Skip to main content
Skip table of contents

Design of 8 Bolts Stiffened End Plate Connection

Connection Geometry

GEOMETRY CHECKS

Bolt Spacing

smin ≥ 3d       

ÇYTHYEDY 13.3.6

 

 

s

90 mm

 

 

d

24 mm

s =90 mm > smin = 3*24=72 mm

Horizontal Edge Distance

Leh ≥ Le- min     

ÇYTHYEDY 13.3.7

 

 

Leh

42.5 mm

Le- min

32 mm

Table 13.9

Vertical Edge Distance

Lev ≥ Le- min     

ÇYTHYEDY 13.3.7

 

 

Lev

35 mm

Le- min

32 mm

Table 13.9

Beam Web to End Plate Weld Size

a ≥ amin     

 

 

 

a

5 mm

 

amin

3.5 mm

Table 13.4

Stiffener to Beam Web Weld Size

a ≥ amin     

 

 

 

a

9 mm

 

amin

4 mm

Table 13.4

Stiffener to End Plate Weld Size

a ≥ amin     

 

 

 

a

9 mm

 

amin

4 mm

Table 13.4

Continuity Plate to Column Web Weld Size

a ≥ amin     

 

 

 

a

8 mm

 

amin

4 mm

Table 13.4

Continuity Plate to Column Web Weld Size

a ≥ amin     

 

 

 

a

8 mm

 

amin

4 mm

Table 13.4

Prequalification Limits (TBDY Table 9B.1)

Beam span/Beam depth

8000mm /450mm=17.78

≥7.0

End plate thickness, tp

25mm

18≤t p ≤65

End plate width, bp

215mm

B 215≤ P ≤ 400

Horizontal distance between bolts, g

130mm

125≤g≤155

pfi

40mm

40≤p fi ≤50

pfo

40mm

40≤p fi ≤50

pb

90mm

90≤p b ≤100

Beam depth, db

450mm

450≤ d b ≤ 950

Beam flange thickness, tbf

14.6mm

14≤t bf ≤35

Column depth

450

≤ 920mm

Bolt grade

10.9

8.8 - 10.9

Min yield stress of end plate material

275 MPa

235 /275/355 MPa

Flange plate weld

CJP

CJP

Strength Checks

Bolt Diameter

Muc

810.184 kNm

AISC 358-16 (6.8-4)

Ft

750000 kN/m2

 

h1

 

h2

 

h3

h4

db

 

Required

Available

Ratio

Check

20.946 mm

24 mm

0.873

End Plate Thickness

Muc

810.184 kNm

AISC 358-16 (6.8-5)

Fyp

275000 kN/m2

 

s

 

Yp

 

Yp

6228.788

 

tp

 

Required

Available

Ratio

Check

22.913 mm

25 mm

0.917

End Plate Stiffener Thickness

tbw

9.4 mm

AISC 358-16 (6.8-9)

Fyb

275000 kN/m2

 

Fys

275000 kN/m2

 

ts

15 mm

 

 

 

 

 

Required

Available

Ratio

Check

9.4 mm

15 mm

0.627

End Plate Stiffener Local Buckling

hs

210 mm

AISC 358-16 (6.8-10)

ts

15 mm

 

E

205939650 kN/m2

 

Fys

275000 kN/m2

 

 

 

 

 

Required

Available

Ratio

Check

11 mm

15.102 mm

0.728

Stiffener to Beam Flange Weld Size

Fys

275000 kN/m2

AISC DG 4-2nd

3.2.10

ts

15 mm

 

Fe

480000 kN/m2

 

w

 

Required

Available

Ratio

Check

8.103 mm

12.73 mm

0.637

Stiffener to End Plate Weld Size

Fys

275000 kN/m2

AISC DG 4-2nd

3.2.10

ts

15 mm

 

Fe

480000 kN/m2

 

w

 

Required

Available

Ratio

Check

7.938 mm

8.487 mm

0.935

Bolt Shear at Support

Ab

Fn

Rn

ΦRn

Required

Available

Ratio

Check

265.11 kN

1465.74 kN

0.181

Bolt Bearing on End Plate

dh

24+2=26 mm

 

Lc,edge

 

Rn

ÇYTHYEDY 13.3.13

Eq. 13.14a and 13.14b

Rn-edge

 

Lc,spacing1

 

Rn-spacing1

 

Lc,spacing2

Rn-spacing2

Rn

 

ΦRn

 

Required

Available

Ratio

Check

265.11 kN

3854.52 kN

0.069

Bolt Bearing on Column Flange

dh

24+2=26 mm

 

Rn

ÇYTHYEDY 13.3.13

Eq. 13.14a and 13.14b

Rn-edge

Lc,spacing1

 

Rn-spacing1

 

Lc,spacing2

Rn-spacing2

Rn

 

ΦRn

 

Required

Available

Ratio

Check

265.11 kN

5499.187

0.048

Beam Web to End Plate Weld Size

Fyp

275000 kN/m2

AISC 358-16

(6.7.6)3

tbw

9.4 mm

 

Fe

480000 kN/m2

 

w

 

Required

Available

Ratio

Check

5.078 mm

7.072 mm

0.718

Column Flange Thickness

Muc

810.184 kNm

AISC 358-16 (6.8-13)

Fyc

355000 kN/m2

 

s

 

Yc

 

Yc

 

tcf


Required

Available

Ratio

Check

17.954 mm

26 mm

0.691

Panel Zone Thickness

tmin≥u/180

TBDY 2018 9.3.4.2b

tmin=tw

14 mm

 

tw

14 mm

 

u

1637.6 mm

 

Required

Available

Ratio

Check

9.098 mm

14 mm

0.65


JavaScript errors detected

Please note, these errors can depend on your browser setup.

If this problem persists, please contact our support.