[kip-ft]

AISC DG4 Eq 3.7

Bolt resistance factor-LRFD

= 0.75

AISC 15^th Eq J3-1

φ M_nb

= 307.04

[kip-ft]

End Plate Bending Strength

End plate width

b_plate

= 7.000

[in]

thickness t_p

= 1.000

[in]

Beam flange width

b_fb

= 6.020

[in]

Effective end plate width

b_p

= min ( b_plate , b_fb + 1" )

= 7.000

[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

= 19.638

[in]

h₁

= 15.113

[in]

= 4.500

[in]

p_fi

= 2.000

[in]

p_fo

= 2.000

[in]

= 2.806

[in]

Y_p

= 110.19

[in]

Flexure resistance factor-LRFD

φ_b

= 0.90

AISC 15^th F1 (1)

End plate bending strength

φ_bM_pl

= φ_b F_yp t2p Y_p

= 413.22

[kip-ft]

AISC DG4 Table 3.1

Max Moment in Demand

Moment by bolt strength-no prying

φ_b M_nb

= from above calc

= 307.04

[kip-ft]

Moment by user input

M_r

= from user input

= 50.00

[kip-ft]

Moment in demand

φ M_np

= min ( φ_bM_nb , M_r )

= 50.00

[kip-ft]

Check Thick End Plate Condition

Check thick end plate condition

φ_bM_pl >= 1.11 X φ M_np

AISC DG4 Eq 3.33

ratio

= 0.13 thick plate

Column Flange Bending Strength

See AISC DG4 Table 3.4 for all formulas to derive the following parameters

AISC DG4 Table 3.4

Tension bolt moment arm

h₀

= 19.638

[in]

h₁

= 15.113

[in]

*** Stiffened Column Flange Case ***

Column section

b_fc

= 8.080

[in]

t_fc

= 0.640

[in]

F_yc

= 50.0

[ksi]

bolt gage g

= 4.500

[in]

= 3.015

[in]

= 4.525

[in]

Stiffener plate thickness

t_s

= 0.500

[in]

p_si

= 2.013

[in]

p_so

= 2.013

[in]

Y_c

= 194.0

[in]

Flexure resistance factor-LRFD

φ_b

= 0.90

AISC 15^th F1 (1)

Column flange bending strength

φ_bM_cf

= φ_b F_yc t2fc Y_c

= 297.94

[kip-ft]

AISC DG4 Table 3.4

Check Thick Column Flange Condition

Check thick column flange condition

φ_bM_cf >= 1.11 X φ M_np

AISC DG4 Eq 3.35

ratio

= 0.19 thick plate

The thick end plate and column flange 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 = 34.5 / 212.1

= 0.16

PASS

bolt grade

= A325-N

F_t

= 90.0

[ksi]

AISC 15^th Table J3.2

bolt dia d_b

= 1.000

[in]

bolt area A_b

= 0.785

[in²]

Bolt norminal tensile strength

P_t

= F_t A_b

= 70.7

[kips]

AISC 15^th Eq J3-1

Tension bolt moment arm

h₀

= 19.638

[in]

h₁

= 15.113

[in]

Flange force moment arm

d_m

= d_b - t_fb

= 17.375

[in]

Flange force required in tension

P_{uf_t}

= P_u / 2 - M_u / d_m

= 34.5

[kips]

Flange force resistance by bolt

F_n

= 2 P_t ( h₀ + h₁ ) / d_m

= 282.7

[kips]

AISC DG4 Eq 3.7

Bolt resistance factor-LRFD

= 0.75

AISC 15^th Eq J3-1

φ F_n

= 212.1

[kips]

AISC DG4 Eq 3.7

ratio

= 0.16

> P_{uf_t}

Bolt Shear Strength

ratio = 24.5 / 127.2

= 0.19

PASS

Bolt shear stress

bolt grade

= A325-N

F_nv

= 54.0

[ksi]

AISC 15^th Table J3.2

bolt dia d_b

= 1.000

[in]

bolt area A_b

= 0.785

[in²]

Number of bolt carried shear

n_s

= 4.0

shear plane m

= 1

Bolt group eccentricity coefficient

C_ec

= 1.000

Required shear strength

V_u

= 24.5

[kips]

Bolt shear strength

R_n

= F_nv A_b n_s m C_ec

= 169.6

[kips]

AISC 15^th Eq J3-1

Bolt resistance factor-LRFD

= 0.75

AISC 15^th Eq J3-1

φ R_n

= 127.2

[kips]

ratio

= 0.19

> V_u

Bolt Bearing/TearOut Strength on End Plate

ratio = 24.5 / 127.2

= 0.19

PASS

Single Bolt Shear Strength

Bolt shear stress

bolt grade

= A325-N

F_nv

= 54.0

[ksi]

AISC 15^th Table J3.2

bolt dia d_b

= 1.000

[in]

bolt area A_b

= 0.785

[in²]

Single bolt shear strength

R_n-bolt

= F_nv A_b

= 42.4

[kips]

AISC 15^th Eq J3-1

Bolt Bearing/TearOut Strength on Plate

Bolt hole diameter

bolt dia d_b

= 1

[in]

bolt hole dia d_h

= 1¹⁄₁₆

[in]

AISC 15^th Table J3.3

Bolt spacing & edge distance

spacing L_s

= 4.525

[in]

edge distance L_e

= 1.500

[in]

Plate tensile strength

F_u

= 65.0

[ksi]

Plate thickness

= 1.000

[in]

Interior Bolt

Bolt hole edge clear distance

L_c

= L_s - d_h

= 3.463

[in]

Bolt tear out/bearing strength

R_n-t&b-in

= 1.2 L_c t F_u ≤ 2.4 d_b t F_u

AISC 15^th Eq J3-6a

= 270.1 ≤ 156.0

= 156.0

[kips]

Bolt strength at interior

R_n-in

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

= 42.4

[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

= 1.2 L_c t F_u ≤ 2.4 d_b t F_u

AISC 15^th Eq J3-6a

= 75.6 ≤ 156.0

= 75.6

[kips]

Bolt strength at edge

R_n-ed

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

= 42.4

[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

= 169.6

[kips]

Required shear strength

V_u

= 24.5

[kips]

Bolt resistance factor-LRFD

= 0.75

AISC 15^th J3-10

φ R_n

= 127.2

[kips]

ratio

= 0.19

> V_u

Bolt Bearing/TearOut Strength on Column Flange

ratio = 24.5 / 127.2

= 0.19

PASS

Single Bolt Shear Strength

Bolt shear stress

bolt grade

= A325-N

F_nv

= 54.0

[ksi]

AISC 15^th Table J3.2

bolt dia d_b

= 1.000

[in]

bolt area A_b

= 0.785

[in²]

Single bolt shear strength

R_n-bolt

= F_nv A_b

= 42.4

[kips]

AISC 15^th Eq J3-1

Bolt Bearing/TearOut Strength on Plate

Bolt hole diameter

bolt dia d_b

= 1

[in]

bolt hole dia d_h

= 1¹⁄₁₆

[in]

AISC 15^th Table J3.3

Bolt spacing

spacing L_s

= 4.525

[in]

Plate tensile strength

F_u

= 65.0

[ksi]

Plate thickness

= 0.640

[in]

Interior Bolt

Bolt hole edge clear distance

L_c

= L_s - d_h

= 3.463

[in]

Bolt tear out/bearing strength

R_n-t&b-in

= 1.2 L_c t F_u ≤ 2.4 d_b t m F_u

AISC 15^th Eq J3-6a

= 172.8 ≤ 99.8

= 99.8

[kips]

