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4 bolt unstiffened end plate connection is a moment-resisting connection (rigid connection) that is connected to the columns' flange to the beams. Bolt control, weld control, plate control and connection application limits control are performed automatically according to the placement of the elements of the connection. 4 bolt unstiffened end plate connection is made automatically according to the Design, Calculation and Construction Principles of Steel Structures (ÇYTHYEDY) or AISC 360-16 regulations and the connection report is generated. Connection detail application limits are checked according to TBDY Table 9B.1.

In the calculation of the connection, the horizontal and vertical bolt distances, end plate weld thickness, continuity plate weld thickness and application limits are checked under geometry control. In strength checks, bolt diameter, end plate thickness, end plate shear yield, end plate shear failure, etc. are checked and reported.

Child pages (Children Display)

...

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

Image Modified

 

x1

Image Modified

 

db

Image Modified

 

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

Image Modified

 

Yp

Image Modified

 

Yp

Image Modified

 

tp

Image Modified

 

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

Image Modified

 

R req = F f / 2

Image Modified

 

Fyp

275000 kN/m2

 

bp

290 mm

 

tp

32 mm

 

d

450 mm

 

tbf

15 mm

 

Rn

Image Modified

 

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

Image Modified

 

Rreq = F f / 2

Image Modified

 

Fup

410000 kN/m2

 

An

Image Modified

 

d

450 mm

 

tbf

15 mm

 

Rn

Image Modified

 

ΦRn

Image Modified

 

Required

Available

Ratio

Control

900,396 kN

1027.3 kN

0.876

√

Bolt Shear at Support

Ab

Image Modified

Fn

Image Modified

Rn

Image Modified

ΦRn

Image Modified

Required

Available

Ratio

Control

212.57 kN

1145.11 kN

0.186

√

Bolt Bearing on End Plate

dh

30+3=33 mm

 

Lc,edge

Image Modified

 

Rn

Image Modified

ÇYTHYEDY 13.3.13

Equation 13.14a and13.14b

Rn-edge

Image Modified

 

Lc,spacing

Image Modified

 

Rn-spacing

Image Modified

 

Rn

Image Modified

 

ΦRn

Image Modified

 

Required

Available

Ratio

Control

212.57 kN

3400.704 kN

0.063

√

Bolt Bearing on Column Flange

d h

30+3=33 mm

 

Rn

Image Modified

ÇYTHYEDY 13.3.13

Equation 13.14a and13.14b

Rn-edge

Image Modified

 

Lc,spacing

Image Modified

 

Rn-spacing

Image Modified

 

Rn

Image Modified

 

ΦRn

Image Modified

 

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

Image Modified

 

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

Image Modified

 

c

Image Modified

 

Yc

Image Modified

 

Yc

Image Modified

 

tcf

Image Modified

 

Required

Available

Ratio

Control

24.324 mm

31 mm

0.785

√

Column Panel Zone Shear

Pr

429.124 kN

ÇYTHYEDY 13.29a

Py

Image Modified

 

Fy

275000 kN/m2

 

Ag

28634.759 mm2

 

dc

650 mm

 

tw

16 mm

 

Rn

Image Modified

 

ΦRn

Image Modified

 

Required

Ready

Ratio

Control

1595.191 kN

1716 kN

0.930

√

Panel Zone Thickness

tmin ≥u / 180

Image Modified

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

√

...

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4 Bolts Unstiffened End Plate Connection.

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