Timber and Steel Design Lecture 11 Bolted Connectionseng.sut.ac.th/ce/oldce/CourseOnline/430432/L11...

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Timber and Steel Design Timber and Steel Design Riveted Connections Types of Joints Failure of Joints Bearing & Friction connections Truss Joints Shear and Tension on Bolt Mongkol JIRAVACHARADET S U R A N A R E E INSTITUTE OF ENGINEERING UNIVERSITY OF TECHNOLOGY SCHOOL OF CIVIL ENGINEERING Lecture Lecture 1 1 1 1 Bolted Bolted Connections Connections

Transcript of Timber and Steel Design Lecture 11 Bolted Connectionseng.sut.ac.th/ce/oldce/CourseOnline/430432/L11...

Page 1: Timber and Steel Design Lecture 11 Bolted Connectionseng.sut.ac.th/ce/oldce/CourseOnline/430432/L11 Bolt Connection.pdfTimber and Steel Design Riveted Connections ... Lecture 11 Bolted

Timber and Steel DesignTimber and Steel Design

� Riveted Connections

� Types of Joints

� Failure of Joints

� Bearing & Friction connections

� Truss Joints

� Shear and Tension on Bolt

Mongkol JIRAVACHARADET

S U R A N A R E E INSTITUTE OF ENGINEERING

UNIVERSITY OF TECHNOLOGY SCHOOL OF CIVIL ENGINEERING

Lecture Lecture 1111 BoltedBolted ConnectionsConnections

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Riveted Connections

rivet = round ductile steel bar (shank) with a head at one end

Snap

d

Pan Flat

countersunk

Round

countersunk

d = Shank diameter

= Nominal diameter

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Riveting Procedure

Rivets are heated before driving

φ

φ hot rivet = φ hole

Head is formed by

- Hand hammer

- Hydraulic pressure

- Pneumatic pressure

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On cooling, the rivet shrinks both length

and diameter

Connected parts become tighter:

- Tension in rivet

- Compression in plates

Friction between plates called

“clamping action”

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Forms of riveted joints

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Lap Joint P

P

P

P

Rivet in single shear

fv = P / A

P

P

e

Eccentricity in lap joint

P

P

Undesired bending causes tension in rivetsDouble riveted lap joint

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Butt JointP

P

- �������� ���� ��� � �����������������������

Butt joint v.s. Lap joint:

P

P/2

P/2

Rivet in double shear

fv = P/2A

P/2P/2

- ���������������� !���"�#!�!�$���

- ����������%"�!��& !���'(���������������!��

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������������� ������������������������� ������������

P

P/2

P/2

W section

(a) ���������� (b) ������ �� ���

(d) ��������������(c) �����������

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(e) ����������������� ����� !�� (f) �����������������

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Failure of Joints

PP

Single shear in lap joint

P/2P

Double-shear in butt joint

P/2

Case 1: Shear failure of rivets

Shear stress in rivet exceed the limit

Case 2: Shear failure of plates

Shearing out

Insufficient edge distance

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P P

Case 3: Tension or Tearing failure of plates

Tensile stress at net cross section exceeds tensile strength

Case 4: Bearing failure of plate

P P

Plate may be crushed when bearing stress in plate exceeds the limit

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Bolted Connections

Beam splice moment connection

P

P/2

P/2

Friction from clamping pressure

using high strength bolt

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Spacing and edge distances of bolts

Pitch: center-to-center of bolts parallel to axis of member

Gage: center-to-center of bolts lines perpendicular to axis of member

Edge distance: shortest distance from center of bolt to edge

min Le = 1.5-2 diameter

Distance between bolts: shortest distance between bolts

min distance = 3 diameter A490

A325

Marking for Bolt

A307

P Pg

s s

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Shearing Strength: vFd

4

'"���� ���� ��� ��������������!��((Ft) ��������������!��((F

v)

��./-!.2 ��./-!.2

Friction-type Bearing-type

A307 1400 - 700A325(�� ����C���D�����) 3100 1200 1480A325(�� ��� !��C���D�����) 3100 1200 2100A490 (�� ����C���D�����) 3800 1480 1970A490 (�� ��� !��C���D�����) 3800 1480 2800

