Bull Moose Tube HSS Connections Manual A company 1819 Clarkson Road Chesterfield, MO 63017 (800) 325-4467 FAX: (636) 537-2645 www.bullmoosetube.com e-mail: [email protected]For additional information, contact your salesperson today at (800) 325-4467 or (636) 537-2600 in the USA, or from Canada call (800) 882-4666 All information contained herein is accurate as known at the time of publication. Bull Moose Tube reserves the right to change product specifications without notice and without incurring obligation. 8/99
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Bull Moose Tube HSS Connections Manual
A company
1819 Clarkson RoadChesterfield, MO 63017(800) 325-4467FAX: (636) 537-2645www.bullmoosetube.come-mail: [email protected]
For additional information,contact your salesperson today at(800) 325-4467 or (636) 537-2600in the USA, or from Canadacall (800) 882-4666
All information contained herein is accurate as known at the time of publication. Bull Moose Tube reserves the right to change product specifications without notice and without incurring obligation.8/99
Framed Connections - Bolted Type Framing ..............................................4Simple Shear Connections - HSS Column to Wide Flange Connection .................. ..5
Welds in the Center of the HSS.................................................................6Shear Tab................................................................................................7Design Procedure - Shear Tab to HSS ....................................................10The Single Angle....................................................................................13Slotted through plate ..............................................................................14Welds Located near Sidewall of the HSS .................................................14Double Angle Connections......................................................................15The Simple Tee......................................................................................16Beam Seats ...........................................................................................17ATLSS Connector ..................................................................................17
Simple Shear Connections - HSS Beams to HSS Columns..................................... 18The Double Tee Connection....................................................................18The Double Angle Connection.................................................................18Separated Double Angle Connection .......................................................19
Moment Connections - HSS to wide-flange.............................................................. 20Continuous Beams……………………………………………………………………20Through Plates………………………………………………………………………..21Strap Angles ..........................................................................................21Flange Diaphragms…………………………………………………………………..22Column Face Reinforcement………………………………………………………..23Moment Connection by Reinforcing the Beam Flanges .............................25
Moment Connections - HSS to HSS......................................................................... 26Stepped Connections with b/D < 0.85 ......................................................28Connections with b/D > 0.8 .....................................................................28
Reinforced Tube Connections .................................................................................. 30Plate Stiffener…………………………………………………………………………30Reinforcement with Haunches………………………………………………………30Blind Fasteners ......................................................................................31
A comprehensive discussion of Hollow Structural Section (HSS) connections is beyond the scope of this
booklet. However, a considerable body of design criteria does exist but much of it is scattered in pieces of
literature and was not readily available to engineers at the time of its publication. After the initial publication of
this booklet, Bull Moose Tube Company, in cooperation with the American Institute of Steel Construction. Inc.
(AISC), the Steel Tube Institute of North America (STI), and the American Iron and Steel Institute (AISI)
collaborated on a design book titled “Hollow Structural Sections - Connections Manual”, which is published by
the AISC. Copies are readily available through AISC.
This booklet is limited to rectangular and square HSS and does not include extensive research and criteria that
is available for circular HSS. Even with rectangular HSS, most of the information concerns various types of
truss connections, where axially loaded branch members are directly welded to tubular chords or main
members. This guide is further limited to the case where the connection is intended to transmit moment and
shear rather than an axial force.
The information presented in this publication has been prepared in accordance with recognized engineeringprinciples and is for general information only. While it is believed to be accurate, this information should not beused or relied upon for any specific application without competent professional examination and verification ofits accuracy, suitability, and applicability by a licensed professional engineer, designer, or architect. Thepublication of the material contained herein is not intended as a representation or warranty on the part of BullMoose Tube Company, that this information is suitable for any general or particular use or of freedom frominfringement of any patent or patents. Anyone making use of this information assumes all liability arising fromsuch use.
Caution must be exercised when relying upon other specifications and codes developed by other bodies andincorporated by reference herein since such material may be modified or amended from time to timesubsequent to the publishing of this edition. Bull Moose Tube Company bears no responsibility for suchmaterial other than to refer to it and incorporate it by reference at the time of the initial publication of this edition.
