Winter 2002 Light Gauge Steel Engineers Association · Winter 2002 1 Newsletter for the Light Gauge...
Transcript of Winter 2002 Light Gauge Steel Engineers Association · Winter 2002 1 Newsletter for the Light Gauge...
1 Winter 2002 Newsletter for the Light Gauge Steel Engineers Association
Calculated Fire Rated 1Assemblies
Code Change for GWB 1Shear Walls
Commercial CAD Details 3
Technical Exchange 4 Design with the IRC
Software Directory 5
significant issue that often con- fronts architects and engineerswhen designing structures with cold-formed steel is a lack of tested and pub-lished fire-rated assemblies. This can bea major issue in multi-family, institutional,and light commercial construction. Theseconstruction types are some of the mostrapidly growing segments of the construc-tion industry and have some of the moststringent fire/safety requirements. With-out documented performance of a steelframed assembly, builders have had tochoose between funding full-scale firetests or using an alternative material inorder to satisfy local building departmentrequirements.
Although this may also pose occasionalproblems with wood framed construction,its broad usage over several generationsmeans that there are many more testedand published assemblies. Should a spe-cific assembly not be available, however,the designer has also had the option ofestablishing the fire resistance rating of awood assembly by calculation, also calledthe “component additive method” (CAM)in UL documents. An alternative to theexpensive and time-consuming Experi-mental Approach (ASTM E 84 and ASTM
Newsletter for the
Light Gauge Steel Engineers Association Winter 2002
INSIDE Page
Upcoming Events
Continued on page 2
A
T
Association of Wall & Ceiling Mar 12-17Contractors InternationalSan Antonio, TXInfo: (703) 538-1610www.AWCI.org
LGSEA Committee Meetings Mar 13San Antonio, TXInfo: (202) 263-4488www.LGSEA.com
SEMINARS: Practical Design ofCold-Formed Steel Structures 2002Houston, TX May 6Dallas, TX May 7Phoenix, AZ Aug 1Los Angeles Aug 2 AISI Specification - Aug 3San Francisco, CA Aug 5Seattle, WA Aug 6Chicago, IL Sep 30Atlanta, GA Dec 4Charlotte, NC Dec 5Orlando, FL Dec 6Info: (202) 263-4488- A registration form can be downloaded from www.LGSEA.com -
Pacific Coast Builders June 26-28ConferenceSan Francisco, CAInfo: (916) 325-9300www.PCBC.com
Construction SpecificationsInstitute Exhibit: June 27-29
Convention: June 27-30Las Vegas, NVInfo: 1-800-689-2900
E 199), this method derives a total fire re-sistance rating by adding together therating of individual components in an as-sembly. Most codes allow alternate ma-terials and methods to be used based ondata and engineering analysis in lieu offull-scale tests.
However, there was no record that thetheoretical approach had been applied toa cold-formed steel framed structure untilrecently. Orange County (California) waspresented with a party wall and a loadbearing exterior wall assembly with fireresistance ratings that had been devel-oped by calculation. The catalyst for us-ing CAM for steel framing was the re-publication of a HUD document entitled“Fire Ratings of Archaic Materials andAssemblies” (available for free down-loads at www.HUDUser.org). Originallyprinted in 1980, the primary purpose ofthe document was to “aid the moderniza-tion and reuse of the nation’s buildingstock.” As noted in the publication, ithas since found widespread use and ac-ceptance among architects, engineers,preservationists, and code officials. It alsohas been incorporated into numerousstate and local building codes, three model
IRC/IBC Allows Shear Values for GWB he International Code Council (ICC), publisher of the Internat-ional Residential Code (IRC) and Interna-tional Building Code (IBC), has made acode change that is favorable for cold-formed steel, allowing the use of gypsumwallboard for shear resistance in seismicareas. This change will be published inthe 2002 IBC Supplement.
