Yu W., LaBoube R.A. Cold-Formed Steel Design
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SECTIONAL PROPERTIES AND DESIGN OF ARC- AND TANGENT- TYPE CORRUGATED SHEETS 345
Figure 10.5 Radius-to-depth ratio versus pitch-to-depth ratio at
various web angles.
10.6
Figure 10.6 Factor C
5
versus pitch-to-depth ratio at various web
angles.
10.6
Figure 10.7 Factor C
6
versus pitch-to-depth ratio at various web
angles.
10.6
sectional properties for galvanized and uncoated corrugated
sheets are reproduced in Tables10.1–10.4. In these tables,
the pitch of corrugation ranges from 1
1
4
to 6 in. (32 to 152
mm), and the depth varies from
1
4
to 2 in. (6.4 to 51 mm).
The thickness of steel sheets varies from 0.0135 to 0.276 in.
Figure 10.8 Factor λ versus pitch-to-depth ratio at various web
angles.
10.6
Figure 10.9 Tangent-to-depth ratio versus pitch-to-depth ratio at
various web angles.
10.6
(0.3 to 7 mm). The inelastic flexural stability of corrugations
was studied by Cary in Ref. 10.11.
In determining the load-carrying capacity of corrugated
sheets, the nominal flexural strength can be computed in a
conventional manner as follows:
M
n
= SF
y
where S = section modulus obtained from Tables
10.1–10.4
F
y
= yield stress of steel
The available flexural strength can be computed by using
b
= 1.67 for ASD and φ
b
= 0.95 for LRFD.
With regard to the deflection requirements, more deflec-
tion may be permitted for corrugated sheets than for other
types of members. However, it should not exceed
1
90
of the
span length due to the possible leakage at end laps or loss
of end connections.
Table 10.1 Sectional Properties, per Foot of Corrugated Width, of Several Types of Corrugated Galvanized Steel Sheets
1.87
Galvanized Sheet p = 1
1
4
in., d =
1
4
in. p = 2
2
3
in., d =
1
2
in. p = 2
2
3
in., d =
5
8
in. p = 2
2
3
in., d =
3
4
in. p = 2
2
3
in., d =
7
8
in. p = 3in., d =
5
8
in. p = 3in., d =
3
4
in.
Thickness (in.) A(in.
2
) l(in.
4
) S (in.
3
) A(in.
2
) l(in.
4
) S (in.
3
) A(in.
2
) l(in.
4
) S (in.
3
) A(in.
2
) l(in.
4
) S (in.
3
) A(in.
2
) l(in.
4
) S (in.
3
) A(in.
2
) l(in.
4
) S (in.
3
) A(in.
2
) l(in.
4
) S (in.
3
)
0.1084 1.396 0.0120 0.0675 1.379 0.0417 0.138 1.439 0.0683 0.187 1.503 0.1023 0.239 1.583 0.1471 0.300 1.411 0.0706 0.193 1.468 0.1058 0.247
0.0785 1.004 0.00811 0.0497 0.991 0.0295 0.102 1.035 0.0485 0.138 1.080 0.0729 0.176 1.138 0.1050 0.221 1.014 0.0502 0.143 1.056 0.0755 0.183
0.0635 0.807 0.00636 0.0408 0.797 0.0236 0.0839 0.832 0.0388 0.113 0.869 0.0584 0.144 0.915 0.0843 0.180 0.816 0.0402 0.117 0.849 0.0605 0.149
0.0516 0.651 0.00504 0.0337 0.643 0.0189 0.0688 0.671 0.0312 0.0926 0.701 0.0470 0.118 0.738 0.0679 0.147 0.658 0.0323 0.0959 0.684 0.0487 0.122
0.0396 0.493 0.00377 0.0262 0.487 0.0143 0.0532 0.508 0.0236 0.0713 0.531 0.0356 0.0904 0.560 0.0514 0.113 0.499 0.0244 0.0738 0.519 0.0369 0.0936
0.0336 0.415 0.00315 0.0224 0.410 0.0120 0.0451 0.427 0.0198 0.0604 0.446 0.0299 0.0765 0.470 0.0432 0.0952 0.419 0.0205 0.0626 0.436 0.0310 0.0792
0.0276 0.336 0.00254 0.0185 0.332 0.00971 0.0369 0.346 0.0160 0.0493 0.362 0.0242 0.0624 0.381 0.0350 0.0776 0.339 0.0166 0.0511 0.353 0.0251 0.0646
0.0217 0.259 0.00195 0.0145 0.225 0.00746 0.0287 0.266 0.0124 0.0383 0.278 0.0186 0.0484 0.293 0.0269 0.0601 0.261 0.0128 0.0397 0.272 0.0193 0.0501
0.0187 0.219 0.00165 0.0124 0.216 0.00632 0.0245 0.226 0.0105 0.0326 0.236 0.0158 0.0412 0.249 0.0228 0.0511 0.221 0.0108 0.0338 0.230 0.0163 0.0426
0.0172 0.199 0.00150 0.0113 0.197 0.00575 0.0223 0.206 0.00952 0.0298 0.215 0.0144 0.0375 0.226 0.0207 0.0466 0.202 0.00986 0.0308 0.210 0.0149 0.0389
Notes:
1. p = corrugation pitch; d = corrugation depth.