3
Introduction
With superior compression capacities and natural aesthetic appeal, Hollow Structural Sections (HSS) are an
excellent choice for columns, trusses and building frame systems. Because of these attributes, the use of HSS
continues to increase in the U.S. and the rest of the world. However, designers and fabricators who have not
worked with HSS still express uncertainties regarding connections to HSS. With this in mind, Bull Moose Tube
recognizes that connections to HSS require particular design consideration to achieve construction efficiency
and cost minimization.
The connection of beams to HSS columns can be grouped into two general categories. One is the direct
connection where the beam is welded to one of the column faces. This is often an HSS-to-HSS connection,
although wide flange beams or other shapes could be welded to a column face. The other category is where
connecting elements are used allowing for easy bolting of framing elements at once at the job site. This is by
far the most economical method of connecting HSS as well as open shapes. In fact, the standard bolted
connections that work so well for open profiles are often suitable for HSS. For simple connections, those
requiring only shear resistance, HSS offer the same types of connecting elements as wide flange members. In
fact, the load tables in the LRFD Simple Shear Connections should be used in the same manner for HSS
columns as it is for wide flange beams. This is why the cost of simple connections for HSS is generally the
same as wide flange members.
4
Framed Connections - Bolted Type Framing
Welding tube - to - tube connections is difficult and expensive in the field. Therefore, it is important to have
framed connections similar to those used with wide flange columns to facilitate field erection. The calculation
methods used for bolted connections between hollow sections are basically no different than those used for any
other types of connections in conventional steel construction. The closed profile does, however, in some cases
lead to a special approach to the calculation process.
For simply supported behavior to be achieved, connections must provide a certain degree of flexibility in order
to accommodate beam end rotations as a beam deflects under load. A full moment connection, which prevents
beam end rotation relative to the column, implies an increased moment transfer to the column with increasing
connection stiffness.
However, most of the connections that will be examined in this section are considered hinged or very nearly
hinged. There are almost invariably two alternatives for hinged type connections obtained as follows.
The hinge is located on the axis "a" and a suitable arrangement of bolts gives a slight fixity of the joint
upon the beam with the resulting moment, M2, acting on the latter.
The hinge is located on the "b" axis (a single bolt for instance) and it is the column that reacts the
moment, M2.
Figure 1 shows the basic arrangement of the conventional type of connection indicating the possible loading
conditions and appropriate notation
Q: Vertical reaction at support point
H: Horizontal reaction
M1: Bending moment transmitted by the beam
M2: Bending moment due to the eccentricity of the attachment: M2 = Q.e
Figure 1 - Load Conditions for Simple Connections
5
Simple Shear Connections - HSS Column to Wide Flange Connectioni
A major consideration in the design of this type of framing system is the field connection between the beams
and columns. Normally a simple connection is shop welded to the beam or column and field bolted once at the
job site. The most economical method is to use a simple framing connection that transmits the beam shear with
a minimal moment. A satisfactory simple framing connection of an open profile beam to a hollow section
column should consider the following:
1) Adequate shear strength to carry the beam reaction
2) Enough flexibility so that the bending moment transmitted to the column will be minimal
3) The ability to carry any small moment without failure of the connection or connectors.
4) A connection configuration that does not cause excessive deformation of the column wall
5) A reasonably clean cost effective detail for fabricators
Common practice for simple field connections is to shop weld connecting elements to the beam or column and
complete the connection in the field with bolting. A variety of standard simple framing connections have been
developed over the years for wide flange columns but most of them have been adopted for HSS columns as
well. These include:
Double angles
Tees
Single angles
Angle beam seats
Shear tabs or wing plates
End plates
ATLSS connector (self guiding)
6
Except for the beam seat, the connecting element is attached to the web of the beam. However, these
connections can be used with tubular beams if a structural tee end cap is welded to the beam so that the stem
functions in a similar manner as the web of a wide-flange. These connections must be designed to reduce any
secondary loads to the minimum in particular by bringing the center lines of the chord and lattice members to
meet at the same point. It is advisable, in the case of main structural components, to arrange the web members
symmetrically in relation to the median plane of these components and to attach them in a symmetrical manner.
