This document discusses bolted connections used in structural engineering. It begins by explaining why connection failures should be avoided, as they can lead to catastrophic structural failures. It then classifies bolted connections based on their method of fastening, rigidity, joint resistance, fabrication location, joint location, connection geometry, and type of force transferred. It describes different types of bolts and bolt tightening techniques used for friction grip connections. It discusses advantages and drawbacks of bolted connections compared to riveted or welded connections. The document provides detailed information on design and behavior of various bolted connections.
Design of steel structure as per is 800(2007)ahsanrabbani
It does not offer resistance against rotation and also termed as a hinged or pinned connections.
It transfers only axial or shear forces and it is not designed for moment
It is generally connected by single bolt/rivet and therefore full rotation is allowed
Design of steel structure as per is 800(2007)ahsanrabbani
It does not offer resistance against rotation and also termed as a hinged or pinned connections.
It transfers only axial or shear forces and it is not designed for moment
It is generally connected by single bolt/rivet and therefore full rotation is allowed
This presentation is on design of welded and riveted connections in steel structures. in this presentation we learn briefly about these connections and design terminology about these connections.
information on types of beams, different methods to calculate beam stress, design for shear, analysis for SRB flexure, design for flexure, Design procedure for doubly reinforced beam,
OUTLINE
introduction
classification
loads
materials used
Type of reinforcement
RCC
construction methods in RCC
Analysis and design
Detailing
Basic Rules
Site visit
video
Welded connections in steel structures - Limit State Design of Steel StructuresAshishVivekSukh
Two members are connected by means of welds is known as welded connection.
More efficient use of the materials.
Earlier designers considered welds as less fatigue resistant.
Good welds achive at site is impossible.
Testing and quality control of welds became easier because NDT
This presentation is on design of welded and riveted connections in steel structures. in this presentation we learn briefly about these connections and design terminology about these connections.
information on types of beams, different methods to calculate beam stress, design for shear, analysis for SRB flexure, design for flexure, Design procedure for doubly reinforced beam,
OUTLINE
introduction
classification
loads
materials used
Type of reinforcement
RCC
construction methods in RCC
Analysis and design
Detailing
Basic Rules
Site visit
video
Welded connections in steel structures - Limit State Design of Steel StructuresAshishVivekSukh
Two members are connected by means of welds is known as welded connection.
More efficient use of the materials.
Earlier designers considered welds as less fatigue resistant.
Good welds achive at site is impossible.
Testing and quality control of welds became easier because NDT
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2. Why Connection Failure
Should be Avoided?
A connection failure may be lead to a
catastrophic failure of the whole structure
Normally, a connection failure is not as
ductile as that of a steel member failure
For achieving an economical design, it is
important that connectors develop full or
a little extra strength of the members, it
is joining.
Connection failure may be avoided by
adopting a higher safety factor for the
joints than the members.
2 Dr. N. Subramanian
3. Classification of Connections
Method of fastening: rivets, bolts and
welding.
Connection rigidity: simple, rigid or
semi-rigid.
Joint resistance: Bearing connections
and friction connections
Fabrication location: Shop or field
connections.
Joint location: Beam-column, beam-to
beam, column to foundation
3 Dr. N. Subramanian
4. Classification of Connections
(cont.)
Connection geometry: Single web
angle, single plate, double web angle,
top and seat angles (with and without
stiffeners), end plates, or header plate,
welded connections using plates and
angles, etc.
Type of force transferred across the
structural connection: Shear
connections, shear and moment
connection or simply moment
connection, tension or compression,
tension or compression with shear.
4 Dr. N. Subramanian
5. Classification Based on
Joint Rigidity
Rigid: That develop the full moment capacity
of connecting members and retain the
original angle between the members under
any joint rotation. Rotational movement of the
joint will be very small
Simple: No moment transfer is assumed
between the connected parts and hence
assumed as hinged (pinned). Rotational
movement of the joint will be large.
Semi-Rigid: May not have sufficient rigidity to
hold the original angles between the members
and develop less than the full moment capacity
of the connected members. In reality all the
connections will be semi-rigid only.
5 Dr. N. Subramanian
8. Rivets and Riveted Connections
Riveting not used now due to:
The necessity of preheating
the rivets prior to driving
Labour costs associated with
large riveting crews.