Significant for steel framing, the revisedcode permits the same sheathing guide-
lines used for wood framed systems cannow be used for steel. A steel framed sys-tem will be subject to the limitations inTable 1617.6, lines 1.L and 2.U, meaningthey must be designed with an R factorof 2 or 2.5 and are permitted to a height of35 feet in Seismic Design Category D, andprohibited in Seismic Design CategoriesE and F. These revised code limitationsare specific to the sheathing materialsused, including plywood, oriented strand
Continued on page 3
by Nader Elhajj, P.E., NAHB Research Center
Calculated Approach to Fire Rated Assemblies
2Newsletter for the Light Gauge Steel Engineers Association Winter 2002
Department Staff
Newsletter for theLight Gauge SteelEngineers Association
EditorDean Peyton, P.E.
Seattle, WA(253) 941-9929
Assistant EditorDon Allen, P.E.
Atlanta, GA(770) 455-3404
Editorial BoardSteve Walker, P.E.
Randy Daudet, P.E.Reynaud Serrette, Ph.D.
Roger LaBoube, Ph.D., P.E.Ken Vought
Technical EditorNeal Peterson, P.E.
Officers
PresidentPat Ford, P.E.Pewaukee, WI
Vice PresidentRandy Daudet, P.E.
Hammond, IN
Managing DirectorLarry W. WilliamsWashington, D.C.
Membership InformationTo receive the LGSEA Newsletter,
Technical Notes, and other benefits of theLGSEA, call (202) 263-4688.
The statements and opinion contained in thispublication are those of the contributors andnot necessarily of the Light Gauge Steel En-gineers Association, nor the contributor’s em-ployer or professional association. This pub-lication is intended to provide a forum for theexchange of relevant information in the in-dustry and the information is made availablewith the express understanding that the pub-lisher does not render technical services. Alltechnical matters should be evaluated by aqualified engineer before being relied on forany particular situation.
Copyright 2002 LGSEA
The LGSEA Newsletter ispublished by LGSEA
code publications, and two NFPA stan-dards. The 2000 edition of the HUD docu-ment also states that the date a wall orfloor/ceiling assembly was built does notmatter, “only that they provide the de-gree of fire resistance required by localbuilding regulations.”
One Theoretical Approach extensivelydiscussed in the publication is the “TenRules of Fire Endurance Rating,” pub-lished by T.Z. Harmathy in the May 1965edition of Fire Technol-ogy. These rules providea foundation for applica-tion of the theoreticalmodel.
Harmathy’s first rulemakes the point that a firerating can be obtained byadding the values of indi-vidual components, andthat the calculated value will be conser-vative. The rule states that “The mini-mum performance of an untested assem-bly can be estimated if the fire enduranceof the individual components is known.Though the exact rating of the assemblycannot be stated, the endurance of theassembly is greater than the sum of theendurance of the components.”
Time values for the endurance of wall-board membranes are provided in Section720.6 of the 2000 International BuildingCode (Table 709.6.2A and 709.6.2C of the1999 Standard Building Code, Tables 1.5.1and 1.5.2 of the HUD Fire Ratings Docu-ment, or Table 7-7-W-A of the 1997 UBC).The HUD document also notes that testreports from recognized journals or pub-lished papers can be used to support datautilizing Harmathy’s Rules. Further, cal-culations using well-established and rec-ognized computational techniques arevalid. These include, but are not limitedto mechanical properties, deflections, andload bearing capacity.
Applying Harmathy’s Rules
The following examples illustrate how theRules can be applied to practical cases.
Example 1: A comparison of calculated
and tested performance of a steel studwall assembly. GA File Number WP 1521(Gypsum Association Fire Reistance De-sign Manual, 16th Edition) is constructedwith 2 layers of 5/8-inch Type X gypsumboard attached to each side of 2 x 4 steelstuds (362S) spaced at 24” on-center andhas a 2-hour resistance rating (Figure 1).
Using the CAM principles, the recom-mended values from the building codetables and applying Harmathy’s rule thatthe fire endurance (F1) of the assembly islarger than the sum of the individual lay-ers, or:
F1 > 30 minutes x 2 layer x 2 sides = 120 minutes (2 hours)
Where each 5/8” Type X gypsum board has a 30 minute rating
This calculated fire endurance ratingmatches the listed rating of GA WP 1521.