Welds in the Center of the HSS
The two types of connections that have welds near the center of the face of the HSS the shear tab and the
single angle, which will be discussed in detail in the next several pages. The corresponding weld pattern is
shown in Fig. 2
Figure 2 - Shear Tab and Single Angle Welds
7
Shear Tab
One of the most efficient and economical methods of connecting a beam to a tubular column is the shear tab.
Recent research by Dr. Donald Sherman at the University of Milwaukee, Wisconsin quite clearly indicates that
the shear tab is a safe, economical means for connecting a beam to a tubular column. In fact, this research
indicates that through-plating is often an unnecessary connection that can be avoided if certain criteria are
considered. The primary purpose of Sherman's research was to develop design guidelines for shear tabs on
HSS columns and to establish the limit states of such connections. The conclusion of this study is that the
shear tab did not reduce the column capacity in comparison to the through plate and that bolt tightening had
more of an impact than the connection type. This conclusion is shown in Graph 1.
Graph 1 – Shear Tab Column Test
8
The study of any connection begins with the identification of the critical failure modes encountered under
extreme loading. These have been identified1 as 1) shear failure of bolts 2) yielding of gross plate area 3)
fracture of the net plate area and 4) bearing failure of the beam web set. To avoid shear failure of the bolts, a
relationship for bolt diameter and tab thickness has been established and is shown below:
t tab ≤ dBolt/2 + 1/16
Also, the tab thickness is limited to 9/16" or less. Taking this into consideration, there are certain combinations
of HSS thickness, tab thickness and common bolt diameters that should be used. These are summarized in
Table 1, below.
tHSS ttab tbolts
3/16 ≤ 5/16 3/4, 7/8, 1
1/4 ≤ 7/16 3/4, 7/8, 1
5/16, 1/2, 5/8 ≤ 7/16 3/4, 7/8, 1
≤ 1/2 7/8, 1
≤ 9/16 1
Table 1 - Combinations of Shear Tab Connection Parameters
The other consideration when analyzing failure of the HSS column connection is the additional limit state
introduced by the flexible tube wall. The tube wall in this instance may experience a bending failure caused by
yield line development or punching shear failure. Figure 3 illustrates the yield line mechanism. However,
because the depth of the shear tab is much larger than its thickness, high strains are likely to develop at the
edge of the plate producing a localized failure, such as the plate pulling out or punching into the tube wall. This
will occur before a sufficient number of yield lines develop and cause failure.
Plates on the column face as shown in Fig. 13 portray another method of connecting tubes. End plates are
welded to face of the HSS and the end of the tube sealing the beam while providing easy installation.
Figure 13 - Plates on the Column Face
20
Moment Connections
The basic design criteria for rigid or moment connections are:
1. Sufficient strength
2. Sufficient rotation capacity
3. Adequate stiffness
4. Ease of erection and economical fabrication
Moment Connections - HSS to wide-flange
Moment connections are generally more expensive to fabricate than simple connections because of the
complicated welds and labor involved. The designer should consider simple framing and use moment
connections only when necessary. A number of concepts are used to transmit moments from wide flange
beams to rectangular or square HSS columns. They range from in use from continuous beams with column
interrupted, to the provision of continuity from beam to beam across the column, to the reinforcing of the column
face to accept a beam moment connection.
Continuous Beams
A continuous beam approach shown in Fig. 14 avoids the task of transmitting moments into the HSS column by
running a continuous beam through an interrupted column. Column continuity is provided by reinforcing the
wide flange with a split HSS stiffener. This detail presupposes beam flanges that are as wide as the column
section., and would not be intended to transmit major moments into the column. The column interruption makes
for easy bolting of this connection as end plates are welded to the end of each column section.
