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