Note that although the IBC does assignvalues for the contribution of wood fram-ing members, no time values are added ordeducted for the steel studs. The foot-notes in IBC Table 720.6.2(1) also use 16”on-center spacing as a condition for ap-plicability, thus requiring engineeringjudgment for cold-formed steel frame as-semblies where the studs are spaced at24” on-center.
Example 2: A comparison of calculatedand tested performance of a steel studfloor assembly. The Canadian Steel Con-struction Council recently tested a floorassembly that was constructed with 5/8”T&G subflooring, attached to steel joistswith a web depth of 8” and thickness of43 mils, spaced at 24” on-center. 2 layersof 5/8” Type X gypsum wallboard werefastened to hat sections which were them-selves attached to the bottom flange of
Figure 1GA - WP 1521
Fire Rated AssembliesContinued from page 1
Continued on page 3
Studs spacedat 24” o.c.
2 layers5/8” GWB,Type X
3 Winter 2002 Newsletter for the Light Gauge Steel Engineers Association
the joists (Figure 2). Tests resulted in afire endurance period of 69 minutes.
Using the IBC table referenced aboveyields a fire resistance rating of 1-hour –10 minutes less than the actual test.
Example 3: Party Walls. A commonparty wall assembly used in wood frameconstruction (GA File Number WP 3370)is built with 1 layer of 5/8” Type X gyp-sum applied to each side of a double rowof 2x4 studs on separate plates 1” apart.This assembly has a 1-hour fire rating(Figure 3).
There is no similar assembly using cold-formed steel framing, so a typical solu-tion might be to build two parallel loadbearing assemblies (for example, UL 432or ) which would require the installationof gypsum board on the interior of thewalls.
Using a Component Additive Method,however, would also allow the builder toreplicate the wood assembly using steelstuds since each layer of 5/8” Type Xgypsum wallboard is assigned a fire re-sistance rating of 30 minutes (for a totalof 60 minutes).
Another advantage of obtaining a fire rat-ing for an assembly using the theoreticalapproach is the ability to upgrade defi-cient assemblies by adding a protective
“membrane” or layer ofbrick, plaster, or drywall ifthere is sufficient eco-nomic justification fordoing so.
While the ComponentAdditive or Theoreticalapproach may be usefulin obtaining ratings foruntested wall or floor sec-tions, it requires sound engineering judg-ment and acceptance by the building de-partment within whose jurisdiction thestructure lies. In addition, the methoddoes not address every potential assem-bly that the architect and engineer mayconceive and design and there will besome instances where testing is required.
board (OSB), and gypsum wallboard.
“We are pleased with the outcome of thiscode revision, and are encouraged by theICC’s action taken on this issue,” saidHank Martin, Director of ConstructionCodes & Standards for the American Ironand Steel Institute (AISI). “Prior to thecode change, under Seismic Design Cat-egory D, the code did not allow for theshear capacity of the drywall on steelframed systems to meet code require-ments. Now they are allowing it.”
For more information on the code change,contact the ICC, www.intlcode.org. Formore information on shearwall design, goto www.SteelFramingAlliance.com. r
Code Change for GWBContinued from page 1
he Steel Stud Manufacturers Asso- ciation (SSMA) has compiled 43 iso-metric autocad details that can be down-loaded from the SSMA website(www.ssma.com) in either a pdf or dwgformat for application to a specific project.For almost all cold-formed details there ismore than one way a detail can be framedand still work for the application. For eachof the details available the advantages anddisadvantages are listed to assist the userto select the best detail for the specificapplication. The details if downloaded inautocad can be modified as desired bythe user.
Commercial CAD Details AvailableThe SSMA Board of Directors elected tomake these details available to the usersof cold-formed steel to help answer ques-tions on how to frame certain applica-tions. As an example, for load bearingdoor openings there are nine differentways shown in the details to frame anopening. The details can be comparedand the best detail of the nine can beselected based on the specific applica-tion. The SSMA Board of Directorswould encourage users to visit the SSMAweb occasionally to see what new de-tails are available as the SSMA detail li-brary is added. r
GA - WP 3370Figure 3
T
1 Hour Tested Floor/Ceiling AssemblyFigure 2
In the meantime, this method offers pro-fessional designers with a potential solu-tion they can present to a builder that isstruggling with this issue. r
Fire Rated AssembliesContinued from page 2
5/8” T & GSubflooring
Batt Insulation
8” Joists43 mils2’ o.c.
