8-Bolts Stiffened End Plate Connection Design per AISC 358-16 & AISC 360-16

Owned by nurgül Kaya (Unlicensed)
Last updated: Feb 20, 2024 by oğuzcan hadim
5 min read

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

  • Eight-bolts stiffened end plate connection is designed automatically according to the AISC 358-16 and AISC 360-16 by the ideCAD Structural.

Symbols

Ab: Non-threaded bolt web characteristic cross-sectional area
Ag: Gross area
An: Net cross-section area
Ae: Effective net cross-sectional area
Avg: Gross area under shear stress
Anv: Net area under shear stress
Ant: Net area under tensile stress
Aw: Cross-section web area
bbf = width of beam flange, in. (mm)
bp = width of end-plate, in. (mm)
d = depth of connecting beam, in. (mm)
g = horizontal distance between bolts, in. (mm)
dh: Bolt hole diameter
Fy: Structural steel characteristic yield strength
Fu: Structural steel characteristic tensile strength
Fyb: Bolt characteristic yield strength
Fub: Bolt characteristic tensile strength
nsp: Number of slip planes
s: Distance between bolt-hole centers
L: Connector distance
Lc: The clear distance between bolt holes
Le: The distance from the center of the bolt hole to the edge of the assembled element
Leh: The horizontal distance from the center of the bolt hole to the edge of the assembled element
Lev: The vertical distance from the center of the bolt hole to the edge of the assembled element
pb = vertical distance between the inner and outer row of bolts in an eight-bolt stiffened connection, in. (mm)
pfi = vertical distance from the inside of a beam tension flange to the nearest inside bolt row, in. (mm)
pfo = vertical distance from the outside of a beam tension flange to the nearest outside bolt row, in. (mm)
tbf = thickness of beam flange, in. (mm)
tp = thickness of end-plate, in. (mm)
Rn: Characteristic strength
Rnt: Characteristic tensile strength
Rnv: Characteristic shear strength

Connection Geometry

image-20240209-091221.png

GEOMETRY CHECKS

Bolts Spacing

The distance between the centers of bolts is checked per AISC 360-16.

smin ≥ 3d       

AISC 360-16 J3.3

 

 

s

90 mm

 

 

d

30 mm

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

√

Horizontal Edge Distance

The distance from the center of the hole to the edge of the connected part in the horizontal direction is checked per AISC 360-16.

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

The distance from the center of the hole to the edge of the connected part in the vertical direction is checked per AISC 360-16.

Lev ≥ Le-min     

AISC 360-16 J3.4

 

 

Lev

70 mm

Leh ≥ 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

The minimum size of fillet welds is checked according to AISC 360-16 Table J2.4

w ≥ wmin     

 

 

 

w

7.072 mm

 

√

wmin

5 mm

Table J2.4

√

Stiffener to Beam Flange Weld Size

The minimum size of fillet welds is checked according to AISC 360-16 Table J2.4

w ≥ wmin     

 

 

 

w

8.487 mm

 

√

wmin

6 mm

Table J2.4

√

Stiffener to End Plate Weld Size

The minimum size of fillet welds is checked according to AISC 360-16 Table J2.4

w ≥ wmin     

 

 

 

w

8.487 mm

 

√

wmin

6 mm

Table J2.4

√

Continuity Plate to Column Flange Weld Size

The minimum size of fillet welds is checked according to AISC 360-16 Table J2.4

w ≥ wmin     

 

 

 

w

11.315 mm

 

√

wmin

6 mm

Table J2.4

√

Continuity Plate to Column Web Weld Size

The minimum size of fillet welds is checked according to AISC 360-16 Table J2.4

w ≥ wmin     

 

 

 

w

11.315 mm

 

√

wmin

6 mm

Table J2.4

√

PREQUALIFICATION LIMITS (TBDY Tablo 9B.1)

Beam span / Beam cross-section height

9144 mm /450 mm=20.32

≥7.0

End plate thickness, tp

30 mm

19≤tp ≤64

End plate width, bp

280 mm

229≤ bp ≤ 381

Horizontal distance between bolts, g

140 mm

127≤g≤152

pfi

50 mm

41≤pfi ≤51

pfo

50 mm

41≤pfo ≤51

pb

90

89≤pfo ≤95

Beam depth, db

450 mm

457≤db≤914

Beam flange thickness, tbf

15 mm

14≤tbf ≤25

Beam flange width, bbf

190

190≤bbf ≤311

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

The required bolt diameter, db, for Eight bolts unstiffened end plate connection is checked according to AISC 358-16 §6.8

Muc

861.35 kNm

AISC 358-16 (6.8-4)

Ft

750000 kN/m2

 

h1

 

h2

 

h3

 

h4

 

db

 

Required

Available

Ratio

Control

Required

Available

Ratio

Control

21.607 mm

30 mm

0.720

√

End Plate Thickness

The required end plate thickness, tb, for eight bolts stiffened end plate connection is checked according to AISC 358-16 §6.8

Muc

861.35 kNm

AISC 358-16 (6.8-5)

Fyp

275 N/mm2

 

s

 

