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

Beam to Girder

End Plate Shear Connection

Code=AISC 360-10 LRFD

Result Summary

geometries & weld limitations = PASS

limit states max ratio

= 0.90

PASS

Sketch

Shear Connection

Code=AISC 360-10 LRFD

Members & Components Summary

Member

Shear Connection

Code=AISC 360-10 LRFD

End Plate

Plate

W

= 6.750

[in]

L

= 8.750

[in]

t

= 0.375

[in]

Steel Grade A992

F_y

= 50.0

[ksi]

F_u

= 65.0

[ksi]

Bolt

end plate bolt

Bolt

dia

= 0.750

[in]

grade

= A325-N

F_u

= 120.0

[ksi]

F_nt

= 90.0

[ksi]

F_nv

= 54.0

[ksi]

slip critical

SC

= No

Geometry Restriction Check - End Plate to Girder

PASS

Min Bolt Edge Distance - End Plate to Girder

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 to Girder

L_e

=

= 1.375

[in]

> L_e-min

OK

Min Bolt Spacing - End Plate to Girder

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 to Girder

L_s

=

= 3.000

[in]

> L_s-min

OK

Weld Limitation Check - Beam Web to End Plate

PASS

Min Fillet Weld Size

Thinner part joined thickness

t

=

= 0.260

[in]

Min fillet weld size allowed

w_min

=

= 0.188

[in]

AISC 14^th Table J2.4

Fillet weld size provided

w

=

= 0.313

[in]

> w_min

OK

Min Fillet Weld Length

Fillet weld size provided

w

=

= 0.313

[in]

Min fillet weld length allowed

L_min

= 4 x w

= 1.250

[in]

AISC 14^th J2.2b

Min fillet weld length

L

=

= 8.750

[in]

> L_min

OK

Beam Web - Shear Yielding

ratio = 50.00 / 74.49

= 0.67

PASS

Plate Shear Yielding Check

Plate size

width b_p

= 9.550

[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

= 2.483

[in²]

Shear force required

V_u

=

= 50.00

[kips]

Plate shear yielding strength

R_n

= 0.6 F_y A_gv

= 74.49

[kips]

AISC 14^th Eq J4-3

Resistance factor-LRFD

φ

= 1.00

AISC 14^th Eq J4-3

φ R_n

=

= 74.49

[kips]

ratio

= 0.67

> V_u

OK

Beam Web - Shear Rupture

ratio = 50.00 / 72.63

= 0.69

PASS

Plate Shear Rupture Check

Plate size

width b_p

= 9.550

[in]

thickness t_p

= 0.260

[in]

Plate tensile strength

F_u

= 65.0

[ksi]

Plate net area in shear

A_nv

= b_p t_p

= 2.483

[in²]

Shear force in demand

V_u

=

= 50.00

[kips]

Plate shear rupture strength

R_n

= 0.6 F_u A_nv

= 96.84

[kips]

AISC 14^th Eq J4-4

Resistance factor-LRFD

φ

= 0.75

AISC 14^th Eq J4-4

φ R_n

=

= 72.63

[kips]

ratio

= 0.69

> V_u

OK

Beam Web - Tensile Yielding

ratio = 25.00 / 102.38

= 0.24

PASS

End Plate Direct Connect Length Calc

Beam web-end plate connect length

L

=

= 8.750

[in]

Beam web thickness

t_w

=

= 0.260

[in]

Gross area subject to tension

A_g

= L t_w

= 2.275

[in²]

Gross area subject to tension

A_g

=

= 2.275

[in²]

Steel yield strength

F_y

=

= 50.0

[ksi]

Tensile force required

P_u

=

= 25.00

[kips]

Tensile yielding strength

R_n

= F_y A_g

= 113.75

[kips]

AISC 14^th Eq D2-1

Resistance factor-LRFD

φ

= 0.90

AISC 14^th D2 (a)

