Connection Geometry

Geometry Checks

Horizontal Edge Distance

Leh ≥ L e- min     

ÇYTHYEDY 13.3.7

 

 

Leh

70 mm

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

Le- min

40 mm

Minimum distance check according to Table 13.9

Vertical Edge Distance

Lev ≥ L e- min     

ÇYTHYEDY 13.3.7

 

 

Lev

85 mm

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

Le- min

40 mm

Minimum distance check according to Table 13.9

Beam Web to End Plate Weld Size

a ≥ a min     

 

 

 

a

6 mm

 

a min

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

 

min

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

32 mm

12≤t p ≤60

Head plate width, bp

290 mm

160≤ b p ≤ 300

Horizontal distance between bolts, g

150 mm

100≤g≤155

pfi

60 mm

40≤p fi ≤115

pfo

60 mm

40 p fo ≤115

Beam cross-section height, db

450 mm

270≤ d b ≤ 1400

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 welding

CJP

CJP

Strength Checks

Bolt diameter

Muc

783.345 kNm

AISC 358-16 (6.8-3)

Ft

750000 kN/m2

 

ho

 

x1

 

db

 

Required

Ready

Ratio

Control

29.141 mm

30 mm

0.971

End Plate Thickness

Muc

783.345 kNm

AISC 358-16 (6.8-5)

Fyp

275000 kN/m2

 

s

 

Yp

 

Yp

 

tp

 

Required

Available

Ratio

Control

30.74 mm

32 mm

0.961

End Plate Shear Yield

M uc

783.345 kNm

AISC 358-16 (6.8-7)

F f

 

R req = F f / 2

 

Fyp

275000 kN/m2

 

bp

290 mm

 

tp

32 mm

 

d

450 mm

 

tbf

15 mm

 

Rn

 

Required

Available

Ratio

Control

900,396 kN

1531.2 kN

0.588

End Plate Shear Rupture

Muc

783.345 kNm

AISC 358-16 (6.8-7)

Ff

 

Rreq = F f / 2

 

Fup

410000 kN/m2

 

An

 

d

450 mm

 

tbf

15 mm

 

Rn

 

ΦRn

 

Required

Available

Ratio

Control

900,396 kN

1027.3 kN

0.876

Bolt Shear at Support

Ab

Fn

Rn

ΦRn

Required

Available

Ratio

Control

212.57 kN

1145.11 kN

0.186

Bolt Bearing on End Plate

dh

30+3=33 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

212.57 kN

3400.704 kN

0.063

Bolt Bearing on Column Flange

d h

30+3=33 mm

 

Rn

ÇYTHYEDY 13.3.13

Equation 13.14a and13.14b

Rn-edge

 

Lc,spacing

 

Rn-spacing

 

Rn

 

ΦRn

 

Required

Available

Ratio

Control

212.57 kN

3294.432 kN

0.065

Beam Web to End Plate Weld Strength

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

8.487 mm

0.561

Column Flange Thickness

Muc

783.345 kNm

AISC 358-16 (6.8-5)

Fyp

275000 kN/m2

 

s

 

c

 

Yc

 

Yc

 

tcf

 

Required

Available

Ratio

Control

24.324 mm

31 mm

0.785

Column Panel Zone Shear

Pr

429.124 kN

ÇYTHYEDY 13.29a

Py

 

Fy

275000 kN/m2

 

Ag

28634.759 mm2

 

dc

650 mm

 

tw

16 mm

 

Rn

 

ΦRn

 

Required

Ready

Ratio

Control

1595.191 kN

1716 kN

0.930

Panel Zone Thickness

tmin ≥u / 180

TBDY 2018 9.3.4.2b

tmin = tw

16 mm

 

tw

16 mm

 

u

2016 mm

 

Required

Available

Ratio

Control

11.2 mm

16 mm

0.700