Steel Design Guide
17
High Strength Bolts
A Primer for Structural Engineers
Geoffrey Kulak
Professor Emeritus
University of Alberta
Edmonton, Canada
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
copyright page.qxd 9/30/2002 2:35 PM Page 1
Copyright © 2002
by
American Institute of Steel Construction, Inc.
All rights reserved. This book or any part thereof
must not be reproduced in any form without the
written permission of the publisher.
The information presented in this publication has been prepared in accordance with rec-
ognized engineering principles and is for general information only. While it is believed to
be accurate, this information should not be used or relied upon for any specific appli-
cation without competent professional examination and verification of its accuracy,
suitablility, and applicability by a licensed professional engineer, designer, or architect.
The publication of the material contained herein is not intended as a representation
or warranty on the part of the American Institute of Steel Construction or of any other
person named herein, that this information is suitable for any general or particular use
or of freedom from infringement of any patent or patents. Anyone making use of this
information assumes all liability arising from such use.
Caution must be exercised when relying upon other specifications and codes developed
by other bodies and incorporated by reference herein since such material may be mod-
ified or amended from time to time subsequent to the printing of this edition. The
Institute bears no responsibility for such material other than to refer to it and incorporate
it by reference at the time of the initial publication of this edition.
Printed in the United States of America
First Printing: October 2002
AUTHOR ACKNOWLEDGEMENTS
Following several years experience as a bridge designer, The author would like to thank the reviewers for their assis-
Geoffrey Kulak spent most of his career as a university tance in the development of this design guide. Their com-
teacher and was Professor of Civil Engineering at the Uni- ments and suggestions have enriched this design guide.
versity of Alberta (Edmonton, Canada) from 1970 to 1996.
Roger L. Brockenbrough Rex V. Owen
He is now Professor Emeritus at that University. He is a rec-
Charles J. Carter Charles R. Page
ognized authority on member stability, behavior of welded
Edward R. Estes, Jr. Davis G. Parsons
and bolted connections, and fatigue of fabricated steel
Rodney D. Gibble David T. Ricker
members. He has extensive experience in building code
John L. Harris William Segui
development, research, teaching, and consulting. His edu-
Christopher M. Hewitt John Shaw
cation includes B.Sc. in Civil Engineering at the University
Thomas J. Langill W. Lee Shoemaker
of Alberta, M.S. at the University of Illinois, and the Ph.D.
William A. Milek James A. Swanson
degree from Lehigh University. He has published exten-
Heath Mitchell Thomas S. Tarpy
sively, and these publications include the Guide to Design
Thomas M. Murray Charles J. Wilson
Criteria for Bolted and Riveted Joints, A Fatigue Primer for
Structural Engineers, and the principal undergraduate steel
design textbook in Canada, Limit States Design for Struc-
tural Steel.
v
TABLE OF CONTENTS
1. Introduction
1.1 Purpose and Scope ............................................ 1 5.4 Shear Lag.................................................... 33
1.2 Historical Notes................................................. 1 5.5 Block Shear ................................................. 34
1.3 Mechanical Fasteners ........................................ 1
6. Bolts in Tension
1.4 Types of Connections........................................ 4
6.1 Introduction ................................................. 37
1.5 Design Philosophy............................................. 6
6.2 Single Fasteners in Tension......................... 37
1.6 Approach Taken in this Primer.......................... 7
6.3 Bolt Force in Tension Connections ............. 38
2. Static Strength of Rivets
7. Fatigue of Bolted and Riveted Joints
2.1 Introduction ....................................................... 9
7.1 Introduction ................................................. 41
2.2 Rivets Subject to Tension.................................. 9
7.2 Riveted Joints .............................................. 41
2.3 Rivets in Shear................................................... 9
7.3 Bolted Joints ................................................ 42
2.4 Rivets in Combined Tension and Shear .......... 10
7.3.1 Bolted Shear Splices ..................... 42
3. Installation of Bolts and Their Inspection
7.3.2 Bolts in Tension Joints.................. 43
3.1 Introduction ..................................................... 13
8. Special Topics
3.2 Installation of High-Strength Bolts.................. 13
8.1 Introduction ................................................. 45
3.2.1 Turn-of-Nut Installation....................... 14
8.2 Use of Washers in Joints with
3.2.2 Calibrated Wrench Installation ............ 17
Standard Holes............................................. 45
3.2.3 Pretensions Obtained using Turn-of-Nut
8.3 Oversize or Slotted Holes............................ 45
and Calibrated Wrench Methods ......... 17
8.4 Use of Long Bolts or Short Bolts ................ 46
3.2.4 Tension-Control Bolts ......................... 18
8.5 Galvanized Bolts ......................................... 46
3.2.5 Use of Direct Tension Indicators ......... 19
8.6 Reuse of High-Strength Bolts...................... 47
3.3 Selection of Snug-Tightened or
8.7 Joints with Combined Bolts and Welds....... 48
Pretensioned Bolts........................................... 19
8.8 Surface Coatings.......................................... 48
3.4 Inspection of Installation ................................. 20
References.................................................................. 51
3.4.1 General................................................. 20
3.4.2 Joints Using Snug-Tight Bolts............. 21
Index........................................................................... 55
3.4.3 Joints Using Pretensioned Bolts .......... 21
3.4.4 Arbitration ........................................... 21
4. Behavior of Individual Bolts
4.1 Introduction ..................................................... 23
4.2 Bolts in Tension............................................... 23
4.3 Bolts in Shear .................................................. 24
4.4 Bolts in Combined Tension and Shear ............ 25
5. Bolts in Shear Splices
5.1 Introduction ..................................................... 27
5.2 Slip-Critical Joints........................................... 28
5.3 Bearing-Type Joints ........................................ 30
5.3.1 Introduction ......................................... 30
5.3.2 Bolt Shear Capacity ............................. 30
5.3.3 Bearing Capacity ................................. 31
vii
Chapter 1
INTRODUCTION
1.1. Purpose and Scope
There are two principal types of fasteners used in however, the installation of rivets required more
contemporary fabricated steel structures bolts and equipment and manpower than did the high-strength bolts
welds. Both are widely used, and sometimes both that became available in a general way during the 1950's.
fastening types are used in the same connection. For This meant that it was more expensive to install a rivet
many connections, it is common to use welds in the shop than to install a high-strength bolt. Moreover, high-
portion of the fabrication process and to use bolts in the strength bolts offered certain advantages in strength and
field. Welding requires a significant amount of performance as compared with rivets.
equipment, uses skilled operators, and its inspection is a Bolts made of mild steel had been used occasionally
relatively sophisticated procedure. On the other hand, in the early days of steel and cast iron structures. The first
bolts are a manufactured item, they are installed using suggestion that high-strength bolts could be used appears
simple equipment, and installation and inspection can be to have come from Batho and Bateman in a report made
done by persons with only a relatively small amount of to the Steel Structures Committee of Scientific and
training. Industrial Research of Great Britain [3] in 1934. Their
Engineers who have the responsibility for structural finding was that bolts having a yield strength of at least
design must be conversant with the behavior of both bolts 54 ksi could be pretensioned sufficiently to prevent slip of
and welds and must know how to design connections connected material. Other early research was done at the
using these fastening elements. Design and specification University of Illinois by Wilson and Thomas [4]. This
of welds and their inspection methods generally involves study, directed toward the fatigue strength of riveted
selecting standardized techniques and acceptance criteria shear splices, showed that pretensioned high-strength
or soliciting the expertise of a specialist. On the other bolted joints had a fatigue life at least as good as that of
hand, design and specification of a bolted joint requires the riveted joints.
the structural engineer to select the type of fasteners, In 1947, the Research Council on Riveted and Bolted
understand how they are to be used, and to set out Structural Joints (RCRBSJ) was formed. This body was
acceptable methods of installation and inspection. responsible for directing the research that ultimately led
Relatively speaking, then, a structural engineer must to the wide-spread acceptance of the high-strength bolt as
know more about high-strength bolts than about welds. the preferred mechanical fastener for fabricated structural
The purpose of this Primer is to provide the structural steel. The Council continues today, and the organization
engineer with the information necessary to select suitable is now known as the Research Council on Structural
high-strength bolts, specify the methods of their Connections (RCSC). The first specification for structural
installation and inspection, and to design connections that joints was issued by the RCRBSJ in 1951 [5].
use this type of fastener. Bolts can be either common At about the same time as this work was going on in
bolts (sometimes called ordinary or machine bolts) or North America, research studies and preparation of
high-strength bolts. Although both types will be specifications started elsewhere, first in Germany and
described, emphasis will be placed on high-strength bolts. Britain, then in other European countries, in Japan, and
Because many riveted structures are still in use and often elsewhere. Today, researchers in many countries of the
their adequacy must be verified, a short description of world add to the knowledge base for structural joints
rivets is also provided. made using high-strength bolts. Interested readers can
find further information on these developments in
1.2. Historical Notes References [6, 7, 8, 9].
Rivets were the principal fastener used in the early days
1.3. Mechanical Fasteners
of iron and steel structures [1, 2]. They were a
satisfactory solution generally, but the clamping force The mechanical fasteners most often used in structural
produced as the heated rivet shrank against the gripped steelwork are rivets and bolts. On occasion, other types of
material was both variable and uncertain as to magnitude. mechanical fasteners are used: generally, these are special
Thus, use of rivets as the fastener in joints where slip was forms of high-strength bolts. Rivets and bolts are used in
to be prevented was problematic. Rivets in connections drilled, punched, or flame-cut holes to fasten the parts to
loaded such that tension was produced in the fastener also be connected. Pretension may be present in the fastener.
posed certain problems. Perhaps most important,
1
Whether pretension is required is a reflection of the type taken from the parent rivet or bolt.) Since the only reason
and purpose of the connection. for dealing with rivet strength today is in the evaluation
Rivets are made of bar stock and are supplied with a of an existing structure, care must be taken to ascertain
preformed head on one end. The manufacturing process the grade of the rivets in the structure. Very old structures
can be done either by cold or hot forming. Usually, a might have rivet steel of lesser strength than that reflected
button-type head is provided, although flattened or by ASTM A502. (This ASTM standard, A502, was
countersunk heads can be supplied when clearance is a discontinued in 1999.)
problem. In order to install the rivet, it is heated to a high In fabricated structural steel applications, threaded
temperature, placed in the hole, and then the other head is elements are encountered as tension rods, anchor rods,
formed using a pneumatic hammer. The preformed head and structural bolts. In light construction, tension
must be held in place with a backing tool during this members are often made of a single rod, threaded for a
operation. In the usual application, the second head is also short distance at each end. A nut is used to effect the load
a button head. transfer from the rod to the next component. The weakest
As the heated rivet cools, it shrinks against the part of the assembly is the threaded portion, and design is
gripped material. The result of this tensile strain in the based on the so-called "stress area." The stress area is a
rivet is a corresponding tensile force, the pretension. defined area, somewhere between the cross-sectional area
Since the initial temperature of the rivet and the initial through the root of the threads and the cross-sectional
compactness of the gripped material are both variable area corresponding to the nominal bolt diameter. In the
items, the amount of pretension in the rivet is also
US Customary system of units, this stress area ( Ast ) is
variable. Destructive inspection after a rivet has been
calculated as
driven shows that usually the rivet does not completely
2
fill the barrel of the hole.
0.9743
öÅ‚
(1.1)
Ast = 0.7854 ëÅ‚D - ÷Å‚
ìÅ‚
The riveting operation requires a crew of three or
n
íÅ‚ Å‚Å‚
four and a considerable amount of equipment for
where D is the bolt diameter, inches, and n is the number
heating the rivets and for forming the heads and it is a
of threads per inch.
noisy operation.
150
A490 bolts
100
Stress
A502 grade 2 rivets
A325 bolts
ksi
50
A502 grade 1 rivets
0.08 0.16 0.24
Strain
Fig. 1.1 Stress vs. Strain of Coupons taken from Bolts and Rivets
The ASTM specification for structural rivets, A502, Threaded rods are not a factory-produced item, as is
provided three grades, 1, 2, and 3 [10]. Grade 1 is a the case for bolts. As such, a threaded rod can be made of
carbon steel rivet for general structural purposes, Grade 2 any available steel grade suitable for the job.
is for use with higher strength steels, and Grade 3 is Anchor rods are used to connect a column or beam
similar to Grade 2 but has atmospheric corrosion resistant base plate to the foundation. Like tension members, they
properties. The only mechanical property specified for are manufactured for the specific task at hand. If hooked
rivets is hardness. The stress vs. strain relationship for the or headed, only one end is threaded since the main
two different strength levels is shown in Fig. 1.1, along portion of the anchor rod will be bonded or secured
with those of bolt grades to be discussed later. (The plot mechanically into the concrete of the foundation.
shown in Fig. 1.1 represents the response of a coupon Alternatively, anchor rods can be threaded at both ends
2
and a nut used to develop the anchorage. Like threaded Two strength grades of high-strength steel bolts are
rods, anchor rods can be made of any grade of steel. One used in fabricated structural steel construction. These are
choice, however, is to use steel meeting ASTM A307, ASTM A325 [12] and ASTM A490 [13]. Structural bolts
which is a steel used for bolts, studs, and other products manufactured according to ASTM A325 can be supplied
of circular cross-section.1 It is discussed below. as Type 1 or Type 3 and are available in diameters from
Structural bolts are loosely classified as either ½ in. to 1½ in. (Type 2 bolts did exist at one time but
common or high-strength. Common bolts, also known as have been withdrawn from the current specification.)
unfinished, ordinary, machine, or rough bolts, are covered Type 1 bolts use medium carbon, carbon boron, or
by ASTM Specification A307 [11]. This specification medium carbon alloy steel. Type 3 bolts are made of
includes the products known as studs and anchor bolts. weathering steel and their usual application is in
(The term stud is intended to apply to a threaded product structures that are also of weathering steel. A325 bolts are
that will be used without a nut. It will be screwed directly intended for use in structural connections that are
into a component part.) Three grades are available in assembled in accordance with the requirements of the
ASTM A307 A, B, and C. Grade B is designated for use Research Council on Structural Connections Specification
in piping systems and will not be discussed here. Grade A (RCSC) [14]. This link between the product specification
has a minimum tensile strength of 60 ksi, and is intended (ASTM A325) and the use specification (RCSC) is
for general applications. It is available in diameters from explicitly stated in the ASTM A325 Specification. The
ź in. to 1½ in. Grade C is intended for structural minimum tensile strength of A325 bolts is 120 ksi for
anchorage purposes, i.e., non-headed anchor rods or diameters up to and including 1 in. and is 105 ksi for
studs. The diameter in this grade can be as large as 4 in. diameters beyond that value.2
Structural bolts meeting ASTM A307 are sometimes used The other high-strength fastener for use in fabricated
7/8 in. dia. A490 bolt
80
60
7/8 in. dia. A325 bolt
40
7/8 in. dia. A307 bolt
20
0.05 0.10
0.15 0.20
elongation (inches)
Fig. 1.2 Comparison of Bolt Types: Direct Tension
in structural applications when the forces to be transferred structural steel is that corresponding to ASTM A490. This
are not particularly large and when the loads are not fastener is a heat-treated steel bolt of 150 ksi minimum
vibratory, repetitive, or subject to load reversal. These tensile strength (and maximum tensile strength of
bolts are relatively inexpensive and are easily installed. 170 ksi). As with the A325 bolt, it is intended that A490
The response of an ASTM A307 bolt in direct tension is bolts be used in structural joints that are made under the
shown in Fig. 1.2, where it is compared with the two RCSC Specification. Two grades are available, Type 1
types of high-strength bolts used in structural practice. and Type 3. (As was the case with A325 bolts, Type 2
The main disadvantages of A307 bolts are its inferior A490 bolts were available in the past, but they are no
strength properties as compared with high-strength bolts longer manufactured.) Type 1, available in diameters of ½
and the fact that the pretension (if needed for the type of to 1½ in., is made of alloy steel. Type 3 bolts are
joint) will be low and uncertain. atmospheric corrosion resistant bolts and are intended for
2
The distinction of strength with respect to diameter
1
ASTM F1554  99 (Standard Specification for Anchor arose from metallurgical considerations. These
Bolts, Steel, 36, 55, and 105 ksi Yield Strength) is metallurgical restrictions no longer exist, but the
probably a more common choice today, however. distinction remains.
3
bolt tension (kips)
use in comparable atmospheric corrosion resistant steel bolt and the nut has been satisfied, the main attribute of
components. They also can be supplied in diameters from the nut is that it have a strength consistent with that of the
½ to 1½ in. bolt. Principally, this means that the nut must be strong
Both A325 and A490 bolts can be installed in such a enough and have a thread engagement deep enough so
way that a large pretension exists in the bolt. As will be that it can develop the strength of the bolt before the nut
seen, the presence of the pretension is a factor in some threads strip.4 For the structural engineer, the selection of
types of joints. This feature, and the concomitant a suitable nut for the intended bolt can be made with the
requirements for installation and inspection, are discussed assistance of ASTM A563, Standard Specification for
later. Carbon and Alloy Steel Nuts [15]. A table showing nuts
There are a number of other structural fasteners suitable for various grades of fasteners is provided in that
covered by ASTM specifications, for example A193, Specification. Washers are described in ASTM F436 [16].
A354, and A449. The first of these is a high-strength bolt The RCSC Specification [14] provides summary
for use at elevated temperatures. The A354 bolt has information for both nut and washer selection.
strength properties similar to that of the A490 bolt,
especially in its Grade BD, but can be obtained in larger 1.4. Types of Connections
diameters (up to 4 in.) than the A490 bolt. The A449 bolt
It is convenient to classify mechanically fastened joints
has strength properties similar to that of the A325 bolt,
according to the types of forces that are produced in the
but it also can be furnished in larger diameters.3 It is often
fasteners. These conditions are tension, shear, and
the specification used for high-strength anchor rods.
combined tension and shear. In each case, the force can
Overall, however, A325, and A490 bolts are used in the
be induced in several different ways.
great majority of cases for joining structural steel
Figure 1.3 shows a number of different types of
elements.
joints that will produce shear in the fasteners. Part (a)
lap plates
main
plate
Fig. 1.3(b) Truss Joint
Fig.1.3(a) Lap Splice
two angles
Fig. 1.3(d) Standard Beam Connection
Fig. 1.3(c) Eccentric Joint
Fig. 1.3 Bolted Joint Configurations
The nuts that accompany the bolts (and washers, if shows a double lap splice. The force in one main
required) are an integral part of the bolt assembly. component, say the left-hand plate, must be transferred
Assuming that the appropriate mechanical fit between the
4
Strictly speaking, this is not always required. If the only
3
Although the A354 and the A449 bolts have strength
function of the bolt is to transfer shear, then the nut only
properties similar to the A325 and A490 bolts needs to keep the bolt physically in place. However, for
respectively, the thread length, quality assurance simplicity, the nut requirement described is applied to all
requirements, and packaging differ. bolting applications.
4
into the other main component, the right-hand plate. In A joint in which tension will be induced in some of
the joint illustrated, this is done first by transferring the the fasteners is shown in Fig. 1.4 (a). This is the
force in the left-hand main plate into the six bolts shown connection of a hanger to the lower flange of a beam.
on the left-hand side of the splice. These bolts act in Figure 1.4 (b) shows a beam-to-column connection in
shear. Next, these six bolts transfer the load into the two which it is desired that both shear and moment be
splice plates. This transfer is accomplished by the bearing transmitted from the beam to the column. A satisfactory
of the bolts against the sides of the holes in the plates.5 assumption for design is that all the shear force in the
Now the load is in the splice plates, where it is resisted by beam is in the web and all the beam moment is in the
a tensile force in the plate. Next, the load is transferred flanges. Accordingly, the fasteners in the pair of clip
out of the splice plates by means of the six bolts shown angles used to transfer the beam shear force are
on the right-hand side of the splice and into the main plate themselves loaded in shear. The beam moment
on the right-hand side. In any connection, understanding (represented by a force couple located at the level of the
the flow of forces is essential for proper design of the flanges) is transmitted by the short tee sections that are
bolts in
bolts in
shear
bolts in
tension
tension
Fig. 1.4(a)
bolts in
shear
Fig. 1.4(b)
Fig. 1.4 Examples of Bolts in Tension
components, both the connected material and the fastened to the beam flanges. The connection of the tee
fasteners. In the illustration, this visualization of the force section to the beam flanges puts those fasteners into
flow (or, use of free-body diagrams!) allows the designer shear, but the connection of the top beam flange tee to the
to see, among other things, that six fasteners must carry
bolts in
the total force at any given time, not twelve. More
combined
shear and
complicated arrangements of splice plates and use of
tension
different main components, say, rolled shapes instead of
bolts in
plates, are used in many practical applications. The
shear
problem for the designer remains the same, however to
understand the flow of forces through the joint.
Part (b) of Fig. 1.3 shows a panel point connection in
a light truss. The forces pass out of (or into) the members
and into (or out of) the gusset plate by means of the
fasteners. These fasteners will be loaded in shear.
Fig. 1.5 Bolts in Combined Shear
Fig. 1.3 (c) shows a crane rail bracket. The fasteners
and Tension
again will be subjected to shear, this time by a force that
column flange puts those fasteners into tension.
is eccentric relative to the center of gravity of the fastener
Finally, one illustration is presented where both shear
group. The standard beam connection (Fig. 1.3 (d))
and tension will be present in the fasteners. The inclined
provides another illustration of fasteners that will be
bracing member depicted in Fig. 1.5, shown as a pair of
loaded in shear. There are numerous other joint
angles, is a two-force member. Considering the tension
configurations that will result in shear in the fasteners.
case, resolution of the inclined tensile force into its
horizontal and vertical components identifies that the
fasteners that connect the tee to the column must resist the
5
applied forces in both shear and in tension.
Load transfer can also be by friction. This is discussed
in Section 5.2.
