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

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How does ideCAD design four bolts stiffened end plate connection according to AISC 360-16 & AISC 358-16?

...

Tip

  • Four bolts stiffened end plate connection is designed automatically according to the AISC 358-16 by the ideCAD Structural.

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Connection Geometry

Image Modified

GEOMETRY CHECKS

Horizontal Edge Distance

Leh ≥ L e- min     

AISC 360-16 J3.4

 

 

Leh

72 mm

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

√

Le- min

46 mm

Minimum distance check according to Table J3.4

√

Vertical Edge Distance

Lev ≥ L e- min     

AISC 360-16 J3.4

 

 

Lev

72 mm

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

√

Le- min

46 mm

Minimum distance check according to Table J3.4

√

Beam Web to End Plate Weld Size

w ≥ wmin     

 AISC 360-16

 

 

w

7.072 mm

 

√

wmin

5 mm

Table J2.4

√

Stiffener to Beam Flange Weld Size

w ≥ wmin     

 AISC 360-16

 

 

w

7.072 mm

 

√

wmin

5 mm

Table J2.4

√

Stiffener to End Plate Weld Size

w ≥ wmin     

 AISC 360-16

 

 

w

7.072 mm

 

√

wmin

5 mm

Table J2.4

√

Continuity Plate to Column Flange Weld Size

w ≥ wmin     

 AISC 360-16

 

 

w

11.315 mm

 

√

wmin

6 mm

Table J2.4

√

Continuity Plate to Column Web Weld Size

w ≥ wmin     

 AISC 360-16

 

 

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 ≤38

End plate width, bp

290 mm

178≤ bp ≤ 273

Horizontal distance between bolts, g

150 mm

83≤g≤152

pfi

60 mm

44≤pfi ≤140

pfo

60 mm

44≤pfo ≤140

Beam depth, db

450 mm

349≤db≤610

Beam flange thickness, tbf

15 mm

10≤tbf ≤19

Beam flange width, bbf

190

152≤bbf ≤229

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 CHECKS

Bolt diameter

Muc

821.813 kNm

AISC 358-16 (6.8-3)

Ft

750000 kN/m2

 

ho

Image Modified

 

h1

Image Modified

 

db

Image Modified

 

Required

Available

Ratio

Control

29.825 mm

36 mm

0.829

√

End Plate Thickness

Muc

821.813kNm

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

27.327 mm

30 mm

0.911

√

End Plate Stiffener Thickness

tbw

9 mm

AISC 358-16 (6.8-9)

Fyb

275000 kN/m2

 

F ys

275000 kN/m2

 

ts

12 mm

 

 

Image Modified

 

 

Image Modified

 

Required

Available

Ratio

Control

9 mm

12 mm

0.750

√

End Plate Stiffener Local Buckling

hs

144 mm

AISC 358-16 (6.8-10)

ts

12 mm

 

E

200000000 kN/m2

 

Fys

275000 kN/m2

 

 

Image Modified

 

 

Image Modified

 

Required

Available

Ratio

Control

12

15.102

0.795

√

Stiffener to Beam Flange Weld Size

Fys

275000 kN/m2

AISC DG 4-2 nd

3.2.10

ts

12 mm

 

Fe

490000 kN/m2

 

w

Image Modified

 

Required

Available

Ratio

Control

6.35

7.072

0.898

√

Stiffener to End Plate Weld Size

Fys

275000 kN/m2

AISC DG 4-2 nd

3.2.10

ts

12 mm

 

Fe

490000 kN/m2

 

w

Image Modified

 

Required

Available

Ratio

Control

6.35

7.072

0.898

√

Bolt Shear at Support

Ab

Image Modified

AISC 358-16 6.8.11

Fn

Image Modified

Rn

Image Modified

ΦRn

Image Modified

 

Required

Available

Ratio

Control

271.371 kN

1648.959 kN

0.165

√

Bolt Bearing on End Plate

dh

36+3=39 mm

 

Lc,edge

Image Modified

 

Rn

Image Modified

AISC 358-16 6.8-12

Rn-edge

Image Modified

 

Lc,spacing

Image Modified

 

Rn-spacing

Image Modified

 

Rn

Image Modified

 

ΦRn

Image Modified

 

Required

Available

Ratio

Control

271.371 kN

3307.716 kN

0.082

√

Bolt Bearing on Column Flange

db

36 mm

 

Rn

Image Modified

AISC 358-16 6.8-12

Rn-edge

Image Modified

 

Lc,spacing

Image Modified

 

Rn-spacing

Image Modified

 

Rn

Image Modified

 

ΦRn

Image Modified

 

Required

Available

Ratio

Control

271.371 kN

3953.318 kN

0.069

√

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

Image Modified

 

Required

Available

Ratio

Control

4.763 mm

7.072 mm

0.673

√

Column Flange Thickness

Muc

821.813 kNm

AISC 358-16 (6.8-13)

Fyp

275000 kN/m2

 

s

Image Modified

 

c

Image Modified

 

Yc

Image Modified

 

Yc

Image Modified

 

tcf

Image Modified

Required

Available

Ratio

Control

25.618 mm

31 mm

0.826

√

Column Panel Zone Shear

Pr

355.597 kN

AISC 360-16 J10-9

Py

Image Modified

 

Fy

275000 kN/m2

 

Ag

28634.759 mm2

 

dc

650 mm

 

tw

16 mm

 

Rn

Image Modified

 

ΦRn

Image Modified

 

Required

Available

Ratio

Control

1673.526 kN

1716 kN

0.975

√

Panel Zone Thickness

tmin ≥u / 180

Image Modified

TBDY 2018 9.3.4.2b

t min = 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 Stiffened End Plate Design Report

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