2. Steel thicknesses upon which sectional properties were based were obtained by subtracting 0.0020 in. from galvanized sheet thickness listed. This thickness allowance
applies particularly to the 1.25-oz coating class (commercial).
3. Blodgett’s formula was used to compute I (see Ref. 10.6).
4. 1 in. = 25.4 mm.
346
Table 10.2 Sectional Properties, per Foot of Corrugated Width, of Several Types of Corrugated Uncoated Steel Sheets
1.87
Galvanized Sheet p = 1
1
4
in., d =
1
4
in. p = 2
2
3
in., d =
1
2
in. p = 2
2
3
in., d =
5
8
in. p = 2
2
3
in., d =
3
4
in. p = 2
2
3
in., d =
7
8
in. p = 3in., d =
5
8
in. p = 3in., d =
3
4
in.
Thickness (in.) A(in.
2
) l(in.
4
) S (in.
3
) A(in.
2
) l(in.
4
) S (in.
3
) A(in.
2
) l(in.
4
) S (in.
3
) A(in.
2
) l(in.
4
) S (in.
3
) A(in.
2
) l(in.
4
) S (in.
3
) A(in.
2
) l(in.
4
) S (in.
3
) A(in.
2
) l(in.
4
) S (in.
3
)
0.1046 1.372 0.0118 0.0665 1.356 0.0410 0.136 1.412 0.0672 0.184 1.479 0.100 0.235 1.556 0.145 0.295 1.387 0.0694 0.190 1.444 0.104 0.243
0.0747 0.980 0.00789 0.0486 0.968 0.0288 0.100 1.008 0.0473 0.135 1.056 0.0711 0.172 1.112 0.103 0.216 0.990 0.0490 0.140 1.031 0.0736 0.179
0.0598 0.784 0.00616 0.0398 0.775 0.0229 0.0818 0.807 0.0377 0.110 0.845 0.0568 0.140 0.890 0.0819 0.175 0.793 0.0391 0.114 0.825 0.0588 0.145
0.0478 0.627 0.00485 0.0326 0.620 0.0182 0.0665 0.645 0.0301 0.0894 0.676 0.0453 0.114 0.711 0.0654 0.142 0.634 0.0312 0.0926 0.660 0.0469 0.118
0.0359 0.471 0.00360 0.0252 0.465 0.0136 0.0509 0.485 0.0226 0.0682 0.507 0.0340 0.0864 0.534 0.0490 0.108 0.476 0.0234 0.0707 0.495 0.0352 0.0895
0.0299 0.392 0.00298 0.0213 0.388 0.0113 0.0428 0.404 0.0188 0.0573 0.423 0.0283 0.0725 0.445 0.0408 0.0902 0.396 0.0194 0.0593 0.413 0.0293 0.0751
0.0239 0.312 0.00236 0.0172 0.310 0.00906 0.0346 0.323 0.0150 0.0462 0.338 0.0226 0.0584 0.356 0.0326 0.0726 0.317 0.0155 0.0478 0.330 0.0234 0.0605
0.0179 0.235 0.00177 0.0132 0.232 0.00678 0.0262 0.242 0.0112 0.0349 0.253 0.0170 0.0442 0.266 0.0244 0.0547 0.237 0.0116 0.0362 0.247 0.0175 0.0456
0.0149 0.195 0.00147 0.0111 0.193 0.00564 0.0219 0.201 0.00933 0.0292 0.211 0.0141 0.0368 0 222 0.0203 0.0457 0.198 0.00967 0.0302 0.206 0.0146 0.0381
0.0135 0.177 0.00133 0.0101 0.175 0.00511 0.0199 0.182 0.00846 0.0265 0.191 0.0128 0.0334 0.201 0.0184 0.0415 0.179 0.00876 0.0274 0.186 0.0132 0.0346
Notes:
1. p = corrugation pitch; d = corrugation depth.