5
The example of load transfer that was demonstrated a stress, as shown, if that is more convenient. Finally,
by Fig. 1.3 (a) can be taken one step further, as is since the plate segment must be in equilibrium, the pair of
necessary to establish the forces and corresponding forces, P/2, must be present in the plate.
stresses in the connected material. Figure 1.6 shows the These are simple illustrations of how some
same joint that was illustrated in Fig. 1.3 (a), except that it connections act and the forces that can be present in the
has been simplified to one bolt and two plates. Part (a) bolts and in the adjacent connected material. There are
shows the joint. A free-body diagram obtained when the some other cases in which the load transfer mechanism
bolt is cut at the interface between the two plates is shown needs to be further explained, for example, when
in Fig. 1.6 (b). (A short extension of the bolt is shown for pretensioned high-strength bolts are used. This will be
convenience.) For equilibrium, the force in the plate, P, done in later chapters.
must be balanced by a force in the bolt, as shown. This is
the shear force in the bolt. If necessary, it can be 1.5. Design Philosophy
expressed in terms of the average shear stress, Ä , in the
For fabricated steel structures, two design philosophies
bolt by dividing by the cross-sectional area of the bolt.
coexist at the present time in the United States limit
Going one step further, the bolt segment is isolated in Fig.
states design and allowable stress design. In limit states
1.6 (c). This free-body diagram shows that, in order to
design, commonly designated in the United States as
equilibriate the shear force in the bolt, an equal and
Load and Resistance Factor Design, it is required that the
opposite force is required. The only place this can exist is
"limit states" of performance be identified and compared
on the right-hand face of the bolt. This force is delivered
with the effect of the loads applied to the structure. The
to the bolt as the top plate pulls up against the bolt, i.e.,
limit states are considered to be strength and
the bolt and the plate bear against one another. Finally,
serviceability.
the short portion of the top plate to the right of the bolt,
In the United States, the most commonly used
Fig. 1.6 (a), is shown in Fig. 1.6 (d). The force identified
specifications for the design of steel buildings are those of
as a "bearing force" in Fig. 1.6 (c) must be present as an
the American Institute of Steel Construction. In limit
equal and opposite force on the plate in part (d) of the
states design format, the AISC Load and Resistance
figure. This bearing force in the plate can be expressed as
Factor Design Specification (LRFD) is used [17]. If
.Q
P
P
Fig. 1.6 (a)
.Q
P
P
Fig. 1.6 (b) (and associated shear stress, Ä = P/A)
P
Fig. 1.6 (c)
{ a bearing force
P
Q
d
.
Q
.
P/2
t
Fig. 1.6 (d)
P
associated average
P/2
bearing stress: Ã = P/A = P/(txd)
note that this force is equal and
opposite to the bearing force shown
in (c)
Fig.1.6 Bolt Forces and Bearing in Plate
6
allowable stress design (ASD) is used, then the AISC calculate stresses for the fatigue case, does not correspond
Specification for Structural Steel Buildings, Allowable to either the nominal load or to the usual factored load.
Stress Design and Plastic Design, is available [18]. A full discussion of allowable stress design and limit
An example of a strength limit state is the states design can be found in most books on the design of
compression buckling strength of an axially loaded fabricated steel structures. See, for example, Reference
column. The design strength is calculated according to the [20].
best available information, usually as expressed by a
Specification statement of the nominal strength, which is 1.6. Approach Taken in this Primer
then reduced by a resistance factor. The resistance factor,
In this document, the usual approach is to describe the
Ć , is intended to account for uncertainties in the
phenomenon under discussion in general terms, provide
calculation of the strength, understrength of material,
enough background information by way of research or, in
level of workmanship, and so on. In LRFD terminology,
some cases, theoretical findings, to enable a description
the product of the calculated ultimate capacity and the
of the phenomenon to be made, and then to provide a
resistance factor is known as the design strength.
design rule. This is then linked to the corresponding rule
The loads that act on the structure are likewise
in the principal specification, that of AISC [17], and only
subject to adjustment: few, if any, loads are deterministic.
the LRFD rules will be discussed. In a few cases, the
Therefore, the expected loads on a structure are also
reference specification will be that of AASHTO [19].
multiplied by a factor, the load factor. (More generally,
load factors are applied in defined combinations to
different components of the loading.) For most
applications, the load factor is greater than unity. Finally,
the factored resistance is compared with the effect of the
factored loads that act on the structure.
In allowable stress design, the structure is analyzed
for the loads expected to be acting (nominal loads) and
then stresses calculated for each component. The
calculated stress is then compared with some permissible
stress. For example, a fraction of the yield stress of the
material is used in the case of a tension member.
It is interesting to note that, for a long time, the
design of mechanical fasteners has been carried out using
a limit states approach. Even under allowable stress
design, the permissible stress was simply a fraction of the
tensile strength of the fastener, not a fraction of the yield
strength. Indeed, it will be seen that there is no well-
defined yield strength of a mechanical fastener: the only
logical basis upon which to design a bolt is its ultimate
strength.
The other limit state that must be examined is
serviceability. For buildings, this means that such things
as deflections, drift, floor vibrations, and connection slip
may have to be examined. In contrast to the situation
when the ultimate limit state is under scrutiny, these
features are to be checked under the nominal loads, not
the factored loads.
One of the most important features of bridge design
(and other structures subjected to moving or repetitive
loads) is fatigue. Some specifications put this topic in the
category of ultimate limit state, whereas others call it a
serviceability limit state. The principal design
specification for fatigue in highway bridges in the United
States, the rules of the American Association of State
Highway and Transportation Officials (AASHTO),
creates a separate limit state for fatigue [19]. This is done
primarily because the so-called fatigue truck, used to
7
Chapter 2
STATIC STRENGTH of RIVETS
2.1 Introduction
The product FtAb obviously is the ultimate tensile
As discussed in Chapter 1, rivets have not been used in
strength (nominal strength) of the rivet shank. The value
the fabrication and erection of structural steel for many
of the resistance factor Ć recommended in the AISC
years. However, there are still reasons why a structural
Specification, 0.75, is relatively low, as it is for most
engineer may need to know about the behavior of rivets.
connection elements. There is no research available that
Because they can be present in existing buildings and
identifies the appropriate value of the resistance factor,
bridges, it follows that one objective is the necessity of
Ć , for rivets in tension. However, the case of high-
evaluating the strength of these elements when a structure
is considered for such things as renovation or the
strength bolts in tension can be used as a basis of
determination of safety under increased load levels. In
comparison. In Reference [22], it was established that
this Chapter, the static design strength of rivets is
Ć = 0.85 is a satisfactory choice for high-strength bolts in
examined. The fatigue strength of a riveted connection,
tension. This is also the value recommended in the Guide
the other major area of interest, is more logically treated
[6]. Thus, selection of the value 0.75 is a conservative
in Chapter 7, Fatigue of Bolted and Riveted Joints.
choice for rivets, but it results in values that are consistent
with those used historically in allowable stress design.
2.2 Rivets Subject to Tension
It is not uncommon for mechanical fasteners acting in
tension to be loaded to a level that is greater than that
The tensile stress vs. strain response for ASTM A502
corresponding to the total applied load divided by the
rivet steel (i.e., undriven rivets) was shown in Fig. 1.1.
number of fasteners. This is the result of prying action
The tensile strength is about 60 ksi for Grade 1 and about
produced by deformation of the connected parts. It is
80 ksi for Grade 2 or 3. After the rivet has been driven,
advisable to follow the same rules for prying action in the
the tensile strength can be significantly increased [21]. At
case of rivets in tension as are recommended for bolts in
the same time, however, the ductility of the driven rivet is
tension. Prying action is discussed in Chapter 6.
considerably less than that of the material from which it
The most common need for the strength calculation
was driven. Most tension tests of driven rivets also show
of a rivet or rivet group in tension will be to determine the
a decrease in strength with increasing rivet length (grip).
strength of an existing connection. The integrity of the
The residual clamping force that is present in a driven
rivet heads should be closely examined. If the head is not
rivet does not affect the ultimate strength of the rivet. In
capable of resisting the force identified in Eq. 2.1, then
principle then, the design tensile strength of a rivet is
the calculation simply is not valid. Rivet heads in such
simply the product of the minimum tensile strength of the
structures as railroad bridges can be severely corroded as
rivet material multiplied by a resistance factor.
a result of the environmental conditions to which they
The AISC LRFD Specification provides rules for the
have been subjected over the years.
design tension strength ( Ć R ) of ASTM A502 rivets. In
n
accordance with Article J3.6 of the Specification, this is
2.3 Rivets in Shear
to be calculated as:
Numerous tests have been carried out to determine the
Ć R = Ć Ft Ab (2.1)
n
shear strength of rivets see, for example, References
[21, 23, 24]. These tests all show that the relationship
where Ć R = design tension strength in tension, kips
n
between the shearing force that acts on a rivet and its
Ć = resistance factor, taken as 0.75
corresponding shearing displacement has little, if any,
region that can be described as linear. Thus, the best
Ft = nominal tensile strength, taken as 45 ksi for
description of the strength of a rivet in shear is its
ASTM A502 Grade 1 hot-driven rivets or as
ultimate shear capacity. In order to be able to compare
60 ksi for Grade 2 hot-driven rivets
rivets of different basic strengths, it is usual to relate the
Ab = cross-sectional area of the rivet according to
shear strength to the tensile strength of the steel from
which the rivet is made. The results [21, 23] indicate that
its nominal diameter, in.2
the value of this ratio (shear strength / tensile strength) is
about 0.75, and that the ratio is not significantly affected
by the grade of rivet or whether the shear test was done
9
on driven or undriven rivets. However, there is a applied for long riveted connections. See also Section
relatively wide spread in the value of the ratio, from about J3.6 of the AISC LRFD Specification.
0.67 to 0.83, according to the work in References [21 and 2.4 Rivets in Combined Shear and Tension
23].
It was explained in Section 1.4 (and with reference to
Typical shear load vs. shear deformation tests are
Fig. 1.5) that fasteners must sometimes act under a
shown in Fig. 2.1 [25]. These tests are for 7/8 in. dia.
combination of tension and shear. Tests done by Munse
A502 Grade 1 rivets with two different grip lengths, 3 in.
and Cox [23] form the basis for the design rule for this
and 4½ in. Because of greater bending in the longer rivets
case. The tests were done on ASTM A141 rivets (which
(and un-symmetrical loading in the case of these tests),
are comparable to A502 Grade 1 rivets), but the results
there was greater deformation in these rivets in the early
are considered to be reasonable for application to all
stages of the test. However, the ultimate shear strength
grades of rivets. The test variables included variation in
was unaffected by grip length. Since driving of the rivet
grip length, rivet diameter, driving procedure, and
increases its tensile strength, the corresponding shear
manufacturing process [23]. The only one of these
strength is likewise expected to increase. Thus, the shear
strength of Grade 1 A502 rivets can be expected to be at
least 0.75 × 60 ksi = 45 ksi and that for Grade 2 or
60
3 in.
Grade 3 rivets will be about 0.75 × 80 ksi = 60 ksi . (The
grip
Load
multiplier 0.75 is not a resistance factor. It is the value of (kips)
the ratio shear strength / tensile strength mentioned
40
above.)
As was the case for rivets in tension, there have not
4-½ in. grip
been any studies that have explored the resistance factor
20
for rivets in shear. The value recommended in the Guide
[6] for bolts in shear is 0.80. In Reference [22], the
resistance factor recommended is 0.83 for ASTM A325
bolts and 0.78 for ASTM A490 bolts.
In the AISC LRFD Specification, Section J3.6
requires that the design shear strength ( Ć R ) of a rivet is 0.05 0.20
0.10 0.15 0.25
n
to be taken as
Deformation (in.)
Ć Rn = Ć Fv Ab (2.2)
Fig. 2.1 Shear vs. Deformation Response of
A502 Grade 1 Rivets
where Ć R = design shear strength, kips
n
Ć = resistance factor, taken as 0.75
variables that had an influence on the behavior was grip
length: long grip rivets tended to show a decrease in
Fv = nominal shear strength, taken as 25 ksi for
strength with length. This is consistent with tests done on
ASTM A502 Grade 1 rivets or as 33 ksi for
rivets loaded in shear only. As the loading condition
Grade 2 and Grade 3 hot-driven rivets
changed from tension-only to shear-only, deformation
capacity decreased. This also is consistent with
Ab = cross-sectional area of the rivet, in.2 The
observations for rivets in tension and rivets in shear.
calculation of Ab should reflect the number
An elliptical interaction curve was fitted to the test
of shear planes present.
results [23]. The mathematical description of the curve is:
2
Comparing the nominal shear strength values given
x
+ y2 = 1.0 (2.3)
in the Specification for the two rivet grades (25 ksi or
(0.75)2
33 ksi) with the corresponding experimentally determined
values (45 ksi or 60 ksi), it can be seen that the
where x = ratio of calculated shear stress (Ä) to tensile
permissible values under the AISC LRFD rules are
strength of the rivet (Ãu ) (i.e., x = Ä / Ãu )
significantly conservative. When evaluating the shear
strength of rivets in an existing structure, these
y = ratio of calculated tensile stress (Ã) to tensile
conservative elements of the design rule can be kept in
strength of the rivet (Ãu ) (i.e., y = Ã / Ãu )
mind.
The effect of joint length upon shear strength applied
An alternative representation of the test results was
to bolted shear splices (Section 5.1.) should also be
also suggested by the researchers [26]. This form, which
10
approximates the elliptical interaction equation with three
straight lines, is the model used in the AISC LRFD
Specification. In the AISC Specification (Table J3.5),
A502 rivets of Grade 1 are permitted a nominal tension
stress (ksi) under conditions of combined tension and
shear of
Ft = 59 - 2.4 f d" 45 (2.4)
v
and for A502 Grade 2 and 3 rivets, the expression is:
Ft = 78 - 2.4 f d" 60 (2.5)
v
Equations 2.4 and 2.5 use the AISC LRFD notation
for stresses. The resistance factor Ć = 0.75 must be
applied to the result obtained by Equation 2.4 or 2.5, and
then the design tension strength of the rivet (now reduced
by the presence of shear) can be determined using
Equation 2.1.
In applying these rules, it is apparent that the nominal
tensile stress is limited to the nominal tensile strength of
the rivet, which is 45 ksi for Grade 1 and 60 ksi for Grade
2 and 3. It should be remembered, as well, that there is
also a limit on the calculated shear stress, f (computed
v
under the factored loads). It must be equal to or less than
the nominal shear strength multiplied by the resistance
factor. The nominal shear stress is 25 ksi for A502
Grade 1 rivets and 33 ksi for Grade 2 and 3 rivets.
An advantage of the straight-line representation is
that it identifies the range of shear stress values for which
a reduction in tensile strength needs to be made. For
example, a reduction in tensile strength for Grade 1 rivets
is required when the calculated shear stress under the
factored loads is between 5.8 ksi and the maximum
permitted value of 18.8 ksi (i.e., 25 ksi × Ä† = 0.75). At
the former, the nominal tensile stress is, of course, 45 ksi,
and at the latter it has been reduced to 21.5 ksi.
The elliptical representation and the straight-line
representation fit the test data about equally well when
the forms presented in Reference [26] are applied. In the
formulation used by AISC (Equations 2.4 and 2.5 above),
the result will be conservative. It has already been pointed
out in this Chapter that the rules given in the AISC LRFD
Specification for the tension-only and the shear-only
cases are themselves conservative.
11
Chapter 3
INSTALLATION OF BOLTS AND THEIR INSPECTION
3.1 Introduction
structural practice, ASTM A490, has a specified ultimate
The installation of bolts, both high-strength bolts and
tensile strength of 150 ksi (and a maximum tensile
common bolts, is presented in this chapter. This is
strength of 170 ksi) for all diameters. In each case, the
accompanied by information on the inspection process
mechanical requirements of the specifications also make
that is necessary to ensure that the expectations of the
reference to a so-called proof load. This is the level up to
installation have been met. Further information on the
which the bolt can be loaded and then unloaded without
physical characteristics and mechanical properties of bolts
permanent residual deformation. In mild structural steels,
is also included.
this is termed the yield strength. However, in the case of
High-strength bolts can be installed in a way such
the high-strength bolts there is no well-defined yield
that an initial pretension (or, preload) is present. The
strength and all the design strength statements for high-
installation of ordinary bolts (ASTM A307) does not
strength bolts use the ultimate tensile strength as the basic
result in any significant pretension. For some
parameter. Hence, the designer need not be concerned
applications, the presence of a pretension affects how the
about the proof load.
joint performs, and the inspection of installation of high-
It is required that the nuts for high-strength bolts used
strength bolts should reflect whether or not bolt
in normal structural applications are heavy hex nuts that
pretension is required. Whether bolts should be
conform to the requirements of ASTM Standard A563
pretensioned is important in both the installation and
[15]. (If the bolts are to be used in high-temperature or
inspection processes. Because of this importance, advice
high-pressure applications, then another ASTM Standard
is given as to when pretensioned bolts should be required.
is used for identifying the appropriate nuts.) When zinc-
coated A325 bolts are to be used, then the nuts must also
3.2 Installation of High-Strength Bolts
be galvanized and tapped oversize. In this case,
requirements for lubrication of the nuts and a rotation
A bolt is a headed externally threaded fastener, and it is
capacity test for the bolt nut assembly are specified in
intended to be used with a nut. High-strength bolts were
ASTM Standard A325. (This is discussed in Section 8.5.)
introduced in Section 1.3, and for structural applications
Bolts are installed by first placing them in their holes
two types of bolts are used ASTM A325 and ASTM
and then running the nut down on the bolt thread until it
A490. Washers may or may not be required (see
contacts the connected plies. This can be done either
Chapter 8), depending on the application. Both the bolt
manually, by using a spud wrench,1 or using a power tool,
head and the nut are hexagonal. The shank is only
which is usually a pneumatic impact wrench. The
partially threaded, and the threaded length depends on the
expectation is that the connected parts will be in close
bolt diameter. Complete information on these details can
contact, although in large joints involving thick material it
be obtained in the relevant specifications [12, 13].
cannot be expected that contact is necessarily attained
Not all structural bolts used in practice precisely meet
completely throughout the joint. The installation process
the definition just given. Two other bolt configurations
should start at the stiffest part of the joint and then
are in common use. These are bolts that meet or replicate
progress systematically. Some repetition may be required.
the ASTM A325 or A490 requirements, but which have
The condition of the bolts at this time is referred to as
special features that relate to their installation. One is the
snug-tight, and it is attained by the full effort of the
"twist-off" bolt, which is covered by ASTM Specification
ironworker using a spud wrench or by running the nut
F1852. It is described in Section 3.2.4. The other case is
down until the air-operated wrench first starts to impact.
different from the conventional bolt nut set only by the
The bolt will undergo some elongation during this
addition of a special washer that acts as an indicator of the
process, and there will be a resultant tensile force
pretension in the bolt. Its installation and other
developed in the bolt. In order to maintain equilibrium, an
characteristics are described in Section 3.2.5.
equal and opposite compressive force is developed in the
Bolts meeting the requirements of ASTM Standards
connected material. The amount of the bolt tension at the
A325 and A490 were first described in Section 1.3. It was
noted there that the ultimate tensile strength level for
A325 bolts is 120 ksi or 105 ksi. The former applies to
bolts of diameter up to and including 1 in. and the latter
1
A spud wrench is the tool used by an ironworker to
for bolts greater than 1 in. diameter. There is no
install a bolt. It has an open hexagonal head and a tapered
maximum ultimate tensile strength specified for A325
handle that allows the worker to insert it into holes for
bolts. The other kind of high-strength bolt used in
purposes of initial alignment of parts.
13
snug-tightened condition is generally large enough to hold the snug-tight load at 8 kips.) It can be seen that the
the parts compactly together and to prevent the nut from average response is linear up to a load level slightly
backing off under static loads. As an example, in exceeding the specified proof load, then yielding starts to
laboratory tests snug-tight bolt pretensions range from occur in the threads and the response curve flattens out.
about 5 to 10 kips for 7/8 in. diameter A325 bolts. In Also shown in the figure is the range of elongations that
practice, the range is probably even larger. were observed at 1/2 turn past snug, which is the RCSC
For many applications, the condition of snug-tight is Specification requirement [14] for bolts of the length used
all that is required. Because use of snug-tightened bolts is in this study. The specified minimum bolt pretension is 39
an economical solution, they should be specified kips for A325 bolts of this diameter, and it can be
whenever possible. If the function of the joint requires observed that the measured pretension at 1/2 turn is well
that the bolts be pretensioned, then bolt installation must above this value. (The minimum bolt pretension required
be carried out in one of the ways described following. is 70% of the minimum specified ultimate tensile strength
Whether or not the bolts need to be pretensioned is of the bolt [14].)
described in Section 3.3. Figure 3.1 also shows that the specified minimum
tensile strength of the bolt (i.e., direct tension) is well
above the maximum bolt tension reached in the test (i.e.,
3.2.1 Turn-of-Nut Installation
torqued tension). This reflects the fact that during
If the nut continues to be turned past the location
installation the bolts are acting under a condition of
described as snug-tight, then the bolt tension will continue
combined stresses, tension and torsion.
to increase. In this section, the installation process
The results of the bolt installation shown in Fig. 3.1,
described is that in which a prescribed amount of turn of
which is typical of turn-of-nut installations, raise the
the nut is applied. This is an elongation method of
following questions:
controlling bolt tension. Alternatively, a prescribed and
" How do such bolts act in joints, rather than
calibrated amount of torque can be applied, as described
individually as depicted in Fig. 3.1?
in Section 3.2.2.
As the nut is turned, conditions throughout the bolt
" If the bolts subsequently must act in tension, can
are initially elastic, but local yielding in the threaded
they attain the specified minimum tensile strength?
portion soon begins. Most of the yielding takes place in
" Does the yielding that takes place in the bolt
the region between the underside of the nut and the thread
threads (mainly) affect the subsequent strength of
run-out. As the bolt continues to elongate under the action
the bolt in shear, tension, or combined tension and
of turning the nut, the bolt load (pretension) vs.
shear?
elongation response flattens out, that is, the bolt
" What is the margin against twist-off of the bolts in
pretension force levels off.
the event that more than 1/2 turn is applied
Figure 3.1 shows the bolt pretension obtained by
inadvertently?
turning the nut on a certain lot of A325 bolts [27]. These
were 7/8 in. diameter bolts that used a grip length of 4
" How sensitive is the final condition (e.g., bolt
1/8 in. (In this laboratory study, the snug-tight condition
pretension at 1/2 turn) to the level of the initial
was uniquely established for all bolts in the lot by setting
pretension at snug-tight?
The first three items in the list apply to bolts installed
specified min. tensile strength
by any procedure: the others are specific to turn-of-nut
50
installations.
Several of these questions can be addressed by
bolt
40 looking at the behavior of bolts that were taken from the
tension
1/2 turn
same lot as used to obtain Fig. 3.1 when they were
(kips) of nut
installed in a large joint [6]. Figure 3.2 shows the bolt
30
spec. min.
elongations and subsequent installed pretensions for 28 of
pretension
these bolts installed to 1/2 turn of nut beyond snug-tight.