2 layers5/8” GWB,Type X
Hat Channel
1” Spacing between wood studs1 layer5/8” GWB,Type X
4Newsletter for the Light Gauge Steel Engineers Association Winter 2002
TECHNICALEXCHANGE
The Light Gauge Steel Engineers Association needs you and your experience. Pleasemail or fax your opinions, questions, and design details that are relevant to the cold-formed steel industry (fax to Dean Peyton at (253) 941-9939). Upon editorial review,your submission may be printed in the Technical Exchange Section of this Newsletter.
Using the International Residential Code for Steel Frame DesignBy Don Allen, P. E., Starzer Brady Fagan Associates, Atlanta, GA
T he 2000 International Residential Code for One- and Two-FamilyDwellings (IRC) has more design infor-mation about using cold-formed steelthan any building code previously pub-lished in North America.
However, there are certain applicabilitylimits that may preclude the use of thesteel design section of the IRC for manyresidential structures. These limits arefound in section R505.1.1 (floors),R603.1.1 (walls), and R804.1.1 (roofs):
1. 36’ max. width.2. 60’ max. length.3. 2 stories, 10’ max. story height4. Roof slope: 12:12 (max.) 3:12
(min.) (limits on steel rafter fram-ing only).
5. Max. wind speed: 130 MPH, ex-posure A, B, or C.
6. Max. ground snow load: 70 PSF.7. Seismic design categories A, B,
C, D, D1, and D
2.
For a wind speed >110 MPH, or seismicdesign category > D1, additional geom-etry requirements apply to braced walllines (R603.1.1.1). Design that falls out-side these limits is usually acceptablewhen done by an engineer. If the windspeed, exposure, or snow load exceeditems 5 or 6 above, the IRC requires afully engineered design.
So how can you justify your “L” shapedstructure with overall dimensions of 62’x 41’ with a carport and sunroom? Hereare some tips that may help, dependingupon the building official’s acceptanceof cold-formed steel, and the configura-tion of the home:
Use the “wing” width as the buildingwidth for limiting span calculations
Even if the overall building dimension is41 feet, the “width parallel to the joistspan or truss” must fall within the 36’limit of the code, to design the wall, roof,
and floor ele-ments. Hence a“L” shapedstructure mayhave compo-nents that thebuilding officialmay permit youto design in ac-cordance with
the code, whereas other structural ele-ments such as collectors, corner supports,and girders may have to be a part of anengineered design.
Design as multiple structures
As long as there are reasonable groundsfor separating diaphragms and bracedwall lines, certain structures may be lookedat as separate for the individual compo-nent analysis. The lateral systems (forresisting wind and seismic) may still needto be engineered, and load transfer de-tails may need to be created in the areaswhere the “buildings” come together.Floor Joists usually may be designed us-ing the IRC in areas with higher wind andseismic loads than permitted, as long asthe support and holddown detailing in-clude the appropriate design provisionsfor load transfer between walls andthrough diaphragms.Pre-engineered roof truss systems maybe used with complex geometries, as longas:• The anchorage to the structure below is appropriate, and in-line framing is maintained.• The loads from the truss output are used for the design of the support- ing members below.• Bracing is properly designed for both the individual truss members and the overall roof or floor truss system.
Specialty stud and joist products
There are also several specialty productsthat are either made of steel or made for
use with steel that do not meet the coderequirements, but with some of themanufacturer’s design data and researchreports, may be used safely in code basedapplications.
Fasteners
The code addresses only screw connec-tions using #8 or #10 screws. Before at-tempting to use an alternative system,make sure and clear it with your buildingofficial. Show them the technical backupdata, and make sure use of IRC provisionsare permitted along with the specific con-nectors.Clinch Connectors have been used suc-cessfully in residential construction, andat least one manufacturer has ICBO ap-proval.Pneumatically driven pins, although notreferenced in the code, have been used inboth commercial and residential construc-tion to attach sheathing, floor decking,and wallboard to steel studs and joists.ICBO reports are available for diaphragmvalues using these connectors.Welds. A great deal of data is available,but none is incorporated into the IRC.
