Bolted Flange Plate Connection Design per AISC 358-16 & AISC 360-16

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

How does ideCAD design Bolted Flange Plate Connections according to AISC 358-16 & AISC 360-16?

  • Design limit states of bolted flange plate connections are calculated automatically according to AISC 358-16 and AISC 360-16.

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

Connection Geometry

image-20240209-161236.png

GEOMETRY CHECKS

Bolt Spacing at Flange

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

smin ≥ 3d       

AISC 360-16 J3.3

 

 

s

84 mm

 

 

d

27 mm

s =84 mm > smin = 3*27=81 mm

√

Horizontal Edge Distance at Flange

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

Le ≥ Le-min     

AISC 360-16 J3.4

 

 

Le

60 mm

Le ≥ 2d = 2 * 27 = 54 mm conformity check for application

√

Le-min

34 mm

Minimum distance check according to Table J3.4

√

Vertical Edge Distance at Flange

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

L e ≥ Le-min     

AISC 360-16 J3.4

 

 

Le

50 mm

Check suitability for L e ≥ 2d = 2 * 27 = mm application

√

Le- min

34 mm

Minimum distance check according to Table J3.4

√

Bolt Spacing at web

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

smin ≥ 3d       

AISC 360-16 J3.3

 

 

s

72 mm

 

 

d

24 mm

s =7 mm > smin = 3*24=72 mm

√

Horizontal Edge Distance at web

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

Le ≥ Le-min     

AISC 360-16 J3.4

 

 

Le

90 mm

Conformity check for Le ≥ 2d = 2 * 24 = 48 mm application

√

Le-min

30 mm

Minimum distance check according to Table J3.4

√

Vertical Edge Distance at web

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

Le ≥ Le-min     

AISC 360-16 J3.4

 

 

Le

60 mm

L eh ≥ 2d = 2 * 24 = 48 mm conformity check for application

√

Le-min

30 mm

Minimum distance check according to Table J3.4

√

Shear Plate to Column Flange Weld Size

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

w ≥ wmin     

AISC 360-16 Table J2.4

 

 

w

11.315 mm

 

√

wmin

5 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     

AISC 360-16 Table J2.4

 

 

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     

AISC 360-16 Table J2.4

 

 

w

11.315 mm

 

√

wmin

6 mm

Table J2.4

√

PREQUALIFICATION LIMITS

Beam span / Beam cross-section height

9144 mm /550 mm=16.63

≥9.0

Beam cross-section height, db

550 mm

≤ 920

Beam head thickness, tbf

17.2 mm

≤25

Column cross-section height

650 mm

≤ 920 mm

Bolt class

8.8

8.8 - 10.9

Bolt size

M27

≤ M27

Min yield stress of flange plate material

275 MPa

235 /275 / 355 MPa

Flange plate weld

CJP

CJP

STRENGTH CHECKS

Bolt diameter

The required bolt diameter, db, for bolted flange plate connection is checked according to AISC 358-16 §7.6

bf

210 mm

AISC 358-16 7.6-2

Ry

1.40

 

Fy

235 N/mm2

 

Rt

1.10

 

Fu

360 N/mm2

 

db

 

db

 

Required

Available

Ratio

Control

Required

Available

Ratio

Control

14.765 mm

27 mm

1.829

√

Bolt Shear at Flange

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

Ab

AISC 360-16 J3-1

Fn

 

Rn

 

ΦRn

 

Required

Available

Ratio

Control

Required

Available

Ratio

Control

2097.19 kN

1855.079 kN

1.131

√

Bolt Bearing on Flange 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

27+3=30 mm

 

Lc,edge

 

Rn

 

Rn-edge

 

Lc,spacing

 

Rn-spacing

 

Rn


 

ΦRn

 

Required

Available

Ratio

Control

Required

Available

Ratio

Control

2097.19 kN

5866.214 kN

0.358

√

Bolt Bearing on Beam 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

27+3=30 mm

 

Lc,edge

 

Rn

AISC 360-16 J3-6a

Rn-edge

 

Lc,spacing

 

Rn-spacing

 

Rn

 

ΦRn

 

Required

Available

Ratio

Control

Required

Available

Ratio

Control

2097.19 kN

2768.57 kN

0.758

√

Flange Plate Tension Yield

The yield limit state of the connection plate is checked according to AISC 360-16.

Ag

 

Fy

275 N/mm2

 

Rn

AISC 360-16 J4-1

ΦRn

 

Required

Available

Ratio

Control

Required

Available

Ratio

Control

2097.19 kN

1848 kN

1.135

√

Flange Plate Tension Rupture

The limit state of the flange plate tension rupture is checked according to AISC 360-16.

An

 

Ae

 

Fu

410 N/mm2

 

U

1.00

 

Rn

AISC 360-16 J4-2

ΦRn

 

Required

Available

Ratio

Control

Required

Available

Ratio

Control

2097.19 kN

1723.968 kN

1.216

√

Flange Plate Block Shear

The block shear limit state is checked according to AISC 360-16. All block shear modes combined with tensile failure on one plane and shear failure on a perpendicular plane are checked according to AISC 360-16.