20
The individual bolt pretensions can be estimated by
projecting upward from the bolt elongation histogram at
10
the bottom of the figure to the plot of bolt pretensions
7/8 in. dia. A325 bolts
obtained by the turn-of-nut installation. Even though there
is a large variation in bolt elongation for these 28 bolts
0.05 0.10 (from about 0.03 in. to nearly 0.05 in.), the resultant
pretension hardly varies at all. This is because the bolts
elongation (in.)
have entered the inelastic range of their response. Thus,
Fig. 3.1 Load vs. Elongation Relationship, Torqued Tension
the turn-of-nut installation results in a reliable level of
14
bolt pretension and one that is consistently above the when the A490 bolts failed. In other words, there is a
minimum required bolt pretension. considerable margin against twist-off for both fastener
The second thing that can be observed from Fig. 3.2 types.
is that, even though the range of bolt pretension at the It was observed in discussing the data in Fig. 3.1 that
snug condition was large (from about 16 kips to 36 kips), the pretension attained by the process of turning a nut
the final pretension is not affected in any significant way. onto a bolt does not reach the maximum load that can be
Again, this is because the bolt elongation imposed during attained in a direct tension test of the bolt. The presence
the installation procedure has taken the fastener into the of both tensile stresses and torsional stresses in the former
inelastic region of its behavior. case degrades the strength. However, laboratory tests for
It is highly unlikely that a high-strength bolt, once both A325 and A490 bolts [27, 28] show that a bolt
installed, will be turned further than the prescribed installed by the turn-of-nut method and then subsequently
installation turn. Because of the extremely high level of loaded in direct tension only is able to attain its full direct
bolt pretension present, about 49 kips in the example of tensile strength. This is because the torsional stresses
Fig. 3.2, it would require considerable equipment to introduced in the installation process are dissipated as the
overcome the torsional resistance present and further turn connected parts are loaded and the contact stresses
the nut. In other words, it would require a deliberate act to decrease. Thus, bolts installed by turning on the nut
turn the nut further, and this is not likely to take place in against gripped material can be proportioned for
either bridges or buildings once construction has been subsequent direct tension loading on the basis of their
completed. It is possible, however, that an ironworker ultimate tensile strength.
could inadvertently apply more than the prescribed turn. The strength of bolts in shear is likewise unaffected
For instance, what is the consequence if a nut has been by the stresses imposed during installation. This is
turned to, say, 1 turn rather than to 1/2 turn? elaborated upon in the discussion in Section 4.3, where
The answer to this question is twofold. First, at 1 turn the strength of bolts in shear is described.
of the nut the level of pretension in the bolt will still be It will be seen in Section 4.4 that the design rule for
above the specified minimum pretension [6]. In fact, the the capacity of bolts in combined tension and shear is an
research shows that the pretension is likely to still be high interaction equation developed directly from test results.
just prior to twist-off of the fastener. Second, the margin Hence, the question as to how the strength might be
against twist-off is large. Figure 3.3 shows how bolt affected is not influenced by the pre-existing stress
pretension varies with the number of turns of the nut for conditions. In any event, since neither the direct tensile
two lots of bolts, A325 and A490, that were 7/8 in. strength nor the shear strength is affected by pretension, it
diameter and 5-1/2 in. long and had 1/8 in. of thread in the is unlikely that the combined torsion and shear case is
grip [6]. The installation condition for this bolt length is influenced.
1/2 turn. It can be seen that it was not until about 1-3/4 The discussion so far has described bolts that are
turns that the A325 bolts failed and about 1-1/4 turns installed to 1/2 turn past snug. In practice, this will indeed
60
bolt tension by turning the nut
bolt
tension
(kips)
40 specified minimum pretension
20
0.08
0.02 0.04 0.06
range of bolt
bolt elongation (in.)
elongations at snug
bolt elongation
at one-half turn
Fig. 3.2 Bolt Tension in Joint at Snug and at One-Half Turn of Nut
15
60
A490 bolts
minimum
pretension
A490 bolts
50
A325 bolts
40 minimum pretension
bolt
A325 bolts
tension
kips
1/2 turn of nut
30
20
10
1 3 1 1 3
1
1 1
1 1
4 4 4 2 4
2
nut rotation, turns
Fig. 3.3 Bolt Load vs. Nut Rotation
be the RCSC Specification requirement applicable in a developed for solid steel do not apply. Whatever the bolt
great many practical cases. However, for longer bolts, 1/2 type and method of installation, the problems that can
turn may not be sufficient to bring the pretension up to the arise have to do with the attainment and retention of bolt
desired level, whereas for shorter bolts 1/2 turn might pretension. The RCSC Specification simply takes the
twist off the bolt. Laboratory studies show that for bolts position that all connected material must be steel.
whose length is over eight diameters but not exceeding 12 Users of bolts longer than about 12 bolt diameters
diameters, 2/3 turn of the nut is required for a satisfactory should exercise caution: bolts of these lengths have not
installation. For short bolts, those whose length is up to been subjected to very much laboratory investigation for
and including four diameters, 1/3 turn of nut should be turn-of-nut installation. The installation of such bolts
applied. The bolt length is taken as the distance from the should be preceded by calibration tests to establish the
underside of the bolt head to the extremity of the bolt. It is appropriate amount of turn of the nut.
expected that the end of the bolt will either be flush with Generally speaking, washers are not required for
the outer face of the nut or project slightly beyond it. If turn-of-nut installations. The main exceptions are (a)
the combination of bolt length and grip is such that there when non-parallel surfaces are present, as discussed
is a large "stick-through," then it is advisable to treat the above, (b) when slotted or oversize holes are present in
bolt length as the distance from the underside of the bolt outer plies, and (c) when A490 bolts are used to connect
head to the outer face of the nut for the purpose of material having a specified yield strength less than 40 ksi.
selecting the proper turn to be applied. The use of slotted or oversized holes is discussed in
These rules apply when the outer faces of the bolted Section 8.3. The necessity for washers when A490 bolts
parts are normal to the axis of the bolts. Certain structural are used in lower strength steels arises because galling
steel shapes have sloped surfaces a slope up to 1:20 is and indentation can occur as a result of the very high
permitted. When non-parallel surfaces are present, the pretensions that will be present. If galling and indentation
amount of turn-of-nut differs from those cases just take place under the bolt head or nut, the resultant
described. The exact amount to be applied depends upon pretension can be less than expected. Use of hardened
whether one or both surfaces are sloped. The RCSC washers under both the bolt head and the nut will
Specification should be consulted for these details. eliminate this problem. Further details are found in
Alternatively, beveled washers can be used to adjust the Chapter 8.
surfaces to within a 1:20 slope, in which case the resultant It should also be observed that any method of
surfaces are considered parallel. pretensioned installation, of which turn-of-nut is the only
It is important to appreciate that the connected one discussed so far, can produce bolt pretensions greater
material within the bolt grip must be entirely steel. If than the specified minimum value. This is not a matter for
material more compressible than steel is present, for concern. Those responsible for the installation of high-
example if material for a thermal break were strength bolts and inspectors of the work should
contemplated, then the turn-of-nut relationships understand that attainment of the "exact" specified value
16
of pretension is not the goal and that exceeding the nut and the connected material, hardened washers must be
specified value is acceptable. used under the element being turned (usually the nut).
In summary, the use of the turn-of-nut method of It is important to appreciate that if any of the
installation is reliable and produces bolt pretensions that conditions described change, then a new calibration must
are consistently above the prescribed values. be carried out. It should be self-evident that the
calibration process is a job-site operation, and not one
carried out in a location remote from the particular
3.2.2 Calibrated Wrench Installation
conditions of installation.
Theoretical analysis identifies that there is a relationship
The RCSC Specification [14] also requires that the
between the torque applied to a fastener and the resultant
pre-installation procedure described above be likewise
pretension [29]. It is therefore tempting to think that bolts
used for turn-of-nut installations, except that it is not
can successfully be installed to specified pretensions by
required on a daily basis. Strictly speaking, this is not an
application of known amounts of torque. The relationship
essential for the turn-of-nut method, as it is for calibrated
between pretension and torque is a complicated one,
wrench. However, it is useful for such things as
however, and it reflects such factors as the thread pitch,
discovering potential sources of problems such as
thread angle and other geometrical features of the bolt and
overtapped galvanized nuts, nonconforming fastener
nut, and the friction conditions between the various
assemblies, inadequate lubrication, and other similar
components of the assembly. As a consequence, it is
problems.
generally agreed that derived torque vs. pretension
relationships are unreliable [6, 29]. The RCSC
3.2.3 Pretensions Obtained using Turn-of-Nut and
Specification [14] is explicit upon this point. It states that,
Calibrated Wrench Methods
"This Specification does not recognize standard torques
determined from tables or from formulas that are assumed The installation methods described in Section 3.2.1 and
to relate torque to tension." 3.2.2 are for those situations where bolt pretension is
There is a role for a torque-based installation method, required in order that the joint fulfill the intended purpose.
however. Provided that the relationship between torque (See Section 3.3.) Accordingly, it is appropriate to
and resultant bolt pretension is established by calibration, comment on the bolt pretensions actually obtained, as
then it becomes an acceptable method of installation. In compared to the specified minimum values. As already
the RCSC Specification, this is known as the calibrated mentioned, the specified minimum bolt pretension
wrench method of installation. What is required, then, is corresponds to 70% of the specified ultimate tensile
to calibrate the torque versus pretension process under strength. It has also been noted that the calibration
conditions that include the controlling features described procedure requires that the installation method be targeted
above. In practice, this means that an air-operated at pretensions 5% greater than the specified minimum
wrench2 is used to install a representative sample of the values.
fasteners to be used in a device capable of indicating the It is not to be expected that the two methods will
tension in the bolt as the torque is applied. Rather than produce the same bolt pretension. The calibrated wrench
trying to identify the torque value itself, the wrench is method has a targeted value of pretension, whereas the
adjusted to stall at the torque corresponding to the desired turn-of-nut method simply imposes an elongation on the
preload. The load-indicating device used is generally a bolt. In the former case, bolts of greater than minimum
hydraulic load cell (one trade name, Skidmore Wilhelm). strength will not deliver pretensions that reflect that
The representative sample is to consist of three bolts from condition, whereas turn-of-nut installations will produce
each lot, diameter, length, and grade of bolt to be installed pretensions that are consistent with the actual strength of
on a given day. The target torque determined in this the bolt. Figure 3.4 shows this diagrammatically. Two
calibration procedure is required to produce a bolt bolt lots of differing strength are illustrated. In the turn-
pretension 5% greater than the specified minimum value of-nut method, where a given elongation (independent of
given in the Specification. (The 5% increase is intended to bolt strength) is imposed, greater pretensions result for
provide a margin of confidence between the sample size bolt lot A than for bolt lot B. On the other hand, use of the
tested and the actual installation of bolts in the work.) calibrated wrench method of installation produces the
Manual torque wrenches can also be used, but the wrench same bolt pretension for both lots because the calibration
size required means that this is not usually a practical is targeted to a specific bolt pretension. It therefore does
procedure for structural steelwork. Finally, in order to not reflect the differences in bolt strength.
minimize variations in the friction conditions between the Laboratory studies show that the actual bolt
pretension obtained when turn-of-nut installation is used
can be substantially greater than the value specified. This
increase is the result of two factors. One is that production
2
Electric wrenches are also available and are particularly
bolts are stronger than the minimum specified value. The
useful for smaller diameter bolts.
17
turn-of-nut
tension for
bolt lot A
bolt lot A
turn-of-nut
tension for
bolt lot B
bolt lot B
calibrated wrench
pretension
bolt
specified min. pretension
pretension
elongation at 1/2 turn-of-nut
bolt elongation
Fig. 3.4 Influence of Tightening Method on Bolt Tension
other factor is that turn-of-nut installation produces It is shown in Section 5.2 that these observed bolt
pretensions greater than the specified value regardless of tension values are a component of the design rules for
the bolt strength. For example, in the case of A325 bolts, slip-critical connections.
production bolts are about 18% stronger than their
specified minimum tensile strength and turn-of-nut (1/2
3.2.4 Tension-Control Bolts
turn) produces a pretension that is about 80% of the actual
Tension-control bolts, ASTM F1852, are fasteners that
tensile strength [6]. It follows then that the installed bolt
meet the overall requirements of ASTM A325 bolts, but
pretension will be about (1.18 × 0.80 =) 0.95 times the
which have special features that pertain to their
specified minimum tensile strength of A325 bolts. In
installation [31]. In particular, the bolt has a splined end
other words, the average actual bolt pretension is likely to
that extends beyond the threaded portion of the bolt and
exceed the minimum required value by about
an annular groove between the threaded portion of the
[(0.95 - 0.70)/ 0.70]100% = 35% when turn-of-nut is
bolt and the splined end. Figure 3.5 shows an example of
used. A similar investigation of A490 bolts installed in
a tension-control bolt. The bolt shown has a round head
laboratory conditions shows that the average bolt
(also called button or, dome, head), but it can also be
pretension can be expected to exceed the minimum
supplied with the same head as heavy hex structural bolts.
required bolt pretension by approximately 26% [6]. Field
The bolt, nut, and washer must be supplied as an
studies are available that support the conclusions insofar
assembly, or, "set."
as bolts installed by turn-of-nut are concerned [30].
The special wrench required to install these bolts has
Calibrated wrench installations will produce
two coaxial chucks an inner chuck that engages the
pretensions much closer to the target values and they will
splined end and an outer chuck that envelopes the nut.
be independent of the actual strength of the bolt, as has
The two chucks turn opposite to one another to tighten the
been explained previously. Based on laboratory studies,
bolt. At some point, the torque developed by the friction
but using an allowance for a bolt installed in a solid block
(i.e., joint) as compared to the more flexible hydraulic
calibrator, it is shown that the minimum required
pretension is likely to be exceeded by about 13% [6]. The
value 13% was calculated using an assumed target of
7.5% greater than the specified minimum value. If the
calibration is done to the exact value required by the
RCSC Specification, which is a +5% target, then
pretensions can be expected to be about 11% greater than
the specified minimum values. The pretensions in bolts
installed using a calibrated wrench have not been
examined in field joints.
Fig. 3.5 Tension-Control Bolt
18
between the nut and bolt threads and at the nut washer
interface overcomes the torsional shear resistance of the
bolt material at the annular groove. The splined end of the
bolt then shears off at the groove. If the system has been
properly manufactured and calibrated, the target bolt
pretension is achieved at this point. Factors that control
the pretension are bolt material strength, thread
conditions, the diameter of the annular groove, and the
surface conditions at the nut washer interface. The
installation process requires just one person and takes
place from one side of the joint only, which is often an
Fig. 3.6 Direct Tension Indicator
economic advantage. The wrench used for the installation
is electrically powered, and this can be advantageous in
protrusions in the direct tension indicating washer used
the field.
with a 7/8 in. dia. A325 bolt. There must be at least three
Research that investigated the pretension of
feeler gage refusals at the target value of the gap, which is
production tension-control bolts as it varied from
0.015 in. Details of the direct tension indicating washer
manufacturer to manufacturer and under different
itself and the procedure necessary for calibration are
conditions of aging, weathering, and thread conditions is
given in the RCSC Specification [14] and in the ASTM
available [32]. The results show that the pretension in a
Standard [33]. Over and above the particularities of the
tension control bolt is a strong reflection of the friction
direct tension indicating washer itself, the verification
conditions that exist on the bolt threads, on the nut face,
process is similar to that for calibrated wrench
and on the washers supplied with the bolts. In this study,
installation.
the quality of the lubricant supplied by the manufacturer
The use of the load-indicating washer to install high-
varied, and in many cases the effectiveness of the
strength steel bolts is a deformation method of control,
lubricant decreased with exposure to humidity and the
and so it is not subject to the friction-related variables that
elements.
are associated with the calibrated wrench and tension-
The installation of a tension-control bolt uses a
control bolt methods. As is the case for the tension-
method that depends on torque. As such, the process
control bolts, there are not many field studies of the
should be subject to the same pre-installation procedure
effectiveness of direct tension indicators. The results that
demanded of calibrated wrench installation. Indeed, this is
are available seem to be mixed. In one report [30] the
the requirement of the RCSC Specification [14]. If
ratio of measured pretension to specified minimum
calibration is carried out in accordance with that
tension was 1.12 for a sample of 60 A325 bolts that used
Specification, it is reasonable to expect that the bolt
direct tension indicating washers. Although this is not as
pretensions from tension-control bolts will be similar to
high as found in turn-of-nut installations, it is a
those reported for calibrated wrench installation.
satisfactory result. Other studies [34, 35], which
encompassed only A490 bolts, indicate that specified
3.2.5 Use of Direct Tension Indicators
minimum bolt tensions may not be reached at all when
Installation of high-strength bolts to target values of bolt
direct tension indicators are used to install large diameter,
pretension can also be carried out using direct tension
relatively long bolts. Some, but not all, of the difficulties
indicators [33]. These are washer-type elements, as
reported relate to the bolt length and fastener grade, per
defined in ASTM F959 and shown in Fig. 3.6, that are
se, rather than the use of the direct tension indicator.
placed under the bolt head or under the nut. As the nut is
However, if the direct tension indicators are used in
turned, small arch-shaped protrusions that have been
accordance with the requirements given in the RCSC
formed into the washer surface compress in response to
Specification the bolt pretensions that are produced can be
the pretension that develops in the bolt. If a suitable
expected to be satisfactory.
calibration has been carried out, the amount of pretension
in the bolt can be established by measuring the size of the
3.3 Selection of Snug-Tightened or Pretensioned Bolts
gap remaining as the protrusions close. This calibration
All of the design specifications referenced in this
requires that a number of individual measurements be
document (i.e., RCSC, AISC, and AASHTO) require that
made in a load-indicating device and using a feeler gauge
the designer identify whether the bolts used must be
to measure the gap.3 For example, there are five
pretensioned or need only be snug-tightened. The design
documents must indicate the intention of the designer. In
this way, the plan of the designer when the joint was
3
proportioned will be fulfilled by those responsible for the
In practice, measurements are not performed, but a
verifying feeler gage is used.
19
shop fabrication, field erection, and inspection of the
" Slip-Critical Connections
work.
As described earlier, this type of connection is used
Bridges In the great majority of cases, it will be
mainly in bridges, where fatigue is a consideration.
required that the joints not slip under the action of the
In buildings, wind is not considered to be a fatigue
repetitive load that is present in all bridges. In the
phenomena. However, if oversize holes or slotted
terminology of the RCSC Specification, this means that
holes that run parallel to the direction of the member
the joints must be designated as slip-critical. The
forces are used, slip-critical connections are required
AASHTO Specification permits bearing-type connections
in buildings. The RCSC Specification does stipulate
only for joints on bracing members and for joints
that slip-critical connections be used when "slip at the
subjected to axial compression. It is likely that most
faying surfaces would be detrimental to the
bridge documents will require slip-critical joints
performance of the structure." This is generally
throughout in the interest of uniformity.
interpreted to include the joints in lateral bracing
Buildings The requirements for buildings allow
systems. It is important to note also that connections
more latitude in the selection of bolt installation. It is not
that must resist seismic forces need to receive special
usual for a building to have moving loads, and wind and
attention.
earthquake forces are not considered to result in fatigue.
If slip-critical connections are used unnecessarily in
Consequently, the need for pretensioned and slip-critical
buildings, higher installation and inspection costs will
bolts is not as frequent in buildings as it is for bridges.
result.
There are three conditions for bolted connections that
can be used in buildings. For economy and proper
3.4 Inspection of Installation
function, it is important that the correct one be specified.
" Connections using Snug-Tightened Bolts
3.4.1 General
Neither the shear strength of a high-strength bolt nor
Inspection of the installation of any fabricated steel
the bearing capacity of the connected material are
component is important for several reasons. It is self-
affected by the level of bolt pretension. Likewise, the
evident that the integrity of the component must be
tensile capacity is unaffected by bolt pretension,
assured by the inspection process. At the same time, the
unless loads that might cause fatigue are present.
inspection must be done at a level that is consistent with
(These items are discussed in Chapter 4.) Hence, the
the function of the element under examination and an
majority of bolted connections in buildings need only
understanding of its behavior. For example, if the
use snug-tightened bolts, i.e., the bolts are installed
inspection agency thinks (incorrectly) that bolt
using the full effort of an ironworker with a spud
pretensions are subject to a maximum value as well as a
wrench. This is the most economical way of making
minimum value, this will lead to a dispute with the steel
bolted connections in buildings because no
erector and an unnecessary economic burden. In sum,
compressed air or attendant equipment is needed,
then, the level of inspection must be consistent with the
washers may not be required, and inspection is
need to examine the suitability of the component to fulfill
simple.
its intended function, but it must not be excessive in order
" Connections using Pretensioned Bolts
that the economical construction of the job is not affected.
For buildings, only in certain cases is it required that In the case of high-strength bolts, the first step must
the bolts be installed so as to attain a specified be an understanding of the function of the fastener in the
minimum pretension. These are enumerated in the joint. If bolt pretension is not required, then the inspection
RCSC Specification and they include (a) joints that process should not include examination for this feature.
are subject to significant load reversal, (b) joints This seems self-evident, but experience has proven that
subject to fatigue, (c) joints that are subject to tensile inspection for bolt pretension still goes on in cases where
fatigue (A325 and F1852 bolts), and (d) joints that bolt pretension is, in fact, not required.
use A490 bolts subject to tension or combined The most important features in the inspection of
tension and shear, with or without fatigue. The AISC installation of high-strength bolts are:
LRFD Specification requires pretensioned bolts for
" To know whether bolt pretension is required or not.
some joints in buildings of considerable height or
If bolt pretension is not required, do not inspect for
unusual configuration, or in which moving machinery
it.
is located.
" To know what pre-installation verification is
It is obvious that the bolt installation costs and
required and to monitor it at the job site on a regular
inspection for joints requiring pretensioned bolts will
basis.
be higher than if the bolts need only be snug-
" To observe the work in progress on a regular basis.
tightened.
20
Using acoustic methods, it is possible to determine example, if the initial calibration of tension-control bolts
the pretension in high-strength bolts that have been was done for 4 in. long 3/4 in. diameter A325 bolts but 6
installed in the field with reasonable accuracy [29, 30]. in. long 3/4 in. diameter bolts of the same grade must also
However, this process, which determines bolt pretension be installed on the same day, then a second calibration is
by sending an acoustic signal through the bolt, is required.
uneconomical for all but the most sophisticated In the case of turn-of-nut pretensioning, routine
applications. The inspector and the designer must realize observation that the bolting crew applies the proper
that it is a reality that the bolt pretension itself cannot be rotation is sufficient inspection. Alternatively, match-
determined during the inspection process for most marking can be used to monitor the rotation. Likewise, if
building and bridge applications. Therefore, the calibrated wrench installation has been used, then routine
importance of the checklist given on the previous page observation of the field process is sufficient. Because this
cannot be overstated. method is dependent upon friction conditions, limits on
The AISC LRFD Specification stipulates that the time between removal from storage and final
inspection of bolt installation be done in accordance with pretensioning of the bolts must be established.
the RCSC Specification. The remarks that follow Inspection of the installation of twist-off bolts is also
highlight the inspection requirements: the text specific to by routine inspection. Since pretensioning of these bolts is
the RCSC requirements should be consulted for further by application of torque, a time limit between removal of
details. bolts, nuts and washers and their installation is required,
as was the case with calibrated wrench installation.