By using the code carefully, coordinatingdesign with the building official and spe-cialty subcontractors, and carefully re-viewing load paths from all sources, anattractive, efficient, and low cost home canbe designed using provisions of the IRCto help save engineering time and ownercosts. r
CorrectionIn the October 2001 issue of the LGSEANewsletter, please note the followingcorrections to the article “Design ofBearing Stiffeners in Cold FormedSteel C-Sections”:1. Page 2, left column, the equation forthe track shear width should be:w
b = track shear width = (20t
t + 0.56)
2. Captions for Figures 2 and 3 (page3) are reversed.
5 Winter 2002 Newsletter for the Light Gauge Steel Engineers Association
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A d
oes
not e
ndor
se s
peci
fic
prod
ucts
. T
he f
ollo
win
g pr
ogra
ms
are
liste
d al
phab
etic
ally
. r
6Newsletter for the Light Gauge Steel Engineers Association Winter 2002
Pro
gra
m/
C
od
esC
on
tact
a
nd
In
pu
t/In
terf
ace
Des
crip
tio
n
D
esig
n M
od
ule
s
Str
uct
ura
l
Dem
o?
/
Info
.S
tan
dar
ds
Co
mp
on
ents
Pri
ce
Key
Bui
ld®
Key
mar
kE
nter
pris
es(3
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443-
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LG
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ER
Dev
co S
oftw
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b@de
vco
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e.co
mw
ww
.dev
coso
ftw
are.
com
LtF
ram
er
aecI
T S
olut
ions
Cor
pora
tion
(407
) 64
5-13
03sa
les@
aeci
t.ne
t
1986
AIS
ISp
ecif
icat
ion,
with
198
9A
dden
da a
nd19
96 E
ditio
n
1996
AIS
ISp
ecif
icat
ion,
incl
udin
g th
e19
99 S
uppl
emen
t, a
nd th
e 19
86ed
ition
with
198
9ad
dend
a
1996
AIS
ISp
ecif
icat
ion
Key
Bui
ld®
allo
ws
a us
er to
des
crib
e th
e ge
omet
ry o
fen
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ctur
es u
sing
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Key
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ld M
odel
™, a
ful
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nctio
nal 3
-dim
ensi
onal
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elin
g pr
ogra
m.
Inad
ditio
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eria
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nd lo
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the
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ines
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russ
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ram
ing
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eria
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nd f
ound
atio
n in
ful
l3-
D.
Key
Bui
ld M
ode™
use
s “m
arco
” in
put t
o al
low
the
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to q
uick
ly a
nd e
asily
def
ine
com
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e ro
ofsy
stem
s, c
eilin
g va
ults
, eve
n sk
ylig
ht a
nd d
orm
erfr
amin
g.
Span
leng
ths,
load
s (u
nifo
rm, c
once
ntra
ted,
and
axi
al),
bear
ing
leng
ths
and
brac
ing
inte
rval
s (f
lexu
ral a
nd a
xial
)ar
e in
put f
rom
a g
raph
ics
scre
en.
Sect
ions
are
cho
sen
from
dro
p-do
wn
styl
e da
taba
se b
oxes
or
inpu
t fro
m a
grap
hics
scr
een.
Sec
tions
can
be
mod
ifie
d in
tera
ctiv
ely,
allo
win
g th
e us
er to
sel
ect t
he m
ost e
ffic
ient
mem
ber
for
the
appl
icat
ion.
LtF
ram
er is
a 3
d m
odel
ing
and
engi
neer
ing
anal
ysis
sof
t-w
are
prod
uct f
or th
e pr
epar
atio
n of
eng
inee
red
CFS
ligh
tfr
ame
com
pone
nts
for
build
ing
syst
ems.
The
pro
duct
isba
sed
on A
utoC
AD
200
0 gr
aphi
cs a
nd in
terf
ace
tech
nol-
ogy.