Yp

 

Yp

 

tp

 

Required

Available

Ratio

Control

Required

Available

Ratio

Control

23.395 mm

30 mm

0.780

√

End Plate Stiffener Thickness

The required stiffener thickness, tb, for eight bolts stiffened end plate connection is checked according to AISC 358-16 §6.8

tbw

9 mm

AISC 358-16 (6.8-9)

Fyb

275 N/mm2

 

Fys

275 N/mm2

 

ts

15 mm

 

 

 

 

 

Required

Available

Ratio

Control

Required

Available

Ratio

Control

9 mm

15 mm

0.600

√

End Plate Stiffener Local Buckling

Stiffener local buckling limit state for eight bolts stiffened end plate connection is checked according to AISC 358-16 §6.8

hs

210 mm

AISC 358-16 (6.8-10)

ts

15 mm

 

E

20000000 kN/m2

 

Fys

275000 kN/m2

 

 

 

 

 

Required

Available

Ratio

Control

Required

Available

Ratio

Control

14 mm

15.102 mm

0.927

√

Stiffener to Beam Flange Weld Size

The required end weld size for eight bolts stiffened end plate connection is checked.

Fys

275000 kN/m2

AISC DG 4-2nd

3.2.10

ts

15 mm

 

Fe

490000 kN/m2

 

w

 

Required

Available

Ratio

Control

Required

Available

Ratio

Control

7.938 mm

8.487 mm

0.935

√

Stiffener to End Plate Weld Size

The required end weld size for eight bolts stiffened end plate connection is checked.

Fys

275000 kN/m2

AISC DG 4-2nd

3.2.10

ts

15 mm

 

Fe

490000 kN/m2

 

w

 

Required

Available

Ratio

Control

Required

Available

Ratio

Control

7.938 mm

8.487 mm

0.935

√

Bolt Shear Rupture Check

The shear limit state of end plate bolts is checked according to AISC 360-16.

Ab

AISC 358-16 6.8-11

Fn

 

Rn

 

ΦRn

 

Required

Available

Ratio

Control

Required

Available

Ratio

Control

272.371 kN

2290.22 kN

0.119

√

Bolt Bearing on End Plate

Bearing strength limit states of the connection plate that are “shear tear out” and “ovalization of bolt hole” for both end and inner bolts are checked according to AISC 360-16.

dh

30+3=33 mm

 

Lc,edge

 

Rn

AISC 358-16 6.8-12

Rn-edge

 

Lc,spacing1

 

Rn-spacing1

 

Lc,spacing2

 

Rn-spacing2

 

Rn

 

ΦRn

 

Required

Available

Ratio

Control

Required

Available

Ratio

Control

272.371 kN

6044.22 kN

0.045

√

Bolt Bearing on Column Flange

Bearing strength limit states of the connection plate that are “shear tear out” and “ovalization of bolt hole” for both end and inner bolts are checked according to AISC 360-16.

dh

30+3=33 mm

 

Rn

AISC 358-16 6.8-12

Rn-edge

 

Lc,spacing1

 

Rn-spacing1

 

Lc,spacing2

 

Rn-spacing2

 

Rn

 

ΦRn

 

Required

Available

Ratio

Control

Required

Available

Ratio

Control

272.371 kN

6424.142

0.042

√

Beam Web to End Plate Weld Size

The required end weld size for eight bolts stiffened end plate connection is checked according to AISC 358-16 §6.7

Fyp

275000 kN/m2

AISC 358-16

6.7.6 (3)

tbw

9 mm

 

Fe

490000 kN/m2

 

w

 

Required

Available

Ratio

Control

Required

Available

Ratio

Control

4.763 mm

7.072 mm

0.673

√

Column Flange Thickness

The required column flange thickness, tcf, for four bolts unstiffened end plate connection is checked according to AISC 358-16 §6.8

Muc

861.352 kNm

AISC 358-16 (6.8-13)

Fyp

275000 kN/m2

 

s

 

c

 

Yc

 

 

Yc

 

tcf

 

Required

Available

Ratio

Control

Required

Available

Ratio

Control

22.137 mm

31 mm

0.714

√

Column Panel Zone Shear

Yielding of the column panel zone for eight bolts unstiffened end plate connection is checked according to AISC 360-16 §J.10

Pr

625.405 kN

AISC 360-16 J10-9

Py

 

Fy

275000 kN/m2

 

Ag

28634.759 mm2

 

dc

650 mm

 

tw

16 mm

 

Rn

 

ΦRn

 

Required

Available

Ratio

Control

Required

Available

Ratio

Control

1754.043 kN

1716 kN

1.022

ꭓ

Panel Zone Thickness

The required panel zone thickness for eight bolts unstiffened end plate connection is checked according to AISC 358-16.

tmin≥u/180

TBDY 2018 9.3.4.2b

tmin = t w

16 mm

 

tw

16 mm

 

u

2016 mm

 

Required

Available

Ratio

Control

Required

Available

Ratio

Control

11.2 mm

16 mm

0.700

√

Next Topic

8-Bolts Stiffened End Plate Connection Report 1

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