Observation that a splined tip has sheared off is not
3.4.2 Joints Using Snug-Tightened Bolts
sufficient evidence in itself that proper pretension exists,
For those joints where the bolts need only to be brought to
however. This only signifies that a torque sufficient to
the snug-tight condition, inspection is simple and
shear the tip was present in the installation history. It is
straightforward. As described earlier, there is no
important that twist-off bolts first be able to sustain
verification procedure associated with snug-tightened bolt
twisting without shearing during the snugging operation.
installation. The inspector should establish that the bolts,
It is therefore important that the inspector observe the pre-
nuts, washers (if required), and the condition of the faying
installation of fastener assemblies and assess their ability
surfaces of the parts to be connected meet the RCSC
to compact the joint without twist-off of tips.
Specification requirements. Hole types (e.g., oversize,
For direct-tension indicator pretensioning, routine
slotted, normal) shall be in conformance with the contract
observation can be used to determine that the washer
documents. The faying surfaces shall be free of loose
protrusions are oriented correctly and that the appropriate
scale, dirt, or other foreign material. Burrs extending up to
feeler gage is accepted in at least half of the spaces
1/16 in. above the plate surface are permitted. The
between protrusions. After pretensioning, routine
inspector should verify that all material within the grip of
observation can be used to establish that the appropriate
the bolts is steel and that the steel parts fit solidly together
feeler gage is refused in at least half the openings. As was
after the bolts have been snug-tightened. The contact
the case for twist-off bolts, simply establishing that the
between the parts need not be continuous.
indictor washer gaps have closed can be misleading. The
These requirements apply equally to A325 and A490
snug-tightening procedure must not produce closures in
high-strength bolts and to A307 ordinary bolts.
one-half or more of the gaps that are 0.015 in. or less.
3.4.3 Joints Using Pretensioned Bolts
3.4.4 Arbitration
If the designer has determined that pretensioned bolts are
The RCSC Specification provides a method of arbitration
required, then the inspection process becomes somewhat
for bolts that have been installed and inspected according
more elaborate than that required for snug-tightened bolts.
to one of the approved methods, but where disagreement
In addition to the requirements already described for
has arisen as to the actual pretension in the installed bolts.
snug-tightened bolts, the principal feature now is that a
A manual torque wrench is used to establish an arbitration
verification process must be employed and that the
torque that can then be applied to the bolts in question. As
inspector observe this pre-installation testing. For any
is pointed out in the Commentary to the RCSC
method selected, this testing consists of the installation of
Specification, such a procedure is subject to all of the
a representative number of fasteners in a device capable
uncertainties of torque-controlled calibrated wrench
of indicating bolt pretension. (See Section 3.2.2 for a
installation. In addition, other elements necessary to
description of this process.) The inspector must ensure
control the torque-related issues may be absent. For
that this is carried out at the job site and, in the case of
example, an installation done originally by turn-of-nut
calibrated wrench installation, it must be done at least
with no washers will be influenced by this absence of
daily. If any conditions change, then the pre-installation
washers when the arbitration inspection is applied.
testing must be repeated for the new situation. For
21
Passage of time can also significantly affect the reliability
of the arbitration. There is no doubt that the arbitration
procedures are less reliable than a properly implemented
installation and inspection procedure done in the first
place. Those responsible for inspection should resort to
arbitration only with a clear understanding of its inherent
lack of reliability.
22
Chapter 4
BEHAVIOR of SINGLE BOLTS
4.1 Introduction
The behavior of single bolts in tension, shear, or shown [6] that the resulting bolt force is the initial bolt
combined tension and shear is presented in this chapter. force (i.e., the pretension) multiplied by the quantity
Features associated with each of these effects that are
[1+ (bolt area plate area associated with one bolt)]. For
particular to the action of a bolt when it is part of a group,
the usual bolt and plate combinations, the contributory
that is, in a connection, are discussed subsequently. Only
plate area is much greater than the bolt area. Thus, the
the behavior of single bolts under static loading is
multiplier term is not much larger than unity. Both theory
discussed in this chapter: fatigue loading of bolted joints
and tests [6] show that the increase in bolt pretension up
is presented in Chapter 7 and the effect of prying forces is
to the load level at which the connected parts separate is
discussed in Section 6.3.
in the order of only 5 to 10%. This increase is small
enough that it is neglected in practice. Thus, the
4.2 Bolts in Tension
assumption is that under service loads that apply tension
The load vs. deformation response of three different bolt to the connected parts a pretensioned bolt will not have
grades was shown in Fig. 1.2. Such tests are carried out any significant increase in internal load. This topic is
on full-size bolts, that is, they represent the behavior of covered more fully in Chapter 6.
the entire bolt, not just a coupon taken from a bolt. Once the connected parts separate, the bolt must
Consequently, the tests display the characteristics of, carry the entire imposed external load. This can be easily
principally, the shank and the threaded portion. shown with a free-body diagram. After separation of the
Obviously, strains will be largest in the threaded cross- parts, for example when the ultimate load condition is
section and most of the elongation of the bolt comes from considered, the force in the bolt will directly reflect the
the threaded portion of the bolt between the thread runout external loads, and the resistance will be that of the bolt
and the first two or three engaged threads of the nut. acting as a tension link. Figure 4.1 shows diagram-
The actual tensile strength of production bolts matically how the internal bolt load increases slightly
exceeds the specified minimum value by a fairly large until the applied external load causes the connected parts
margin [6]. For A325 bolts in the size range 1/2 in. to 1 to separate. After that, the applied external load and the
in. diameter, the measured tensile strength is about 18% force in the bolt must be equal.
greater than the specified minimum value, (standard In principle, the tensile design strength of a single
deviation 4.5%). For larger diameter A325 bolts, the high-strength bolt should be the product of a cross-
margin is even greater. For A490 bolts, the actual tensile sectional area, the minimum tensile strength of the bolt,
strength is about 10% greater than the specified minimum and a resistance factor. The AISC LRFD rule for the
value (standard deviation 3.5%). capacity of a bolt in tension directly reflects the
Loading a bolt in tension after it has been installed by discussion so far. According to Section J3.6 of the
a method that introduces torsion into the bolt during
Specification, the design tensile strength ( Ć Rn ) is to be
installation (i.e., by any of the methods described in
calculated as
Section 3.2) shows that its inherent tensile strength has
Bolt
not been degraded. The torque that was present during the
Force
installation process is dissipated as load is applied (see
Section 3.2.1). Thus, the full capacity of the bolt in
ultimate
*
tension is available. In the case of bolts that were
pretensioned during installation, the only other question
that arises is whether the tension in the pretensioned bolt
initial
increases when a tension load is applied to the connected
separation of
parts.
connected
As discussed in Chapter 3, when a bolt is components
pretensioned it is placed into tension and the material
45°
within the bolt grip is put into compression. If the
connected parts are subsequently moved apart in the
direction parallel to the axis of the bolt, i.e., the joint is
Applied Load
placed into tension, then the compressive force in the
connected material will decrease and the tensile force in Fig. 4.1 Bolt Force vs. Applied Load
the bolt will increase. For elastic conditions, it can be for Single Pretensioned Bolt
23
These are the values listed in Table J3.2 of the
Ć Rn = Ć Ft Ab (4.1)
Specification. Note that the decreased ultimate tensile
where Ć Rn = design tension strength in tension, kips
strength of larger diameter A325 bolts (105 ksi) is not
Ć = resistance factor, taken as 0.75
taken into account. It was judged by the writers of the
Specification to be an unnecessary refinement.
Ft = nominal tensile strength of the bolt, ksi
The same remarks apply generally to A307 bolts
Ab = cross-sectional area of the bolt corresponding
acting in tension. The nominal strength value given in
to the nominal diameter, in.2
Table J3.5 for A307 bolts is 45 ksi, which is the product
The nominal tensile strength of a threaded fastener
0.75 Fu , given that the tensile strength of A307 bolts is
(Rn ) should be the product of the ultimate tensile
60 ksi.
It was established in Reference [22] that a resistance
strength of the bolt (Fu ) and some cross-sectional area
factor Ć = 0.85 is appropriate for high-strength bolts in
through the threads. As discussed in Section 1.3, the area
tension. This is also the value recommended in the Guide
used is a defined area, the tensile stress area ( Ast ), that is
[6]. Thus, the choice of 0.75 for use in Eq. 4.1 is
somewhere between the area taken through the thread root
conservative. To some extent, the choice reflects the fact
and the area of the bolt corresponding to the nominal
that some bending might be present in the bolt, even
diameter. The expression is given in Eq. 1.1. Rather than
though the designer calculates only axial tension.
have the designer calculate the area Ast , the LRFD
The strength of a single bolt in tension is a direct
Specification uses an average value of this area for bolts
reflection of its ultimate tensile strength. However, there
of the usual structural sizes corresponding to the bolt
are several features that can degrade the strength when the
diameter 0.75 times the area corresponding to the
bolt is acting in a connection. These are discussed in
nominal bolt diameter.1 Thus, the nominal tensile strength
Chapter 6.
Fu Ast can be expressed as Fu (0.75Ab) . The nominal
tensile strength is written as Ft Ab in Eq. 4.1. Equating 4.3 Bolts in Shear
these two expressions, it is seen that Ft = 0.75 Fu . Recall The response of a single bolt in shear is shown in Fig. 4.2
for both A325 and A490 bolts. The type of test illustrated
that the ultimate tensile strengths of A325 and A490 bolts
is done using connecting plates that are loaded in
are 120 ksi and 150 ksi, respectively. Application of the
compression. Similar tests done using connection plates
0.75 multiplier to change nominal bolt cross-sectional
loaded in tension show slightly lower bolt shear strengths
area to tensile stress area gives adjusted stresses ( Ft ) of
[6]. (The difference is the result of lap plate prying in the
90 ksi and 113 ksi for A325 and A490 bolts, respectively.
tension jig tests, which creates a combined state of stress,
120
100 A490 bolts
shear
80
stress
A325 bolts
(ksi)
60
40
20
0.10 0.20 0.30
deformation (in.)
Fig. 4.2 Typical Shear Load vs. Deformation Curves for A325 and A490 Bolts
1
The value 0.75 under discussion here is not the value
Ć = 0.75 that appears in Eq. 4.1.
24
shear plus tension, in the bolt.) It should be noted that
Fv = nominal shear strength, ksi
there is little, if any, portion of the response that can be
Ab = cross-sectional area of the bolt corresponding
described as linear. Thus, the best measure of the shear
to the nominal diameter, in.2 The calculation
capacity of a bolt is its ultimate shear strength. The use of
of Ab should reflect the number of shear
some so-called bolt yield strength is not appropriate.
planes present.
The tests show that the shear strength of a bolt is
directly related to its ultimate tensile strength, as would be
As listed in Table J3.2 of the Specification, the
expected. It is found [6] that the mean value of the ratio of
nominal shear strength of the bolt is to be taken as 60 ksi
bolt shear strength to bolt tensile strength is 0.62, standard
or 75 ksi for A325 or A490 bolts, respectively, when
deviation 0.03. An obvious question arising from the bolt
threads are excluded from the shear plane. These values
shear tests is whether the level of pretension in the bolt
are 0.50 times the bolt ultimate tensile strengths (120 ksi
affects the results. Test results are clear on this point: the
for A325 bolts and 150 ksi for A490 bolts). If threads are
level of pretension present initially in the bolt does not
present in the shear plane, the nominal shear strength is to
affect the ultimate shear strength of the bolt [6]. This is
be taken as 48 ksi or 60 ksi for A325 or A490 bolts,
because the very small elongations used to introduce the
respectively. The latter values are 80% of the thread-
pretension are released as the bolt undergoes shearing
excluded case, as explained above.
deformation. Both test results of shear strength for various
An explanation is required as to why 0.50 is used
levels of initial pretension and bolt tension measurements
rather than 0.62, which was identified earlier as the proper
taken during the test support the conclusion that bolt
relationship. If only one bolt is present, obviously that
pretensions are essentially zero as the ultimate shear
bolt carries all the shear load. If two bolts aligned in the
strength of the bolt is reached. This has implications for
direction of the load are present, each carries one-half of
inspection, among other things. If the capacity of a
the total load. However, for all other cases, the bolts do
connection is based on the ultimate shear strength of the
not carry a proportionate share of the force. As is
bolts, as it is in a so-called bearing-type connection, then
explained in Section 5.1, the end bolt in a line of fasteners
inspection for pretension is pointless, even for those cases
whose number is greater than two will be more highly
where the bolts were pretensioned.
loaded than fasteners toward the interior of the line. The
The other feature concerning bolt shear strength has
effect increases with the number of bolts in the line. The
to do with the available shear area. If the bolt threads are
Specification takes the position that even relatively short
intercepted by one or more shear planes, then less shear
joints should reflect this effect. Accordingly, the
area is available than if the threads are not intercepted.
relationship between bolt shear strength and bolt ultimate
The experimental evidence as to what the reduction
tensile strength is discounted by 20% to account for the
should be is not clear, however. Tests done in which two
joint length effect. The product 0.62× 80% is 0.50, which
shear planes were present support the idea that the shear
is the value used in the AISC rule for shear capacity. If
strength of the bolt is a direct reflection of the available
the joint is 50 in. or longer, a further 20% reduction is
shear area [6]. For example, if one shear plane passed
applied.
through the threads and one passed through the shank,
The resistance factor used for bolts in shear (Eq. 4.2)
then the best representation was obtained using a total
is Ć = 0.75 . Until the effect of joint length upon bolt
shear area which is the sum of the thread root area plus
shear strength is presented (Section 5.1), the selection of
the bolt shank area. These results support the position that
0.75 cannot be fully discussed. However, it can be noted
the strength ratio between shear failure through the
that the resistance factor recommended by the Guide [6],
threads and shear failure through the shank was about
which is based on the study reported in Reference [22], is
0.70, i.e., the ratio of thread root area to shank area for
0.80.
bolts of the usual structural sizes. On the other hand, in
single shear tests this ratio was considerably higher, about
4.4 Bolts in Combined Tension and Shear
0.83 [36, 37]. Both the RCSC Specification [14] and the
Figure 1.5 showed how bolts can be loaded in such a way
AISC LRFD Specification [17] use the higher value,
that both shear and tension are present in the bolt.
slightly rounded down to 0.80. At the present time, the
Chesson et al. [38] carried out a series of tests on bolts in
difference is unresolved.
this condition, and these test results form the basis for the
The AISC LRFD rule for the design strength of a bolt
AISC LRFD rules. Two grades of fastener were tested:
in shear follows the discussion presented so far. The rule
A325 bolts and A354 grade BD bolts. The latter have
is given in Article J3.6 of the Specification, as follows:
mechanical properties equivalent to A490 bolts. The test
Ć Rn = Ć Fv Ab (4.2)
program showed that the only variable other than bolt
grade that affected the results was bolt length. This was
where Ć Rn = design shear strength, kips
expected: as bolt length increases bending takes place and
Ć = resistance factor, taken as 0.75
the bolt shear strength increases slightly. (This is the
25
consequence of the fact that the shear planes through a loads). It must be equal to or less than the nominal shear
curved bolt are slightly larger than if the bolt were strength multiplied by the resistance factor.
straight.) An advantage of the straight-line representation is
An elliptical interaction curve was fitted to the test that it identifies the range of shear stress values for which
results. The expression given in the Guide [6], which is a reduction in tensile strength needs to be made. For
applicable to both A325 and A490 bolts, is: example, a reduction in tensile strength for A325 bolts (no
threads in shear plane) is required when the calculated
x2
shear stress under the factored loads is between 13.5 ksi
+ y2 = 1.0 (4.3)
(0.62)2 and the maximum permitted value of 45 ksi (i.e., 60 ksi
× Ä† ). At the former, the nominal tensile stress is, of
where x = ratio of calculated shear stress (Ä) to bolt
course, 90 ksi, and at the latter it has been reduced to 27
tensile strength (Ã)
ksi.
y = ratio of calculated tensile stress (Ã) to bolt
The elliptical representation and the straight-line
representation fit the test data about equally well when the
tensile strength (Ã)
forms presented in Reference [26] are applied. In the
The shear stress is calculated on the applicable area,
formulation used by AISC (Equations 4.4 through 4.7),
the shank or through the threads, and the tensile stress is
the result will be conservative. It has already been
calculated on the tensile stress area. The researchers [38]
pointed out in this Chapter that the AISC LRFD rules for
also suggested a three-straight line approximation to the
the tension-only and the shear-only cases are themselves
results, and this is the model used in the LRFD rules.
conservative.
The requirements for bolts in combined shear and
tension are in AISC LRFD Article J3.7 and Table J3.5.
The LRFD rules use a three straight-line approximation of
the ellipse that is fitted to the test results (Eq. 4.3),
adjusted to match the permissible tensile strength and
shear strength limits established by LRFD for each of
these conditions acting singly. The rules present a straight
line cutoff at the maximum permissible tensile stress, a
straight line cutoff at the maximum permissible shear
stress, and a sloping straight line in-between.
For A325 bolts when the shear plane will pass
through the shank only, the interaction equation is:
Ft = 117 - 2.0 f d" 90 (4.4)
v
and for A325 bolts when the shear plane will pass through
the threads:
Ft = 117 - 2.5 fv d" 90 (4.5)
For A490 bolts and no threads in the shear plane:
Ft = 147 - 2.0 fv d" 113 (4.6)
and for A490 bolts in which there are threads in the shear
plane:
Ft = 147 - 2.5fv d" 113 (4.7)
Equations 4.4 through 4.7 use the AISC LRFD
notation for stresses. The resistance factor Ć = 0.75 must
be applied to the result obtained by these equations. When
the design tension strength of the bolt (now reduced by
the presence of shear) is determined using Equation 4.1,
the resistance factor appears in that equation.
In applying these rules, it is apparent that the tensile
stress is limited to the nominal tensile strength of the bolt,
90 ksi for A325 and 113 ksi for A490. It should be
remembered, as well, that there is also a limit on the
calculated shear stress, fv (computed under the factored
26
Chapter 5
BOLTS IN SHEAR SPLICES
The behavior of this joint, which is reasonably
representative of splices of this type, raises the following
5.1 Introduction
points:
Figure 1.3 (a) showed a symmetric butt splice that uses
" How much slip is likely to take place?
plates to transfer the force from one side of the joint, say,
" Why is the average bolt shear stress at failure of
the left-hand main plate, to the other, the right-hand main
the multi-bolt joint less than the bolt shear stress
plate. (Most often, the main plate shown in this pictorial
when a single bolt is tested?
will actually be a structural shape like a W shape, but the
If the bolts had not been pretensioned, the connected
behavior can be more easily described using a plate.)
material would have been expected to pull up against the
Such a connection is used, for instance, to splice the chord
sides of the bolts at a relatively low load. In the case of
of a truss.
the joint depicted in Fig. 5.1, this slip did not occur until
The behavior of a large splice that was tested in the
the frictional resistance had been overcome, of course. In
laboratory is shown in Fig. 5.1 [6]. This joint used ten 7/8
the most unfavorable condition, the amount of slip can be
in. dia. A325 bolts in each of two lines. The holes were
two hole clearances, i.e., 1/8 in. in this case. Since the
sub-drilled and then reamed to 15/16 in. dia., that is, they
bolts and their holes cannot all be expected to be in their
were 1/16 in. dia. larger than the bolts. The bolts were
"worst" locations, the amount of slip that actually takes
pretensioned using the turn-of-nut method. The plates
place is observed to be much less than two hole
were ASTM A440 steel and the measured strengths were
clearances. In laboratory specimens, the amount of slip in
42.9 ksi static yield strength and 76.0 ksi ultimate. The
such joints is about one-half a hole clearance [6], and
slip coefficient of this joint was measured as 0.31.
values measured in the field are even less [39]. Thus,
The load vs. deformation response is reasonably
unless oversize or slotted holes are used, it can be
linear until the joint slips. Following slip, which means
expected that if joint slips occur they will be relatively
that the plates are pulled up against the sides of at least
small.
some of the bolts, the joint at first continues to load at
The reason that the average ultimate bolt shear stress
more or less the same slope as the initial region. Yielding
in a multi-bolt joint is less than that of a single bolt can be
of the connected material starts to occur, however, first in
explained qualitatively with the aid of Fig. 5.2. In plate A
the net cross-section and then throughout the connected
(the main plate) 100% of the load is present in the plate
material. The ultimate load that this joint could carry
until the bolts start to transfer some load into the lap
corresponded to an average bolt shear stress of 67.0 ksi.
plates (plates B in the figure). Consider a high load, say,
However, tests of single bolts taken from the same
near ultimate. In plate A between bolt lines 1 and 2 the
manufacturing lot showed that the shear stress at failure
stress in the plate will still be high because only a small
was 76.9 ksi.
yield on gross cross-section
1600
yield on net cross-section
1200
Load
kips
800
slip
400
0.60 0.80
0.20 0.40
Joint Elongation, in.
Fig. 5.1 Load vs. Elongation Behavior of a Large Joint
27
P/2
10
9
8
7
6
5
P/2
4
3
2
1
B
P
A
Fig. 5.2 Load Partition in Multi-Bolt Joint
amount of load has been removed (by bolt 1). Strains in the joint and the strains in the latter have increased.
this plate are correspondingly high. Conversely, the stress Consequently, the differential in strains between the two
in the lap plates B between lines 1 and 2 is low because plate systems is less near the middle than it was near the
only a small amount of force has been taken out of the end. Since the bolt shear force is the result of the
main plate and delivered to the lap plates. Thus, strains in imposition of these relative strains [6], bolts near the end
the lap plates between bolt lines 1 and 2 will be low. This of a joint will be more highly loaded than those toward
means that the differential in strain between plates A and the middle. It is worth noting that this uneven loading of
B will be large in the region near the end of the joint. the bolts in shear is accentuated as the joint load is
Consider now the region near the middle of the joint, increased from zero. It used to be argued that, even
say, between bolt lines 5 and 6. Whatever the distribution though the bolt shear force distribution was uneven at
of shear forces in the bolts, a considerable amount of the working loads, it would equalize as the ultimate load
total joint force has now been taken out of plate A and put condition was reached. In fact, the converse is true.
into plates B. Thus, the strains in the former have The uneven distribution of forces in a multi-bolt
decreased as compared to the condition near the end of shear splice can be seen in Fig. 5.3. Shown in this sawn
section are the end four bolts in a line of 13. The top bolt
(the end bolt) is close to failure, whereas the fourth bolt
from the top has significantly less shear deformation and,
hence, shear force.