Aut
oCA
D o
wne
rshi
p is
not
req
uire
d. T
he U
I is
sim
plif
ied
and
focu
sed
tow
ards
the
fram
ing
desi
gner
and
stru
ctur
al a
naly
st m
inim
izin
g th
e ne
ed to
for
adv
ance
dC
AD
ski
lls.
The
maj
ority
of
the
labo
r re
quir
ed to
pro
-du
ce s
truc
tura
l mod
els,
fab
rica
tion
and
erec
tion
docu
-m
ents
and
rep
orts
for
Eng
inee
red
CFS
Com
pone
nts
isau
tom
ated
, dra
win
g an
d re
port
for
mat
s ar
e fl
exib
le.
•D
esig
ns a
ll jo
ists
, hea
ders
, bea
ms,
and
gir
ders
•R
oof
or f
loor
trus
ses
are
desi
gned
for
sta
ndar
dgr
avity
load
s•
Loa
ds f
rom
the
roof
or
floo
r m
embe
rs a
re p
asse
dth
roug
h th
e w
all,
to th
e le
vel b
elow
. C
ompl
ete
wal
l lay
out a
nd e
leva
tion
plot
s ca
n th
en b
ege
nera
ted
•A
ll of
the
load
s in
the
stru
ctur
e ar
e tr
acke
d, a
nd a
reav
aila
ble
for
foun
datio
n en
gine
erin
g•
Win
d an
d se
ism
ic lo
ads
gene
rate
d fo
r la
tera
l des
ign
•
All
mat
eria
ls in
the
build
ing
can
then
be
cons
oli-
da
ted,
then
cut
she
ets
and
mat
eria
ls li
sts
can
be
outp
ut
•D
esig
ns s
tuds
, joi
sts,
trac
ks, h
eade
rs, a
nd b
eam
s of
chan
nel “
C”
or “
Z”
shap
es.
•G
raph
ical
ly m
odel
up
to th
ree
span
s w
ithca
ntile
vers
.•
Uni
form
, con
cent
rate
d, a
xial
and
com
bine
d lo
ads.
•
Sin
gle,
box
ed, b
ack-
to-b
ack
and
built
-up
mem
bers
•T
he L
tFra
mer
Mat
eria
ls M
odel
ing
Mod
ules
are
the
Wal
l, Fl
oor
and
Roo
f W
orks
hops
– F
abri
catio
n dr
aw-
ings
& m
ater
ials
list
s w
ith c
uttin
g in
form
atio
n ar
epr
oduc
ed u
sing
thes
e m
odul
es.
•T
he E
ngin
eeri
ng A
naly
sis
Stud
io M
odul
e pr
ovid
esfl
exib
le, p
ower
ful S
truc
tura
l Ana
lysi
s an
d A
ISI
code
chec
king
. T
his
mod
ule
exte
nds
the
capa
bilit
ies
ofth
e m
ater
ials
wor
ksho
ps.
•C
onte
xt S
ensi
tive
Hel
p Sy
stem
•M
ater
ials
and
ana
lysi
s re
port
s ca
n ex
port
to M
SE
xcel
or
othe
r C
SV c
apab
le p
rodu
cts.
•O
nlin
e de
mo,
trai
ning
and
tech
nica
l ass
ista
nce.
•Fl
oor
& R
oof
Wor
ksho
ps a
re u
nder
dev
elop
men
tch
eck
for
avai
labi
lity.
Prop
riet
ary
and/
or“C
” se
ctio
n m
ater
ials
SSM
A,
MSM
A,
indi
vidu
al s
tud
man
ufac
ture
rs,
“Z”
sect
ion,
and
cus
tom
data
base
s
Sect
ion
Dat
abas
es f
orM
SMA
are
sta
ndar
d,ot
hers
can
be
prov
ided
.B
uilt
Up
Sect
ion
as-
sem
blie
s ca
n be
use
d.A
naly
sis
of s
tand
ard
and
cust
om c
ompo
-ne
nts
that
can
be
fabr
icat
ed f
rom
CFS
stud
and
trac
km
ater
ials
is s
up-
port
ed.