Bolt strength at interior

R_n-in

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

= 42.4

[kips]

Number of bolt

interior n_in

= 4

Bolt bearing strength for all bolts

R_n

= n_in R_n-in

= 169.6

[kips]

Required shear strength

V_u

= 24.5

[kips]

Bolt resistance factor-LRFD

= 0.75

AISC 15^th J3-10

φ R_n

= 127.2

[kips]

ratio

= 0.19

> V_u

End Plate Flexural Yielding

ratio = 34.5 / 285.4

= 0.12

PASS

End Plate Bending Strength

End plate width

b_plate

= 7.000

[in]

thickness t_p

= 1.000

[in]

Beam flange width

b_fb

= 6.020

[in]

Effective end plate width

b_p

= min ( b_plate , b_fb + 1" )

= 7.000

[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

= 19.638

[in]

h₁

= 15.113

[in]

= 4.500

[in]

p_fi

= 2.000

[in]

p_fo

= 2.000

[in]

= 2.806

[in]

Y_p

= 110.19

[in]

Flexure resistance factor-LRFD

φ_b

= 0.90

AISC 15^th F1 (1)

End plate bending strength

φ_bM_pl

= φ_b F_yp t2p Y_p

= 413.22

[kip-ft]

AISC DG4 Table 3.1

Flange force moment arm

d_m

= d_b - t_fb

= 17.375

[in]

Flange force required in tension

P_{uf_t}

= P_u / 2 - M_u / d_m

= 34.5

[kips]

Flange force provided by end plate bending

φ R_pl

= φ M_pl / d_m

= 285.4

[kips]

AISC DG4 Eq 3.10

ratio

= 0.12

> P_{uf_t}

End Plate Shear Yielding

ratio = 17.3 / 210.0

= 0.08

PASS

Flange force required in tension

P_{uf_t}

= P_u / 2 - M_u / d_m

= 17.3

[kips]

End plate width

b_plate

= 7.000

[in]

thickness t_p

= 1.000

[in]

Beam flange width

b_fb

= 6.020

[in]

Effective end plate width

b_p

= min ( b_plate , b_fb + 1" )

= 7.000

[in]

AISC DG4 Page 9 item 5

Plate Shear Yielding Check

Plate size

width b_p

= 7.000

[in]

thickness t_p

= 1.000

[in]

Plate yield strength

F_y

= 50.0

[ksi]

Plate gross area in shear

A_gv

= b_p t_p

= 7.000

[in²]

Shear force required

0.5 P_{uf_t}

= 17.3

[kips]

Plate shear yielding strength

R_n

= 0.6 F_y A_gv

= 210.0

[kips]

AISC 15^th Eq J4-3

Resistance factor-LRFD

= 1.00

AISC 15^th Eq J4-3

φ R_n

= 210.0

[kips]

ratio

= 0.08

> 0.5 P_{uf_t}

End Plate Shear Rupture

ratio = 17.3 / 138.9

= 0.12

PASS

Flange force required in tension

P_{uf_t}

= P_u / 2 - M_u / d_m

= 17.3

[kips]

End plate width

b_plate

= 7.000

[in]

thickness t_p

= 1.000

[in]

Beam flange width

b_fb

= 6.020

[in]

Effective end plate width

b_p

= min ( b_plate , b_fb + 1" )

= 7.000

[in]

AISC DG4 Page 9 item 5

Plate Shear Rupture Check

Bolt hole diameter

bolt dia d_b

= 1

[in]

bolt hole dia d_h

= 1¹⁄₈

[in]

AISC 15^th B4.3b

Number of bolt

= 2

Plate size

width b_p

= 7.000

[in]

thickness t_p

= 1.000

[in]

Plate tensile strength

F_u

= 65.0

[ksi]

Plate net area in shear

A_nv

= ( b_p - n d_h ) t_p

= 4.750

[in²]

Shear force required

0.5 P_{uf_t}

= 17.3

[kips]

Plate shear rupture strength

R_n

= 0.6 F_u A_nv

= 185.3

[kips]

AISC 15^th Eq J4-4

Resistance factor-LRFD

= 0.75

AISC 15^th Eq J4-4

φ R_n

= 138.9

[kips]

ratio

= 0.12

> 0.5 P_{uf_t}

Beam Flange Weld Strength

ratio = 34.5 / 133.3

= 0.26

PASS

Flange force required in tension

P_{uf_t}

= P_u / 2 - M_u / d_m

= 34.5

[kips]

Fillet weld length - double fillet

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

= 5.207

[in]

Fillet Weld Strength Check

Fillet weld leg size

= ¹⁄₂

[in]

load angle θ

= 90.0

[°]

Electrode strength

F_EXX

= 70.0

[ksi]

strength coeff C₁

= 1.00

AISC 15^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 15^th Page 8-9

Fillet weld shear strength

R_n-w

= 0.6 (C₁ x 70 ksi) 0.707 w n C₂

= 44.541

[kip/in]

AISC 15^th Eq 8-1

Base metal - beam flange

thickness t

= 0.525

[in]

tensile F_u

= 65.0

[ksi]

Base metal - beam flange is in tension, tensile rupture as per AISC 15^th Eq J4-2 is checked

AISC 15^th J2.4

Base metal tensile rupture

R_n-b

= F_u t

= 34.125

[kip/in]

AISC 15^th Eq J4-2

Double fillet linear shear strength

R_n

= min ( R_n-w , R_n-b )

= 34.125

[kip/in]

AISC 15^th Eq 9-2

Resistance factor-LRFD

= 0.75

AISC 15^th Eq 8-1

φ R_n

= 25.594

[kip/in]

Shear resistance required

P_{uf_t}

= 34.5

[kips]

Fillet weld length - double fillet

= 5.207

[in]

Shear resistance provided

φ F_n

= φ R_n x L

= 133.3

[kips]

ratio

= 0.26

> P_{uf_t}

Beam Web Weld Strength

ratio = 24.5 / 71.5

= 0.34

PASS

Beam Web Effective Weld Length Calc

Beam section

d_b

= 17.900

[in]

t_fb

= 0.525

[in]

k_b

= 1.188

[in]

Bolt diameter

d_bolt

= 1.000

[in]

bolt inner pitch p_fi

= 2.000

[in]

Effective weld length case 1

L₁

= 0.5 d_b - k_b

= 7.762

[in]

AISC DG4 Page 38

Effective weld length case 2

L₂

= d_b - 2t_fb - p_fi - 2 d_bolt

= 12.850

[in]

AISC DG4 Page 38

Fillet weld length - double fillet

= min( L₁ , L₂ )

= 7.762

[in]

Fillet Weld Strength Check

Fillet weld leg size

= ¹⁄₄

[in]

load angle θ

= 0.0

[°]

Electrode strength

F_EXX

= 70.0

[ksi]

strength coeff C₁

= 1.00

AISC 15^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 15^th Page 8-9

Fillet weld shear strength

R_n-w

= 0.6 (C₁ x 70 ksi) 0.707 w n C₂

= 14.847

[kip/in]

AISC 15^th Eq 8-1

Base metal - beam web

thickness t

= 0.315

[in]

tensile F_u

= 65.0

[ksi]

Base metal - beam web is in shear, shear rupture as per AISC 15^th Eq J4-4 is checked

AISC 15^th J2.4

Base metal shear rupture

R_n-b

= 0.6 F_u t

= 12.285

[kip/in]