The designer must decide first whether a slip-critical
connection is needed or not. If it is, then the appropriate
design rules must be identified. If a bearing-type joint is
satisfactory, then those design rules must be followed.
(Bearing-type design implies both bolt shear strength and
the bearing capacity of the connected material, as
explained in Section 1.4) Because slip-critical joints are
designed at the service load level, it is also a requirement
that the ultimate strength criteria, i.e., the bearing-type
joint rules, be met at the factored load level. The
remaining sections in this Chapter will discuss these
issues.
5.2 Slip-Critical Joints
Section 3.3 discussed the cases where slip-critical
connections are needed. If proper functioning of the
structure requires that a joint not slip into bearing, then
this requirement is described as a serviceability limit
state. In building design according to the AISC LRFD
specification, the requirement is that the joint not slip
under the action of the service loads. It will be seen that
the AISC LRFD specification also provides a rule for
design of a slip-critical joint under the factored loads.
Fig. 5.3 Sawn Section of a Joint
28
This is primarily a matter of convenience: it is intended the slip probability level (e.g., 5% in the case of
that the result be the same, more or less, whichever the turn-of-nut installation.
starting point. In the case of the AASHTO specification
Ć = modifier to reflect the hole condition (standard,
for the design of bridges, prevention of slip is required
oversize, short-slotted, long-slotted in direction
under a force that includes the service load multiplied by
of force, or long-slotted perpendicular to force).
1.30.
Note that the term Ć in this equation is not the
From first principles, the slip resistance of a bolted
resistance factor usually associated with LRFD.
joint can be expressed as:
It can be seen that Eq. 5.2 is basically the same as
P = ks n Ti (5.1)
"
Eq. 1, which expressed the slip load in fundamental terms.
where ks = slip coefficient of the steel
The modifier Ć is used to reflect the decrease in bolt
n = number of slip planes (n is usually either one or
pretension that is present when oversize or slotted holes
two) are used. The term D embodies the slip probability factor
Ti = bolt pretension (in each individual bolt) selected and provides the transition between mean and
nominal bolt tension and slip values. In the form given by
Neither the slip coefficient nor the bolt tension forces
Eq. 5.2, the Guide can be used to obtain slip loads for
are deterministic. They are reasonably represented as log-
other failure probabilities and various other conditions
normally distributed and can therefore be characterized by
when necessary.
a mean value and its standard deviation. Given this type
The AISC LRFD rules for design of slip-critical
of information, which is available from laboratory studies
connections are presented in both factored load terms
on full-size joints, it is possible to determine a probability
(Article J3.8a) and in service load terms (Article J3.8b).
of slip for given starting conditions [6]. The result reflects
The LRFD expresses the slip load resistance per bolt
two important realities, described following.
when factored loads are used as (Article J3.8a) 
As-delivered bolts have a tensile strength that is
greater than the specified minimum tensile strength. For
Ć R = Ć1.13 µ Tm Ns
str
A325 bolts, this increase is about 20% and for A490 bolts
In this form, the resistance equation is closely
it is about 7% [22].
identified with Eq. 5.2, i.e., it expresses the resistance in
The pretension in installed bolts will be greater than
terms of the fundamentals of the problem clamping
the specified minimum pretension, which is 70% of the
force ( Tm ), slip coefficient ( µ ), and the number of slip
bolt specified ultimate tensile strength. Generally, the
planes ( Ns ). The Ć  value, described in the specification
pretension in bolts installed by turn-of-nut will be greater
than that for bolts installed by calibrated wrench.
as a resistance factor, is really the adjustment required for
In order to provide a design equation, a probability of
hole configuration, as discussed above.1 The modifier
slip must be selected. Based on past experience, this was
1.13 reflects the observed increase in bolt clamping force
taken by the Guide [6] to be about 5% when turn-of-nut
(above the specified minimum bolt tension, Tm ) when
installations are used and about 10% when calibrated
the calibrated wrench method of installation is used [6].
wrench is used. (The examination at the time did not
An advantage of the factored load design is that cases
include twist-off bolts or bolts that use load-indicating
other than clean mill scale can be accommodated. Most
washers.) In the RCSC Specification [14], this design
importantly, the expression reflects the principles
equation is written as:
involved.
The requirements for slip-critical design when the
Rs = Ć µ D Tm Nb Ns (5.2)
service loads are used as the starting point (Article J3.8b)
where
are actually in Appendix J3.8b. In the service load
presentation, the result is given in the form of permissible
Rs = slip resistance of the joint
bolt shear stress. Unfortunately, this obscures the
Nb = number of bolts
fundamentals of the design problem, i.e., the relationship
of the slip load to the surface condition of the faying
Ns = number of slip planes
µ = slip coefficient ( a" ks in Eq. 5.1)
1
In the LRFD Specification, the modifier Ć is taken as
Tm = specified minimum bolt pretension
unity for standard, oversized, short-slotted, and long-
D = 0.80, a slip probability factor that reflects the
slotted holes when the long slot is perpendicular to the
distribution of actual slip coefficients about their line of the force. For long-slotted holes when the long slot
mean value, the ratio of measured bolt tensile is parallel to the line of the force, Ć = 0.85 . Further
strength to the specified minimum values, and
information on the effect of oversize or slotted holes can
be found in Section 8.3 .
29
surfaces and to the clamping force provided by the bolts bearing capacity of the connected material. These topics
(Eq. 5.1 or 5.2). In a slip-critical connection the bolts do are discussed in the next section.
not act in shear. It is not until the slip resistance has been
overcome that shear forces act on the bolts.
5.3 Bearing-Type Joints
Appendix J3.8b says that the design resistance to
5.3.1 Introduction
shear per bolt is Ć FvAb . The modifier Ć has already
If it is not required that a joint be slip-critical, then the
been described above for load factor design. The cross-
design issues are the shear capacity of the bolts and the
sectional area of the bolt is expressed as Ab . The
bearing capacity of the connected material. These were
permissible shear stress, given in Table A J3.2, is for so-
the features contemplated in the discussion presented in
called Class A surfaces with slip coefficient µ = 0.33 .
Section 1.4. There has already been some discussion
(The designer is permitted to adjust the tabulated values if
about the shear capacity of a single bolt (Section 4.3) and
it is necessary to use another slip coefficient.)
the effect of joint length upon bolt shear strength (Section
The pseudo shear stress given in Table A J3.2 can be
5.1). In Section 5.3, the bolt shear capacity discussion will
derived by first expressing the resistance (force) of a
be completed and the subject of bearing capacity in the
single bolt in slip-critical joint in terms of this shear stress
connected material will be presented.
as
5.3.2 Bolt Shear Capacity
Äb Ab Ns
The AISC LRFD rule for the capacity of a bolt in shear
where
was presented in Section 4.3. In brief, Article J3.6 of the
Äb = equivalent shear stress (i.e., the value tabulated
Specification stipulates that:
in LRFD Table A J3.2)
Vr = Ć FvAb (4.2)
Ab = cross-sectional area of one bolt
where Vr = factored shear resistance
Equate this to the resistance given by Eq. 5.2 and use
Ć = resistance factor, taken as 0.75
the particular case of one bolt ( Nb =1) and standard size
hole size ( Ć = 1.0 ): Fv = nominal shear strength of the bolt
Äb Ab Ns = µ D Tm Ns
Ab = cross-sectional area of the bolt, in.2
Solving for the shear stress In Section 4.3, it was noted that the nominal shear
strength of the bolt is to be taken as 0.50 times the bolt
µ D Tm
Äb = ultimate tensile strength (i.e., 120 ksi for A325 bolts and
Ab
150 ksi for A490 bolts), adjusted as necessary if threads
are present in the shear plane.
but, Tm = 0.70 Ast Ãu (see Section 3.2.1)
The Specification takes the position that even
where Ast is the tensile stress area of the bolt and Ãu is
relatively short joints should reflect the effect of joint
length upon bolt shear strength. (The joint length effect
the bolt ultimate tensile strength. Making this
was explained in Section 5.1.) Accordingly, the
substitution
relationship between bolt shear strength and bolt ultimate
µ D 0.70 Ast Ãu
tensile strength, which has been determined from tests to
Ä =
Ab
be 0.62, is immediately discounted by 20% to account for
the joint length effect. Thus, the multiplier applied to bolt
For bolts of the usual structural size, the ratio
ultimate tensile strength in order to obtain the bolt shear
Ast Ab is about 0.76. A value for the slip probability
strength is 0.62× 80% = 0.50. This is the value used to
factor, D, has to be obtained from the Guide [6]. For the
obtain the bolt nominal shear strength values given in
particular case of A325 bolts ( Ãu = 120 ksi ) and clean
Table J3.2 of the Specification. If the joint length exceeds
mill scale steel (µ = 0.33) , the value of D is 0.820.
50 in., a further 20% reduction must be applied to Eq. 4.2.
The use of the 0.50 multiplier (rather than the value
Making the substitutions, an equivalent shear stress of
of 0.62) for the relationship between shear strength and
17.3 ksi is calculated. In the AISC LRFD specification,
bolt ultimate tensile strength and the use of 0.75 as the
Table A J3.2 gives a shear stress of 17 ksi for this case.
resistance factor create a conservative position for the
Other cases can be derived in a similar fashion.
AISC LRFD rules. In the Guide, it is established that no
Whether the slip-critical connection has been
reduction in bolt shear strength with respect to joint
designed at the service load level or at the factored load
length is required until joint length is about 50 in. In
equivalent, as just described, it is necessary that the joint
allowable stress terms, the factor of safety in joints up to
still be checked under the factored loads. This means
that length is at least 2.0 for both A325 bolts and A490
evaluation of the shear strength of the fasteners and the
30
bolts in higher strength steels (which is the conservative In accordance with the concepts shown in Fig. 1.6, t
choice in the model). Thus, use of the 0.62 multiplier must be the thinner of two connected parts. See also
means that shorter joints will simply have a larger margin Fig. 5.4. If three (or more) plies are connected, t is the
of safety. Since the 2.0 value was adequate (by
thinner of t1 + t3 or t2 .
experience) for long joints, no reduction is really
The relationship given by Eq. 5.3 becomes less valid
necessary up to that joint length. The same comments
when the end bolt is relatively far from the end of the
generally apply in load factor design, given a load factor
connected material. This is because the failure mode
of about 1.6.
changes from shearing out of material to excessive
The selection of 0.75 as the resistance factor in the
yielding. Based on the test results [6], the relationship
AISC rules is likewise conservative. The value of 0.80 is
between bearing stress and plate ultimate strength can be
more appropriate, as developed in Reference [22].
described as
Finally, a comment needs to be made regarding the
Ãb Le
application of the joint length effect to the type of
=
connection in which load is transferred from a beam or
Ãpl d
u
girder web to another member, for example, a column.
where Le is shown in Fig. 5.4, d is the bolt diameter, and
The length effect reduction is derived from the shear
the other two terms are
splice model. To what extent it applies to the web framing
angles case is uncertain, but it is reasonable to think that Ãb = bearing capacity of the connected material
the same phenomenon at least does not take place to the
Ãpl = ultimate tensile strength of the connected
u
same degree. Indeed, one international specification [40]
material.
specifically excludes the joint length effect for the design
It is assumed that the bearing stress acts on a
of bolts in framing angle connections.
rectangular area d × t . Solving the expression given above
5.3.3 Bearing Capacity
for the bearing stress and multiplying by this area gives a
permissible load based on bearing capacity as
The fashion in which the connected material reacts
against a bolt that is loaded in shear was described in
Le
ëÅ‚ öÅ‚
R = Ãpl d t
ìÅ‚ ÷Å‚
Article 1.4. Figure 1.6 (d) showed pictorially the bearing
n u
d
íÅ‚ Å‚Å‚
force acting against the connected material, and the actual
effect of the contact between bolts and connected material
From the tests, it is observed that this capacity controls
can be seen in Fig. 5.3. The discussion in this section will
for values of Le e" 3 d . Making this substitution and
deal with how the member (connected material) can reach
using the LRFD notation Fu a" Ãpl gives
u
its limit state in bearing and will also introduce the AISC
LRFD Specification design rules.
R = 3 d t Fu
n
Figure 1.6 showed the action of a single bolt. If this
This is written as a limit to Eq. 5.3, and the final
bolt is close to the end of the connected part (see Fig. 1.6
expression given as LRFD J3 2c is written as
(d)), then obviously one possible limit state is that a block
of material will shear out between the bolt and the end of
R = 1.5 Ãu Lc t d" 3.0 d t Fu (5.4)
n
the end of the connected part. The other possibility is that
Of course, Eq. 5.4 must still be multiplied by a
excessive deformations occur as the connected material
yields. Often, a combination of these two features is
s Le
observed in tests.
&
A rational model that describes the shearing behavior
can be developed, and this is done in the Guide [6]. The
model gives good agreement with test results, but a
simpler model is also available that is sufficiently
accurate. This uses a shear-out of a block of material
between the end bolt and the adjacent connected material,
Lc
shown as a dotted box in Fig. 5.4. This strength is
t1
2 (Äu × Lc × t). The relationship used to describe the
t2
ultimate shear strength is Äu = 0.75 Ãu . The multiplier
0.75, which might appear to be conservative, reflects the
strain hardening that is observed and the fact that the
shear surfaces are really longer than assumed. Thus, the
Fig. 5.4 Bearing Nomenclature
shear resistance of this bolt is given by
R = 1.5 Ãu Lc t (5.3)
n
31
resistance factor, Ć , to obtain the design bearing strength. unconfined plates fail as compared to tests in which the
confined plates fail present significantly different
The value Ć = 0.75 is used.
conditions of bearing stress failure. Other noteworthy
The case under discussion has been for a bolt in a
conditions in these tests were that the lap plates were very
standard hole, oversized hole, short-slotted hole, or long-
thin (1/4 in.) and the plates were sometimes very wide (up
slotted hole parallel to the direction of load, and for the
to 8 in.). An 8 in. wide plate containing a single line of
circumstance where bolt hole deformation at service load
bolts, as was the case in some of these tests, exceeds the
is not a design consideration. A separate expression
maximum permissible edge distance permitted in the
(LRFD J3 2c) is given for the same circumstances except
Specification. A further feature of some of the test
that the long-slotted hole is oriented perpendicular to the
specimens was large end distances, up to 9 in. This also
direction of the force.
would not be permitted under the limits in the
When bolt hole deformation is a consideration, the
Specification. Whatever limitations that might be present
capacity is reduced and given as
as a result of the geometrical features of these tests, the
R = 1.2 Ãu Lc t d" 2.4 d t Fu (5.5)
n best measure is how these results compare to those done
when the confined plates fail in bearing. This comparison
The user of the LRFD Specification is not given
is made in the Guide [6], where it is clear that the
much help in deciding when deformation around holes
unconfined test results fall easily within the normal scatter
should be a design consideration. Therefore it is
of the total results. The only remaining question then is
instructive to look at the basis of Eq. 5.5.
whether it is necessary to limit the deformation of any of
Equation 5.5 was developed from tests reported in
the individual tests because ultimate bearing capacity only
Reference [41]. Equation 5.5 is a limit based on
is attainable at large deformations.
deformation, and it was selected as the point at which
It is the author's opinion that the majority of
0.25 in. of joint deformation had been reached. According
structural connections will not display the type of
to these researchers, at about this deformation most of the
behavior demonstrated in these tests: component sizes in
ultimate strength had been reached in the tests and a
fabricated steel construction will be more robust than
considerable extension beyond this point is required to
those reported in [41]. Furthermore, the concept of
attain the full strength capacity. The test specimens were
limiting deflections is arguable, as long as these
configured so that the critical element was the lap plates
deflections are within reason. The limit used, 0.25 in.,
in a butt splice. In these tests, the lap plates could deform
could be increased to, say 3/8 in., without endangering the
out-of-plane since they are unconfined by the assembly. A
structure. It must be remembered that these deflections
central conclusion in [41] is that tests in which the
P
Ã
L
(a)
(b)
x
P
P
2
2
centroid of area tributary
to gusset plate
Fig. 5.5 Shear Lag in Gusset Plate Connection
32
are present only as the structure approaches its ultimate has shown that other features such as the ductility of the
capacity. Second-order effects, even in multi-story material being joined, the method of making the holes
buildings, will not be significant with slips of this (e.g., punched or drilled), the proximity of one hole to
magnitude. another, and so on, generally have a small influence.
The resistance factor to be applied to the bearing Although a number of investigations have been
capacity equations given in the LRFD Specification is performed to study the shear lag effect, the current North
0.75. This is one of the few locations where the American design standards are based mostly on the work
Specification choice seems to be non-conservative as of Munse and Chesson [42, 43] This work included
compared with published material. In Reference [22], the examination of different cross-sectional configurations,
value is calculated to be 0.64. connections, materials, and fabrication methods. An
empirical equation to calculate the net section efficiency
was proposed. It was based on the test results of 218
5.4 Shear Lag
specimens. This equation was verified further by a
For truss members, it is usual to transfer the force into or
comparison with more than 1000 other test data. Using
out of the member by means of gusset plates, as shown in
the assumption that the net area will be calculated using
Fig. 5.5. Generally, it is impractical to try to connect all of
the cross-section of the shape. For instance, as illustrated the so-called s2 / 4g rule and that the hole diameter will
in Fig. 5.5(a), the flanges of the W shape are attached to
be taken as 1/16 in. greater than the actual hole size [20],
the gusset plates, but the web is not directly connected.
then according to Munse and Chesson the predicted net
Consequently, the flow of stress from the bolts into the
section load of a tension member is given by
W shape must be something like that shown in Fig.
ëÅ‚ öÅ‚
5.5(b). Intuitively, it is to be expected that a long
ìÅ‚1 x ÷Å‚
Pu = - An Fu (5.6)
ìÅ‚ ÷Å‚
connection will be more favorable for this stress flow.
L
íÅ‚ Å‚Å‚
Likewise, if the shape is shallow, the stress flow will be
more favorable than if it is deep. The effects of these
in which x and L are terms that describe the geometry
features of the geometry have been demonstrated in
(Fig. 5.5), An is the net cross-sectional area, and Fu is
physical testing.
the ultimate tensile strength of the material.
Another example is shown in Fig. 5.6, where a single
angle is connected to a gusset plate. In this case, the
Direct use of Eq. 5.6 presents a problem for the
outstanding leg of the angle is not connected. Again, an
designer because the length of the connection, L, must be
uneven distribution of stresses from the fasteners into or
known (or assumed) before it can be applied. Thus, an
out of the angle is expected and the outstanding leg of the
iterative solution is indicated.
angle may not be fully effective. What this means, in both
The expression for the capacity of a tension member
the illustrations used, is that the full cross-sectional area
in the AISC LRFD Specification [17] is a direct reflection
of the shape may have to be discounted (in addition to the
of Eq. 5.6. See Article B3 of the Specification. An upper
fact that holes are present) in order to be able to predict
limit of 0.9 is given for the term 1 - x / L , which is
the capacity of the member. This phenomenon is referred
designated as U in the Specification. Again the difficulty
to as shear lag.
mentioned above arises, that is, the calculation process
The most obvious geometrical features that
must be iterative because the length of the connection is
determines the severity of the shear lag are (a) the
not known in advance of the design of the tension
member. However, in the Commentary to the LRFD
Specification, certain approximations for U are permitted.
They are based on the examination of a large number of
hypothetical cases, and are as follows.
(a) W, M, or S shapes with flange width not less
than 2/3 the depth (and structural tees cut from
these shapes), provided the connection is to the
flanges and there are at least 3 fasteners per line
of bolts: use U = 0.90.
(b) W, M, or S shapes (or structural tees) not
meeting the requirements of (a) and all other
Fig. 5.6 Shear Lag in Angle Connection
shapes, provided the connection is to the flanges
displacement of the centroids of the gusset plates relative and there are at least 3 fasteners per line of bolts:
to the member and (b) the length of the connection. (If the use U = 0.85.
joint is particularly long, then that itself can also have an (c) All members having only two fasteners per line:
effect, as was explained in Section 5.1.) Physical testing use U = 0.75.
33
These approximations seem to give satisfactory AREA specifications can overestimate the member
results for the cases involving W, M, or S shapes, and it is capacity by a considerable margin in some cases.
always easy to check the result using Eq. 5.6 once the It is recommended that Eq. 5.8 (or, the more
details have been established. However, there is recent fundamental form, Eq. 5.7) be used to calculate the
work that indicates that neither Eq. 5.6 or the use of the ultimate strength of single or double angles when they are
U value approximations are satisfactory for angles that attached by only one leg per angle. The resistance factor
are connected by one leg [44]. For a large group of test Ć = 0.75 that is recommended for tension members
specimens, taken from several different sources, it was
(LRFD Article D1) should be applied to the result.
found that Eq. 5.6 overestimated the ultimate load by a
factor of 1.19, standard deviation 0.13 [44]. These
5.5 Block Shear
researchers provide the following predictor equation for
A connection can fail when a block of material shears out,
the strength of angles (either single or arranged as a
as illustrated in Fig. 5.7. In part (a) of the figure, failure of
pair)
a gusset plate is depicted and in part (b) a coped beam is
Pu = Fu Acn + ² Fy Ao (5.7)
shown. As was the situation for the problem of shear lag,
the failure is not a feature related to the bolts, but is one
where Pu = ultimate load
associated with the connected material. However, it is
customary to discuss both shear lag and block shear
Fu = ultimate tensile strength of the material
phenomena when treating the fasteners. It will be seen
Fy = yield strength of the material
later that block shear failure modes observed in tests are
not consistent with the idealizations shown in Fig. 5.7.