Cost involved in careful
inspection and removal of
poorly installed rivets
High level of noise associated
with driving rivets
8 Dr. N. Subramanian
9. Types of Bolts
Unfinished bolts or black bolts or C
Grade bolts (IS: 1363-1992)-bearing type
connections
Turned bolts - Expensive & used in Spl. jobs
Precision (A-Grade)& Semi-precision
(B-Grade) bolts (IS: 1364-1992) -They
are used when no slippage is permitted
Ribbed bolts (Rarely used in ordinary steel
structures)
High strength bolts (IS: 3757-1985 and
IS:4000 - 1992)-Friction type connections
9 Dr. N. Subramanian
11. Hexagonal Head Black
Bolt and Nut (IS 1363)
Figures in brackets are for High-strength Bolts & Nuts
Black bolts are inserted in clearance holes of about 1.5mm to
2mm more than the bolt diameter and then tightened through
the nuts.
11 Dr. N. Subramanian
12. Tensile Properties of Fasteners
For grade 4.6 bolts, nuts of grade 4 are used and for grade 8.8, nuts of grade 8 or 10 are used.
In property class 4.6, the number 4 indicates 1/100th the
nominal ultimate tensile strength in N/mm2 and the number 6
indicates the ratio of yield stress to ultimate stress, expressed
as a percentage. Thus the ultimate tensile strength of class 4.6
bolt is 400 N/mm2 and yield strength is 0.6 times 400, which
is 240 N/mm2
12 Dr. N. Subramanian
13. Dimensions of Grade 4.6-
Hexagon Head Bolts (IS 1364)
Sizes in Brackets not preferred.
13 Dr. N. Subramanian
14. High-Strength Bolts (IS 3757)
Made from bars of medium carbon steel.
Bolts of property class 8.8 and 10.9 are commonly used.
14 Dr. N. Subramanian
15. High-Strength Bolts (cont.)
The material of the bolts do not have a
well defined yield point.
Instead of using yield stress, a so-
called proof load is used.
The proof load is the load obtained by
multiplying the tensile stress area
(approximately equal to 0.8 times the
shank area of bolt) by the proof stress.
In IS:800 the proof stress is taken as
0.7 times the ultimate tensile stress of
the bolt.
15 Dr. N. Subramanian
16. High-Strength Bolts (cont.)
They are identified
by manufacturer’s
identification symbol
and property class
identification symbol
8 S or 8.8 S or 10 S
or 10.9 S which will
be embossed on the
Source: heads of these bolts.
www.nichiasteel.co.jp
Class 10.9 bolts should not be hot-dip galvanized
16 Dr. N. Subramanian
17. High-Strength Friction Grip
(HSFG) Bolts
Special techniques are used for tightening
the nuts to induce a specified initial
tension in the bolt (called the proof-load),
which causes sufficient friction between
the faying faces.
Such bolts are called High-Strength
Friction Grip bolts (HSFG).
Due to this friction, the slip in the joint is
eliminated; joints with HSFG bolts are
called non-slip connections or friction
type connections
17 Dr. N. Subramanian
18. Bolt Tightening Techniques
When slip resistant connections are not
required, high strength bolts are
tightened to a ‘snug-tight’ using an
ordinary spud wrench.
When slip resistant connections are
desired with HDFC bolts, three methods
are used:
Turn-of-the-nut tightening (part–turn
method) –Cheap, more reliable, and
common method.
Direct tension indicator tightening,
Calibrated wrench tightening (torque
control method).
18 Dr. N. Subramanian
20. Turn-of-the nut Tightening
In the American practice, 1/3 turn of the nut is prescribed
for bolt length less than 4 d, 1/2 turn of the nut for bolt
lengths from 4 to 8 d or 200 mm and 2/3 turn of the nut for
bolt lengths greater than 8 d or 200 mm, where d is the
diameter of bolt (Salmon and Johnson, 1996). The bolts are
tensioned using 1/8 turn increments.
20 Dr. N. Subramanian
21. Behaviour of bolt-Turn-of-
the-nut Method
21 Dr. N. Subramanian In this method the bolt deformation is
a critical factor
22. Direct Tension Indicator
Tightening
There are two types of proprietary load – indication
devices.