2. Blodgett’s formula was used to compute I (see Ref. 10.6).
3. 1 in. = 25.4 mm.
347
348 10 CORRUGATED SHEETS
Table 10.3 Sectional Properties, per Foot of Corrugated Width, of Several Types of Corrugated Steel Sheets for
Culverts
1.87
Sheet Thickness (in.) p = 2
2
3
in., d =
1
2
in. p = 3in., d = 1in.
Galvanized Uncoated A(in.
2
) l(in.
4
) S (in.
3
) A(in.
2
) l(in.
4
) S (in.
3
)
0.1681 0.1644 2.133 0.0687 0.207 2.458 0.301 0.517
0.1382 0.1345 1.744 0.0544 0.171 2.008 0.242 0.427
0.1084 0.1046 1.356 0.0411 0.136 1.560 0.186 0.336
0.0785 0.0747 0.968 0.0287 0.0998 1.113 0.131 0.243
0.0635 0.0598 0.775 0.0227 0.0812 0.890 0.104 0.196
0.0516 0.0478 0.619 0.0180 0.0659 0.711 0.0827 0.158
0.0396 0.0359 0.465 0.0135 0.0503 0.534 0.0618 0.119
Notes:
1. p = corrugation pitch; d = corrugation depth.
2. Steel thicknesses upon which sectional properties w ere based are from manufacturers’ standard gauges for carbon steel and are close
to those obtained by subtracting 0.0037 in. from galvanized sheet gauge thickness for galvanized coating of 2.00 oz/ft
2
of double-
exposed surfaces by triple-spot test.
3. Blodgett’s formula was used to compute I (see Ref. 10.6). Inside radii of corrugations were taken as
11
16
and
9
16
in. for 2
3
4
×
1
2
and 3 × 1-in. corrugations, respectively.
4. 1 in. = 25.4 mm.
Table 10.4 Sectional Properties, per Foot of Corrugated Width, of Several Types of Corrugated Steel Plates for
Culverts
1.88
Uncoated Sheet p = 5in,d = 1 in. Uncoated Sheet p = 6in,d = 2in.
Thickness (in.) A(in.
2
) l (in.
4
) S (in.
3
) Thickness (in.) A(in.
2
) l (in.
4
) S (in.
3
)
0.1644 2.186 0.3011 0.5069 0.2758 4.119 1.990 1.749
0.1345 1.788 0.2438 0.4210 0.2451 3.658 1.754 1.562
0.1046 1.390 0.1878 0.3330 0.2145 3.199 1.523 1.376
0.0747 0.992 0.1331 0.2423 0.1838 2.739 1.296 1.187
0.0598 0.794 0.1062 0.1960 0.1644 2.449 1.154 1.066
0.1345 2.003 0.938 0.879
0.1046 1.556 0.725 0.689
Notes:
1. p = corrugation pitch; d = corrugation depth.
2. 1 in. = 25.4 mm.
The design of corrugated s teel conduits is well discussed
in Chapter 6 of Ref. 1.88.
10.4 SECTIONAL PROPERTIES AND DESIGN OF
TRAPEZOIDAL-TYPE CORRUGATED SHEETS
Trapezoidal corrugated sheets (or ribbed panels) have often
been used as roofing, floor deck, wall panels, bridge
flooring, and permanent steel bridge deck forms.
In the design of roofing, floor deck, and wall panels, the
discussion on flexural strength and deflection presented in
Chapter 4 can be used.
Steel bridge flooring has been used to carry live loads
plus 30% for impact as well as the dead load of the
surfacing material and the weight of the bridge flooring.
Permanent steel forms are designed for placement over or
between stringers to carry the dead load of freshly poured
concrete plus a 50-psf construction load. The North Amer-
ican Specification
1.345
can also be used for the design of
steel bridge flooring and permanent steel forms. Additional
information on the design and installation of these products
can be found in Refs. 1.88 and 10.26–10.29.
The most favorable cross section of steel roof panels on
the basis of minimum-weight design is discussed in R ef.