φ R_n

=

= 102.38

[kips]

AISC 14^th Eq D2-1

ratio

= 0.24

> P_u

OK

Beam Web - Tensile Rupture

ratio = 25.00 / 102.98

= 0.24

PASS

End Plate Direct Connect Length Calc

Beam web-end plate weld length

L

=

= 8.750

[in]

Beam web-end plate fillet weld size

w

=

= 0.313

[in]

Beam web-end plate connect length

L_w

= L - 2 w

= 8.125

[in]

Plate Tensile Rupture Check

Plate size

width b_p

= 8.125

[in]

thickness t_p

= 0.260

[in]

Plate tensile strength

F_u

= 65.0

[ksi]

Plate net area in tension

A_nt

= b_p t_p

= 2.113

[in²]

Tensile force in demand

P_u

=

= 25.00

[kips]

Plate tensile rupture strength

R_n

= F_u A_nt

= 137.31

[kips]

AISC 14^th Eq J4-2

Resistance factor-LRFD

φ

= 0.75

AISC 14^th Eq J4-2

φ R_n

=

= 102.98

[kips]

AISC 14^th Eq J4-2

ratio

= 0.24

> P_u

OK

Coped Beam - Flexural Rupture

ratio = 50.00 / 240.69

= 0.21

PASS

Beam section & cope side

sect

= W12X30

cope side

= double cope

Beam top flange cope

depth d_c

= 1.250

[in]

length L_c

= 3.983

[in]

Beam bottom flange cope

depth d_c

= 1.500

[in]

length L_c

= 3.983

[in]

S_net of Coped Beam With Hor Reinforcing Stiffener Plates

Beam sect W12X30

d

= 12.300

[in]

b_f

= 6.520

[in]

t_f

= 0.440

[in]

t_w

= 0.260

[in]

Stiffener plate size

w_p

= 3.000

[in]

t_p

= 0.375

[in]

Flange cope depth-top & bot flange

d_ct

= 1.250

[in]

d_cb

= 1.500

[in]

Properties of Coped W Sect With Hor Reinforcing Stiffener Plates

Top flange

b_ft

= 6.260

[in]

t_ft

= 0.375

[in]

Bottom flange

b_fb

= 6.260

[in]

t_fb

= 0.375

[in]

W sect depth

d

= 8.800

[in]

web t_w

= 0.260

[in]

Dist from sect centroid to T&B flange face

x_t

= 4.400

[in]

x_b

= 4.400

[in]

Max dist sect centroid to T&B flange face

x_max

= max ( x_t , x_b )

= 4.400

[in]

W sect moment of inertia

I_x

=

= 94.7

[in⁴]

W sect elastic modulus

S_net

= I_x / x_max

= 21.52

[in³]

Beam section tensile strength

F_u

=

= 65.0

[ksi]

Distance from face of cope to the point of inflection of beam

e

=

= 4.358

[in]

AISC 14^th Page 9-6

Beam end shear force

V_u

=

= 50.00

[kips]

Beam end shear resistance

R_n

= F_u S_net / e

= 320.92

[kips]

AISC 14^th Eq 9-4

Resistance factor-LRFD

φ

= 0.75

AISC 14^th Eq 9-4

φ R_n

=

= 240.69

[kips]

ratio

= 0.21

> V_u

OK

Coped Beam - Local Web Buckling

ratio = 50.00 / 222.17

= 0.23

PASS

Beam section & cope side

sect

= W12X30

cope side

= double cope

Beam top flange cope

depth d_ct

= 1.250

[in]

length L_ct

= 3.983

[in]

Beam bottom flange cope

depth d_cb

= 1.500

[in]

length L_cb

= 3.983

[in]

S_net of Coped Beam With Hor Reinforcing Stiffener Plates

Beam sect W12X30

d

= 12.300

[in]

b_f

= 6.520

[in]

t_f

= 0.440

[in]

t_w

= 0.260

[in]

