4 Bolts Unstiffened End Plate Connection Design is explained in detail under this title.

Joint Geometry

GEOMETRY CHECKS

Horizontal Edge Distance

Leh ≥ Le- min     

AISC 360-16 J3.4

 

 

Leh

70 mm

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

√

Le- min

38 mm

Minimum distance check according to Table J3.4

√

Vertical Edge Distance

Lev ≥ Le- min     

AISC 360-16 J3.4

 

 

Lev

85 mm

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

√

Le- min

38 mm

Minimum distance check according to Table J3.4

√

Beam web to End Plate Weld Size

w ≥ wmin     

 

 

 

w

8.487 mm

 

√

wmin

5 mm

Table J2.4

√

Continuity Plate to Column Flange Weld Size

w ≥ wmin     

 

 

 

w

11.315 mm

 

√

wmin

6 mm

Table J2.4

√

Continuity Plate to Column Web Weld Size

w ≥ wmin     

 

 

 

w

11.315 mm

 

√

wmin

6 mm

Table J2.4

√

Prequalification Limits (AISC 358 -16 Table 6.1)

Beam span / Beam cross-section height

9144 mm /450 mm=20.32

≥7.0

End plate thickness, tp

32 mm

13≤tp ≤57

End plate width, bp

290 mm

178≤ bp ≤ 273

Horizontal distance between bolts, g

150 mm

102≤g≤152

pfi

60 mm

38≤pfi ≤114

pfo

60 mm

38≤pfo ≤114

Beam depth, db

450 mm

349≤ db ≤ 1400

Beam flange thickness, tbf

15 mm

10≤tbf ≤19

Beam flange width, bbf

190

152≤bbf ≤235

Column depth

650

≤ 920 mm

Bolt grade

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 Controls

Bolt diameter

Muc

796.489 kNm

AISC 358-16 (6.8-3)

Ft

750000 kN/m2

 

ho

 

h1

 

db

 

Required

Available

Ratio

Control

29.385 mm

30 mm

0.979

√

End Plate Thickness

Muc

796.489 kNm

AISC 358-16 (6.8-5)

Fyp

275000 kN/m2

 

s

 

Yp

 

Yp

 

tp

 

Required

Available

Ratio

Control

30.997 mm

32 mm

0.969

√

End Plate Shear Yield

Muc

796.489 kNm

AISC 358-16 (6.8-7)

Ff

 

Rreq = Ff / 2

 

Fyp

275000 kN/m2

 

bp

290 mm

 

tp

32 mm

 

d

450 mm

 

tbf

15 mm

 

Rn

 

Required

Available

Ratio

Control

915.504 kN

1531.2 kN

0.598

√

End Plate Shear Rupture

Muc

915.504 kNm

AISC 358-16 (6.8-7)

Ff

 

R req = Ff / 2

 

F up

410000 kN/m2

 

An

 

d

450 mm

 

tbf

15 mm

 

Rn

 

ΦRn

 

Required

Available

Ratio

Control

915.504 kN

1027.3 kN

0.891

√

Bolt Shear at Support

Ab

Fn

Rn

ΦRn

Required

Available

Ratio

Control

270.986 kN

1145.11 kN

0.237

√

Bolt Bearing on End Plate

dh

30+3=33 mm

 

Lc,edge

 

Rn

AISC 358-16 6.8-12

Rn-edge

 

Lc,spacing

 

Rn-spacing

 

Rn

 

ΦRn

 

Required

Available

Ratio

Control

270.986 kN

3400.704 kN

0.08

√

Bolt Bearing on Column Flange

dh

30+3=33 mm

 

Rn

AISC 358-16 6.8-12

Rn-edge

 

Lc,spacing

 

Rn-spacing

 

Rn

 

ΦRn

 

Required

Available

Ratio

Control

270.986 kN

3294.432 kN

0.082

√

Beam Web to End Plate Weld Size

Fyp

275000 kN/m2

AISC 358-16

6.7.6 (3)

tbw

9 mm

 

F e

490000 kN/m2

 

w

 

Required

Available

Ratio

Control

4.763 mm

8.487 mm

0.561

√

Column Flange Thickness

Muc

796.489 kNm

AISC 358-16 (6.8-13)

Fyp

275000 kN/m2

 

s

 

c

 

Yc

 

Yc

 

tcf

 

Required

Available

Ratio

Control

24.527 mm

31 mm

0.791

√

Column Panel Zone Shear

P r

366.473 kN

AISC 360-16 J10-9

Py

 

Fy

275000 kN/m2

 

A g

28634.759 mm2

 

d c

650 mm

 

tw

16 mm

 

Rn

 

ΦRn

 

Required

Available

Ratio

Control

1621.957 kN

1716 kN

0.945

√

Panel Zone Thickness

tmin ≥u / 180

t min = t w

16 mm

 

tw

16 mm

 

u

2016 mm

 

Required

Available

Ratio

Control

11.2 mm

16 mm

0.700

√

Next Topic

4 Bolts Unstiffened End Plate Connection Report 1

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