1.247. During the past two decades, additional studies have
been made on the use of corrugated sheets as structural
components and bracing elements. See Refs. 10.12–10.18
and 10.21–10.25.
CHAPTER 11
Composite Design
11.1 GENERAL REMARKS
The use of steel–concrete composite construction began
around 1926. During recent years, composite design has
been widely applied in building construction. In general,
composite design provides the following advantages as
compared with noncomposite design:
1. Efficient use of material. As a result of composite
design, the size and weight of steel beams can be
reduced by as much as 15–30%. The cost of fire-
proofing can be reduced in addition to the cost reduc-
tion of steel beams.
2. Greater stiffness. The stiffness of the composite
section can be increased. This reduces the deflection
of the member as compared with the noncomposite
beam.
3. Extra usable space. The use of shallow beams can
reduce building heights. It is also possible to increase
column spacings to provide larger usable space within
a structure.
4. Savings in labor and other construction material.
Savings in labor, facing material, piping, and wiring
can be realized.
The conventional steel–concrete composite construction
as now used in buildings and bridges is a series of T-beams.
It is composed of three essential elements:
1. A reinforced concrete slab
2. Steel beams
3. Shear connectors
Figure 11.1 shows a composite beam section in which
the reinforced concrete slab acts as the compression flange
of the T-section. Shear connectors can resist the horizontal
shear and provide vertical interlocking between the concrete
Figure 11.1 Composite construction.
slab and steel beams to produce a composite section that
acts as a single unit. Types of shear connectors include
studs, channels, stiffened angles, and flat bars, as shown
in Fig. 11.2. The most often-used connectors are shear
studs. In building construction the studs are welded through
the steel deck into the structural steel framing; in bridge
construction the studs are welded directly to the framing
members.
In the past, the construction was usually done with wood
forming and the slab was reinforced with bars. For the last
40 years, steel deck has been used as the forming material
for building construction and wood is only used for bridges
even though steel deck is also often used on bridges too.
11.2 STEEL-DECK-REINFORCED COMPOSITE
SLABS
For steel-deck-reinforced composite slabs, the cold-formed
steel deck serves in four ways. It acts as a permanent
form for the concrete, provides a working platform for the
various trades, provides the slab reinforcing for positive
bending, and provides bracing for the steel frame by acting
as a diaphragm. The placement of the steel deck is done
in a fraction of the time required for wood forming, so it
is no surprise that wood has been replaced in steel-framed
building construction.
Steel deck achieves its composite bonding ability by
embossments or indentations formed in the deck webs or by
the deck shape (Fig. 11.3). In the past, successful composite
deck was made by welding transverse wires across the deck
ribs (Fig. 11.4) or by punching holes in the deck to allow
concrete to fill the ribs (Fig. 11.5). Research sponsored
by the Steel Deck Institute and by the American Iron and
Steel Institute has shown that the shear studs used to make
the beams composite also greatly enhance the composite
behavior of the steel deck.
11.18,11.21
The performance of the composite deck slab is as
a one-way reinforced slab and the slab is designed
with conventional reinforced concrete procedures. It is
only necessary to provide reinforcement for shrinkage
and sometimes, depending on the loading, for negative
bending over the interior supports. The Steel Deck Insti-
tute drew on the extensive research done at Iowa State
University, University of Waterloo, Lehigh University,
349
350 11 COMPOSITE DESIGN
Figure 11.2 Types of shear connectors.
11.1
Virginia Polytechnic Institute and State University,
West Virginia University, and Washington University at
Seattle and from other studies done both in the United
States and overseas to produce the uniform design
method shown in the 1977 Composite Deck Design
Handbook.
1.324
This document contains requirements
and recommendations on materials, design, connections,
and details of construction with some additional infor-
mation on special cases. Since 1984, engineers have also
used the ASCE Standard Specification for the Design and
Construction of Composite Steel Deck Slabs prepared by
the Steel Deck with Concrete Standard Committee.
1.170
In
1991, the ASCE Standard was revised and divided into
two separate Standards: (1) Standard for the Structural
Design of Composite Slabs, ANSI/ASCE 3-91
11.53
and
(2) Standard Practice for Construction and Inspection of
Composite Slabs, ANSI/ASCE 9-91.
11.54
Both Standards
were approved by ANSI in December 1992. These two
Standards and their Commentaries focus on the usage of
composite steel-deck-reinforced slabs. Reference 11.53
addresses the design of composite slabs and Ref. 11.54
focuses on construction practices and inspection.