Stiffener plate size

w_p

= 3.000

[in]

t_p

= 0.375

[in]

Flange cope depth-top & bot flange

d_ct

= 1.250

[in]

d_cb

= 1.500

[in]

Properties of Coped W Sect With Hor Reinforcing Stiffener Plates

Top flange

b_ft

= 6.260

[in]

t_ft

= 0.375

[in]

Bottom flange

b_fb

= 6.260

[in]

t_fb

= 0.375

[in]

W sect depth

d

= 8.800

[in]

web t_w

= 0.260

[in]

Dist from sect centroid to T&B flange face

x_t

= 4.400

[in]

x_b

= 4.400

[in]

Max dist sect centroid to T&B flange face

x_max

= max ( x_t , x_b )

= 4.400

[in]

W sect moment of inertia

I_x

=

= 94.7

[in⁴]

W sect elastic modulus

S_net

= I_x / x_max

= 21.52

[in³]

Distance from face of cope to the point of inflection of beam

e

=

= 4.358

[in]

AISC 14^th Page 9-6

Beam section

depth d

= 12.300

[in]

web t_w

= 0.260

[in]

F_y

= 50.0

[ksi]

E

= 29000

[ksi]

f_d

= 3.5 - 7.5 (d_ct / d)

= 2.738

AISC 14^th Eq 9-13

Reduced beam depth

h₀

= d - d_ct - d_cb

= 9.550

[in]

Plate local buckling stress

F_cr

= 0.62 π E

t2w/L_ct h₀

f_d

= 274.8

[ksi]

AISC 14^th Eq 9-12

F_cr

= F_cr ≤ F_y

= 50.0

[ksi]

AISC 14^th Eq 9-12

Beam end shear force

V_u

=

= 50.00

[kips]

Beam end shear resistance

R_n

= F_cr S_net / e

= 246.86

[kips]

AISC 14^th Eq 9-6

Resistance factor-LRFD

φ

= 0.90

AISC 14^th Eq 9-6

φ R_n

=

= 222.17

[kips]

ratio

= 0.23

> V_u

OK

Hor Stiffener to Coped Beam Web Fillet Weld Limitation

PASS

Min Fillet Weld Size

Thinner part joined thickness

t

=

= 0.260

[in]

Min fillet weld size allowed

w_min

=

= 0.188

[in]

AISC 14^th Table J2.4

Fillet weld size provided

w

=

= 0.250

[in]

> w_min

OK

Min Fillet Weld Length

Fillet weld size provided

w

=

= 0.250

[in]

Min fillet weld length allowed

L_min

= 4 x w

= 1.000

[in]

AISC 14^th J2.2b

Min fillet weld length

L

=

= 5.983

[in]

> L_min

OK

Hor Reinforcing Stiffener Extension Beyond Cope

To prevent local crippling of the beam web, the longitudinal stiffening must be extended
min a distance of d_c beyond the cope

AISC 14^th Fig 9-10 (b)

Flange cope depth-top & bot flange

d_ct

= 1.250

[in]

d_cb

= 1.500

[in]

Max cope depth - top & bot flange

d_c

= max ( d_ct , d_cb )

= 1.500

[in]

Hor stiffener plate extension beyond cope

L_e

=

= 2.000

[in]

> d_c

OK

Hor Stiffener to Coped Beam Web Fillet Weld Strength

ratio = 5.22 / 10.97

= 0.48

PASS

Stiffener to Coped Beam Web Weld Line Force Calc

Refer to AISC Design Example v15 Page IIA-78 for the formula used below on how to get the stiffener weld line forces

From S_net calc in Coped Beam - Local Web Buckling check above, the properties of stiffener reinforced W section

Reinforced W sect moment of inertia

I_net

=

= 94.7

[in⁴]

Reinforced stiffener plate area

A_p

=

= 2.348

[in²]