AISC 15^th Eq J4-4

Double fillet linear shear strength

R_n

= min ( R_n-w , R_n-b )

= 12.285

[kip/in]

AISC 15^th Eq 9-2

Resistance factor-LRFD

= 0.75

AISC 15^th Eq 8-1

φ R_n

= 9.214

[kip/in]

Shear resistance required

V_u

= 24.5

[kips]

Fillet weld length - double fillet

= 7.762

[in]

Shear resistance provided

φ F_n

= φ R_n x L

= 71.5

[kips]

ratio

= 0.34

> V_u

Column Flexural Yielding

ratio = 34.5 / 205.8

= 0.17

PASS

Column Flange Bending Strength

See AISC DG4 Table 3.4 for all formulas to derive the following parameters

AISC DG4 Table 3.4

Tension bolt moment arm

h₀

= 19.638

[in]

h₁

= 15.113

[in]

*** Stiffened Column Flange Case ***

Column section

b_fc

= 8.080

[in]

t_fc

= 0.640

[in]

F_yc

= 50.0

[ksi]

bolt gage g

= 4.500

[in]

= 3.015

[in]

= 4.525

[in]

Stiffener plate thickness

t_s

= 0.500

[in]

p_si

= 2.013

[in]

p_so

= 2.013

[in]

Y_c

= 194.0

[in]

Flexure resistance factor-LRFD

φ_b

= 0.90

AISC 15^th F1 (1)

Column flange bending strength

φ_bM_cf

= φ_b F_yc t2fc Y_c

= 297.94

[kip-ft]

AISC DG4 Table 3.4

Flange force moment arm

d_m

= d_b - t_fb

= 17.375

[in]

Flange force required in tension

P_{uf_t}

= P_u / 2 - M_u / d_m

= 34.5

[kips]

Flange force provided by column flange bending

φ R_cf

= φ M_cf / d_m

= 205.8

[kips]

AISC DG4 Eq 3.21

ratio

= 0.17

> P_{uf_t}

Column Web Yielding

ratio = 34.5 / 95.9

= 0.36

PASS

Flange force moment arm

d_m

= d_b - t_fb

= 17.375

[in]

Flange force in demand

P_uf

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

= 34.5

[kips]

AISC DG13 Eq 4.2-1

Column section

d_c

= 12.200

[in]

t_fc

= 0.640

[in]

t_wc

= 0.370

[in]

k_c

= 1.140

[in]

Column yield strength

F_yc

= 50.0

[ksi]

Distance from to top of column to top of beam flange

d_end

= 6.250

[in]

Top column reduction factor

C_t

= 0.5

AISC DG4 Eq 3.24

Beam flange fillet weld size

= 0.500

[in]

beam flange t_fb

= 0.525

[in]

Length of bearing

= t_fb + 2 w

= 1.525

[in]

AISC DG4 Eq 3.24

End plate thickness

t_p

= 1.000

[in]

Column web yielding strength

R_n

= C_t ( 6 k_c + N + 2 t_p ) F_yc t_wc

= 95.9

[kips]

AISC DG4 Eq 3.24

Resistance factor-LRFD

= 1.00

AISC 15^th J10.2

φ R_n

= 95.9

[kips]

ratio

= 0.36

> P_uf

Column Web Buckling

ratio = 34.5 / 132.8

= 0.26

PASS

Flange force moment arm

d_m

= d_b - t_fb

= 17.375

[in]

Flange force required in compression

P_{uf_c}

= P_u / 2 - M_u / d_m

= 34.5

[kips]

Column section

d_c

= 12.200

[in]

t_fc

= 0.640

[in]

t_wc

= 0.370

[in]

k_c

= 1.140

[in]

= d_c - 2 k_c

= 9.920

[in]

Column yield strength

F_yc

= 50.0

[ksi]

E_c

= 29000

[ksi]

Distance from top of beam flange to top of column

d_end-flg

= 6.250

[in]

beam flange t_fb

= 0.525

[in]

Distance from center of flange force to top of column

d_end-F

= d_end-flg + 0.5 t_fb

= 6.513

[in]

d_end-F ≥ d_c /2 , R_n has no reduction

AISC 15^th J10.5

Top column reduction factor

C_t

= 1.0

AISC 15^th J10.5

Column web buckling strength

R_n

C_t 24 t3wc √E_c F_yc/h

= 147.6

[kips]

AISC 15^th Eq J10-8

Resistance factor-LRFD

= 0.90

AISC 15^th J10.5

φ R_n

= 132.8

[kips]

ratio

= 0.26

> P_{uf_c}

Column Web Crippling

ratio = 34.5 / 179.7

= 0.19

PASS

Flange force moment arm

d_m

= d_b - t_fb

= 17.375

[in]

Flange force required in compression

P_{uf_c}

= P_u / 2 - M_u / d_m

= 34.5

[kips]

Column section

d_c

= 12.200

[in]

t_fc

= 0.640

[in]

t_wc

= 0.370

[in]

k_c

= 1.140

[in]

Column yield strength

F_yc

= 50.0

[ksi]

E_c

= 29000

[ksi]

Beam flange fillet weld size

= 0.500

[in]

beam flange t_fb

= 0.525

[in]

End plate thickness

t_p

= 1.000

[in]

Length of bearing

l_b

= t_fb + 2 w + 2 t_p

= 3.525

[in]

Distance from top of column to top of beam flange

d_end-flg

= 6.250

[in]

Distance from top of column to center of flange force

d_end-F

= d_end-flg + 0.5 t_fb

= 6.513

[in]

d_end-F ≥ d_c /2 , use Eq J10-4

AISC 15^th Eq J10-4

Column web crippling strength

R_n

= 0.8 t2wc [1+3

l_b/d_c

(

t_wc/t_fc

)^1.5]x

= 239.5

[kips]

AISC 15^th Eq J10-4

(

E_c F_yc t_fc/t_wc

)^0.5

Resistance factor-LRFD

= 0.75

AISC 15^th J10.3

φ R_n

= 179.7

[kips]

ratio

= 0.19

> P_{uf_c}

Column Panel Zone Shear

ratio = 34.5 / 136.9

= 0.25

PASS

Panel zone shear force

V_p

= P_f-TR - P_f-TL - V_s

= 34.5

[kips]

Column W12X50

d_c

= 12.200

[in]

b_cf

= 8.080

[in]

t_cf

= 0.640

[in]

t_cw

= 0.370

[in]

A_c

= 14.600

[in²]

F_cy

= 50.0

[ksi]

Beam W18X40

d_b

= 17.900

[in]

t_bf

= 0.525

[in]

Beam flange thickness

t_bf

= 0.525

[in]

Moment arm between flanges

d_m

= d - t_bf

= 17.900

[in]

Column axial compression

P_r

= from user input

= 15.4

[kips]

Column axial yield strength

P_y

= F_cy A_c

= 730.0

[kips]

AISC 15^th J10.6 (b)

LRFD-ASD force adjustment factor

= for LRFD

= 1.0

AISC 341-16 D1.2a (b)

when αP_r ≤ 0.75 P_y , use Eq J10-11

AISC 15^th Eq J10-11

Column web panel zone capacity

R_n

= 0.6 F_cy d_c t_cw (1 +

3 b_cf t2cf/d_m d_c t_cw

)

= 152.1

[kips]