Ag

 

Anv

 

Ant

 

Fy

275 N/mm2

 

Fu

410 N/mm2

 

Ubs

1.0

 

 

 

Rn

AISC 360-16 J4-5

ΦRn

 

Required

Available

Ratio

Control

Required

Available

Ratio

Control

2097.19 kN

3636.864 kN

0.577

√

Beam Flange Block Shear

The block shear limit state is checked according to AISC 360-16. All block shear modes combined with tensile failure on one plane and shear failure on a perpendicular plane are checked according to AISC 360-16.

Ag

 

Anv

 

Ant

 

Fy

235 N/mm2

 

Fu

360 N/mm2

 

Ubs

1.0

 

 

 

Rn

AISC 360-16 J4-5

ΦRn

 

Required

Available

Ratio

Control

Required

Available

Ratio

Control

2097.19 kN

1716.42 kN

1.222

√

Bolt Shear Rupture at Web

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

Ab

AISC Manual 14th 7-8

Fn

 

Rn

 

ΦRn

 

Required

Available

Ratio

Control

Required

Available

Ratio

Control

132.193 kN

183.218 kN

0.722

√

Bolt Bearing on Beam Web

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

24+3=27 mm

 

Rn

AISC 360-16 J3-6a

Lc,spacing

 

Rn-spacing

 

Rn

 

ΦRn

 

Required

Available

Ratio

Control

Required

Available

Ratio

Control

361.984 kN

971.028 kN

0.373

√

Bolt Bearing on Web 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

24+2=26 mm

 

Lc,edge

 

Rn

AISC 360-16 J3-6a

Rn-edge

 

Lc,spacing

 

Rn-spacing

 

Rn

 

ΦRn

 

Required

Available

Ratio

Control

Required

Available

Ratio

Control

361.984 kN

1206.187 kN

0.300

√

Web Plate Shear Yield

The shear strength of connecting elements in shear is the minimum value obtained according to the limit states of shear yielding and shear rupture. Shear yielding is checked according to AISC 360-16.

Ag

 

Fy

275 N/mm2

 

Rn

AISC 360-16 J4-3

ΦRn

 

Required

Available

Ratio

Control

Required

Available

Ratio

Control

361.984 kN

807.84 kN

0.448

√

Web Plate Shear Rupture

The shear strength of connecting elements in shear is the minimum value obtained according to the limit states of shear yielding and shear rupture. Shear rupture is checked according to AISC 360-16.

Anv

 

Fu

410 N/mm2

 

Rn

AISC 360-16 J4-4

ΦRn

 

Required

Available

Ratio

Control

Required

Available

Ratio

Control

361.984 kN

698.738 kN

0.518

√

Beam Shear Rupture

The shear strength of connecting elements in shear is the minimum value obtained according to the limit states of shear yielding and shear rupture. Shear rupture is checked according to AISC 360-16.

Anv

 

Fu

360 N/mm2

 

Rn

AISC 360-16 J4-4

ΦRn

 

Required

Available

Ratio

Control

Required

Available

Ratio

Control

361.984 kN

873.925 kN

0.414

√

Web Plate Block Shear

The block shear limit state is checked according to AISC 360-16. All block shear modes combined with tensile failure on one plane and shear failure on a perpendicular plane are checked according to AISC 360-16.

Ag

 

Anv

 

Ant

 

Fy

275 N/mm2

 

Fu

410 N/mm2

 

Ubs

1.0

 

 

 

Rn

AISC 360-16 J4-5

ΦRn

 

Required

Available

Ratio

Control

Required

Available

Ratio

Control

361.984 kN

912.168 kN

0.397

√

Web Plate Block Shear

The block shear limit state is checked according to AISC 360-16. All block shear modes combined with tensile failure on one plane and shear failure on a perpendicular plane are checked according to AISC 360-16.

dp

408 mm

 

F y

275 N/mm2

 

t p

12 mm

 

a

110 mm

 

Rn

AISC 360-16 J4-5 

ΦRn

 

Required

Available

Ratio

Control

Required

Available

Ratio

Control

361.984 kN

728.794 kN

0.338

√

Shear Plate to Column Flange Weld Strength

w

11.315 mm

 

FE

490 N/mm2

 

l

408 mm

 

e

110 mm

 

Rn

 

ΦRn

 

Required

Available

Ratio

Control

Required

Available

Ratio

Control

361.984 kN

1152.2 kN

0.314

√

Column Panel Zone Shear

The panel zone shear limit state for the bolted flange plate connection is checked according to AISC 358-16 §7.6.

Pr

429.124 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

1776.832 kN

1716 kN

1.035

√

Panel Zone Thickness

The required panel zone thickness for bolted flange plate connection is checked according to AISC 358-16 §7.6

tmin ≥u / 180

 

tmin = tw

16 mm

 

tw

16 mm

 

u

2207.2 mm

 

Required

Available

Ratio

Control

Required

Available

Ratio

Control

12.262 mm

16 mm

0.766

√

Next Topic

Bolted Flange Plate Connection Design Report 1

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