Figure 14 - Split HSS Stiffener
21
Through Plates
A simple arrangement which provides direct moment transfer from beam to beam across a column ( or to a
column) is shown in Figs. 15 a,b where the column is interrupted to pass flange plates through it from one beam
to another. In this instance, shear tabs can be used for beam webs since beam end rotation ( which limits their
use for simple connections) is not a factor. For heavier moments double angle web shear connections may be
needed. The corresponding detail for a column top can be seen in Fig. 15b where another column tier can be
bolted directly on top of desired. This arrangement can be modified for beams framing from three or four
directions, but they all need to be within shimming range of the same depth. Also, the top column can be
reduced in size to accommodate lighter loads as building floors increase reducing the need for heavier sections
Figure 15a Figure 15b
Strap Angles
One alternative where there are beams in only one plane at the same depth is to use strap angles which
connect the beams to the column faces parallel to the beam is shown in Fig. 16. No weld is used between the
beam flange and the face of the column but welds are used to attach the beam web to the strap and the strap to
the side wall of the column. The following procedure have been establishedvii to produce good joint behavior:
1) Top angles should be coped with a radius equal to the angle leg minus its thickness
2) Top angles should be longer than bottom angles
3) A short length of the horizontal legs of the top angles should be welded to the beam
4) A Clearance of approximately .5" between column wall and the end of the beam is desirable.
22
Naturally, beam flange widths should be equal to or less than column widths. For connections where the beam
flange is substantially narrower than column width, it should not be assumed that shear force is taken by the
strap angles. A symmetrical web connection must be designed to take the total shear force.
Equations for the working strength of strap angles have been developed viii and should be followed:
Flange Diaphragms
Another method of connecting beam flanges to an HSS column is shown in Fig. 17. A plate diaphragm is fitted
around the column for each of the beam flanges, and vertical web plates are located between them. The beams
are connected by simple shear connections at the extremities of this assembly where beam contra flexure points
are expected.
23
This arrangement can be adapted to locations with two, three, or four beams framing at a column. Research
conducted by Kato et. al. (1981) and Tabuchi (1988) to determine the design criteria for this arrangement has
been established and is included on the illustration.
Column Face Reinforcementix
The most direct approach for moment- connecting a beam to an HSS column is to reinforce the column face to
accept the flange forces from the beam. This approach is shown in Fig. 19. Essentially, a plate diaphragm is
fitted around the column for each of the beam flanges and vertical web plates are located between them. The
beams are connected by simple shear connections at the extremities of this assembly where beam contra
flexure points are expected. This arrangement can be adopted for locations with two, three, or four beams
framing at a column. According to research conducted by Dawe and Grondinx to analyze the critical design
criteria, four basic modes of failure should be considered (Illustrated in Fig. 20).
a.) Beam tension flange to column doubler plate rupture
b.) Punching shear of the doubler plate at beam tension flange
c.) Web crippling of the column side walls at the beam compression flange
d.) Punching shear of the column face along the edge of the doubler plate, either near the beam tension
flange or near the beam compression flange.
Figure 19 - Column Face Reinforcement
24
Figure 20 - Critical Failure Modes
The conclusion of this research is that the governing failure mode is by failure Mode (a) in which the connection
moment resistance can be estimated by:
ebbtybFbhrM =*1
Where be is given by = ibityiF
tyF
tb
00
00
10 but ≤ bi
tb is the beam flange thickness
hb is the height of the beam
Alternatively, the connection moment resistance governed by failure Mode (b) can be estimated by:
epbptypF
bhrM3
*1 =
Where bep is given by [9.10]
Tp is the reinforcing plate thickness
Failure Mode(c), involving web crippling of the column side walls can be related to plate reinforcement methods
and can be estimated by:
20505.0*1
++= pttbhtkFrM
Where Fk is the buckling stress of the column side walls, and can be taken as .8 Fy.
25
The column side walls are stabilized against buckling when there are beams framing into them with connecting
material mounted on the vulnerable area of the walls.