The first type of device indicates the load by producing a
measurable change in gap between the nut and the gripped
material.
22 Dr. N. Subramanian
23. Direct Tension Indicator
Tightening (cont)
In the second type, the bolt is tightened by
turning a nut, which has a protruding nib; the
tightening is continued till the nib shears off.
23 Dr. N. Subramanian
24. Calibrated Wrench tightening
Wrenches are calibrated by
tightening, in a hydraulic
tension-measuring device,
using a minimum of three bolts
of the same diameter.
Impact wrenches are set to
stall when the prescribed bolt
tension is reached. A click
sound can be heard and felt
when the set torque is
reached.
Manual torque wrenches have
a torque indicating device,
using which the torque
required to produce the initial
tension is measured.
24 Dr. N. Subramanian
25. Advantages of
Bolted connections
Bolted connections offer the following
advantages over riveted or welded
connections:
Use of unskilled labour and simple tools
Noiseless and quick fabrication
No special equipment/process needed for
installation
Fast progress of work
Accommodates minor discrepancies in
dimensions
The connection supports loads as soon as the
bolts are tightened (in welds and rivets,
cooling period is involved).
Main drawback of black bolt is the slip
of the joint when subjected to loading
25 Dr. N. Subramanian
27. Advantages of HSFG Bolts
HSFG bolts do not allow any slip between the
elements connected, especially in close tolerance
holes, Thus they provide rigid connections.
Because of the clamping action, load is
transmitted by friction only and the bolts are not
subjected to shear and bearing.
Due to the smaller number of bolts, the gusset
plate sizes are reduced.
Deformation is minimized.
Holes larger than usual can be provided to ease
erection and take care of lack-of-fit. However
note that the type of hole will govern the strength
of the connection.
Noiseless fabrication, since the bolts are
tightened with wrenches.
27 Dr. N. Subramanian
28. Advantages of HSFG Bolts
The possibility of failure at the net section under
the working loads is eliminated.
Since the loads causing fatigue will be within
proof load, the nuts are prevented from loosening
and the fatigue strength of the joint will be
greater than in welded/connections.
Since the load is transferred by friction, there is no
stress concentration in the holes.
Unlike riveted joints, few persons are required for
making the connections.
No heating is required and no danger of tossing of
bolt. Thus safety of the workers is enhanced.
Alterations, if any (e.g. replacement of defective
bolt) is done easily than in welded connections.
28 Dr. N. Subramanian
29. Drawbacks of HDFC Bolts
Bolting usually involves a significant
fabrication effort to produce the bolt holes
and associated plates or cleats.
Special procedures are required to ensure
that the clamping actions required for
preloaded friction-grip joints are
achieved.
The connections with HSFG bolts may not
be as rigid as a welded connection.
HSFG bolts are about 50% higher than
black bolts
The percentage elongation at failure is
12% only.
29 Dr. N. Subramanian
30. Bolt Holes
Bolt holes are usually drilled.
IS: 800 allows punched holes only in
materials whose yield stress (fy) does not
exceed 360 MPa and where thickness
does not exceed (5600/fy) mm.
Bolt holes are made larger than the bolt
diameter to facilitate erection.
Oversize holes should not exceed 1.25d or
(d+8) mm in diameter, where d is the
nominal bolt diameter in mm.
Slotted hole [provided to accommodate
movements) should not exceed 1.33d in
length (for short slotted hole) and 2.5 d in
length (for long slotted hole).
30 Dr. N. Subramanian
31. Pitch, Staggered holes &
Gauge
The edge
distance
should be
sufficient for
bearing
capacity and
to provide
space for bolt
head, washer
and nut.
A minimum spacing of 2.5 times the nominal diameter of
the fastener is specified in the code to ensure that there
is sufficient space to tighten the bolts, to prevent
overlapping of the washers and to provide adequate
resistance to tear-out of the bolts.
31 Dr. N. Subramanian
32. Bolt Dia, Pitch & Edge
Distances as per IS 800
32 Dr. N. Subramanian
34. Note on IS Rolled Sections
Bolting is often poorly executed:
Shank gets bent due to tapered flange
To avoid it use
Tapered washers
(IS 5372/IS 5374)
34 Dr. N. Subramanian