AISC 15^th Eq J10-11

Resistance factor-LRFD

= 0.90

AISC 15^th J10.6

φ R_n

= 136.9

[kips]

ratio

= 0.25

> V_p

Seismic Material & Geometry Limitations

PASS

Check Max Beam Yield Stress

Condition : beam max material F_y ≤ F_{y_max} = 55 ksi

AISC 341-16 A3.1

Beam yield strength

F_yb

= 50.0

[ksi]

≤ F_{y_max}

Check Max Column Yield Stress

Condition : column max material F_y ≤ F_{y_max} = 55 ksi

AISC 341-16 A3.1

Column yield strength

F_yc

= 50.0

[ksi]

≤ F_{y_max}

Check Max Gage

Condition : max bolt gage is limited to beam b_f

AISC 358-16 6.9.1

Beam flange width

b_f

= 6.020

[in]

gage

= 4.500

[in]

≤ b_f

Check Min Pitch

Condition : min bolt pitch distance p ≥ d_b +0.50 in

AISC 358-16 6.9.2

Bolt pitch

p_fi

= 2.000

[in]

p_fo

= 2.000

[in]

Bolt dia

d_b

= 1.000

[in]

Min bolt pitch distance allowed

p_min

= d_b +0.50 in

= 1.500

[in]

Min bolt pitch distance

= min( p_fi , p_fo )

= 2.000

[in]

≥ p_min

Seismic Bolt Limitation

PASS

Check Bolt Grade Material

Condition : Bolt grade must be A325 or A490

Bolt grade

A325-N

AISC 358-16 4.1

Check Bolt Hole Type

Condition : Bolt hole type shall be STD or SSLT

Bolt hole type

PL1=STD PL2=STD

AISC 341-16 D2.2 (3)

Seismic End Plate Width Limitation

PASS

Check End Plate Width

Condition : end palte width b_p ≥ beam flange width b_f

Beam flange width

b_f

= 6.020

[in]

End plate width

b_p

= 7.000

[in]

≥ b_f

AISC 358-16 6.9.3

Seismic Column Beam Moment Ratio

N/A

The column beam moment ratio requirement applys to SMF connection only.

AISC 341-16 E3.4a

It's OMF connection, so the column beam moment ratio check is not required.

Seismic Check Thick Plate to Meet AISC 358-10 6.10 Assumption

PASS

The seismic design of extended end plate moment connection is based on the Design Procedure stated in
AISC 358-10 6.10
Refer to AISC 358-10 6.10 commentary on page 9.2-139. The Design Procedure is very similar to that in
AISC Design Guide 4 (Murray and Sumner, 2003) except that different resistance factors are used.
AISC Design Guide 4 is based on the thick plate assumption and the bolt has no prying action.
For this reason the thick plate assumption is checked here and it will flag FAIL if the thick plate condition
is not met. If FAIL user can increase the end plate thickness to get this check pass.

AISC 358-16 6.10

Bolt Moment Strength (No Prying)

bolt grade

= A325-N

F_t

= 90.0

[ksi]

AISC 15^th Table J3.2

bolt dia d_b

= 1.000

[in]

bolt area A_b

= 0.785

[in²]

Bolt norminal tensile strength

P_t

= F_t A_b

= 70.7

[kips]

AISC 15^th Eq J3-1

Tension bolt moment arm

h₀

= 19.638

[in]

h₁

= 15.113

[in]

Bolt moment strength (no prying)

M_nb

= 2 P_t ( h₀ + h₁ )

= 409.39

[kip-ft]

AISC DG4 Eq 3.7

Bolt resistance factor-LRFD

φ_n

= 0.90

AISC 358-16 2.4.1

φ_n M_nb

= 368.45

[kip-ft]

End Plate Bending Strength

End plate width

b_plate

= 7.000

[in]

thickness t_p

= 1.000

[in]

Beam flange width

b_fb

= 6.020

[in]

Effective end plate width

b_p

= min ( b_plate , b_fb + 1" )

= 7.000

[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

= 19.638

[in]

h₁

= 15.113

[in]

= 4.500

[in]

p_fi

= 2.000

[in]

p_fo

= 2.000

[in]

= 2.806

[in]

Y_p

= 110.19

[in]

Flexure resistance factor-LRFD

φ_d

= 1.00

AISC 358-16 2.4.1

End plate bending strength

φ_dM_pl

= φ_d F_yp t2p Y_p

= 459.14

[kip-ft]

AISC DG4 Table 3.1

Max Moment in Demand

Moment by bolt strength-no prying

φ_d M_nb

= from above calc

= 368.45

[kip-ft]

Moment by user input

M_r

= from user input

= 50.00

[kip-ft]

Moment in demand

φ M_np

= min ( φ_dM_nb , M_r )

= 50.00

[kip-ft]

Check Thick End Plate Condition

Check thick end plate condition

φ_dM_pl >= 1.11 X φ M_np

AISC DG4 Eq 3.33

ratio

= 0.12 thick plate

Column Flange Bending Strength

See AISC DG4 Table 3.4 for all formulas to derive the following parameters

AISC DG4 Table 3.4

Tension bolt moment arm

h₀

= 19.638

[in]

h₁

= 15.113

[in]

*** Stiffened Column Flange Case ***

Column section

b_fc

= 8.080

[in]

t_fc

= 0.640

[in]

F_yc

= 50.0

[ksi]

bolt gage g

= 4.500

[in]

= 3.015

[in]

= 4.525

[in]

Stiffener plate thickness

t_s

= 0.500

[in]

p_si

= 2.013

[in]

p_so

= 2.013

[in]

Y_c

= 194.0

[in]

Flexure resistance factor-LRFD

φ_d

= 1.00

AISC 358-16 2.4.1

Column flange bending strength

φ_dM_cf

= φ_d F_yc t2fc Y_c

= 331.04

[kip-ft]

AISC DG4 Table 3.4

Check Thick Column Flange Condition

Check thick column flange condition

φ_dM_cf >= 1.11 X φ M_np

AISC DG4 Eq 3.35

ratio

= 0.17 thick plate

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

AISC DG4 Eq 3.33 & 3.35

Seismic Bolt Moment Strength (No Prying)

ratio = 199.7 / 254.5

= 0.78

PASS

bolt grade

= A325-N

F_t

= 90.0

[ksi]

AISC 15^th Table J3.2

bolt dia d_b

= 1.000

[in]

bolt area A_b

= 0.785

[in²]

Bolt norminal tensile strength

P_t

= F_t A_b

= 70.7

[kips]

AISC 15^th Eq J3-1

Tension bolt moment arm

h₀

= 19.638

[in]

h₁

= 15.113

[in]

Flange force moment arm

d_m

= d_b - t_fb

= 17.375

[in]

Seismic flange force

P_{uf_t}

= see Seismic Moment and Beam

= 199.7

[kips]

Flange Force Calc

Flange force resistance by bolt

F_n

= 2 P_t ( h₀ + h₁ ) / d_m

= 282.7

[kips]

AISC DG4 Eq 3.7

Bolt resistance factor-LRFD

φ_n

= 0.90

AISC 358-16 2.4.1

φ_n F_n

= 254.5

[kips]

AISC DG4 Eq 3.7

ratio

= 0.78

> P_{uf_t}

Seismic Bolt Shear Strength

ratio = 24.5 / 152.7

= 0.16

PASS

Bolt shear stress

bolt grade

= A325-N

F_nv

= 54.0

[ksi]

AISC 15^th Table J3.2

bolt dia d_b

= 1.000

[in]

bolt area A_b

= 0.785

[in²]