Bearing-type connectionsd

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Bearing Strength: ( ) pFdt×

Fp = 1.2 Fu for standard or short-slotted holes

Fp = 1.0 Fu for long-slotted holes perpendicular to the load

1.22

e up u

L FF F

d= ≤ for Le < 1.5d

d

t

Bearing area

= d x t

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� �������� 11-1 �������������� ������� P �������������������������� �!��"�#� A36, ���"� �( A325 ���� 22 �.�., ��"��,��������-��, "� �(��������,������"./��, �,�,�������(�� 1.5d, �,�,�,�,�(������"� �(����(�� 3d

PP

22 mm. bolts

1.0 cm1.0 cm

P P30 cm

������ ����1�� �������:

Ag = 1.0 (30) = 30 3�.2

An = 30 – 2 (2.5) (1.0) = 25 3�.2 = Ae

P = 0.60 (2.5) (30.0) = 45 ���

P = 0.50 (4.0) (25.0) = 50 ���

���"� �(4��������"./���,���������"� ��(:

���"./��: P = 0.25π (2.2) 2 (2.1) (4) = 31.93 ���

���������: P = (1.0) (2.2) (1.2) (4.0) (4) = 42.24 ���

����������������� !!�"� P = 31.93 ��

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���������� 8 $�"� 9 � ('()���*��!���+,����)

� �������� 11-2 �,�����5����"� �( A325 ���� 19 �.�. ����"��,��������-��31��"� �(��������,������"./�����(�� ���(������������ ������������ ? �5�"�#� A36 �,����������,�,����,�,�,�����,�(������"� �(" 8�9 �����������

P/2 = 40 tonP = 80 ton

19 mm. bolts (A = 2.84 cm2)

2.0 cm1.0 cm

P/2 = 40 ton

1.0 cm

������ ���"� �(����4��������"./���,�����:��:

����������"./��������"� �(��1����( = 2(2.84)(2.100) = 11.93 ��� (� !�/0)

������������������"� �(��1����( = (2.0)(1.9)(1.2)(4.0) = 18.24 ���

���(����"� �(� �������� = 80/11.93 = 7+

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� �������� 11-3 � ����������1�����:�� �,����!��"�#����� ���"./�� V ��,�� 80 ��� ��������,�,����� ��������������"� �( A325 ���� 22 �.�. (A=3.8 3�.2) " 8����������� ����� �������,�,����,�,�,�������"� �(��D����" 8�9 ������������,"� �(��������,������"./�� �5�"�#� A36 �,��� E����������������

2 cm

W500x128

Ix = 71000

tf = 1.8

2 cm

48.8

cm

45.2

cm

PL2x40

PL2x40

s

������I = 71,000 + 2(2×40)(25.4)2

= 174,226 3�.4

q = VQ/I

= (80)(2×40)(25.4)/174,226

= 0.93 ���/3�.

���������� ����������������"� �(�����( = (2)(2.2)(1.8)(1.2)(4.0) = 38.02 ���

s = 15.96/0.93 = 17 3�. (��� 15 20. c-c)

���"./��� ����������������"� �(�����( = (2)(3.8)(2.100) = 15.96 ��� (� !�/0)

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���0������/,'�� S �����0�$�:

24 "������:(����� = 24(1.8) = 43.2 3�. > 15 3�. OK

478 478(1.8)

2,500

f

y

t

F= = 17.2 3�. > 15 3�. OK

Smax = 30 3�. > 15 3�. OK

����-�� AISC ����� smax ������"� �(����:M��:�� �,���"������:

��/� 30 3�. N���5�:��� ������(��

478/ yF ��/� 24 "������:(�����

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Slip-critical(Friction-type) Connections

�5�".��,������"� �(�������:/� A325 �, A490

����1�� �������������"� �(������������ (���)

A490A325'��,������� (0.0.)

15.912.71922.317.72229.123.22546.432.332

P

P

P

P

N

N

F

F

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5��������"��,5��������"��, d + 2 �.�.

d + 8 �.�.

(d + 2 �.�.) × (d + 10 �.�.)

(d + 2 �.�.) × 2.5 d

��"��,����-�� ("���!��O���M���)

��"��,��P���"OQ ("���!��O���M���)

�����D� (�(��� × ��()�����( (�(��� × ��()

d + 2 mm

(a) Standard

d + 8 mm

(b) Oversized

d + 10 mm

(c) Short slot

d + 2 mm

2.5 d

(d) Long slot

d + 2 mm

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Gusset plate

+/,���������� ��9���:�

- �������:M��:���,������������� �������N��9��� ���"�/D��O���M

- �/D�� ������������9��"� �����,�5� Gusset plate 5�(�

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Truss Joint

Double member with a single connector piece, called a gusset plate.