Acn = net area of the connected leg (taking holes
Although the label block shear is often used, it is
as 1/16 in. greater than the nominal hole size
intuitively obvious that the failure involves both shear
stresses and tensile stresses. This is particularly evident in
and using the s2 / 4g rule if necessary)
a connection like that illustrated in Fig. 5.7(a). It is also
A0 = area of the outstanding leg (gross area)
likely that if the region in direct tension fractures, it will
² = 1.0 for connections where there are 4 or more be through the bolt holes, i.e., the net section. However, it
is not as evident whether the regions in shear should be
fasteners per line or 0.5 for connections where
examined on the basis of their net section (the case shown
there are 3 or 2 fasteners per line
in Fig. 5.7(a)) or simply along planes parallel to the net
Application of Eq. 5.7 to the test results gave a ratio
section in the direction parallel to the load.
of predicted load to test load of 0.96, standard deviation
Tests of gusset plates [46] show that when the net
0.08. Use of this equation again requires that the length of
section fractures in tension, the shear action is that of
the connection (i.e., number of bolts per line in the
yield acting along planes generally parallel to the
direction of the member force) be known. Consequently,
direction of the load but not through the bolt holes.
an examination was made of a large number of cases
Conversely, it might be anticipated that if shear fracture
(about 1500) in an effort to provide an equation that could
takes place, it will occur through the net section of the
be used directly for design [44]. The result is a modifier to
bolt holes and the action transverse to the direction of the
the net section, calculated in the usual way, that takes the
load will be tension yielding on the gross section
same form as the AISC modifier U. This is
transverse to the load.
Ae = UAn (5.8)
The LRFD Specification use the relationship that
shear yield and shear ultimate stress can be represented
where Ae = effective net area, to be used in calculating
using the von Mises criterion, i.e., Äy H" 0.6Ãy and
the ultimate load
Äu H" 0.6Ãu . The design equations are as follows:
An = net area calculated in the usual way
U = 0.80 if the connection has 4 or more fasteners
if ÃuAnt e" (0.6Ãu ) Anv then
in line or 0.60 if there are 3 or 2 fasteners per
Pu = ÃuAnt + (0.6Ãy) Agv (5.9)
line.
Using Eq. 5.8 gave prediction results nearly as good
and if (0.6Ãu ) Anv e" Ãu Ant then
as those obtained using Eq. 5.7.
Pu = (0.6Ãu ) Anv + Ã Agt (5.10)
Users of the AASHTO [19] and AREA [45] y
specifications should be aware that the design rules for
where the terms yet to be defined are
the capacity of angles connected by only one leg are
somewhat different than those of AISC. The work in Ant = net area subjected to tension
Reference [44] showed that the current AASHTO and
Anv = net area subjected to shear
34
material at the first (i.e., inner) transverse line of bolts is
Agt = gross area subjected to tension
exhausted. This was true even in cases where oversize
Agv = gross area subjected to shear
holes were used and in cases where the connection was
short (i.e., not much shear area available). The tests show
The LRFD Specification rules are written in Article
that fracture at the net tension section is reached before
J4.3 (where the nomenclature Fu a" Ãu and Fy a" Ãy is
shear fracture can take place on the other surfaces
used and the label is "Block Shear Rupture Strength"). Of
tensile fracture (net section) plus shear yielding takes
course, the load given by Eq. 5.9 or 5.10 must be
place. Use of Eq. 5.9 and 5.10 will give conservative
multiplied by a resistance factor. The resistance factor
predictions of gusset place strength (resistance factor
given in the LRFD specification for block shear is 0.75.
taken as unity). For 36 test results, from four different
Equation 5.9 says that if the ultimate tensile
sources, the LRFD equations are conservative by a factor
resistance is greater that the ultimate shear resistance,
of 1.22 (standard deviation 0.08). A better predictor of the
then the block shear resistance of the connection is the
ultimate strength of a gusset plate connection is obtained
sum of the tensile resistance (on the net section) and the
by adding the ultimate tensile strength (net tensile area)
shear yield resistance (on the gross shear area).
and the shear yield strength (gross shear area). This brings
Conversely, if the ultimate shear resistance is greater than
the predicted capacity much more closely into line with
the ultimate tensile resistance (Eq. 5.10), then the block
the test values [46]. For an even better estimate of
shear resistance of the connection is the sum of the
strength, the proposal made in Reference [47] can be
ultimate shear resistance (net shear area) and the tension
used. This model uses net section tensile strength plus a
yield force (gross cross-section).
shear strength component that reflects connection length.
The Commentary to the Specification says that the
In the limit, short connections, the strength in shear is
largest of Eq. 5.9 and 5.10 should be selected as the
nearly the same as that suggested here, i.e., shear yield
governing block shear strength and provides a rationale
acting on the gross shear area. It is clear that the existing
for this choice. This seems to be a holdover from an
AISC rule, Eq. 5.9 and 5.10, is not a satisfactory model of
earlier edition (1986) of the Specification when the
the tests.
equivalent of Eq. 5.9 and 5.10 was presented without the
The mode of failure in coped beam webs is different
qualifiers that now precede them. With the qualifier (the
than that of gusset plates. Because the shear resistance is
"if" statements), the user has no choice but to use the
present only on one surface, there must be rotation of the
result obtained using the governing equation of the two.
block of material that is providing the total resistance.
The Commentary statement (use the largest of Eq. 5.9 and
Although tensile failure is observed on the horizontal
5.10) is in conflict.
plane through the net section in the tests, as expected, the
A review of test results [46] indicates that Eq. 5.9 and
distribution of tensile stress is not uniform. Rather, higher
5.10 are not good predictors of the test results and,
tensile stresses are present toward the end of the web. The
furthermore, that the failure modes seen in gusset plate
prediction of capacity given by Eq. 5.9 and 5.10 is
connections and those in the web of coped beams are
significantly non-conservative when there are two lines of
different.
bolts present [46]. If only one line is present, then the
There are a large number of gusset plate tests
prediction is non-conservative for at least some cases.
reported in the literature for which block shear is the
There are relatively few test results for block shear
failure mode [46]. All show that the ultimate load is
failure in coped beams [46]. However, using the available
reached when the tensile ductility of the gusset plate
tests, a satisfactory model is obtained using a capacity
(a)
(b)
Fig. 5.7 Examples of Block Shear
35
equal to one-half the tensile fracture load (net section)
plus the shear yield load (gross section). This was first
suggested in Reference [49]. In addition, care should be
taken to use generous end distances, particularly when
slotted or oversize holes are present or when the bolts are
distributed more-or-less from the top of the web to the
bottom. If the latter detail is used, the bolt arrangement
carries appreciable moment and bolt forces can produce
splitting between the bolts and the end of the beam web.
Finally, there are a reasonable number of test results
in which block shear took place in angles connected by
one leg [46]. For this case, the use of Eq. 5.9 and 5.10
gives satisfactory results, even though the model does not
work well for the gusset plate and coped beam web cases.
However, the model using tensile fracture on the net
tensile area and shear yielding on the gross shear area is
also satisfactory.
In summary, the author recommends that the
following equations be used for calculation of block shear
capacity.
Gusset plates, angles:
R = Ant Fu + 0.6Fy Agv (5.11)
n
Coped beam webs:
R = 0.5 Ant Fu + 0.6Fy Agv (5.12)
n
A resistance factor must be applied to Eq. 5.11 and
5.12. The value Ć = 0.75 is suggested. Although it is
likely a conservative choice, further work must be done in
order to establish a more appropriate value.
36
Chapter 6
Bolts in Tension
6.1 Introduction
Connection configurations that place bolt groups into
R = Ast Ãu (6.1)
ult
tension were first described in Section 1.4 (Types of
If the bolt in Fig. 6.1 is preloaded, the question arises
Connections). In this Chapter, the connection of a tee-
as to whether the pretension and the force in the bolt that
stub to a column flange (see Fig. 1.4(b)) will be used to
is the result of the external loading add in some way.
discuss the issues. Two questions arise: (1) what is the
relationship between the externally applied tensile load
and the bolt pretension and (2) what force is carried by
t
each bolt corresponding to the externally applied load, P.
Ci
6.2 Single Fasteners in Tension
Tb
Non-pretensioned boltsçÅ‚A single bolt connecting two
plates (infinitely stiff) that are loaded by an external Fig. 6.2(a) Free Body:
No External Load
force, P, is shown in Fig. 6.1(a). If the bolt has not been
pretensioned, then the free-body diagram shown in
P/2 P/2
Fig. 6.1(b) applies. This confirms that the single bolt
shown must resist all of the external load that is applied to
t
the part. The bolt simply acts like a small tension link and
the least cross-sectional area should be employed to
Cf
determine its capacity. Since the bolt is threaded, some
Tf
reduced area (as compared with the unthreaded body
portion of the bolt) must be used, and, because the thread
is a spiral, the reduced area is greater than an area taken
Fig. 6.2(b) Free Body:
through the thread root. A notional area, the tensile stress
External Load Applied
area ( Ast ), that will accommodate this was introduced in
Pretensioned boltsçÅ‚Tightening the nut produces a
Chapter 1 as Eq. 1.1. Hence the capacity of a single bolt
tension force in the bolt and an equal compression force
that has not been pretensioned is simply the product of
in the connected parts. The free-body diagram of
the tensile stress area and the ultimate tensile strength of
Fig. 6.2(a) (bolt pretensioned but no external load
the bolt, i.e.,
applied) shows that
Ci = Tb (6.2)
P/2
P/2
Figure 6.2(b) shows a free-body of the bolt, the
adjacent plates, and an external load, P, that is applied to
the connected parts. In this free-body, the tensile force in
the plate and the compressive force in the plate are
identified those corresponding to final conditions,
P/2
P/2
Tf and Cf , respectively. The term of interest is the final
bolt tension, i.e., by how much does the force in the bolt
Fig. 6.1(a) Single Bolt
increase over its initial pretension value when the external
and Tensile Force
load, P, is applied. This free-body indicates that
(6.3)
Tf = P + Cf
P/2
P/2
The plates and the bolt can be assumed to remain
elastic,1 and consequently the elongation of each
P
1
The bolt will yield when pretensioning takes place, but
the yielding is present only within a small portion of the
Fig. 6.1(b) Free Body
total bolt volume. The assumption that the bolt is elastic
Diagram
is reasonable for the issue under examination.
37
component as the external force is applied can be expected to be in the order not more than about 5% to
calculated. The elongation of the bolt over a length equal 10%.
to the thickness of one plate, t, is After the parts have separated, Eq. 6.6 no longer
applies and the situation is simply that corresponding to
(Tf - Tb ) t
´b = (6.4)
Fig. 6.1(b), i.e., the bolt must carry all of the externally
Ab E
applied force. In total, the response of the bolt to external
load is that shown in Fig. 6.3.
As the external force is applied, the contact pressure
The LRFD rules for the design of high-strength bolts
between the plates, initially at a value Ci , decreases to
acting in tension can now be described. The small
some value Cf . During this process, the plate expands by
increase in bolt force that will occur as service loads are
an amount
applied is ignored. After the parts separate, the ultimate
strength is that given by Eq. 6.1. The AISC LRFD
(Ci - Cf ) t
´p = (6.5)
Specification tabulates permissible stresses for A325 and
A E
p
A490 bolts in tension: it is intended that these permissible
stresses be multiplied by the cross-sectional area of the
where A is the area of plate in compression and is that
p
bolt corresponding to the diameter. Because it is
associated with one fastener.
convenient for the designer to not have to calculate the
If the plates have not separated, compatibility
stress area, the difference between this nominal area and
requires that ´b a" ´p . Using Eq. 6.4 and 6.5, this means
the stress area is accommodated by use of a multiplier.
that For most structural bolt sizes, the relationship between
the two areas is about 0.75.
Tf - Tb Ci - Cf
=
The nominal tensile strength according to the LRFD
A A
b p
Specification (Clause J3.6) is
Using the value of Ci from Eq. 6.2 and the value of R = 0.75 Ab Fu (6.7)
n
Cf that can be obtained from Eq. 6.3, and after some
which is a direct reflection of Eq. 6.1. The LRFD
Specification requires that the resistance factor to be
algebraic manipulation, the final bolt force can be
obtained: applied to R is Ć = 0.75. The resistance factors
n
recommended in [22] are 0.85 and 0.83 for A325 and
P
Tf = Tb + (6.6)
A490 bolts, respectively. However, these recom-
Ap
mendations are for bolts loaded using laboratory testing
1+
Ab
machines: similar bolts in real connections could have
some bending present. Nevertheless, the LRFD
Equation 6.6 says that the final bolt force, Tf , is the
Specification recommendation ( Ć = 0.75 ) appears to be
initial pretension force, Tb , plus a component of the
conservative.
externally applied load that depends on the relative areas
The remaining question, how much force is carried
of the bolt and the area of the connected material in
by a bolt in a connection of real components, is addressed
compression. Of course, the latter is not unique and there
in the next section.
are other assumptions in the derivation of Eq. 6.6.
However, test results [50] show that Eq. 6.6 is a good
6.3 Bolt Force in Tension Connections
predictor and that the increase in bolt pretension can be
In the previous section, the resistance of a single bolt to
bolt an externally applied load was identified. In this section,
Force
fracture
the effect of the externally applied load acting upon a bolt
in Bolt
group in which tensile forces develop will be examined.
The need for this examination arises because the
separation of
T
b
connected
deformation of the connected parts can produce forces in
parts
the bolts that are larger than the nominal values. For
P
instance, the tee-stub connection shown in Fig. 6.4
which is a component of the connection shown in Fig.
1.4(b) has four bolts connecting the flange of the tee to
the column flange shown. It would normally be expected
45°
P
that the load per bolt is P/4. However, deformation of the
connected parts can produce loads significantly greater
Applied Load, P
than this.
Fig. 6.3 Bolt Force vs. Applied Load
38
with prying
Force
present
in
Bolt
P
Tb
with no
b
prying
a
tf
Applied Load
Fig. 6.4 Tee-Stub
Fig. 6.6 Bolt Force vs. Applied Load,
Connection
Prying Present
Figure 6.5 shows the tee stub in a deformed
Q
condition. The drawing exaggerates the deformation, but
it identifies that the tee stub flange acts like a lever upon
M2
a'
the bolts. This result is termed prying action. Obviously,
b'
2T
the amount of prying depends upon the stiffness of the
M1
flange, among other factors. If the flange is very stiff,
b
then the bolt force vs. applied load relationship will be B (=T+Q)
a
like that in Fig. 6.3, which was for a single bolt loaded by
Q
an external force that acted upon an infinitely stiff part. If
t
the flange is relatively flexible, then the relationship can
be like that shown in Fig. 6.6. In addition to the stiffness
of the flange, the other factors than can have the most
Fig. 6.7 Prying Action Nomenclature
significant effect upon the amount of prying are the bolt
the tee-stub web and the bolt line (Fig. 6.8) and a
deformation capacity and the location of the bolt in the
summation of moments gives
tee-stub flange (i.e., the dimensions a and b in Fig. 6.4).
Various models have been developed to quantify the
M1 + M - T Å" b = 0 (6.10a)
2
bolt prying force. They are reviewed in Reference [6],
The moments M1 and M act on different cross-
where the model recommended is the one that was 2
selected for use in the LRFD Manual [51]. Figure 6.7 sections, the former on the gross cross-section of the
shows the geometry of the model. It should be evident flange and the latter on the net cross-section, i.e., a cross-
that selection of the dimension b should be as small as section taken through the bolt holes. In order to normalize
practicable (which will be for wrench clearance, mainly)
Eq. 6.10(a), the moment M will be multiplied by the
2
so as to minimize the prying force, Q.
ratio ´ = net cross-section / gross cross-section. Thus,
Summation of the forces gives
Eq. 6.10(a) should be rewritten as:
T + Q - B = 0 (6.8)
M1 + ´ Å" M - T Å" b = 0 (6.10b)
2
A free-body taken from the flange tip to the
Also, it will be convenient to describe M as a fraction,
2
centerline of the bolt (not shown) shows that
Ä… , of M1 , where 0 d" Ä… d" 1.0 :
M = Q Å" a (6.9)
2
M1 + Ä… Å" ´ Å" M1 - T Å" b = 0
Next, a free-body of the flange between the face of
Solving for the moment M1:
M1
M2
b T
B
Fig. 6.8 Free-body Diagram
Fig. 6.5 Tee-Stub in
Deformed Condition
39
of course no further action is required except to ensure
T Å" b
M1 = (6.11)
that the bolt chosen is large enough to carry the force T.
1+ Ä… Å" ´
The issue of prying action is particularly important
Equation 6.9 can now be rewritten as when the connection is subjected to fatigue. Chapter 7
should be consulted in this case.
Ä… Å"´Å" M1 = Q Å"a
Ä… Å" ´
or, Q = M1
a
Substitute the value of M1 according to Eq. 6.11 to
obtain the prying force
Ä… Å" ´ b
Q = T
(1+ Ä… Å" ´) a
and then use Eq. 6.8 (B = T+Q) to obtain the final bolt
force as
îÅ‚ Ä… Å" ´ b Å‚Å‚
ëÅ‚ öÅ‚ëÅ‚ öÅ‚
B = T ïÅ‚1+ (6.12)
ìÅ‚ ÷Å‚ìÅ‚ ÷łśł
a
íÅ‚1+ Ä… Å" ´ Å‚Å‚íÅ‚ Å‚Å‚
ðÅ‚ ûÅ‚
Reference [6] suggests using the dimensions a' and b'
(Fig. 6.7) instead of a and b. This improves the agreement
against test results and is slightly less conservative.
The result obtained using Eq. 6.12 can now be used
to establish whether the bolt is adequate, in accordance
with the LRFD Specification requirements (i.e., Eq. 6.7
multiplied by a resistance factor, which was also
expressed as Eq. 4.1). A concomitant requirement is that
the flexural strength of the tee-stub flange be adequate.
The plastic moment capacity, Ć Mp = Ć Z Fy , is available
since local buckling is not an issue. For a flange length w
tributary to one bolt, this moment capacity is
2
w t
f
Ć Fy
4
Setting this resistance equal to M1 as given in Eq. 6.11
and solving for the flange thickness required
4 T b
t = (6.13)
f
Ć w Fy (1+ Ä… Å"´)
Again, it is recommended that the dimensions a' and
b' shown in Fig. 6.7 be used.
Examination of the connection strength using
Eq. 6.12 and 6.13 requires knowledge of the value of Ä… ,
which identifies the relationship between M1 and M .
2
(If Ä… = 1.0 , then there is a plastic hinge at each of the
M1 and M locations (Fig. 6.7), and the prying force is
2
a maximum. If Ä… = 0 , then of course there is no prying
action.) Information that is helpful regarding practical
aspects of the use of Equations 6.12 and 6.13 is available
in [51 and 52].
Often, it will be expedient to identify the plate
thickness for which there will be no prying, i.e., Ä… = 0 . If
this plate thickness is acceptable in practical terms, then
40
Chapter 7
FATIGUE of BOLTED and
RIVETED JOINTS
the clamping force provided by the rivet. At the present
time, the influences of clamping force, bearing condition,
7.1 Introduction
and the method of hole formation have not been examined
High-strength bolted joints are often used in new
in any systematic way. The influence of the hole size, per
structures when repetitive loads are present. Such
se, is not likely to be strong, as long as the hole sizes and
situations include bridges, crane support structures, and
plate thicknesses commonly used in structural practice
the like. In many cases, the bolts will be in shear-type
pertain. Thus, the best data available are tests on riveted
connections, and experience shows that the fatigue failure
connections of proportions that are consistent with usual
mode can be present in either the gross or net cross-
structural practice and are of full size, or at least large
section of the connected material. There are no reported
size. For the time being, the effects of clamping force,
instances of fatigue failure of the fasteners themselves
bearing condition, and hole formation must simply be part
when high-strength bolts are used in shear-type
of the data pool. For this reason, and because the "defect"
connections. However, in the case of connections that
presented by a riveted connection is not severe, it is to be
place the bolts in tension a potential failure mode is
expected that the scatter of data will be relatively large.
indeed fatigue failure of the bolts.
Figure 7.1 shows the experimental data, given here
The case of fatigue life of riveted connections is of
using SI units. Identification of the specific sources from
interest because of the need to establish the remaining
which the test data came can be obtained in Reference
fatigue life of existing structures that were fabricated in
[55]. Most of the data come from tests of flexural
this way. Because of corrosion, old riveted structures,
members, and most of these were members taken from
especially bridges, are unlikely to have the sound rivet
service. For those cases where members taken from
heads that would be necessary to sustain fatigue in the
service were tested, the previous stress history was
axial direction of the rivet. In such cases, the rivets should
examined and deemed to have been non-damaging. A few
be replaced by high-strength bolts. Consequently, the only
of the test results are from tension members. In the case of
case that will be discussed here is that for riveted joints
bending members, the moment of inertia of the cross-
loaded in shear.
section included the effect of holes. For the tension
Notwithstanding the distinction set out between
members, the stress range was calculated on the net cross-
fatigue of rivets or bolts in shear-type connections and
section. (It is not yet clear whether this is justified. In the
rivets or bolts in tension-type connections, there are
tests, it was observed that the fatigue cracks grew at right
situations where both shear and tension are present. These
angles to the cross-section when staggered holes were
cases are often inadvertent and arise because of
present.)
deformation of connected parts, or because of forces
It is usual to establish the permissible fatigue life for
actually present but which have not been calculated by the
a welded detail as the mean of the test data less two
designer. For example, a floor beam connected
standard deviations of fatigue life [53]. In the case of both
transversely to a girder by means of riveted or bolted web
riveted and bolted connections, however, there is a great
framing angles will be treated by the designer as a shear-
deal of scatter in the results and the fatigue life line is
only connection. Nevertheless, some moment will be
selected more as a matter of judgment. Figure 7.1 shows
present, particularly if the angles are relatively deep.
the permissible stress range for riveted shear splices
Thus, a bolt or rivet designed only for shear will also have
according to both the AISC LRFD specification [17] and
some tension present. This usually is not significant for
the AASHTO Specification [19]. In both cases, the net
strength, but it can show up as a fatigue failure in the
cross-section of the member must be used to calculate the
fastener. This situation will not be treated here: the reader
stress range.
can obtain more information in References [53, 54].
The permissible stress range is the same (Category
D) for the two specifications in the initial portion of
7.2 Riveted Joints
Fig. 7.1, but there is a major difference in the long-life
The experimental evidence is that fatigue cracking in
region. For the LRFD Specification, the horizontal dotted
riveted shear splices takes place in the connected material,
line in Fig. 7.1 at the stress range value of about 50 MPa
not in the rivet itself. Consequently, the fatigue life can be
(7 ksi) is the controlling feature in this region of fatigue
expected to be a reflection of such features as the size of
lives greater than about 6 million cycles. The AASHTO
the hole relative to the part, the method of hole forming
Specification prescribes the same value, but then
(drilled, punched, or sub-punched and reamed), the
bearing condition of the rivet with respect to the hole, and
41
effectively discounts it by a factor of 2. As seen in Fig. 7.3 Bolted Joints
7.1, the AASHTO threshold stress1 range does not start
High-strength bolted joints can be subdivided into two
until about 50 million cycles. The adjustment is made in
categories; those that are lap or butt splices ("shear
order to account for the presence of occasional stress
splices") and those that are tension-type connections. In
ranges greater (by a factor of 2) than those corresponding
the former case, the bolts can be either pretensioned or
to the calculated equivalent stress range [53]. This is
not pretensioned, although in new construction most
reasonable and is consistent with the effects of observed
specifications require that the bolts be pretensioned if
highway truck traffic. Thus, the threshold stress in the
fatigue loading is likely. It has always been common
AASHTO Specification is one-half of that used in the
practice in bridge construction to use pretensioned bolts.