Number of bolt carried shear

n_s

= 4.0

shear plane m

= 1

Bolt group eccentricity coefficient

C_ec

= 1.000

Required shear strength

V_u

= see Seismic Moment and Beam

= 24.5

[kips]

Flange Force Calc

Bolt shear strength

R_n

= F_nv A_b n_s m C_ec

= 169.6

[kips]

AISC 15^th Eq J3-1

Bolt resistance factor-LRFD

φ_n

= 0.90

AISC 358-16 2.4.1

φ_n R_n

= 152.7

[kips]

ratio

= 0.16

> V_u

Seismic Bolt Bearing/TearOut Strength on End Plate

ratio = 24.5 / 152.7

= 0.16

PASS

Single Bolt Shear Strength

Bolt shear stress

bolt grade

= A325-N

F_nv

= 54.0

[ksi]

AISC 15^th Table J3.2

bolt dia d_b

= 1.000

[in]

bolt area A_b

= 0.785

[in²]

Single bolt shear strength

R_n-bolt

= F_nv A_b

= 42.4

[kips]

AISC 15^th Eq J3-1

Bolt Bearing/TearOut Strength on Plate

Bolt hole diameter

bolt dia d_b

= 1

[in]

bolt hole dia d_h

= 1¹⁄₁₆

[in]

AISC 15^th Table J3.3

Bolt spacing & edge distance

spacing L_s

= 4.525

[in]

edge distance L_e

= 1.500

[in]

Plate tensile strength

F_u

= 65.0

[ksi]

Plate thickness

= 1.000

[in]

Interior Bolt

Bolt hole edge clear distance

L_c

= L_s - d_h

= 3.463

[in]

Bolt tear out/bearing strength

R_n-t&b-in

= 1.2 L_c t F_u ≤ 2.4 d_b t F_u

AISC 15^th Eq J3-6a

= 270.1 ≤ 156.0

= 156.0

[kips]

Bolt strength at interior

R_n-in

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

= 42.4

[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

= 1.2 L_c t F_u ≤ 2.4 d_b t F_u

AISC 15^th Eq J3-6a

= 75.6 ≤ 156.0

= 75.6

[kips]

Bolt strength at edge

R_n-ed

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

= 42.4

[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

= 169.6

[kips]

Required shear strength

V_u

= see Seismic Moment and Beam

= 24.5

[kips]

Flange Force Calc

Bolt resistance factor-LRFD

φ_n

= 0.90

AISC 358-16 2.4.1

φ_n R_n

= 152.7

[kips]

ratio

= 0.16

> V_u

Seismic Bolt Bearing/TearOut Strength on Column Flange

ratio = 24.5 / 152.7

= 0.16

PASS

Single Bolt Shear Strength

Bolt shear stress

bolt grade

= A325-N

F_nv

= 54.0

[ksi]

AISC 15^th Table J3.2

bolt dia d_b

= 1.000

[in]

bolt area A_b

= 0.785

[in²]

Single bolt shear strength

R_n-bolt

= F_nv A_b

= 42.4

[kips]

AISC 15^th Eq J3-1

Bolt Bearing/TearOut Strength on Plate

Bolt hole diameter

bolt dia d_b

= 1

[in]

bolt hole dia d_h

= 1¹⁄₁₆

[in]

AISC 15^th Table J3.3

Bolt spacing

spacing L_s

= 4.525

[in]

Plate tensile strength

F_u

= 65.0

[ksi]

Plate thickness

= 0.640

[in]

Interior Bolt

Bolt hole edge clear distance

L_c

= L_s - d_h

= 3.463

[in]

Bolt tear out/bearing strength

R_n-t&b-in

= 1.2 L_c t F_u ≤ 2.4 d_b t m F_u

AISC 15^th Eq J3-6a

= 172.8 ≤ 99.8

= 99.8

[kips]

Bolt strength at interior

R_n-in

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

= 42.4

[kips]

Number of bolt

interior n_in

= 4

Bolt bearing strength for all bolts

R_n

= n_in R_n-in

= 169.6

[kips]

Required shear strength

V_u

= see Seismic Moment and Beam

= 24.5

[kips]

Flange Force Calc

Bolt resistance factor-LRFD

φ_n

= 0.90

AISC 358-16 2.4.1

φ_n R_n

= 152.7

[kips]

ratio

= 0.16

> V_u

Seismic End Plate Shear

ratio = 99.8 / 166.7

= 0.60

PASS

Seismic flange force

0.5F_fu

= see Seismic Moment and Beam

= 99.8

[kips]

Flange Force Calc

End plate

width b_p

= 7.000

[in]

thickness t_p

= 1.000

[in]

F_yp

= 50.0

[ksi]

F_up

= 65.0

[ksi]

Check End Plate Shear Yielding

AISC 358-16 Eq 6.10-7

Plate shear yield strength

R_ny

= 0.6 F_yp b_p t_p

= 210.0

[kips]

AISC 358-16 Eq 6.10-7

Resistance factor-LRFD

φ_d

= 1.00

AISC 358-16 2.4.1

φ_d R_ny

= 210.0

[kips]

ratio

= 0.48

> 0.5F_fu

Check End Plate Shear Rupture

AISC 358-16 Eq 6.10-8

Bolt hole diameter

bolt dia d_b

= 1

[in]

bolt hole dia d_h

= 1¹⁄₈

[in]

AISC 15^th B4.3b

Number of bolt

= 2

Plate net area in shear

A_nv

= ( b_p - n d_h ) t_p

= 4.750

[in²]

Plate shear rupture strength

R_nr

= 0.6 F_up A_nv

= 185.3

[kips]

AISC 358-16 Eq 6.10-8

Resistance factor-LRFD

φ_n

= 0.90

AISC 358-16 2.4.1

φ_n R_nr

= 166.7

[kips]

ratio

= 0.60

> 0.5F_fu

Seismic End Plate Flexural Yielding

ratio = 199.7 / 317.1

= 0.63

PASS

End Plate Bending Strength

End plate width

b_plate

= 7.000

[in]

thickness t_p

= 1.000

[in]

Beam flange width

b_fb

= 6.020

[in]

Effective end plate width

b_p

= min ( b_plate , b_fb + 1" )

= 7.000

[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

= 19.638

[in]

h₁

= 15.113

[in]

= 4.500

[in]

p_fi

= 2.000

[in]

p_fo

= 2.000

[in]

= 2.806

[in]

Y_p

= 110.19

[in]

Flexure resistance factor-LRFD

φ_d

= 1.00

AISC 358-16 2.4.1

End plate bending strength

φ_dM_pl

= φ_d F_yp t2p Y_p

= 459.14

[kip-ft]

AISC DG4 Table 3.1

Seismic flange force

P_{uf_t}

= see Seismic Moment and Beam

= 199.7

[kips]

Flange Force Calc

Flange force provided by end plate bending

φ R_pl

= φ M_pl / d_m

= 317.1

[kips]

AISC DG4 Eq 3.10

ratio

= 0.63

> P_{uf_t}

Seismic End Plate Shear Yielding

ratio = 99.8 / 210.0

= 0.48

PASS

Flange force required in tension

P_{uf_t}

= P_u / 2 - M_u / d_m

= 99.8

[kips]

End plate width

b_plate

= 7.000

[in]

thickness t_p

= 1.000

[in]

Beam flange width

b_fb

= 6.020

[in]

Effective end plate width

b_p

= min ( b_plate , b_fb + 1" )

= 7.000

[in]