Members must have sufficient "bite" into the plate for bolts or weld contact.

Converging centerlines enable equilibrium without member moments.STEEL13_02

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�������� ����������� B �#���G��� �������������CH #���'(� ���� ��� A325 ���!��������� ��� 19 !.!. �C���D!���I� �� ����C���D����� �J��� K�H�D����� 12 !.!.

B

2Ls 75x75x10 2Ls 90x90x1028 ton

C20 ton

A

1L

50x50x8

D

8 ton

1L50

x50x

8

7 ton

E

��� �� �L� ����� ���� ��� A325 �� ����C���D�����

�L� �����: Fv= 2,100 ��./-!.2

�L� �������: Fp= 1.2(4,000) = 4,800 ��./-!.2

STEEL13_03

Page 25: Timber and Steel Design Lecture 11 Bolted Connectionseng.sut.ac.th/ce/oldce/CourseOnline/430432/L11 Bolt Connection.pdfTimber and Steel Design Riveted Connections ... Lecture 11 Bolted

Control2 22 2 1.9 2.1 11.91 ton4 4

vP d Fπ π

= × × × = × × × =

��������� AB: P = 20 ���

�'(�(���� 2Ls 75x75x10 ����&� ���� �������������C��L� ������C���� ���� ��� A325 ��� 19 !.!. 1 ���

�L� ������� 2 1.9 2(1.0) 4.8 18.24 tonpP d t F= × × = × × =

�L��� ���� �������(���� = 20/11.91 = 1.68 ��� 2 ���

Control

��������� BC: P = 28 ��� �'(�(���� 2Ls 90x90x10 � ���� �������������C�

2 22 2 1.9 2.1 11.91 ton4 4

vP d Fπ π

= × × × = × × × =�L� ������C�

�L� ������� 2 1.9 2(1.0) 4.8 18.24 tonpP d t F= × × = × × =

�L��� ���� �������(���� = 28/11.91 = 2.53 ��� 3 ���

STEEL13_04

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Control

��������� BD: P = 8 ��� �'(�(���� 1Ls 50x50x8 � ���� ������������������

2 21.9 2.1 5.95 ton4 4

vP d Fπ π

= × × = × × =�L� ������C�

�L� ������� 1.9 0.8 4.8 7.30 tonpP d t F= × × = × × =

�L��� ���� �������(���� = 8/5.95 = 1.35 ��� 2 ���

Control

��������� BE: P = 7 ��� �'(�(���� 1Ls 50x50x8 � ���� ������������������

2 21.9 2.1 5.95 ton4 4

vP d Fπ π

= × × = × × =�L� ������C�

�L� ������� 1.9 0.8 4.8 7.30 tonpP d t F= × × = × × =

�L��� ���� �������(���� = 7/5.95 = 1.18 ��� 2 ���

STEEL13_05

Page 27: Timber and Steel Design Lecture 11 Bolted Connectionseng.sut.ac.th/ce/oldce/CourseOnline/430432/L11 Bolt Connection.pdfTimber and Steel Design Riveted Connections ... Lecture 11 Bolted

B

D

CA

E

Gusset plate 20 mm

More ckeck for:

- Effective area of tension members (0.5Fu Ae)

- Block shear failure of tension members

2Ls 75x75x10 2Ls 90x90x10

1L

50x50x8

1L50

x50x

8

Bolt A325×19 mm

Detail Drawing

STEEL13_06

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Bolts Subjected to Shear and Tension

80 ton

12

71.6 ton

35.8 ton

Structural Tee

2L150x90x12

Eight 22 mm. bolts

ft

Fv

Ft

fv

��������� � �!��"��� Ft #�����$#%�&'&%�����()�������"����&�

Type of Bolt '&%�����*����+��$',-�� '&%���."���*����+��$',-��

A307

A325

A490

14008.11820 ≤− vf

( ) 2239.43080 vf− ( ) 22

15.23080 vf−

( ) 2275.33780 vf− ( ) 22

82.13780 vf−