8-Bolts Stiffened End Plate Connection Design

s_min ≥ 3d       

AISC 360-16 J3.3

s

90 mm

d

30 mm

s =90 mm > s_min = 3*30=90 mm

√

L_eh ≥ L_{e- min}     

AISC 360-16 J3.4

L_eh

70 mm

L _eh ≥ 2d = 2 * 30 = 60 mm conformity check for application

√

L_{e- min}

38 mm

Minimum distance check according to Table J3.4

√

L_ev ≥ L _{e- min}     

AISC 360-16 J3.4

L_ev

70 mm

L_eh ≥ 2d = 2 * 30 = 60 mm conformity check for application

√

L_{e- min}

38 mm

Minimum distance check according to Table J3.4

√

w ≥ w_min     

w

7.072 mm

√

w_min

5 mm

Table J2.4

√

w ≥ w_min     

w

8.487 mm

√

w_min

6 mm

Table J2.4

√

w ≥ w_min     

w

8.487 mm

√

w_min

6 mm

Table J2.4

√

w ≥ w_min     

w

11.315 mm

√

w_min

6 mm

Table J2.4

√

w ≥ w_min     

w

11.315 mm

√

w_min

6 mm

Table J2.4

√

Beam span / Beam cross-section height

9144 mm /450 mm=20.32

≥7.0

Butt plate thickness, t _p

30 mm

18≤t _p ≤65

Head plate width, b _p

298 mm

215≤ b _p ≤ 400

Horizontal distance between bolts, g

154 mm

125≤g≤155

p_fi

72 mm

40≤p _fi ≤50

p _fo

72 mm

40≤p _fi ≤50

Beam cross section height, d_b

450 mm

450≤ d _b ≤ 950

Beam head thickness, t_bf

15 mm

14≤t _bf ≤35

Column cross section height

650

≤ 920 mm

Bolt class

10.9

8.8 - 10.9

Min yield stress of the frontal plate material

275 MPa

235 /275/355 MPa

Title plate welding

CJP

CJP

M_uc

833.213 kNm

AISC 358-16 (6.8-4)

F_t

750000 kN/m²

x ₁

h₂

h ₃

h₄

d _b

22.252 mm

30 mm

0.708

√

M_uc

833.213 kNm

AISC 358-16 (6.8-5)

F_yp

275000 kN/m²

s

Y _p

Y _p

t _p

23.01 mm

30 mm

0.767

√

t_bw

9 mm

AISC 358-16 (6.8-9)

F_yb

275000 kN/m²

F_ys

275000 kN/m²

t_s

12 mm

9 mm

15 mm

0.600

√

h_s

210 mm

AISC 358-16 (6.8-10)

t_s

15 mm

IS

205939650 kN/m²

F_ys

275000 kN/m²

14 mm

15.325 mm

0.914

√

F_ys

275000 kN/m²

AISC DG 4-2^nd

3.2.10

t_s

15 mm

F_e

490000 kN/m²

in

7.938 mm

8.487 mm

0.935

√

F_ys

275000 kN/m²

AISC DG 4-2^nd

3.2.10

t_s

15 mm

F_e

490000 kN/m²

in

7.938 mm

8.487 mm

0.935

√

A _b

F_n

R_n

ΦR_n

211.464 kN

2290.22 kN

0.092

√

d_h

30+3=33 mm

L_c,edge

R_n

ÇYTHYEDY 13.3.13

Equation 13.14a and13.14b

R_n-edge

L_c,spacing1

R_n-spacing1

L_c,spacing2

R_n-spacing2

R_n

ΦR_n

211.464 kN

6044.22 kN

0.035

√

d _h

30+3=33 mm

R_n

ÇYTHYEDY 13.3.13

Equation 13.14a and13.14b

R_n-edge

L_c,spacing1

R_n-spacing1

L_c,spacing2

R_n-spacing2

R_n

ΦR_n

211.464 kN

6424.142

0.033

√

F _yp

275000 kN/m²

AISC 358-16

(6.7.6) 3

t_bw

9 mm

F _e

490000 kN/m²

in

4.763 mm

7.072 mm

0.673

√

M _uc

803.836 kNm

AISC 358-16 (6.8-13)

F _yp

275000 kN/m²

s

c

And _c

And _c

t_cf

21.772mm

31 mm

0.702

√

P _r

429,124 kN

ÇYTHYEDY 13.29a

P_y

F _y

275000 kN/m²

A _g

28634.759 mm²

d _c

650 mm

t_w

16 mm

R_n

ΦR_n

1696.742 kN

1716 kN

0.989

√

t _min ≥u / 180

TBDY 2018 9.3.4.2b

t _min = t _w

16 mm

t_w

16 mm

u

2016 mm

11.2 mm

16 mm

0.700

√