AISC DG4 Page 9 item 5

Plate Shear Yielding Check

Plate size

width b_p

= 7.000

[in]

thickness t_p

= 1.000

[in]

Plate yield strength

F_y

= 50.0

[ksi]

Plate gross area in shear

A_gv

= b_p t_p

= 7.000

[in²]

Shear force required

0.5 P_{uf_t}

= 99.8

[kips]

Plate shear yielding strength

R_n

= 0.6 F_y A_gv

= 210.0

[kips]

AISC 15^th Eq J4-3

Resistance factor-LRFD

= 1.00

AISC 15^th Eq J4-3

φ R_n

= 210.0

[kips]

ratio

= 0.48

> 0.5 P_{uf_t}

Seismic End Plate Shear Rupture

ratio = 99.8 / 138.9

= 0.72

PASS

Flange force required in tension

P_{uf_t}

= P_u / 2 - M_u / d_m

= 99.8

[kips]

End plate width

b_plate

= 7.000

[in]

thickness t_p

= 1.000

[in]

Beam flange width

b_fb

= 6.020

[in]

Effective end plate width

b_p

= min ( b_plate , b_fb + 1" )

= 7.000

[in]

AISC DG4 Page 9 item 5

Plate Shear Rupture Check

Bolt hole diameter

bolt dia d_b

= 1

[in]

bolt hole dia d_h

= 1¹⁄₈

[in]

AISC 15^th B4.3b

Number of bolt

= 2

Plate size

width b_p

= 7.000

[in]

thickness t_p

= 1.000

[in]

Plate tensile strength

F_u

= 65.0

[ksi]

Plate net area in shear

A_nv

= ( b_p - n d_h ) t_p

= 4.750

[in²]

Shear force required

0.5 P_{uf_t}

= 99.8

[kips]

Plate shear rupture strength

R_n

= 0.6 F_u A_nv

= 185.3

[kips]

AISC 15^th Eq J4-4

Resistance factor-LRFD

= 0.75

AISC 15^th Eq J4-4

φ R_n

= 138.9

[kips]

ratio

= 0.72

> 0.5 P_{uf_t}

Seismic Beam Flange Weld Strength

ratio = 199.7 / 159.9

= 1.25

FAIL

Flange force required in tension

P_{uf_t}

= P_u / 2 - M_u / d_m

= 199.7

[kips]

Fillet weld length - double fillet

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

= 5.207

[in]

Fillet Weld Strength Check

Fillet weld leg size

= ¹⁄₂

[in]

load angle θ

= 90.0

[°]

Electrode strength

F_EXX

= 70.0

[ksi]

strength coeff C₁

= 1.00

AISC 15^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 15^th Page 8-9

Fillet weld shear strength

R_n-w

= 0.6 (C₁ x 70 ksi) 0.707 w n C₂

= 44.541

[kip/in]

AISC 15^th Eq 8-1

Base metal - beam flange

thickness t

= 0.525

[in]

tensile F_u

= 65.0

[ksi]

Base metal - beam flange is in tension, tensile rupture as per AISC 15^th Eq J4-2 is checked

AISC 15^th J2.4

Base metal tensile rupture

R_n-b

= F_u t

= 34.125

[kip/in]

AISC 15^th Eq J4-2

For seismic nonductile limit state, weld strength use φ = 0.75 , base metal rupture use φ_n = 0.9
Increase base metal rupture strength due to higher φ value when compare to weld strength

AISC 358-16 2.4.1

Double fillet linear shear strength

R_n

= min ( R_n-w , R_n-b x

0.90/0.75

)

= 40.950

[kip/in]

AISC 15^th Eq 9-2

Resistance factor-LRFD

= 0.75

AISC 15^th Eq 8-1

φ R_n

= 30.713

[kip/in]

Shear resistance required

P_{uf_t}

= 199.7

[kips]

Fillet weld length - double fillet

= 5.207

[in]

Shear resistance provided

φ F_n

= φ R_n x L

= 159.9

[kips]

ratio

= 1.25

< P_{uf_t}

The fail is caused by base metal rupture not by weld metal rupture as such increasing weld size won't help.
The user has the following options to get this check passed
    1) Increase the beam flange thickness or strength
    2) Increase the weld length
    3) Reduce the force in demand

Seismic Beam Web Weld Strength

ratio = 24.5 / 85.8

= 0.29

PASS

Beam Web Effective Weld Length Calc

Beam section

d_b

= 17.900

[in]

t_fb

= 0.525

[in]

k_b

= 1.188

[in]

Bolt diameter

d_bolt

= 1.000

[in]

bolt inner pitch p_fi

= 2.000

[in]

Effective weld length case 1

L₁

= 0.5 d_b - k_b

= 7.762

[in]

AISC DG4 Page 38

Effective weld length case 2

L₂

= d_b - 2t_fb - p_fi - 2 d_bolt

= 12.850

[in]

AISC DG4 Page 38

Fillet weld length - double fillet

= min( L₁ , L₂ )

= 7.762

[in]

Fillet Weld Strength Check

Fillet weld leg size

= ¹⁄₄

[in]

load angle θ

= 0.0

[°]

Electrode strength

F_EXX

= 70.0

[ksi]

strength coeff C₁

= 1.00

AISC 15^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 15^th Page 8-9

Fillet weld shear strength

R_n-w

= 0.6 (C₁ x 70 ksi) 0.707 w n C₂

= 14.847

[kip/in]

AISC 15^th Eq 8-1

Base metal - beam web

thickness t

= 0.315

[in]

tensile F_u

= 65.0

[ksi]

Base metal - beam web is in shear, shear rupture as per AISC 15^th Eq J4-4 is checked

AISC 15^th J2.4

Base metal shear rupture

R_n-b

= 0.6 F_u t

= 12.285

[kip/in]

AISC 15^th Eq J4-4

For seismic nonductile limit state, weld strength use φ = 0.75 , base metal rupture use φ_n = 0.9
Increase base metal rupture strength due to higher φ value when compare to weld strength

AISC 358-16 2.4.1

Double fillet linear shear strength

R_n

= min ( R_n-w , R_n-b x

0.90/0.75

)

= 14.742

[kip/in]

AISC 15^th Eq 9-2

Resistance factor-LRFD

= 0.75

AISC 15^th Eq 8-1

φ R_n

= 11.057

[kip/in]

Shear resistance required

V_u

= 24.5

[kips]

Fillet weld length - double fillet

= 7.762

[in]

Shear resistance provided

φ F_n

= φ R_n x L

= 85.8

[kips]

ratio

= 0.29

> V_u

Seismic Column Flexural Yielding

ratio = 199.7 / 228.6

= 0.87

PASS

Column Flange Bending Strength

See AISC DG4 Table 3.4 for all formulas to derive the following parameters

AISC DG4 Table 3.4

Tension bolt moment arm

h₀

= 19.638

[in]

h₁

= 15.113

[in]

*** Stiffened Column Flange Case ***

Column section

b_fc

= 8.080

[in]

t_fc

= 0.640

[in]

F_yc

= 50.0

[ksi]

bolt gage g

= 4.500

[in]

= 3.015

[in]

= 4.525

[in]

Stiffener plate thickness

t_s

= 0.500

[in]

p_si

= 2.013

[in]

p_so

= 2.013

[in]

Y_c

= 194.0

[in]

Flexure resistance factor-LRFD

φ_d

= 1.00

AISC 358-16 2.4.1

Column flange bending strength

φ_dM_cf

= φ_d F_yc t2fc Y_c

= 331.04

[kip-ft]