11.3 COMPOSITE BEAMS OR GIRDERS
WITH COLD-FORMED STEEL DECK
In building construction, one of the economical types of
roof and floor construction is to combine the steel-deck-
reinforced slab with the supporting steel beams or girders
as a composite system.
When the composite construction is composed of a steel
beam and a solid slab, as shown in Fig. 11.1, the slip
between beam and slab is usually small under the working
load; therefore, the effect of slip can be neglected. For this
case, full interaction between the beam and slab can be
expected, and full ultimate load can be achieved if adequate
shear connectors are provided. This type of composite beam
can be designed by the AISC specification.
1.411
Since 1978 the AISC specification
1.148
has included
some specific provisions for the design of composite
beams or girders with cold-formed steel deck, as shown
in Figs. 11.3a and 11.6. These provisions are based on
the studies conducted previously by Fisher, Grant, and
Slutter at Lehigh University.
1.95,11.21,11.22
This specifica-
tion provides general requirements and design formulas for
deck ribs oriented perpendicular or parallel to steel beams.
The application of such design rules is well illustrated in
Refs. 11.23–11.25. In addition to the above, the current
AISC specification also recognizes partial composite action
because for some cases it is not necessary, and occa-
sionally it may not be feasible, to provide full composite
action.
1.148,11.23
In 1989, Heagler prepared the SDI LRFD
Design Manual for Composite Beams and Girders with
Steel Deck .
11.51
This Manual contains a large number of
design tables covering a wide range of beam, deck, and
slab combinations that have been analyzed as composite
beams using the provisions of the AISC LRFD Manual of
Steel Construction.
11.52
The LRFD floor design software
no. LRFDSOFT is available from the Steel Deck Institute.
COMPOSITE BEAMS OR GIRDERS WITH COLD-FORMED STEEL DECK 351
Figure 11.3 Composite systems containing embossments or indentations: (a) type 1.
1.96,11.2
; (b)
type 2
11.3
;(c) type 3.
11.4
Figure 11.4 Composite system with T-wires.
11.5
352 11 COMPOSITE DESIGN
Figure 11.5 Composite system containing punched holes.
As far as other countries are concerned, the Canadian
Sheet Steel Building Institute’s “Criteria for the Design
of Composite Slabs”
11.26
has been used in Canada. In
Switzerland, design recommendations have been prepared
by Badoux and Crisinel.
11.27
A book on composite
design was written by Bucheli and Crisinel in 1982.
11.28
References 11.42–11.44, 11.46, and 11.48 present the
additional work and developments on composite design
using steel deck in Canada, United Kingdom, Switzerland,
and the Netherlands. In 1999, the International Confer-
ence on Steel and Composite Structures was held in
the Netherlands to discuss recent research on composite
structures.
In addition to the use of conventional steel beams,
composite open-web steel joists with steel deck, as
shown in Fig. 11.7, have been studied by Cran and
Galambos.
11.29,11.30
With regard to shear connectors, special connectors have
been developed in the past by various individual companies
for use in composite construction.
Several studies have been made to investigate the
composite action of cold-formed steel beams and columns
with concrete.
11.17,11.49,11.50
References 11.55–11.75 and
11.76–11.83 report on the results of previous and recent
projects on composite construction and design standards
using cold-formed steel decks.
Figure 11.6 Composite beam using steel-deck-reinforced concrete slab.
1.96
Figure 11.7 Composite joist using steel-deck-reinforced concrete slab.
1.96
CHAPTER 12
Introduction to Stainless Steel
Design
12.1 GENERAL REMARKS
Stainless steel sections are often used architecturally in
building construction because of their superior corrosion
resistance, ease of maintenance, and pleasing appearance.
Typical applications include column covers, curtain wall
panels, mullions, door and window framing, roofing and
siding, fascias, railings, stairs, elevators and escalators,
flagpoles, signs, and many others, s uch as furniture and
equipment. However, their use for structural load-carrying
purposes has been limited prior to 1968 because of the lack
of a design specification.
In 1968 the first edition of the “Specification for the
Design of Light Gage Cold-Formed Stainless Steel Struc-
tural Members”
12.1
was issued by the AISI on the basis
of extensive research conducted by Johnson and Winter at
Cornell University
3.5,3.16
and the experience accumulated in
the design of cold-formed carbon steel structural members.
