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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

26


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

√

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