Mode (d) failure involves punching shear of the column face at the edges of the doubler plate, either outwards
at the beam tension flange or inwards at the compression flange. It is assumed that the connecting moment
resistance for this failure mode, assuming uniform punching shear stress all around the reinforcing plate, is :
+= pBpLpLt
yF
rM 2203
05.0*
1
However, a further potential failure mode could be yield line failure mechanism in the reinforcing plate.
This research indicates that the moment capacity of beams could be developed with doubler plates if the failure
modes discussed above are kept in mind. Further, it has been demonstrated that 1) stiffness of the connection
is enhanced when the doubler is nearly as wide as the flat portion of the column face and , in fact, the maximum
connection stiffness would be achieved if the plate width = column width and 2) strength is more a function of
the doubler than of the width to thickness ratio of the column, and 3) connections with seat angles distribute the
bottom flange loads into the column more effectively than do those with only a flange plate.
Moment Connection by Reinforcing the Beam Flanges
An interesting alternative to reinforcing the face of an HSS is to broaden the beam flanges with stiffeners to
deliver flange forces directly into the column side walls and often completely around the HSS face. One such
research study by Tingxi et. al. (1991) concluded that the use of tee stiffeners effectively increased both strength
and stiffness of the connection. A variety of arrangements have been proposed and are shown in Figures 21a.
and 21b.
Figure 21a Figure 21b
26
Moment Connections - HSS to HSSxii
The terminology and notation used to describe tubular joints is important, but not always familiar to those who
have not worked with this type of member. Branches are members that frame into continuous main members at
a joint. In matched connections branches and main members have the same width while in stepped
connections, the branch is narrower. Moment connections for connecting HSS columns to HSS beams involve
direct welding and are analyzed by examining the behavior, strength, and flexibility of a Vierendeel type truss
where the connection transmits shear and moment with an inverted type "T " position as shown in Fig. 22 (with
the appropriate notation.)
Figure 22 - Notation for Tube-to-tube Connections
For all practical design purposes the moment capacity of a connection can be determined in a manner similar to
axially loaded HSS T connections, whereby the strength is characterized by an ultimate bearing capacity or by a
deformation/rotation limit. Again, failure analysis is used to determine connection criteria as shown in Fig 23.
(Wardenheir 1982). These assume that neither the welds nor the members themselves are critical.
Figure 23. - HSS to HSS Moment Connection Analysis by Failure
27
Failure modes affected by geometry are distortion or punching shear in the connection face of the main member
or crippling of the side walls. For joints with in-plane bending of the branch member, the primary variables
affecting the strength are:
1.) The width ratio, b/D
2.) D/T of the main member
3.) The thickness ratio, t/T
4.) The ratio of branch depth to main member width, h/D
With this many variables, there is little wonder that design criteria become complicated. However, there has
been extensive testing and evaluation of tube-to-tube connections by CIDECT, an international organization
concerned with tubular construction. Researchers Konig and Wardenheir (1985) concur that both the strength
and flexural rigidity of an unstiffened connection decreases as the chord slenderness ratio D/T increases and
the branch to chord width ratio b/D decreases. Complex design criteria for tube joints involving procedures
using both equations and monographs have been established by Packer and Henderson and included in their
book, Design Guide for Hollow Structural Sections. A summary of their findings are described below:
Most HSS Vierendeel connections exhibit some lack of rigidity. Thus, when computing moments and
deflections for this type of connection, a knowledge of the level of rigidity in the connection is required. An
empirically derived expression that approximates the stiffness of tube- to- tube connections is:
( ) ( )( )3
2610560
TD
bhDbK ×= , ( )radkipsin −
However, for all practical design purposes, the moment capacity of a connection can be determined in a manner
similar to that used for axially loaded HSS T - connections. In fact, section 10 of the AWS Structural Welding
Code contains criteria for tube-to- tube connections. These are general criteria for rectangular tubes in a variety
of truss configurations. The criteria are based on punching shear stress through wall thickness of the main
member. Adjustments have been made in constants to account for the yield line distortion failure mode and
provisions for web crippling are included. The criteria for the tube- to - tube connection with in-plane bending
can, however, be extracted as follows.