Dist from centroid of reinforced sect to centroid of stiffener plate

y

=

= 4.213

[in]

First moment of reinforced stiffener plate

Q

= A_p y

= 9.892

[in³]

Beam end shear force

V_u

=

= 50.00

[kips]

Weld line shear stress

r_u1

=

V_u Q/I_net

= 5.223

[kip/in]

Distance from face of cope to the point of inflection of beam

e

=

= 4.358

[in]

AISC 14^th Page 9-6

Beam web hor coped length

L_c

=

= 3.983

[in]

Hor stiffener plate extension beyond the cope

L_e

=

= 2.000

[in]

Stiffener to beam web weld length

L_w

= L_c + L_e

= 5.983

[in]

Weld line shear stress

r_u2

=

V_u e Q/I_net L_w

= 3.804

[kip/in]

Weld line shear stress - max

r_u

= max ( r_u1 , r_u2 )

= 5.223

[kip/in]

Fillet Weld Strength Calc

Fillet weld leg size

w

= ¹⁄₄

[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

n

= 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

= 14.847

[kip/in]

AISC 14^th Eq 8-1

Base metal - stiffener

thickness t

= 0.375

[in]

tensile F_u

= 65.0

[ksi]

Base metal - stiffener 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

φ

= 0.75

AISC 14^th Eq 8-1

φ R_n

=

= 10.969

[kip/in]

ratio

= 0.48

> r_u

OK

End Plate - Shear Yield

ratio = 25.00 / 98.44

= 0.25

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

=

= 25.00

[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

φ

= 1.00

AISC 14^th Eq J4-3

φ R_n

=

= 98.44

[kips]

ratio

= 0.25

> V_u

OK

End Plate - Shear Rupture

ratio = 25.00 / 67.18

= 0.37

PASS

Plate Shear Rupture Check

Bolt hole diameter

bolt dia d_b

= ³⁄₄

[in]

bolt hole dia d_h

= ⁷⁄₈

[in]

AISC 14^th B4.3b

Number of bolt

n

= 3

Plate size

width b_p

= 8.750

[in]

thickness t_p

= 0.375

[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

=

= 25.00

[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

φ

= 0.75

AISC 14^th Eq J4-4

φ R_n

=

= 67.18

[kips]

ratio

= 0.37

> V_u

OK

End Plate - Block Shear - Center Strip

ratio = 50.00 / 170.93

= 0.29

PASS

Plate Block Shear - Center Strip

Bolt hole diameter

bolt dia d_b

= ³⁄₄

[in]

bolt hole dia d_h

= ⁷⁄₈

[in]

AISC 14^th B4.3b

Plate thickness

t_p

= 0.375

[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

= 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

= 5.531

[in²]

Net area subject to shear

A_nv

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

= 3.891

[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

=

= 50.00

[kips]

Uniform tension stress factor

U_bs

= 1.00

AISC 14^th Fig C-J4.2

Bolt shear resistance provided

R_n

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

= 227.91

[kips]

AISC 14^th Eq J4-5

U_bs F_u A_nt

Resistance factor-LRFD

φ

= 0.75

AISC 14^th Eq J4-5

φ R_n

=

= 170.93

[kips]

ratio

= 0.29

> V_u

OK

End Plate - Block Shear - 2-Side Strip

ratio = 50.00 / 148.08

= 0.34

PASS

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

= 3

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

= 5.531

[in²]

Net area subject to shear

A_nv

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

= 3.891

[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

=

= 50.00

[kips]

Uniform tension stress factor

U_bs

= 1.00

AISC 14^th Fig C-J4.2

Bolt shear resistance provided

R_n

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

= 197.44

[kips]

AISC 14^th Eq J4-5

U_bs F_u A_nt

Resistance factor-LRFD

φ

= 0.75

AISC 14^th Eq J4-5

φ R_n

=

= 148.08

[kips]

ratio

= 0.34

> V_u

OK

End Plate - Bolt Bearing on End Plate

ratio = 50.00 / 107.35

= 0.47

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

t

= 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

=

= 50.00

[kips]