LRFD Specification.
The implication of the LRFD rules, specifically the
7.3.1 Bolted Shear Splices
selection of the constant amplitude fatigue limit at a value
The fatigue strength of a bolted shear splice is directly
of 7 ksi, is that the calculated stress ranges must be known
influenced by the type of load transfer in the connection.
exactly. If only a small fraction of the actual stress ranges
This load transfer can be completely by friction at the
exceed the CAFL, then fatigue cracking can take place
interface of the connected parts (slip-critical case,
[52]. Thus, when applying the LRFD rules, the designer
pretensioned bolts), completely by bearing of the bolts
must ensure that the calculated stress ranges in the long-
against the connected material (non-pretensioned bolts),
life region will always be below the CAFL. One way of
or by some combination of these two mechanisms. In the
doing this is to use conservative assumptions regarding
case where the load transfer is by friction, fretting of the
the applied forces. (As discussed above, the AASHTO
connected parts occurs, particularly on the faying surfaces
Specification handles this by a two-fold increase in the
near the extremities of the joint. Here, the differential
fatigue load.) It can also be observed (Fig. 7.1) that there
strain between the two components is highest and,
are some test data at or below the LRFD threshold limit.
AASHTO and LRFD
LRFD
AASHTO
Fig. 7.1 Fatigue of Riveted Connections
consequently, minute slip takes place in this location as
load is applied repetitively. Cracks are initiated and grow
in this region, which means that cracking takes place
1
Also called constant amplitude fatigue limit, or CAFL, ahead of the first (or last) bolt hole in a line, and the crack
in the literature. progresses from the surface down through the gross cross-
42
section of the component. The phenomenon is referred to cracking. The AASHTO Specification provides guidance
as "fretting fatigue." for such situations, but the LRFD Specification is silent
If the bolts are not pretensioned, load transfer is by on this topic. Elimination of displacement-induced fatigue
shear in the fasteners and an equilibrating bearing force in cracking is largely a matter of good detailing, which is a
the connected parts. The local tensile stress in the region difficult thing to quantify. However, both the AASHTO
of the connected part adjacent to the hole is high, and this Specification [19] and References [53 and 54] are helpful
is now the location where fatigue cracks can start and sources. Designers are reminded that meeting the rules for
grow. Some point at the edge of the hole or within the force-induced fatigue design, as has been discussed in this
barrel of the hole is the initiation site for the fatigue crack, chapter, does not eliminate the need to examine the
and growth is through the net cross-section of the possibility of distortion-induced fatigue cracking.
connected part.
7.3.2 Bolts in Tension Joints
Both types of fatigue crack behavior have been
observed in laboratory tests and, in a few cases, both Although there are few, if any, reported fatigue failures of
types have been observed within the same test. If non- high-strength bolted shear splices, fatigue failures of high-
pretensioned bolts are used, it is highly unlikely that strength bolted tension-type connections have occurred
fretting fatigue will occur, however. When pretensioned from time to time. Fortunately, it is unusual to use
bolts are used, it is prudent that the designer check both
tension-type connections in bridges and other repetitively
possible types of failure. structures loaded structures. The experimental data upon
It is worth noting again that there is no history of fatigue which to base design rules are not very numerous,
failure of high-strength bolts themselves in shear splices.
however.
Only the connected material is susceptible to fatigue Connections that result in bolts in tension were
cracking. illustrated in Fig. 1.4. A significant feature of the
The AISC LRFD Specification permissible stress
connection is that prying forces develop, and it was
range for bearing-type connections (bolts not explained in Chapter 6 that this places an additional force
pretensioned) is the same as it is for riveted connections, in the bolt, thereby increasing the nominal tension value
as would be expected. This can be seen in Fig. 7.1 (the
(i.e., the total external force divided by the number of
sloping straight line that changes to a horizontal straight bolts). The amount of the prying force is dependent upon
line at about 6 million cycles). The stress range must be the flexibility of the connection. The same flexibility
calculated using the net section of the member. The
introduces bending into the bolt, and this can also affect
AASHTO rule for this case also follows what was the fatigue life of the bolt. The threaded portion of the
prescribed by AASHTO for riveted connections, i.e., the bolt provides the crack initiation location, which as a rule
sloping straight line down to 50 million cycles, followed
is at the root of a thread. It should be noted that the
by a horizontal straight line portion. The reason for the predictions for prying force given in Chapter 6 are based
difference in how the two specifications handle the long- on conditions at ultimate load. The level of prying force at
life region was discussed in Section 7.2, where some service load levels, which is where fatigue takes place,
cautionary comments for users of the LRFD Specification has not been established by either analysis or tests.
were provided.
The stress range experienced by the bolt as the
For slip-critical splices, AASHTO prescribes Category assembly undergoes repeated loading is significantly
B. In this case, the gross cross-section is used to calculate affected by the level of bolt pretension [6]. At one
the stress range. Category B (not shown here) is a sloping
extreme, properly pretensioned bolts in a very stiff
straight line until it meets a horizontal straight line at 55 connection will undergo little or no stress range and will
MPa (8 ksi). This junction is 23.6 million cycles. If the therefore have a long fatigue life. On the other hand, if the
joint is high-strength bolted but not designed as slip- connection is relatively flexible, bolt bending is present,
critical, then the net cross-section is to be used in the and the bolt pretension is low, then the stress range in the
calculations. However, in practice it is likely that all joints bolt threads will be large. Bolts in this condition will have
in a bridge will be designed as slip-critical.
a short fatigue life. An additional complication occurs if
The LRFD Specification also uses Category B for the applied load is high enough to produce yielding in the
slip-critical joints, but again the horizontal cut-off is twice fasteners. In this case, it has been shown that the stress
as large as that used in AASHTO. In this case, it is 110
range increases with each cycle [6].
MPa (16 ksi), which occurs at about 3 million cycles. The available test data are in References [56 and 57].
Selection of Category B for both LRFD and AASHTO Fatigue was not the primary purpose of either
reflects the superior fatigue life characteristics of a bolted
experimental program and the test parameters that relate
splice that is designed as slip-critical. to fatigue are limited. The tests did show that the actual
There are many examples where fatigue cracking is
stress range in a bolt that is properly pretensioned and
the consequence of out-of-plane deformations [53, 54]. where the prying forces are small is substantially smaller
This is referred to as displacement-induced fatigue than the nominal stress range. (The nominal stress range
43
is the nominal load per bolt divided by the bolt stress of -3 used in the AISC Specification. Such a choice
area.)
would be more like that taken in the AASHTO
The AASHTO Specification [19] requirements for
Specification.
bolts in tension-type connections follow the same general
The fatigue design of high-strength bolts that are in
pattern as that for other details. However, the cases of
tension-type connections should reflect the following
ASTM A325 and A490 bolts in tension are not set out as
guidelines:
separate Detail Categories. Instead, the necessary
" Whenever possible, redesign the connection so that
information for calculating the fatigue life of a high-
the bolts are in shear, not tension.
strength bolt in tension is simply listed in AASHTO
" Ensure that proper installation procedures are
Tables 6.6.1.2.5 1 and 6.6.1.2.5 3. These tables provide
followed so that the prescribed bolt pretensions will
the constant A and the constant amplitude fatigue stress
be attained.
for use in the AASHTO fatigue life equations. Other
" Design the connection so that prying forces are
information concerning fatigue of bolts in tension is given
minimized. The AISC Specification is silent as to
in AASHTO Article 6.13.2.10.3, where, among other
how much prying force is permitted. The AASHTO
things, it is noted that the bolt prying force must not
rules limit the calculated prying force to 60% of the
exceed 60% of the nominal force in the bolt. It is also
externally applied load and the RCSC Specification
pointed out that the stress range is to be calculated using
[14] says that the limit should be 30%. The writer
the area of the bolt corresponding to the nominal
recommends that calculated prying be no more than
diameter. This is simply a convenience that can be
30% of the externally applied force.
employed because the ratio between the area through the
threads and that corresponding to the nominal diameter of
the bolt is relatively constant for the usual bolt sizes.
The AASHTO rules provide a sloping straight line in
the short life region, followed by a horizontal straight line
at the level of the constant amplitude fatigue limit, as is
usual for all AASHTO details. However, the sloping
straight line portion is short and the constant amplitude
fatigue limit (CAFL) governs for most cases. For both
A325 and A490 bolts, the CAFL starts to govern at only
about 58,000 cycles if the CAFL is taken at its tabulated
value. If the CAFL is divided by 2, as was explained in
Section 7.2, then the sloping straight line intersects the
CAFL/2 line at 458,000 cycles. In either event, the
AASHTO Specification rules capture the test data in a
reasonable way. It can be observed, however, that the test
data do not indicate a differentiation between A325 and
A490 bolts, which is the position taken in AASHTO.
The AISC LRFD Specification [17] treats high-
strength bolts in a tension connection and loaded in
fatigue as a Category E' detail, except that the threshold
stress is to be taken as 7 ksi (Article A K3.4(b). This
applies to both A325 and A490 bolts, which is consistent
with the test data [56, 57]. The designer has the option of
(1) determining the stress range by analysis, using the
relative stiffness of the various components of the
connection, including the bolts, or (2) by simply taking
20% of the absolute value of the service load. (The stress
range is to be calculated on the tensile stress area of the
bolt.) Given the difficulty of calculating the stress range,
it is likely that designers will use the second option.
In the usual range of interest, say, for >300,000 load
cycles, the AISC Specification 20% rule will give
predictions (permissible stress range for a given number
of cycles) that are significantly conservative. A better
prediction for the available test data could be obtained
using a fatigue life slope that is much less than the value
44
Chapter 8
SPECIAL TOPICS
8.1 Introduction
There are a number of issues that may be of interest to
" If sloping surfaces greater than 1:20 are present, an
designers but which do not warrant an extensive
ASTM F436 bevelled washer must be used to
discussion here because of the amount of detail involved.
compensate for the lack of parallelism. This applies
The specifics can be obtained more expeditiously by
to all methods of bolt installation and all joint types.
reviewing the relevant specifications as required. The
" It is also required that washers be present when
miscellaneous subjects include the need for washers, use
A490 bolts are used to fasten material that has a
of oversized or slotted holes, use of particularly short or
yield strength less than 40 ksi. This is because
particularly long bolts, galvanized bolts and nuts, reuse of
galling in the connected material under the nut can
high-strength bolts, joints that combine bolts and welds,
occur when softer material is fastened by these
and coated faying surfaces. The short discussions that
bolts. However, the only steel grade likely to fall
follow are intended mainly to alert the designer to the
into this category is ASTM A36, and this is used
issues involved and to potential problems.
less and less for steel shapes. It is still used for
angles and plates, however.
8.2 Use of Washers in Joints with Standard Holes
" Washers are often required for joints that use slotted
The AISC LRFD Specification [17] depends upon the
or oversized holes, regardless of the type of joint or
specification of the Research Council on Structural
method of installation. This is discussed in
Connections (RCSC) [14] for most matters associated
Section 8.3.
with high-strength bolts and their installation. The RCSC
Fastener components are typically supplied by the
Specification requires that a standard, hardened washer,
manufacturer or distributor as separate items, i.e., bolts,
ASTM F436 [16] be used under the turned element when
nuts, and washers. Assembly of the components into
calibrated wrench pretensioning or twist-off type bolt
"sets" is sometimes done at this point in order to make it
pretensioning is to be used. (A washer is not required
convenient for the installer of the assembly. If washers
under the non-turned element for these cases.) This
are not, in fact, required by the specifics of the
requirement reflects the need to have a hard, non-galling
application, using these washers means that the time
surface under the turned element when installation is
required to place the bolts will be slightly increased
based on measurement of torque.
because of the extra handling required in the installation.
A washer is also required for the installation of bolts
On the other hand, using washers throughout a job means
that use washer-type direct tension indicators (DTI's).
that the erector does every joint in a consistent manner. If
Although this is not a torque-controlled method of
this is the method chosen, it is at least worthwhile that the
installation, there are reasons specific to the way this
inspection process reflect whether washers were actually
installation is performed that means that washers are
needed.
usually required. These reasons include the necessity that
the protrusions on the DTI washer bear against a hardened
8.3 Oversized or Slotted Holes
surface and the need to prevent the protrusions on the DTI
The use of oversized or slotted holes can be of great
washer from wearing down by scouring, as could be the
benefit to erectors because their use allows more tolerance
case if a nut or bolt head is turned directly against the
when placing the components of the assembly. The
protrusion side of a DTI washer. Washers are not required
question to be addressed here is the effect that oversized
when the DTI washer is placed against the underside of
or slotted holes might have upon the expected
the bolt head if the head is not turned, however. Specific
performance of the connection.
information as to the location of the washer can be
The standard hole size for high-strength bolts is 1/16
obtained in Article 6.2.4 of the RCSC Specification.
in. greater than the nominal diameter of the bolt to be
Another helpful source for identifying washer locations
used. Particularly in joints that have many bolts, it is
when DTI's are used (and other similar bolting detail
possible that not all holes in one component will line up
information) is Reference [58].
exactly with the holes in the mating material. However, if
When snug-tightened joints are used, washers are not
oversized holes are used, omni-directional tolerance
required, except as noted below. Likewise, for
exists. If slotted holes are used, a greater tolerance is
pretensioned or slip-critical joints, washers are not
provided than for oversized holes, but this tolerance is
required if the installation is by the turn-of-nut method.
mainly in one direction, the direction of the slot. The
There are certain exceptions, and these are noted as
effect of oversized or slotted holes upon net section is
follows:
45
taken into account directly in the design calculations 8.4 Use of Long Bolts or Short Bolts
because the oversized hole or slot dimensions will be
Long or short bolts not required to be pretensioned do not
used. Therefore, the concern becomes one relating to the
require special attention. However, when pretension is
bolt behavior will the bolt in a slotted hole or an
required, the use of particularly long or short bolts should
oversized hole be reduced in capacity as a consequence.
be scrutinized.
For the case of snug-tightened joints only, when
The bulk of the research used initially to formulate
slotted or oversized holes are used in an outside ply,
the rules for the installation of high-strength fasteners was
either an ASTM F436 washer or a 5/16 in. thick common
done using bolts where the length was generally in the
plate washer is required.
range from about 4 bolt diameters up to about 8 diameters
If the joint is either pretensioned or slip-critical, then
[6]. Subsequently, it was found that if the bolts were
washer requirements reflect the fact that intended bolt
shorter than this, then the installation process could
pretensions may not be attained with standard washers.
produce torsional failure of the bolts or thread stripping
Tests have shown that both oversized and slotted holes
before installation had been completed. At the other end
can significantly affect the level of preload in the bolt
of the spectrum, the use of long bolts means that more
when standard installation procedures are used. Consider
elastic relaxation will be present and this may degrade the
an oversized hole, for example. As a hole becomes larger
pretension. For very long bolts, there simply is not
relative to the bolt diameter, the amount of material
enough research background for satisfactory standard
remaining to react the force in the bolt is reduced.
pretensioning and installation rules to be set forth and
Consequently, the connected material around the
preinstallation testing is required. Again, these concerns
periphery of the hole is under higher contact stresses than
about short or long bolts apply only when pretension is
would otherwise have been the case. This is exacerbated
required.
if the bolt head, nut, or washer actually scours the
The RCSC Specification requires that short bolts
connected material. The situation is similar when slotted
required to be pretensioned according to the turn-of-nut
holes are used. As a result, the amount of bolt elongation
process be given 1/3 turn instead of the usual 1/2 turn.
(and, pretension) for a given turn-of-nut will be less than
This applies to bolts whose length is up to 4 diameters. If
if a standard hole were present.
other methods of installation are chosen, e.g., calibrated
Tests have shown that using standard washers, which
wrench, use of direct tension indicating washers, or
are 5/32 in. thick1, often does not permit the expected bolt
tension-control bolts, then the length effect will be
pretensions to be attained when oversized or slotted holes
captured in the preinstallation testing. A problem can
are used. A greater washer thickness (i.e., stiffness) is
arise with particularly short bolts, such as may be used in
required to bridge the opening and enable the delivery of
tower construction, however. Depending on the size of the
normal pretensions. The RCSC Specification does permit
Skidmore-Wilhelm calibrator, it may not be possible to
F436 washers for a certain number of cases all
properly fit the bolt into the calibrator. Either new fittings
diameters of A325 bolts and A490 bolts d" 1 in. diameter
must be used to adapt the calibrator to the short bolts, or
when oversized or short-slotted holes are present in the
calibrated direct tension indicating washers be used, or a
outer plies of a joint. However, when a long-slotted hole
solid block device that measures load using strain gages
is used in the outer ply, a 5/16 in. thick plate washer or
can be improvised.
continuous bar is required. For the case of A490 bolts >1
In the case of long bolts that must be pretensioned, if
in. diameter and oversized or short-slotted holes in an
the turn-of-nut method is used and the bolts are between 8
outer ply, an ASTM F436 washer with 5/16 in. thickness
diameters and 12 diameters, then 2/3 turn should be used.
is required. If the A490 bolt is used when a long-slotted
Bolts greater than 12 diameters long have not been
hole is present in the outer ply, then a 5/16 in. thick
subjected to sufficient testing to establish rules. For long
hardened plate washer or hardened continuous bar is
bolts that will be installed by calibrated wrench or by use
required. It should be noted that, in all cases, building up
of direct tension indicating washers or as tension-control
to a required thickness by simply stacking standard
bolts, calibration using the Skidmore-Wilhelm device is
washers is not sufficient. The requirement to be met is
easily accomplished by the addition of solid material
one of stiffness, not thickness per se.
sufficient to increase the grip length.
8.5 Galvanized Bolts
In order to provide corrosion protection, it is sometimes
advantageous to apply a zinc coating to structural steel,
1
ASTM A436 washers have a maximum permitted
i.e., to galvanize the material. In these cases, it is usually
thickness of 0.177 in. for all bolt diameters, but the
the practice to use galvanized fasteners as well. In
minimum permitted thickness is a function of the bolt
ordinary conditions, the high-strength bolts themselves do
diameter. A reasonable average value for the thickness is
not exhibit very much corrosion, and it is generally
usually taken as 5/32 in. (0.156 in.).
46
unlikely that corrosion protection of the bolts is necessary strength bolts that are required to be pretensioned can be
for most building construction unless there is exposure to reused, and, if so, how many times.
a marine atmosphere. The industrial atmosphere of some A certain amount of yielding takes place when a
plants may make it desirable to galvanize high-strength high-strength bolt is installed so that the minimum
bolts in these cases also. In no instance should A490 bolts required pretension is equaled or exceeded. Yielding is
be galvanized, however, because their high strength then confined to a relatively small volume of material located
makes them susceptible to hydrogen embrittlement. in the threaded region just under the nut. This small
The effects of galvanizing A325 bolts is discussed in amount of yielding is not detrimental to the performance
this section. The effect of galvanizing the connected of the bolt [6]. However, if the bolt pretension is
material is examined in Section 8.8. subsequently decreased to zero, e.g., the bolt is loosened,
The issues raised when a bolt and nut are galvanized then the question arises as to whether it can be reused.
include any possible effect on the strength properties of
the bolt, the potential for nut stripping because of thread
Bolt
overtapping, and the influence of the zinc coating on the
  loading
Tension
torque required for installation.
   unloading
Research has shown that galvanizing has no effect on
minimum
the strength properties of the bolt [6].
required
The friction between the bolt and nut threads is
tension
increased when a bolt and nut are galvanized. The fracture
galvanizing has two effects. First, it increases the
variability of the relationship between applied torque and
resultant pretension. At the extreme, a galvanized bolt and
nut can twist off before the desired pretension has been
attained. Second, thread stripping can occur before
Elongation
installation is complete as a result of large friction forces.
In order to identify and resolve any potential problems
Fig. 8.1 Repeated Installation
resulting from galvanizing, ASTM A325 requires that the
nut be lubricated and that the assembly be tested to ensure
that stripping will not occur at a rotation in excess of that The cycle of pretensioning, loosening, and then
which is required in installation or that twist-off will not pretensioning again means that a certain amount of
take place before the installation is complete. ductility is given up during each cycle. If the number of
Overtapping of the nut will usually be done by the tightening and loosening cycles is large, then enough
manufacturer in order that the coated nut and coated bolt ductility will be exhausted so that, eventually, the desired
will still assemble properly. This can also be a source of pretension cannot be reached before fracture takes place.
thread stripping. Compliance of the assembly with the Figure 8.1 shows this effect diagrammatically. In the
rotation test required by the A325 specification will illustration, the minimum required tension was attained
certify that the delivered assembly will perform upon installation followed by three re-installations (turn-
satisfactorily. of-nut), but fractured on the fifth attempt.
Compliance with all of the relevant requirements of The research has shown [6] that both A325 and A490
both ASTM A325 and the RCSC Specification will bolts can be reused a small number of times if the water-
ensure that galvanized bolts and nuts will give satisfactory soluble oily coating that is usually applied during the
performance. These requirements include; (1) the manufacturing process is present. The tests on A325 bolts
galvanized bolts and nuts and washers, if required, must showed that at least three or four reinstallations were
be treated as an assembly, (2) the nuts must have been successful. However, the tests on A490 bolts showed that
lubricated and tested with the supplied bolts, (3) the nuts sometimes only one or two reinstallations were attainable.
and bolts must be shipped together in the same container, The RCSC Specification forbids the reuse of both
and (4) the supplier is not permitted to supply bolts and A490 bolts and galvanized A325 bolts. The number of
nuts that came from different manufacturing sources. reuses permitted for "black" A325 bolts can be
established for a given lot by carrying out a calibration
8.6 Reuse of High-Strength Bolts procedure using a Skidmore-Wilhelm calibrator. Of
course, the number of reuses must be carefully monitored.
