Connection Geometry

Geometry Checks

Horizontal Edge Distance

Leh ≥ Le- min     

ÇYTHYEDY 13.3.7

 

 

Leh

72 mm

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

Le- min

48 mm

Minimum distance check according to Table 13.9

Vertical Edge Distance

Lev ≥ Le- min     

ÇYTHYEDY 13.3.7

 

 

Lev

72 mm

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

Le- min

48 mm

Minimum distance check according to 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 Flange Weld Size

a ≥ amin     

 

 

 

a

5 mm

 

amin

3.5 mm

Table 13.4

Stiffener to End Plate Weld Size

a ≥ amin     

 

 

 

a

5 mm

 

amin

3.5 mm

Table 13.4

Continuity Plate to Column Flange 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

Connection Detail Prequalification Limits (TBDY Table 9B.1)

Beam span / Beam cross-section height

9144 mm /450 mm=20.32

≥7.0

End plate thickness, tp

30 mm

12≤t p ≤40

Flange plate width, bp

298 mm

160≤ b p ≤ 300

Horizontal distance between bolts, g

154 mm

100≤g≤155

pfi

72 mm

45≤p fi ≤140

pfo

72 mm

45 p fo ≤145

Beam cross-section height, db

450 mm

270≤ d b ≤ 610

Beam flange thickness, tbf

15 mm

10≤t bf ≤25

Column cross-section height

650

≤ 920 mm

Bolt class

10.9

8.8 - 10.9

Min yield stress of the End plate material

275 MPa

235 /275/355 MPa

Flange plate weld

CJP

CJP

Strength Checks

Bolt diameter

Muc

803.836 kNm

AISC 358-16 (6.8-3)

Ft

750000 kN/m2

 

ho

 

h1

 

db

 

Required

Available

Ratio

Control

29.52 mm

36 mm

0.820

End Plate Thickness

Muc

803.836 kNm

AISC 358-16 (6.8-5)

Fyp

275000 kN/m2

 

s

 

Yp

 

Yp

 

tp

 

Required

Available

Ratio

Control

27.027 mm

30 mm

0.901

End Plate Stiffener Thickness

tbw

9 mm

AISC 358-16 (6.8-9)

Fyb

275000 kN/m2

 

Fys

275000 kN/m2

 

ts

12 mm

 

 

 

 

 

Required

Available

Ratio

Control

9 mm

12 mm

0.750

End Plate Stiffener Local Buckling

hs

144 mm

AISC 358-16 (6.8-10)

ts

12 mm

 

E

205939650 kN/m2

 

Fys

275000 kN/m2

 

 

 

 

 

Required

Available

Rate

Control

12

15.325

0.783

Stiffener to Beam Flange Weld Size

Fys

275000 kN/m2

AISC DG 4-2 nd

3.2.10

ts

12 mm

 

Fe

490000 kN/m2

 

w

 

Required

Available

Ratio

Control

6.35

7.072

0.898

Stiffener to End Plate Weld Size

Fys

275000 kN/m2

AISC DG 4-2 nd

3.2.10

ts

12 mm

 

Fe

490000 kN/m2

 

w

 

Required

Available

Ratio

Control

6.35

7.072

0.898

Bolt Shear at Support

Ab

Fn

Rn

ΦRn

 

Required

Available

Ratio

Control

214.84 kN

1648.959 kN

0.130

Bolt Bearing on End Plate

dh

36+3=39 mm

 

Lc,edge

 

Rn

ÇYTHYEDY 13.3.13

Equation 13.14a and13.14b

Rn-edge

 

Lc,spacing

 

Rn-spacing

 

Rn

 

ΦRn

 

Required

Available

Ratio

Control

214.84 kN

3307.716 kN

0.065

Bolt Bearing on Column Flange

db

36 mm

 

Rn

ÇYTHYEDY 13.3.13

Equation 13.14a and13.14b

Rn-edge

 

Lc,spacing

 

Rn-spacing

 

Rn

 

ΦRn

 

Required

Available

Ratio

Control

214.84 kN

3953.318 kN

0.054

Beam Web to End Plate Weld Size

Fyp

275000 kN/m2

AISC 358-16

(6.7.6) 3

tbw

9 mm

 

Fe

490000 kN/m2

 

w

 

Required

Available

Ratio

Control

4.763 mm

7.072 mm

0.673

Column Flange Thickness

Muc

803.836 kNm

AISC 358-16 (6.8-13)

Fyp

275000 kN/m2

 

s

 

c

 

Yc

 

Yc

 

tcf

Required

Available

Ratio

Control

25.336 mm

31 mm

0.817

Column Panel Zone Shear

P r

429,124 kN

ÇYTHYEDY 13.29a

Py

 

F y

275000 kN/m2

 

A g

28634.759 mm2

 

d c

650 mm

 

tw

16 mm

 

Rn

 

ΦRn

 

Required

Available

Ratio

Control

1636.918 kN

1716 kN

0.954

Panel Zone Thickness

tmin ≥u / 180

TBDY 2018 9.3.4.2b

tmin = t w

16 mm

 

tw

16 mm

 

u

2016 mm

 

Required

Available

Ratio

Control

11.2 mm

16 mm

0.700