Bolt resistance factor-LRFD

φ

= 0.75

AISC 14^th J3-10

φ R_n

=

= 107.35

[kips]

ratio

= 0.47

> V_u

OK

End Plate / Girder - Bolt Shear

ratio = 50.00 / 107.35

= 0.47

PASS

Bolt shear stress

grade

= A325-N

F_nv

= 54.0

[ksi]

AISC 14^th Table J3.2

bolt dia d_b

= 0.750

[in]

bolt area A_b

= 0.442

[in²]

Number of bolt carried shear

n_s

= 6.0

shear plane m

= 1

Bolt group eccentricity coefficient

C_ec

=

= 1.000

Required shear strength

V_u

=

= 50.00

[kips]

Bolt shear strength

R_n

= F_nv A_b n_s m C_ec

= 143.14

[kips]

AISC 14^th Eq J3-1

Bolt resistance factor-LRFD

φ

= 0.75

AISC 14^th Eq J3-1

φ R_n

=

= 107.35

[kips]

ratio

= 0.47

> V_u

OK

End Plate / Girder - Bolt Bearing on Girder

ratio = 50.00 / 107.35

= 0.47

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

spacing L_s

= 3.000

[in]

Plate tensile strength

F_u

= 65.0

[ksi]

Plate thickness

t

= 0.295

[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

= 62.92 ≤ 43.14

= 43.14

[kips]

Bolt strength at interior

R_n-in

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

= 23.86

[kips]

Number of bolt

interior n_in

= 6

Bolt bearing strength for all bolts

R_n

= n_in R_n-in

= 143.14

[kips]

Required shear strength

V_u

=

= 50.00

[kips]

Bolt resistance factor-LRFD

φ

= 0.75

AISC 14^th J3-10

φ R_n

=

= 107.35

[kips]

ratio

= 0.47

> V_u

OK

Bolt Tensile Prying Action on End Plate

ratio = 4.17 / 6.91

= 0.60

PASS

Bolt group forces

shear V

= 50.00

[kips]

axial P

= -25.00

[kips]

Single Bolt Tensile Capacity Without Considering Prying

Bolt grade

grade

= A325-N

Nominal tensile/shear stress

F_nt

= 90.0

[ksi]

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]

Bolt group shear force

shear V

= 50.00

[kips]

no of bolt n

= 6

Shear stress required

f_rv

= V / ( n A_b )

= 18.86

[ksi]

Resistance factor-LRFD

φ

= 0.75

AISC 14^th J3.7

Modified nominal tensile stress

F'_nt

= 1.3 F_nt -

F_nt/φ F_nv

f_rv ≤ F_nt

= 75.08

[ksi]

AISC 14^th Eq J3-3a

Bolt norminal tensile strength

r_n

= F'_nt A_b

= 33.17

[kips]

AISC 14^th Eq J3-1

Resistance factor-LRFD

φ

= 0.75

AISC 14^th J3.6

Single bolt tensile capacity

φ r_n

=

= 24.88

[kips]

Single Bolt Tensile Capacity After Considering Prying

End plate

width w

= 6.750

[in]

bolt gage g

= 4.000

[in]

web t_w

= 0.260

[in]

Dist from bolt center to plate edge

a

= 0.5 (w - g)

= 1.375

[in]

a'

= a + 0.5 d_b ≤ (1.25 b + 0.5 d_b )

= 1.750

[in]

AISC 14^th Eq 9-27

Bolt hole diameter

bolt dia d_b

= 0.750

[in]

bolt hole dia d_h

= 0.813

[in]

AISC 14^th B4.3b

Dist from bolt center to face of web

b

= 0.5(g - t_w )

= 1.870

[in]

b'