AISC DG4 Table 3.4

Seismic flange force

P_{uf_t}

= see Seismic Moment and Beam

= 199.7

[kips]

Flange Force Calc

Flange force provided by column flange bending

φ R_cf

= φ M_cf / d_m

= 228.6

[kips]

AISC DG4 Eq 3.21

ratio

= 0.87

> P_{uf_t}

Seismic Column Web Yielding

199.7 / 95.9

N/A

Flange force moment arm

d_m

= d_b - t_fb

= 17.375

[in]

Seismic flange force

P_{uf_c}

= see Seismic Moment and Beam

= 199.7

[kips]

Flange Force Calc

Column section

d_c

= 12.200

[in]

t_fc

= 0.640

[in]

t_wc

= 0.370

[in]

k_c

= 1.140

[in]

Column yield strength

F_yc

= 50.0

[ksi]

Distance from to top of column to top of beam flange

d_end

= 6.250

[in]

Top column reduction factor

C_t

= 0.5

AISC DG4 Eq 3.24

Beam flange fillet weld size

= 0.500

[in]

beam flange t_fb

= 0.525

[in]

Length of bearing

= t_fb + 2 w

= 1.525

[in]

AISC DG4 Eq 3.24

End plate thickness

t_p

= 1.000

[in]

Column web yielding strength

R_n

= C_t ( 6 k_c + N + 2 t_p ) F_yc t_wc

= 95.9

[kips]

AISC DG4 Eq 3.24

Resistance factor-LRFD

= 1.00

AISC 341-16 E3.6e (1)

φ R_n

= 95.9

[kips]

Unbalanced force to be resisted by transverse stiffeners

R_s

= P_uf - φ R_n

= 103.8

[kips]

Seismic Column Web Buckling

199.7 / 147.6

N/A

Flange force moment arm

d_m

= d_b - t_fb

= 17.375

[in]

Seismic flange force

P_{uf_c}

= see Seismic Moment and Beam

= 199.7

[kips]

Flange Force Calc

Column section

d_c

= 12.200

[in]

t_fc

= 0.640

[in]

t_wc

= 0.370

[in]

k_c

= 1.140

[in]

= d_c - 2 k_c

= 9.920

[in]

Column yield strength

F_yc

= 50.0

[ksi]

E_c

= 29000

[ksi]

Distance from top of beam flange to top of column

d_end-flg

= 6.250

[in]

beam flange t_fb

= 0.525

[in]

Distance from center of flange force to top of column

d_end-F

= d_end-flg + 0.5 t_fb

= 6.513

[in]

d_end-F ≥ d_c /2 , R_n has no reduction

AISC 15^th J10.5

Top column reduction factor

C_t

= 1.0

AISC 15^th J10.5

Column web buckling strength

R_n

C_t 24 t3wc √E_c F_yc/h

= 147.6

[kips]

AISC 15^th Eq J10-8

Resistance factor-LRFD

= 1.00

AISC 341-16 E3.6e (1)

φ R_n

= 147.6

[kips]

Unbalanced force to be resisted by transverse stiffeners

R_s

= P_{uf_c} - φ R_n

= 52.1

[kips]

Seismic Column Web Crippling

ratio = 199.7 / 239.5

= 0.83

PASS

Flange force moment arm

d_m

= d_b - t_fb

= 17.375

[in]

Seismic flange force

P_{uf_c}

= see Seismic Moment and Beam

= 199.7

[kips]

Flange Force Calc

Column section

d_c

= 12.200

[in]

t_fc

= 0.640

[in]

t_wc

= 0.370

[in]

k_c

= 1.140

[in]

Column yield strength

F_yc

= 50.0

[ksi]

E_c

= 29000

[ksi]

Beam flange fillet weld size

= 0.500

[in]

beam flange t_fb

= 0.525

[in]

End plate thickness

t_p

= 1.000

[in]

Length of bearing

l_b

= t_fb + 2 w + 2 t_p

= 3.525

[in]

Distance from top of column to top of beam flange

d_end-flg

= 6.250

[in]

Distance from top of column to center of flange force

d_end-F

= d_end-flg + 0.5 t_fb

= 6.513

[in]

d_end-F ≥ d_c /2 , use Eq J10-4

AISC 15^th Eq J10-4

Column web crippling strength

R_n

= 0.8 t2wc [1+3

l_b/d_c

(

t_wc/t_fc

)^1.5]x

= 239.5

[kips]

AISC 15^th Eq J10-4

(

E_c F_yc t_fc/t_wc

)^0.5

Resistance factor-LRFD

= 1.00

AISC 341-16 E3.6e (1)

φ R_n

= 239.5

[kips]

ratio

= 0.83

> P_{uf_c}

Seismic Column Panel Zone Shear

N/A

For OMF connection, there is no additional panel zone check requirements for amplified seismic load.

AISC 341-16 E1.6b

Panel zone shear strength should be checked in accordance with Section J10.6 of the Specification.
The required shear strength of the panel zone should be based on the beam end moments computed from
the load combinations stipulated by the applicable building code, not including the amplified seismic load.

Seismic Stiffener Geometry Restriction

PASS

Stiffener plate width

b_s

= 3.750

[in]

depth d_s

= 10.920

[in]

Stiffener plate thickness

t_s

= 0.500

[in]

Column flange thickness

t_fc

= 0.640

[in]

column depth d_c

= 12.200

[in]

Beam flange thickness

t_fb

= 0.525

[in]

Min Stiffener Plate Thickness

Min stiffener plate thickness

t_smin

= max ( t_fb / 2 , b_s / 16 )

= 0.263

[in]

AISC 15^th J10.8 (2)

Stiffener plate thickness

t_s

= 0.500

[in]

≥ t_smin

Min Stiffener Plate Depth

Min stiffener plate depth

d_smin

= ( d_c - 2 t_fc ) / 2

= 5.460

[in]

AISC 15^th J10.8 (3)

Stiffener plate depth

d_s

= 10.920

[in]

≥ d_smin

Seismic Stiffener Yield at Column Flange

ratio = 103.8 / 123.8

= 0.84

PASS

Stiffener plate width

b_s

= 3.750

[in]

thickness t_s

= 0.500

[in]

Stiffener plate corner clip

clip

= 1.000

[in]

AISC 15^th Page 8-18

Stiffener plate yield strength

F_y

= 50.0

[ksi]

Stiffener plate cross sect area

A_st

= ( b_s - clip ) t_s

= 1.375

[in²]

Trans stiffener strength required

R_s

= 103.8

[kips]

Trans stiffener strength provided

R_n

= F_y x 2 x A_st

= 137.5

[kips]

AISC 15^th Eq J4-1

Bolt resistance factor-LRFD

= 0.90

AISC 15^th Eq J4-1

φ R_n

= 123.8

[kips]

ratio

= 0.84

> R_s

Seismic Stiffener Shear at Column Web

ratio = 103.8 / 267.6

= 0.39

PASS

Stiffener plate depth

d_s

= 10.920

[in]

thickness t_s

= 0.500

[in]

Stiffener plate corner clip

clip

= 1.000

[in]

AISC 15^th Page 8-18

Stiffener plate yield strength

F_y

= 50.0

[ksi]

Stiffener plate cross sect area

A_gv

= ( d_s - 2 x clip ) t_s

= 4.460

[in²]

Trans stiffener strength required

R_s

= 103.8

[kips]

Trans stiffener strength provided

R_n

= 2 x 0.6 x F_y x A_gv

= 267.6

[kips]