28
Stepped Connections with b/D < 0.85
The limiting bending stress in the branch, fb, is given by:
( ) yFTD
yFfQqQ
bfTt
4.03.
≤≤
where 1=qQ for 5.0≤Db
and ( )DbDbqQ−
=1
25.0 for 5.0>Db
1=fQ for 44.06.0 ≤yFaf
yFaffQ 6.05.2.1 −= for 44.06.0 >yFaf
with fa being the stress in the main member. Qq is a constant, which provides for increase in the wall strength
for wide branches and Qf a constant that decreases the wall strength if the column carries high axial stresses.
Basically the criteria limits the bending stress in the branch to prevent a distortion failure of the wall of the main
member, which is a function of D/t. An upper limit on the failure is that the shear through the wall cannot
exceed the shear yield. Qq provides for an increase in the wall strength for wide branches and Qf provides
decreases the wall strength if the column carries high axial stresses.
Connections with b/D > 0.8
For matched connections or stepped connections with b/D > 0.8, AWS provides critical design criteria. Design
is governed by the more critical failure mode 1) the reduced branch member capacity (effective width ), and 2)
the chord side wall bearing or buckling capacity. The side wall forces are based on the full shear yield of the
main member for stepped connections and on web yielding of the main member for matched connections. The
criteria is written to apply to an axial force in the branch and it is conservative to use the equation for b/D 0.8 if
the value of Qq is limited to 1.56, corresponding to b/D = 0.8.
The equations can be rearranged to give limiting ratios of D/T as a function of t/T to develop a given stress level
in the branch member.
D/T [ QfQq but not to exceed 8.33 QfQq for yield
These limiting ratios are plotted in Figure 24 for an allowable stress in the branch equal to 0.6 Fy and Qf for
the stress level in the main member equal to one. The lower line represents Qq equal to one and applies to
b/D < 0.5. The upper line is the limit when b/D is equal to 0.8 and can be used larger values of the ratio. Higher
stress levels in the branch or in the main member would shift the curves to the left, but would not effect the
plateaus.
29
Korol conducted tests in Canada that showed full moment transfer in matched connections should not be
expected unless D/T were less than 16. This appears to follow the trend indicated in Fig. 24. If the limits in Fig.
24 are not met, either the stress level in the branch must be reduced, or the connection must be reinforced.
Figure 24 - Limits of D/t and t/T
AWS criteria also permits a yield line analysis in stepped connections with b/D < 0.8. Stockwell derived the
ultimate moment based on a yield line analysis of the web of a W column with a beam welded to it. Since the
yield line pattern is similar to that which would occur in the face of a tubular column, this equation can also be
used for the tube- to -tube connection.
Where
+
++
+=
chT
cThcDhTbc
yFuM36
2
2)2(12
)(
2bD
c−
=
30
Reinforced Tube Connections
Plate Stiffener
The chord flange stiffener is least obtrusive and most easily method of reinforcing a tube- to- tube connection as
shown in Fig. 25. Korolxiiiet. al. (1982) developed a yield line analysis which led to reinforcing plate parameters
that result in sufficient strength to resist the bending or axial capacity of the framing to the column.
Recommendations by Korol to obtain a full strength connection are:
1. Plate width should be at least equal to the flat width of the HSS face that is taken to be ≥ bo - 4to.
2. Plate length should be twice the HSS column width, i. e. 2bo.
3. Plate thickness depends on whether axial or bending loads dominate. For full axial compression capacity of
the branch, tp ≥ 4 t1 - to. For full moment capacity of the branch, tp ≥ 0.63(b1t1)0.5 - to.
Figure 25 - Plate Stiffener Reinforcement
Reinforcement with Haunches
Another efficient and aesthetic form of connection reinforcement is to use 45° haunches as shown below. In
fact, cuttings from the branch member provide a convenient haunch for either end. Both of the reinforcing
methods provide adequate methods of resisting in plane moments. This is shown below in Fig. 26.