= b - 0.5 d_b

= 1.495

[in]

AISC 14^th Eq 9-21

Bolt pitch spacing

s_v

= 3.000

Bolt tributary length

p

= s_v p ≤ 2b and p ≤ s_v

= 2.917

[in]

AISC 14^th Page 9-11

ρ

= b' / a'

= 0.854

AISC 14^th Eq 9-26

δ

= 1 - d_h / p

= 0.721

AISC 14^th Eq 9-24

Tensile capacity per bolt before considering prying

B

= from calc shown in above section

= 24.88

[kips]

Resistance factor-LRFD

φ

= 0.90

AISC 14^th Page 9-10

End plate thickness

t

= 0.375

[in]

tensile F_u

= 65.0

[ksi]

Plate thickness req'd to develop bolt tensile capacity without prying

t_c

= (

4 B b'/φ p F_u

)0.5

= 0.934

[in]

AISC 14^th Eq 9-30a

α'

=

1/δ (1 + ρ )

[ (

t_c/t

)2 - 1 ]

= 3.887

AISC 14^th Eq 9-35

when α' > 1

Q

= (

t/t_c

)2 (1 + δ )

= 0.278

AISC 14^th Eq 9-34

Bolt tensile force per bolt in demand

T

= from calc shown below

= 4.17

[kips]

Tensile strength per bolt after considering prying

φ r_n

= B x Q

= 6.91

[kips]

AISC 14^th Eq 9-31

ratio

= 0.60

> T

OK

Calculate Max Single Bolt Tensile Load

Bolt group force

axial P

= 25.00

[kips]

Bolt number

Bolt Row n_h

= 2

Bolt Col n_v

= 3

Bolt tensile force per bolt

T

= P / ( n_v n_h )

= 4.17

[kips]

Beam Web to End Plate Weld Strength

ratio = 6.88 / 7.61

= 0.90

PASS

Weld Group Forces

shear V

= 50.00

[kips]

axial P

= -25.00

[kips] in tension

Beam web-end plate weld length

L

=

= 8.750

[in]

Beam web-end plate fillet weld size

w

=

= 0.313

[in]

Beam web-end plate weld length used for design

L_w

= L - 2 w

= 8.125

[in]

Combined Weld Stress

Weld stress from axial force

f_a

= P / L

= -3.077

[kip/in]

in tension

Weld stress from shear force

f_v

= V / L

= 6.154

[kip/in]

Weld stress combined - max

f_max

= ( f2a + f2v )0.5

= 6.880

[kip/in]

AISC 14^th Eq 8-11

Weld stress load angle

θ

= tan^-1 (

f_a/f_v

)

= 26.6

[°]

Fillet Weld Strength Calc

Fillet weld leg size

w

= ⁵⁄₁₆

[in]

load angle θ

= 26.6

[°]

Electrode strength

F_EXX

= 70.0

[ksi]

strength coeff C₁

= 1.00

AISC 14^th Table 8-3

Number of weld line

n

= 2 for double fillet

Load angle coefficient

C₂

= ( 1 + 0.5 sin^1.5 θ )

= 1.15

AISC 14^th Page 8-9

Fillet weld shear strength

R_n-w

= 0.6 (C₁ x 70 ksi) 0.707 w n C₂

= 21.334

[kip/in]

AISC 14^th Eq 8-1

Base metal - beam web

thickness t

= 0.260

[in]

tensile F_u

= 65.0

[ksi]

Base metal - beam web 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

= 10.140

[kip/in]

AISC 14^th Eq J4-4

Double fillet linear shear strength

R_n

= min ( R_n-w , R_n-b )

= 10.140

[kip/in]

AISC 14^th Eq 9-2

Resistance factor-LRFD

φ

= 0.75

AISC 14^th Eq 8-1

φ R_n

=

= 7.605

[kip/in]

ratio

= 0.90

> f_max

OK