AISC 15^th Eq J4-3

Resistance factor-LRFD

= 1.00

AISC 15^th Eq J4-3

φ R_n

= 267.6

[kips]

ratio

= 0.39

> R_s

Seismic Stiffener Compression

ratio = 103.8 / 97.8

= 1.06

FAIL

Column section

= 12.200

[in]

t_f

= 0.640

[in]

Stiffener plate depth

d_s

= d - 2 t_f

= 10.920

[in]

Stiffener plate width

b_s

= 3.750

[in]

thickness t_s

= 0.500

[in]

Stiffener plate corner clip

clip

= 1.000

[in]

AISC 15^th Page 8-18

Stiffener plate yield strength

F_y

= 50.0

[ksi]

= 29000

[ksi]

Stiffener plate cross sect area

A_st

= ( b_s - clip ) t_s

= 1.375

[in²]

Stiffener plate unbraced length

= d_s = d - 2 t_f

= 10.920

[in]

Plate radius of gyration

= t_s / √12

= 0.144

[in]

Stiffener plate slenderness

KL/r

= 0.75 x L / r

= 56.74

Elastic buckling stress

F_e

π2 E/( KL/r )2

= 88.90

[ksi]

AISC 15^th Eq E3-4

when

KL/r

≤ 4.71 (

E/F_y

) 0.5 = 113.43

AISC 15^th E3

Critical stress

F_cr

= 0.658 ( F_y / F_e ) F_y

= 39.51

[ksi]

AISC 15^th Eq E3-2

Trans stiffener strength required

R_s

= 103.8

[kips]

Trans stiffener strength provided

R_n

= 2 x F_cr x A_st

= 108.7

[kips]

AISC 15^th Eq E3-1

Bolt resistance factor-LRFD

= 0.90

AISC 15^th E1

φ R_n

= 97.8

[kips]

ratio

= 1.06

< R_s

Seismic Stiffener to Column Flange Fillet Weld Limitation

FAIL

Min Fillet Weld Size

Thinner part joined thickness

= 0.500

[in]

Min fillet weld size allowed

w_min

= 0.188

[in]

AISC 15^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 15^th J2.2b

Min fillet weld length

= b_s - clip

= 2.750

[in]

≥ L_min

Min Stiffener to Column Flange Fillet Weld Size

Stiffener plate to column flange fillet weld to develop the yield strength of the stiffener plate

AISC DG13 Eq 4.3-6

Shear resistance factor-LRFD

φ_v

= 0.90

AISC 15^th G1

Fillet weld shear strength

φ R_n-w

= 1.392

[kip/in]

AISC 15^th Eq 8-2a

Fillet weld strength φ R_n-w x 1.5 x 2 to account for 90° load angle when it's in tension and double fillet

Stiffener plate thickness

t_s

= 0.500

[in]

F_y

= 50.0

[ksi]

Min double fillet weld size to match stiffener plate yield strength

D_min

= φ_vF_y t_s / ( φ R_n-w x 1.5 x 2 )

= 5.388

[1/16 "]

Fillet weld size provided

= 5.000

[1/16 "]

< D_min

Seismic Stiffener to Column Web Fillet Weld Limitation

PASS

Min Fillet Weld Size

Thinner part joined thickness

= 0.370

[in]

Min fillet weld size allowed

w_min

= 0.188

[in]

AISC 15^th Table J2.4

Fillet weld size provided

= 0.250

[in]

≥ w_min

Min Fillet Weld Length

Fillet weld size provided

= 0.250

[in]

Min fillet weld length allowed

L_min

= 4 x w

= 1.000

[in]

AISC 15^th J2.2b

Min fillet weld length

= d_c - 2 x t_fc - 2 x clip

= 8.920

[in]

≥ L_min

Seismic Stiffener Weld Strength at Column Flange

ratio = 103.8 / 114.8

= 0.90

PASS

Stiffener to Column Flange Weld Length Calc

Stiffener plate width & clip

b_s

= 3.750

[in]

clip

= 1.000

[in]

Stiffener to column flange weld length - double fillet

= ( b_s - clip ) x 2 stiffener

= 5.500

[in]

Trans stiffener strength required

R_s

= 103.8

[kips]

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 15^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 15^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 15^th Eq 8-1

Base metal - stiffener plate

thickness t

= 0.500

[in]

tensile F_u

= 65.0

[ksi]

Base metal - stiffener plate is in tension, tensile rupture as per AISC 15^th Eq J4-2 is checked

AISC 15^th J2.4

Base metal tensile rupture

R_n-b

= F_u t

= 32.500

[kip/in]

AISC 15^th Eq J4-2

For seismic nonductile limit state, weld strength use φ = 0.75 , base metal rupture use φ_n = 0.9
Increase base metal rupture strength due to higher φ value when compare to weld strength

AISC 358-16 2.4.1

Double fillet linear shear strength

R_n

= min ( R_n-w , R_n-b x

0.90/0.75

)

= 27.838

[kip/in]

AISC 15^th Eq 9-2

Resistance factor-LRFD

= 0.75

AISC 15^th Eq 8-1

φ R_n

= 20.879

[kip/in]

Shear resistance required

R_s

= 103.8

[kips]

Fillet weld length - double fillet

= 5.500

[in]

Shear resistance provided

φ F_n

= φ R_n x L

= 114.8

[kips]

ratio

= 0.90

> R_s

Seismic Stiffener Weld Strength at Column Web

ratio = 103.8 / 198.7

= 0.52

PASS

Stiffener to Column Web Weld Length Calc

Column section

d_c

= 12.200

[in]

t_fc

= 0.640

[in]

Stiffener plate corner clip

clip

= 1.000

[in]

Stiffener to column web weld length - double fillet

= (d_c - 2 x t_fc - 2 x clip) x 2 stiffener

= 17.840

[in]

Trans stiffener strength required

R_s

= 103.8

[kips]

Fillet Weld Strength Check

Fillet weld leg size

= ¹⁄₄

[in]

load angle θ

= 0.0

[°]

Electrode strength

F_EXX

= 70.0

[ksi]

strength coeff C₁

= 1.00

AISC 15^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 15^th Page 8-9

Fillet weld shear strength

R_n-w

= 0.6 (C₁ x 70 ksi) 0.707 w n C₂

= 14.847

[kip/in]

AISC 15^th Eq 8-1

Base metal - stiffener plate

thickness t

= 0.500

[in]

tensile F_u

= 65.0

[ksi]

Base metal - stiffener plate is in shear, shear rupture as per AISC 15^th Eq J4-4 is checked

AISC 15^th J2.4

Base metal shear rupture

R_n-b

= 0.6 F_u t

= 19.500

[kip/in]

AISC 15^th Eq J4-4

For seismic nonductile limit state, weld strength use φ = 0.75 , base metal rupture use φ_n = 0.9
Increase base metal rupture strength due to higher φ value when compare to weld strength

AISC 358-16 2.4.1

Double fillet linear shear strength

R_n

= min ( R_n-w , R_n-b x

0.90/0.75

)

= 14.847

[kip/in]

AISC 15^th Eq 9-2

Resistance factor-LRFD

= 0.75

AISC 15^th Eq 8-1

φ R_n

= 11.135

[kip/in]

Shear resistance required

R_s

= 103.8

[kips]

Fillet weld length - double fillet

= 17.840

[in]

Shear resistance provided

φ F_n

= φ R_n x L

= 198.7

[kips]

ratio

= 0.52

> R_s