Occasionally, a bolt that has been installed during the
As a rule of thumb, if the nut can be made to run freely on
erection process has to be removed and then later
the threads by hand only, then reuse is permissible.
reinstalled. This need for reinstallation of bolts might also
It should also be noted that either A325 or A490 bolts
come up if a structure is taken down and re-erected in a
that have been snugged and then subsequently found to be
new location. The question arises as to whether high-
loose can be routinely installed as pretensioned bolts. This
47
does not constitute a reuse since thread yielding will not fractures), then the situation simply reverts to that of a
have taken place. Even touch-up of pretensioned bolts in a bolted joint. This strength may be greater than that given
multi-bolt joint should not generally constitute a reuse, by Eq. 8.2, depending on the proportion of bolts to trans-
unless the bolt has become substantially unloaded as other verse weld.
parts of the joint are bolted. When bolts are combined with both longitudinal and
transverse welds, the capacity is to be taken as
8.7 Joints with Combined Bolts and Welds
Pn = (0.85× long. weld shear resistance)
It is sometimes necessary to use high-strength bolts and
+ (transverse weld shear resistance) (8.3)
fillet welds in the same connection, particularly when
+ (0.25×slip resistance)
remedial work needs to be done. When these elements act
in the same shear plane, the combined strength is a
Once again, it is recognized that the transverse weld
function of whether the bolts are snug-tightened or are
will reach its ultimate strength at a relatively small
pretensioned, the orientation of the fillet welds with
amount of deformation. Once it breaks, the situation
respect to the direction of the force in the connection, and
reverts to that of a longitudinal fillet weld in combination
the location of the bolts relative to their holes. The AISC
with high-strength bolts. Now, Eq. 8.1 applies and the
LRFD Specification provides recommendations for the
strength calculated in this way could be larger than that
design of such connections in Article J1.9. However,
obtained using Eq. 8.3.
recent research [59, 60] has shown that these recom-
Overriding all these cases, it has already been noted
mendations do not give a good prediction of the actual
that it is possible that the weld shear strength alone can
strength of bolted welded connections. Although using
govern or that the bolt shear strength alone can govern.
existing LRFD rules will give conservative results, they
The practical meaning of such a situation is that there can
are not based on a rational model.
be no benefit when considering certain combinations of
The approach outlined in [59 and 60] recommends
bolts and welds. These cases will arise when the
that the joint design strength be taken as the largest of the
proportions of welds and bolts are inappropriate.
(1) shear capacity of the bolts only, (2) shear capacity of
Consider, for example, an existing bolted joint to which
the welds only, or (3) shear capacity of the combination
only a small amount of longitudinal weld is added. As the
consisting of the fillet welds and the bolts. High-strength
joint is loaded, the bolts are not fully effective in shear,
bolts both pretensioned and snug-tight have been explored
according to Eq. 8.1. As the longitudinal weld reaches its
in the research.
ultimate capacity and fractures, the situation reverts to
Based on the results of tests of the various
that of a bolted joint alone. The bolts are now fully
combinations, the capacity of a combination of high-
effective and their strength can be greater than the
strength bolts and fillet welds placed longitudinally with
combined bolted welded strength. In total, the designer
respect to the force, Reference [60] recommends that
has to check these situations (bolts alone or welds alone)
plus the appropriate equations among Eq. 8.1, 8.2, and
Pn = (0.50× bolt shear resistance)
8.3.
+ (long. weld shear resistance) (8.1)
Generally, the addition of transverse fillet welds to a
+ (0.25× slip resistance)
bolted joint is not an very effective way of strengthening
an existing joint.
The bolt shear resistance, the longitudinal weld shear
resistance, and the slip resistance are all calculations that
8.8 Surface Coatings
are to be made in accordance with the LRFD
Specification, including the resistance factors (which are In some applications, it is advisable to provide a
not shown in Eq. 8.1). protective coating to the surface of the steel used in the
If bolts and transversely oriented fillet welds are structure. The main reason for doing so is to prevent
combined, then the capacity is to be taken as corrosion of the steel, either for when the steel is exposed
during the erection phase or for protection on a continuing
basis. Coatings can be paint, a metallic layer of zinc or
Pn = transverse weld shear resistance
(8.2)
aluminum, various kinds of vinyl washes, organic or
+ (0.25×slip resistance)
inorganic zinc-rich paints, and so on. If the coating is
applied to the surfaces of joints that are designated as
where the transverse weld shear resistance is now used.
snug-tightened or as pretensioned [14, 17], then the
Because the amount of deformation that can be
coating has no influence upon the strength or performance
accommodated by a transverse fillet weld prior to fracture
of the connection. In these cases, the strength of the joint
is very small, the contribution of the bolts in shear is
is determined on the basis of the net section of the
negligible, and is taken here as zero. Once the transverse
connected material, on the shear strength of the bolts, or
weld has reached its ultimate capacity (i.e., when it
on the bearing strength of the connected material. It is
48
only when the joint is designated and designed as slip-
critical that the coating plays a role.
The design of slip-critical joints was described in
Section 5.2. As explained there, the designer has the
option of designing on the basis of factored loads or by
using the nominal loads. If factored loads are used, then
the slip coefficient of the steel, µ, enters directly into the
design equation (Eq. 5.2). In the LRFD Specification,
faying surfaces are categorized as A, B, or C, and values
are given for the slip coefficient for these surfaces. For
example, a hot-dip galvanized surface that has been
roughened (by light hand wire brushing) is a Class C
surface and a slip value µ = 0.35 is prescribed. In all
other cases where coatings are used, it is required that
tests be carried out to determine the slip coefficient for
that case. The method of test is given in the RCSC
Specification [14].
If the designer proceeds on the basis of nominal
loads, then the expression for the slip resistance is
expressed in terms of an equivalent shear stress (see
Section 5.2). The LRFD expression in this case is based
on the use of µ = 0.33 , which is the slip coefficient for an
unpainted clean mill scale surface. However, the designer
has the opportunity here also to use other values by
adjusting the permissible equivalent shear stress to reflect
different slip coefficients, as obtained from the literature
or by tests.
49
REFERENCES
13. ASTM A490-00, Standard Specification for Heat-
1. Bibliography on Bolted and Riveted Joints, ASCE
Treated Steel Structural Bolts, 150 ksi Minimum
Manuals and Reports on Engineering Practice, No.
Tensile Strength, American Society for Testing and
48, American Society of Civil Engineers, Reston,
Materials, West Conshohocken, Pennsylvania, USA.
VA.,
14. Load and Resistance Factor Design Specification for
2. Bibliography on Riveted Joints, A.E.R. deJong,
Structural Joints Using ASTM A325 or A490 Bolts,
American Society of Mechanical Engineers, New
Research Council on Structural Connections, 2000.
York, 1945.
(Available free at www.boltcouncil.org).
3. C. Batho and E.H. Bateman, "Investigations on Bolts
15. ASTM A563-00, Standard Specification for Carbon
and Bolted Joints, Second Report of the Steel
and Alloy Steel Nuts, American Society for Testing
Structures Research Committee," London, 1934.
and Materials, West Conshohocken, Pennsylvania,
4. W.M. Wilson and F.P. Thomas, "Fatigue Tests on USA.
Riveted Joints," Bulletin 302, Engineering
16. ASTM F436-93(2000), Standard Specification for
Experiment Station, University of Illinois, Urbana,
Hardened Steel Washers, American Society for
1938.
Testing and Materials, West Conshohocken,
5. Research Council on Riveted and Bolted Structural Pennsylvania, USA.
Joints of the Engineering Foundation, Specifications
17. Load and Resistance Design Specification for
for Assembly of Structural Joints Using High-
Structural Steel Buildings, American Institute of
Strength Bolts, 1951.
Steel Construction, Chicago, Illinois, 1999.
6. G.L. Kulak, J.W. Fisher, and J.A.H. Struik, Guide to
18. Specification for Structural Steel Buildings,
Design Criteria for Bolted and Riveted Joints,
Allowable Stress Design and Plastic Design,
Second Edition, John Wiley, New York, 1987.
American Institute of Steel Construction, Chicago,
7. Connections in Steel Structures: Behaviour, Strength, Illinois, 1989.
and Design, Elsevier Applied Science, 1988, Editors:
19. AASHTO LRFD Bridge Design Specifications  US,
Reidar Bjorhovde, Jacques Brozzetti, and Andre
2nd Edition, American Association of State Highway
Colson
and Transportation Officials, Washington, D.C.,
8. Connections in Steel Structures II: Behavior, 1998.
Strength, and Design, American Institute of Steel
20. Load and Resistance Factor Design of Steel
Construction, 1991. Editors: Reidar Bjorhovde,
Structures, Louis F. Geschwindner, Robert O.
Andre Colson, Geerhard Haaijer, and Jan Stark.
Disque, and Reidar Bjorhovde. Prentice-Hall 1994.
9. Connections in Steel Structures III: Behaviour,
21. L. Shenker, C.G. Salmon, and B.G. Johnston,
Strength, and Design, Pergamon, 1996. Editors:
"Structural Steel Connections," Department of Civil
Reidar Bjorhovde, Andre Colson, and Riccardo
Engineering, University of Michigan, Ann Arbor,
Zandonini.
1954.
10. ASTM A502-93, Standard Specification for Steel
22. Fisher, J.W., Galambos, T.V., Kulak, G.L., and
Structural Rivets, American Society for Testing and
Ravindra, M.K., "Load and Resistance Factor Design
Materials, West Conshohocken, Pennsylvania, USA.
Criteria for Connectors," J. of the Structural Division,
11. ASTM A307-00, Standard Specification for Carbon ASCE, Vol. 104, No. ST9, September 1978.
Steel Bolts and Studs, 60 000 PSI Tensile Strength,
23. Munse, W.H. and Cox, H.C., "The Static Strength of
American Society for Testing and Materials, West
Rivets Subjected to Combined Tension and Shear,"
Conshohocken, Pennsylvania, USA.
Engineering Experiment Station Bulletin 427,
12. ASTM A325-00, Standard Specification for University of Illinois, Urbana, 1956.
Structural Bolts, Steel, Heat Treated, 102/105 ksi
24. Hechtman, R.A., "A Study of the Effects of Heating
Minimum Tensile Strength, American Society for
and Driving Conditions on Hot-Driven Structural
Testing and Materials, West Conshohocken,
Steel Rivets," Department of Civil Engineering,
Pennsylvania, USA.
University of Illinois, Urbana, 1948.
51
25. Yoshida, N. and Fisher, J.W., "Large Shingle Splices 87 3, Department of Civil Engineering, The
that Simulate Bridge Joints," Fritz Engineering University of Texas at Austin, May, 1987.
Laboratory Report No. 340.2, Lehigh University,
38. Chesson, Eugene, Jr., Munse, William H., and
Bethlehem, PA, December, 1968.
Faustino, Norberto R., "High-Strength Bolts
26. Higgins, T.R. and Munse, W.H., "How Much Subjected to Tension and Shear," Journal of the
Combined Stress Can a Rivet Take?" Engineering Structural Division, ASCE, Vol. 91, ST5, October,
News-Record, December 4, 1952. 1965.
27. Rumpf, John L. and Fisher, John W., "Calibration of 39. Chesson, Eugene, Jr., "Bolted Bridge Behavior
A325 Bolts," J. of the Structural Division, ASCE, During Erection and Service," Journal of the
Vol. 89, ST6, December, 1963. Structural Division, ASCE, Vol. 91, ST3, June, 1965.
28. Christopher, R.J., Kulak, G.L., and Fisher, J.W., 40. European Committee for Standarisation, Eurocode 3 :
"Calibration of Alloy Steel Bolts," J. of the Structural Design of Steel Structures, ENV, 1993 1 1, 1992,
Division, ASCE, Vol. 92, ST2, April, 1966. Brussels.
29. Bickford, John H., "An Introduction to the Design 41. Frank, K.H. and Yura, J.A., "An Experimental Study
and Behavior of Bolted Joints," Second Edition, of Bolted Shear Connections," Report No.
Marcel Dekker Inc., New York, 1990. FHWA/RD 81/148, Federal Highway Adminis-
tration, Washington, D.C., December 1981.
30. Kulak, G.L. and Birkemoe, P.C., "Field Studies of
Bolt Pretension," J. Construct. Steel Research, 42. Munse, W.H. and Chesson, E. Jr., "Riveted and
Vol. 25, Nos. 1 & 2, pages 95-106, 1993. Bolted Joints: Net Section Design," J. of the Struct.
Div., ASCE, Vol. 89 (1),. 107 126, 1963.
31. ASTM F1852-00, Standard Specification for "Twist
Off" Type Tension Control Structural 43. Chesson, E., Jr., and Munse, W.H., "Riveted and
Bolt/Nut/Washer Assemblies, Steel, Heat Treated, Bolted Joints: Truss Type Tensile Connections," J. of
120/105 ksi Minimum Tensile Strength, American the Struct. Div., ASCE, Vol. 89 (1), 67 106, 1963.
Society for Testing and Materials, West
44. Kulak, Geoffrey L. and Wu, Eric Yue, "Shear Lag in
Conshohocken, Pennsylvania, USA.
Bolted Tension Members," J. of Structural
32. Kulak, Geoffrey L. and Undershute, Scott T., Engineering, ASCE, Vol. 123, No. 9, Sept. 1997.
"Tension Control Bolts: Strength and Installation,"
45. American Railway Engineering and Maintenance of
Journal of Bridge Engineering, Vol. 3 No. 1, ASCE,
Way Association (2002).  Steel Structures, Chapter
February, 1998.
15, Manual for Railway Engineering, AREMA,
33. ASTM F959 99a, Standard Specification for Landover, MD.
Compressible-Washer-Type Direct Tension
46. Kulak, Geoffrey L. and Grondin, G.Y., "AISC LRFD
Indicators for Use with Structural Fasteners,
Rules for Block Shear in Bolted Connections A
American Society for Testing and Materials, West
Review," Engineering Journal, American Institute of
Conshohocken, Pennsylvania, USA.
Steel Construction, Vol. 38, No. 4, Fourth Quarter,
34. Dahl, Joan S., Le-Wu Lu, Fisher, John W., and 2001. (See also Errata to this reference.)
Abruzzo, John, "Comparative Effectiveness of
47. Hardash, Steve and Bjorhovde, Reidar, "New Design
Tightening Techniques for A490 1-1/4 in. Diameter
Criteria for Gusset Plates in Tension," Engineering
Bolts," Engineering Journal, American Institute of
Journal, American Institute of Steel Construction,
Steel Construction, Vol. 33, No. 1, First Quarter,
Vol. 2, No. 2, Second Quarter, 1985.
1996.
48. Yura, J.A., Birkemoe, P.C. and Ricles, J.M., "Beam
35. Oswald, C.J., Dexter, R.J., Brauer, S.K., "Field Study
Web Shear Connections: An Experimental Study," J.
of Pretension in Large Diameter A490 Bolts," ASCE
of the Structural Division, ASCE, Vol. 108, No. ST2,
Journal of Bridge Engineering, Vol. 1, August, 1996.
February, 1982.
36. Mikkel A. Hansen, "Influence of Undeveloped fillers
49. Ricles, J.M. and Yura, J.A., "Strength of Double-
on Shear Strength of Bolted Splice Joints," PSFSEL
Row Bolted-Web Connections," J. of the Structural
Thesis No. 80 1, Department of Civil Engineering,
Division, ASCE, Vol. 109, No. 1, January, 1983.
The University of Texas at Austin, March, 1980.
50. McGuire, William, "Steel Structures," Prentice-Hall
37. Yura, J.A., Frank, K.H., and Polyzois, D., "High
Inc., Englewood Cliffs, N.J., 1968.
Strength Bolts for Bridges," PMFSEL Report No.
52
51. American Institute of Steel Construction, "Manual of
Steel Construction, Load and Resistance Factor
Design," Third Edition, Chicago, 2001.
52. Thornton, William A., "Prying Action A General
Treatment," Engineering Journal, American Institute
of Steel Construction, Vol. 2, No. 2, Second Quarter,
1985.
53. Fisher, J.W., Kulak, G.L., and Smith, I.F.C., "A
Fatigue Primer for Structural Engineers," National
Steel Bridge Alliance, American Institute of Steel
Construction, Chicago, IL., 1998.
54. Fisher, J.W., Yen, B.T. and Wang D., "Fatigue of
Bridge Structures  a Commentary and Guide for
Design, Evaluation and Investigation Of Cracking,"
ATLSS Report No 89-02, Lehigh University,
Bethlehem, PA, 1989.
55. Kulak, G.L., "Fatigue Strength of Riveted Shear
Splices," Progress in Structural Engineering and
Materials, Vol 2 (1), 1 10, 2000.
56. Nair, R.S., Birkemoe, P.C., and Munse, W.H., "High
Strength Bolts Subjected to Tension and Prying," J.
of the Structural Division, ASCE, Vol. 100, No. ST2,
February, 1974.
57. Bouwman, L.P., "Fatigue of Bolted Connections and
Bolts Loaded in Tension," Report No. 6 79 9,
Stevin Laboratory, Delft Univ. of Technology, Delft,
The Netherlands, 1979.
58. Structural Bolting Handbook, Steel Structures
Technology Center, Inc. Novi, MD., 1999.
59. Manuel, Thomas J. and Kulak, Geoffrey L.,
"Strength of Joints that Combine Bolts and Welds,"
Journal of Structural Engineering, ASCE, Vol. 126,
No. 3, March, 2000.
60. Kulak, G.L and Grondin, G.Y., "Strength of Joints
that Combine Bolts and Welds," accepted for
publication, Engineering Journal, American Institute
of Steel Construction.
53
INDEX
Allowable stresses, 6 Riveted connections, 41
Anchor rods (anchor bolts), 2 Shear-type bolted connections, 42
American Institute of Steel Construction (AISC) Tension-type bolted connections, 43
Allowable stress design, 7 Galvanized bolts and nuts, 46, 48
LRFD Specification, 6 Grip length, 16, 46
American Society for Testing and Materials High-strength bolts
(see ASTM) ASTM A307, 3
Arbitration inspection, 21 ASTM A325, 3, 13
ASTM (bolt and related specifications) ASTM A354BD, 4
A307, 3 ASTM A449, 4
A325, 3, 13 ASTM A490, 3
A354BD, 4 ASTM F1852, 45
A449, 4 Direct tension strength, 23, 37
A490, 3, 13 Galvanized, 46
A502, 2 Historical review, 1
F436, 45 Installation (see Installation of bolts)
F1852, 13, 45 Load vs. deformation in shear, 24
Bearing Load vs. deformation in tension, 23
bearing stresses, 6, 31 Mechanical properties, 3, 13
Bearing-type joints, 6 , 30, 31 Reuse (reinstallation), 47
Block shear, 34 Shear strength, 24
Bolts Tension control bolts, 18
Bolt length, 46 Torqued tension, 14
Combined shear and tension, 25 Holes
Combined with welds, 48 Oversize holes, 45
Fatigue strength, 42 Slotted holes, 45
High-strength, 3 Inspection
Installation (see Installation of bolts) Arbitration, 21
Mechanical properties, 3, 13 Direct tension indicators, 21
Ordinary, or, common (A307), 3 General requirements, 20
Pretension (see Pretension) Pretensioned bolts, 21
Reuse, 47 Snug-tightened bolts, 21
Shear strength, 24 Twist-off bolts, 21
Tensile strength, 23, 37 Installation of bolts
Butt splice, 27 Calibrated wrench, 17
Calibrated wrench installation, 17 General requirements, 13
Calibration of bolts, 17 Load-indicating washers, 19
Clamping force (see pretension) Tension-control bolts, 18
Coatings, 48 Turn-of-nut, 14
Combined bolted-welded joints, 48 Washers, 16, 45
Combined tension and shear, 10, 25 Joint length effect, 27
Common bolts (A307), 3 Joint type (shear splices)
Connections Pretensioned bolts, 20
Butt splice, 27 Slip-critical, 20
Gusset plate, 4 Snug-tightened bolts, 20
Tension-type, 5 Lap splice, 4
Design philosophy, 6 Limit states, 6, 7
Direct tension indicators, 19, 45 Load and Resistance Factor Design (LRFD), 7
End distance, 31 Load factor, 7
Fatigue Load indicating washers, 19
AASHTO specification, 44 Load transfer concepts, 4
AISC specification, 44
Fretting, 42
55
Mechanical fasteners Truss-type connections, 4
Bolts, 3 Turn-of-nut method of installation, 14
Rivets, 1 Washers
Nuts Load-indicating washers, 19
Galvanized, 47 Standard washers, 16, 45
Specifications, 4
Oversize holes, 45
Pretension
Calibrated wrench installation, 17
Direct tension indicators, 19
Effect of bolt length, 16, 46
Effect of external load, 37
Effect of hole size, 45
High-strength bolts, 4, 13, 15
Load-indicating washers, 19
Ordinary bolts (A307), 3
Rivets, 2, 9
Slip resistance, 28
Tension-control bolts, 18
Turn-of-nut installation, 17
Washer requirements, 16, 45
Prying forces, 39
Reinstallation of high-strength bolts, 47
Reuse of high-strength bolts, 47
Research Council on Structural Connections (RCSC)
History, 1
Specifications, 3
Resistance factor, 7
Rivets
Clamping force, 2
Combined shear and tension, 10
Fatigue strength, 41
Installation, 2
Mechanical properties, 1
Shear strength, 9
Tensile strength, 9
Serviceability limit state, 7
Shear (in fasteners)
Combined shear and tension, bolts, 25
Combined shear and tension, rivets, 10
Effect of pretension, 15
Shear strength of bolts, 24, 30
Shear strength of rivets, 9
Shear lag, 33
Slip in joints, 27
Slip-critical joints, 20, 28
Slip coefficient, 29
Slip resistance, 29
Slotted holes, 45
Snug-tightened bolts, 13, 19
Surface coatings, 48
Tensile stress area, 2, 24
Tension-control bolts, 18
Tension strength of bolts, 23, 37
Tension strength of rivets, 9
Tension-type connections, 5, 37
Torque vs. tension relationship, 17
56


Wyszukiwarka

Podobne podstrony:
Design Guide 10 Erection Bracing of Low Rise Structural Steel Frames
ransformation induced plasticity for high strength formable steels
Design Guide 12 Modification of Existing Steel Welded Moment Frame
Design Guide 11
Japanese high school students’ motivation for extensive L2 reading
Design Guide 20 Steel Plate Shear Walls
greenhouse design guide
Design Guide 14 Staggered Truss Framing Systems
Design Guide 09 Torsional Analysis of Structural Steel Members
Cold Space Vehicle Design Guide
Strength and Conditioning For Rugby League and Rugby Union Part 1
Design Guide 02 Design of Steel and Composite Beams with Web Openings
EMC DESIGN GUIDE
technical english for civil engineers construction?sics
Intermediate Probability Theory for Biomedical Engineers JohnD Enderle

więcej podobnych podstron