Yes
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l for
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For
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Ste
el D
esig
n So
ftw
are
7 Winter 2002 Newsletter for the Light Gauge Steel Engineers Association
RIS
A-2
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A-3
D
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A T
echn
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STR
AP
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auge
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ngin
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iteri
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I 96
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c.A
ISI
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pec.
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upp.
99
CA
N S
136-
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ec.
ASC
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min
.lo
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Stan
d.A
SCE
7-9
5 m
in.
load
s St
and.
ASC
E 7
-93
min
.lo
ads
Stan
d.
Cur
rent
U.S
.(A
ISI
[ASD
&L
RFD
], A
ISC
[ASD
& L
RFD
],A
CI
318)
;C
anad
ian
(CSA
S136
, S1
6.1,
A23
.3);
Eur
ocod
e 2,
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r in
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odes
ASC
E7,
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BC
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C,
Can
adia
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ustr
alia
n,B
ritis
h, F
renc
h,Ja
pane
se,
Inte
rn’l
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rida
,Pu
erto
Ric
o,C
arib
bean
, and
Phili
ppin
es
CA
D d
raw
ing
inte
rfac
e w
ith o
rtho
gona
l and
rad
ial
draw
ing
grid
s. A
ll da
ta, i
nclu
ding
res
ults
, may
be
view
ed a
nd e
dite
d gr
aphi
cally
or
in s
ynch
roni
zed
spre
adsh
eets
. G
ener
atio
n te
mpl
ates
for
bea
ms,
trus
ses,
grid
s, e
tc. P
hysi
cal m
embe
r m
odel
ing
that
doe
sn’t
requ
ire
segm
ente
d m
embe
rs. T
rue-
to-s
cale
ren
deri
ng,
incl
udin
g an
imat
ions
for
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lect
ed s
hape
s. G
raph
icm
embe
r de
tail
sum
mar
y an
d co
lor
pres
enta
tion
ofm
embe
r st
ress
es a
nd c
ode
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ks.
Win
dow
s-ba
sed
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ojec
t com
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nt d
esig
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all s
tuds
, roo
f tr
usse
s, r
oof
beam
s, f
loor
jois
ts, o
peni
ngs,
con
nect
ions
, and
clip
s, a
llou
tput
in C
AD
for
mat
.Sh
ear
wal
l gen
erat
or, l
oad
calc
ulat
or, a
nd d
esig
ner.
Util
ities
for
mem
ber
desi
gn, c
onne
ctio
n de
sign
, and
min
.lo
ads.
400
LSF
det
ails
con
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, ava
ilabl
e in
CA
D f
orm
ats.
LSF
edi
tabl
e sp
ecif
icat
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port
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chno
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Inte
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elp
file
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umen
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Com
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me
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s,fi
nite
ele
men
t, st
atic
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amic
ana
lysi
s an
d de
sign
prog
ram
. A
naly
ze a
nd d
esig
n a
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ctur
e of
any
sha
pein
ligh
t gau
ge, r
olle
d st
eel,
and
conc
rete
usi
ng th
e sa
me
prog
ram
. D
esig
n co
ncre
te s
labs
and
she
ar w
alls
. U
p to
1,00
0 lo
ad c
ases
and
1,0
00 lo
ad c
ombi
natio
ns.
Tap
ered
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, pre
-str
ess,
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les
and
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ort s
ettle
men
t.Pr
ogra
m a
utom
atci
ally
cre
ates
win
d an
d se
ism
ic f
orce
sto
UB
C a
nd o
ther
inte
rnat
iona
l cod
es.
Aut
omat
ical
lyop
timiz
es th
e st
ruct
ure
for
over
all d
efle
ctio
n.
TR
USS
D&
E 1
1.0
is a
n in
tegr
ated
des
ign
and
estim
atin
gso
ftw
are
prog
ram
for
eith
er s
lope
d, f
lat o
r ar
ched
trus
ses.
Ste
p-th
roug
h m
enus
gui
de th
e us
er th
roug
hla
yout
des
ign
and
deta
iling
. T
he p
rogr
am o
ffer
s au
tom
embe
r se
lect
ion
and
auto
gen
erat
ion
of tr
uss
geom
etry
.A
Cos
t Est
imat
e an
d B
ill o
f M
ater
ials
can
be
gene
rate
dfo
r ea
ch tr
uss
desi
gn.
