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8 Bolts Stiffened End Plate Connection Design

The 8 Bolts Stiffened End Plate Connection is a type of moment-transmitting connection (rigid connection), which is bolted to the columns and welded to the beam, and is a stiffening plate. Bolt control, weld control, plate control and connection application limits control are performed automatically according to the placement of the elements of the connection. The 8 bolts stiffened end plate connection design 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 created. Connection detail application limits are checked according to TBDY Table 9B.1.

In the calculation of the 8 Bolts Stiffened End Plate Connection, 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, reinforcement plate weld thickness, slip on support bolts, bolt hole crush on end plate, bolt hole crush on column head, butt plate weld thickness, column head thickness, column panel zone slip and slip zone thickness control.

Connection Geometry

8send1.PNG
8send2.png

Geometry Checks

Bolt Spacing

smin ≥ 3d       

ÇYTHYEDY 13.3.6

 

 

s

90 mm

 

 

d

30 mm

s =90 mm > smin = 3*30=90 mm

√

Horizontal Edge Distance

Leh ≥ Le- min     

ÇYTHYEDY 13.3.7

 

 

Leh

60 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 ≥ Le- min     

ÇYTHYEDY 13.3.7

 

 

Lev

60 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 ≥ amin     

 

 

 

a

5 mm

 

√

amin

3.5 mm

Table 13.4

√

Stiffener to Beam Flange Weld Size

a ≥ amin     

 

 

 

a

6 mm

 

√

amin

4 mm

Table 13.4

√

Stiffener to End Plate Weld Size

a ≥ amin     

 

 

 

a

6 mm

 

√

amin

4 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

18≤t p ≤65

Flange plate width, bp

298 mm

215≤ b p ≤ 400

Horizontal distance between bolts, g

154 mm

125≤g≤155

pfi

72 mm

40≤p fi ≤50

pfo

72 mm

40≤p fi ≤50

Beam cross section height, db

450 mm

450≤ d b ≤ 950

Beam head thickness, tbf

15 mm

14≤t bf ≤35

Column cross section height

650

≤ 920 mm

Bolt class

10.9

8.8 - 10.9

Min yield stress of the frontal plate material

275 MPa

235 /275/355 MPa

Flange plate weld

CJP

CJP

Strength Checks

Bolt Diameter

Muc

833.213 kNm

AISC 358-16 (6.8-4)

Ft

750000 kN/m2

 

h1
18.png

 

h2
19.png

 

h3
20.png

 

h4
21.png

 

db
22.png

 

Required

Available

Rate

Control

22.252 mm

30 mm

0.708

√

End Plate Thickness

Muc

833.213 kNm

AISC 358-16 (6.8-5)

Fyp

275000 kN/m2

 

s
34.png

 

Yp
35.png

 

Yp
36.png

 

tp
37.png

 

Required

Available

Ratio

Control

23.01 mm

30 mm

0.767

√

End Plate Stiffener Thickness

tbw

9 mm

AISC 358-16 (6.8-9)

Fyb

275000 kN/m2

 

Fys

275000 kN/m2

 

ts

12 mm

 

 
23.png

 

 
24.png

 

 

Required

Available

Ratio

Control

9 mm

15 mm

0.600

√

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

 

 
25.png

 

 
26.png

 

Required

Available

Rate

Control

14 mm

15.325 mm

0.914

√

Stiffener to Beam Flange Weld Size

Fys

275000 kN/m2

AISC DG 4-2nd

3.2.10

ts

15 mm

 

Fe

490000 kN/m2

 

w
32.png

 

Required

Available

Ratio

Control

7.938 mm

8.487 mm

0.935

√

Stiffener to End Plate Weld Size

Fys

275000 kN/m2

AISC DG 4-2nd

3.2.10

ts

15 mm

 

Fe

490000 kN/m2

 

w
33.png

 

Required

Available

Ratio

Control

7.938 mm

8.487 mm

0.935

√

Bolt Shear at Support

Ab
38.png

Fn
39.png

Rn
40.png

ΦRn
41.png

Required

Available

Ratio

Control

211.464 kN

2290.22 kN

0.092

√

Bolt Bearing on End Plate

dh

30+3=33 mm

 

Lc,edge
42.png

 

Rn
45.png

ÇYTHYEDY 13.3.13

Equation 13.14a and13.14b

Rn-edge
46.png

 

Lc,spacing1
43.png

 

Rn-spacing1
47.png

 

Lc,spacing2
44.png

 

Rn-spacing2
48.png

 

Rn
49.png

 

ΦRn
50.png

 

Required

Available

Ratio

Control

211.464 kN

6044.22 kN

0.035

√

Bolt Bearing on Column Flange

dh

30+3=33 mm

 

Rn
45.png

ÇYTHYEDY 13.3.13

Equation 13.14a and13.14b

Rn-edge
51.png

 

Lc,spacing1
43.png

 

Rn-spacing1
52.png

 

Lc,spacing2
44.png

 

Rn-spacing2
53.png

 

Rn
54.png

 

ΦRn
55.png

 

Required

Available

Ratio

Control

211.464 kN

6424.142

0.033

√

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
56.png

 

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
57.png

 

c
58.png

 

Yc
59.png

 

Yc
60.png

 

tcf
61.png


Required

Available

Ratio

Control

21.772mm

31 mm

0.702

√

Column Panel Zone Shear

Pr

429,124 kN

ÇYTHYEDY 13.29a

Py
29.png

 

Fy

275000 kN/m2

 

Ag

28634.759 mm2

 

dc

650 mm

 

tw

16 mm

 

Rn
27.png

 

ΦRn
28.png

 

Required

Available

Ratio

Control

1696.742 kN

1716 kN

0.989

√

Panel Zone Thickness

t min ≥u / 180
31.png

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

√

Next Topic

8 Bolts Stiffened End Plate Connection

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