Figure 26 - Reinforcement with Haunches
31
Blind Fasteners
Recently, a new type of blind fastener was developed by Huck International Inc. for use in situations where the
rear side of the connection is inaccessible as in the case in connecting to HSS columns. In fact, high strength
blind fasteners seem to have a good potential in moment connections as reported in research by Mourad, 1993.
The connection between w-shape beam and HSS column using blind fasteners is shown in Fig 27.
In general, twist-off blind bolts could be used in all applications where access to one side of the structure is
difficult or restricted. Productivity improvements in the order of 2 to 3 times are expected from using the Twist-
off blind bolt (TBB) system, and improvements are specially more noticeable for the beam- to tubular column
connections where elimination of welding, diaphragms and cumbersome assembly procedures will no longer be
needed. The joining process offered by TBB allows the user to either partially assemble on the job site or do
the assembly on the job site. Huck expects the TBB fastener to be in full production by the end of 1st quarter
1994.
Figure 27 - Huck International Fastener
In addition to the Huck fastener, flow-drilling is another method of producing a blind bolted connection. This
process requires a hole being forced through a plate by a carbide conical tool rotating at sufficient speed to
produce heating of the metal and softening the material in a local area. The material being displaced forms a
truncated hollow cone or bushing on the inner surface and a small upset on the outer surface. A cold - formed
tap is then used to roll a thread into the hole without any chips or removal of material. This system has recently
been tested and shows potential for use in blind bolting to HSS columns. However, this assumes the availability
of high speed drilling equipment by the fabricator.
32
Conclusions
Hollow structural sections are an excellent choice for engineers and architects because of their natural aesthetic
appeal, structural efficiency, and due to the significant cost savings they offer the user. Most important of the
savings are in terms of material cost, transportation costs, and when used as exposed structural, the cost of
hiding the structural member.
In the past, connections to hollow structural sections were thought to be cumbersome and costly. However,
they are not as difficult as presumed by many engineers. In fact, there is a large quantity of supporting research
that has been done to refine design criteria for HSS. This booklet has drawn upon these sources and is
intended to give engineers basic ideas about making simple and moment type connections using HSS.
33
References
iSherman, D.R. , Framed Connections to HSS Columns," Tubular Structures V, Proceedings of the FifthInternational Symposium , Coutie & Davies ed., E&FN Spon, United Kingdom, August 1993.iiSherman, Donald R. , Ales, Joseph M. , " The Design of Shear Tabs with Tubular Columns," Master ofEngineering Project, University of Wisconsin at Milwaukee, 1990iiiLoad and Resistance Factor Design of Simple Shear Connections, American Institute of Steel Construction,1990ivHollow Structural Sections, Design Manual for Connections, Stelco, 2nd edition, 1981vWhite, R. N. and Fang, P.J. ," Framing Connections for Square Structural Tubing ," Journal of the StructuralDivision , American Society of Civil Engineers, 92( ST2): 175 - 194viWhite and FangviiGiroux, Y.M. , and Picard, A., " Rigid Framing Connections for Tubular Columns, " Canadian StructuralEngineering Conference, 1976viii Stelco, Design Manual for Connections, Hollow Structural SectionsixPacker, J.A. ,and Henderson J. E. , Design Guide for Hollow Structural Sections Connections , CanadianInstitute of Steel Construction, 1992, p. 246- 250xDawe, J.L. and Grondin, G. Y. , "W- Shape Beams to RHS Column Connections," Canadian of CivilEngineering 4(2): p. 134- 144xiTing, L.C. Shanmugan, N. E. , and Lee, S.L. , "Box Column to I-Beam Connections with External Stiffeners,"Journal of Construction Steel Research, 18, p. 209-226xiiHertech, A., Sherman, D, " Beam Connections to Rectangular Tubular Columns," AISC Proceedings, 1988xiiiKorol, R. M. , and Brady, F. J., "Unequal width connections of square hollow sections in vierendeel trussess,"Canadian Journal of Civil Engineering, 4(2): p. 190-201
* This manual was compiled by the Bull Moose Tube Technical Support Department.