Tru
ss D
&E
can
des
ign
trus
ses
fabr
icat
ed f
rom
Lig
ht G
age
Stee
l, St
ruct
ural
Ste
el,
Stai
nles
s St
eel,
or A
lum
inum
.
•St
atic
, P-D
elta
, Dyn
amic
& R
SA b
eam
or
fram
ean
alys
is•
Are
a lo
ads
with
1 o
r 2
way
spa
ns•
Aut
omat
ic to
p-of
-mem
ber
mod
elin
g•
Ten
sion
/Com
pres
sion
-Onl
y m
embe
r an
d sp
ring
s•
Enf
orce
d Jo
int D
ispl
acem
ents
•C
alcu
late
s cu
stom
sha
pe p
rope
rtie
s•
Aut
omat
ic e
ffec
tive
sect
ion
prop
ertie
s•
A
SD/L
RFD
che
cks
for
axia
l for
ces,
bia
xial
m
omen
ts &
she
ars
incl
udin
g in
tera
ctio
n ch
ecks
•L
RFD
and
ASD
str
engt
hs f
or c
ompr
essi
on,
tens
ion,
mom
ents
, she
ars,
and
web
cri
pplin
g.•
Axi
al/b
endi
ng, b
endi
ng/s
hear
, ben
ding
/web
-cri
pplin
gin
tera
ctio
ns.
•St
ud, t
rack
, and
bui
lt-up
sec
tions
.•
Full,
net
, and
eff
ectiv
e se
ctio
n pr
oper
ties.
•Sc
rew
& b
olt c
onne
ctio
ns +
fas
tene
r &
clip
sele
ctio
n.•
Win
d, e
arth
quak
e, a
nd s
now
load
s on
bui
ldin
gs.
The
sam
e m
odel
can
hav
e bo
th r
olle
d an
d lig
ht g
auge
sect
ions
and
the
prog
ram
will
des
ign
them
in th
e sa
me
run
to d
iffe
rent
cod
es.
The
pro
gram
aut
omat
ical
lyde
sign
s fo
r bo
th s
tren
gth
and
defl
ectio
ns.
Aut
omat
ical
lyde
term
ines
Lt f
or e
ach
load
. C
ompo
site
sec
tion
desi
gnto
sev
eral
U.S
. and
inte
rnat
iona
l cod
es.
Con
cret
e de
sign
to U
.S.,
Can
adia
n an
d ot
her
code
s.
Ana
lysi
s m
ay in
clud
e:•
Stan
dard
and
odd
sha
ped
trus
ses
•G
raph
ical
inte
ract
ion
and
mul
tiple
dra
win
g op
tions
•B
race
d W
ebs
•M
ultip
le s
uppo
rts
•In
-pla
ne, O
ut-o
f-pl
ane,
and
Off
set a
naly
sis
•Sc
rew
, wel
d, o
r bo
lt co
nnec
tions
•H
ip R
oof
Gen
erat
ion
•Se
ism
ic C
oeff
icie
nt C
alcu
latio
n•
Proj
ect S
umm
ary
Rep
ort
•
Im
peri
al o
r M
etri
c un
its
Dat
abas
es f
or A
ISI
sect
ions
and
cus
tom
sect
ions
Dat
abas
es f
or S
tand
ard
and
AIS
I se
ctio
ns.
TSN
clip
s.H
ilti f
aste
ners
.
Stan
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sec
tions
(sin
gle
and
doub
le),
Uni
mas
t, M
BC
I, a
ndus
er d
efin
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ectio
nsof
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pe.
Knu
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rol
lfor
mer
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MA
, Dal
e/In
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nim
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Cal
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Pric
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8Newsletter for the Light Gauge Steel Engineers Association Winter 2002
Light Gauge Steel Engineers Association1726 M Street, N.W., Suite 601Washington, D.C. 20036(202) 263-4488
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The largest steelmakerin the Western United States
900 Loveridge RoadPittsburg, CA 94565www.uss-posco.com
Ranked #1 in OverallCustomer Satisfaction