This specification formulates design rules for structural
members cold-formed from annealed, austenitic stainless
steel types 201, 202, 301, 302, 304, and 316. The main
reason for having a different specification for the design of
stainless steel structural members is because the mechanical
properties of stainless steel are significantly different from
those of carbon steel. As a result, the design provisions of
the AISI Specification prepared for carbon steel cannot be
used for stainless steel without modification.
As shown in Fig. 12.1,
12.2
even annealed stainless steel
has the following characteristics as compared with carbon
steel:
1. Anisotropy
2. Nonlinear stress–strain relationship
3. Low proportional limits
4. Pronounced response to cold work
Figure 12.1 Difference between stress–strain curves of carbon
and annealed stainless steels.
12.1
With regard to item 1, anisotropy, it should be recog-
nized that stainless steel has different mechanical properties
in longitudinal and transverse directions for tension and
compression modes of stress. The s tress–strain curves are
always of the gradually yielding type accompanied by rela-
tively low proportional limits. For carbon and low-alloy
steels, the proportional limit is assumed to be at least
70% of the yield stress, but for stainless steel the propor-
tional limit ranges from approximately 36 to 60% of the
yield stress. Lower proportional limits affect the buckling
behavior and reduce the strengths of structural components
and members.
Since the scope of the 1968 edition of the AISI Speci-
fication for stainless steel design was limited to the use of
annealed and strain-flattened stainless steels, and
1
4
-and
1
2
-hard temper grades of stainless steel have been used
increasingly in various applications as a result of their
higher strengths in relation to annealed grades (Fig. 12.2),
additional design provisions for the use of hard temper
grades of stainless steels are needed in the engineering
profession. Consequently, additional research work has
been conducted by Wang and Errera at Cornell Univer-
sity to investigate further the performance of structural
members cold formed from cold-rolled, austenitic stainless
steels.
12.3,12.4
The strength of bolted and welded connec-
tions in stainless steel has also been studied by Errera,
Tang, and Popowich.
12.5
Based on the research findings of
these studies, the 1974 edition of the AISI “Specification
for the Design of Cold-Formed Stainless Steel Structural
Members”
1.160
has been issued by the Institute as Part I of
353
354 12 INTRODUCTION TO STAINLESS STEEL DESIGN
Figure 12.2 Comparison of stress curves of annealed, half-hard, and full-hard stainless steels.
12.2
the stainless steel design manual.
3.4
In this second edition
of the Specification, the scope was extended to include
the design of structural members cold formed from hard
temper sheet, strip, plate, or flat bar stainless steels. Many
design provisions and formulas were generalized so that
they can be used for different temper grades. In some cases,
the formulas are more complicated than heretofore because
of the pronounced anisotropic material properties of the
temper grades, the difference in stress–strain relationships
for different grades of stainless steels, as shown in Fig. 12.2,
and the nonlinear stress–strain characteristics resulting from
the relatively low elastic limits for the temper grades. This
revised Specification covered six types of austenitic stain-
less steels (AISI types 201, 202, 301, 302, 304, and 316) in
four different grades (Grades A, B, C, and D). Among these
four grades, Grades A and B cover the annealed condition
of different types of austenitic stainless steels; Grades C
and D cover the
1
4
-and
1
2
-hard tempers, respectively. The
mechanical properties of the various types of stainless steels
were provided in the Specification
1.160
and the commentary,
which is Part II of the Design Manual.
3.4
In the 1980s, additional studies were conducted by Van
der Merwe,
12.6
Van d en B e rg,
12.7
and Lin
12.8
to determine
the strength of stainless steel structural members and to
develop design recommendations for cold-formed austenitic
and ferritic stainless steel structural members. In 1990,
the ASCE “Standard Specification for the Design of Cold-
Formed Stainless Steel Structural Members”
12.9
was devel-
oped at the University of Missouri-Rolla and approved by
the ASCE Stainless Steel Cold-Formed Sections Standards
Committee. This document was prepared under the finan-
cial support of the Chromium Centre in South Africa, the
Nickel Development Institute in Canada, and the Specialty
Steel Industry of the United States.
The 1990 ASCE Standard Specification was applicable
to the use of four types of austenitic stainless steels (Types
201, 301, 304, and 316, annealed and cold-rolled in
1
16
-,
1
4
-,
and
1
2
-hard grades) and three types of ferritic stainless steels