Winter 2002 Light Gauge Steel Engineers Association · Winter 2002 1 Newsletter for the Light Gauge...

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1 Winter 2002 Newsletter for the Light Gauge Steel Engineers Association Calculated Fire Rated 1 Assemblies Code Change for GWB 1 Shear Walls Commercial CAD Details 3 Technical Exchange 4 Design with the IRC Software Directory 5 significant issue that often con- fronts architects and engineers when designing structures with cold- formed steel is a lack of tested and pub- lished fire-rated assemblies. This can be a major issue in multi-family, institutional, and light commercial construction. These construction types are some of the most rapidly growing segments of the construc- tion industry and have some of the most stringent fire/safety requirements. With- out documented performance of a steel framed assembly, builders have had to choose between funding full-scale fire tests or using an alternative material in order to satisfy local building department requirements. Although this may also pose occasional problems with wood framed construction, its broad usage over several generations means that there are many more tested and published assemblies. Should a spe- cific assembly not be available, however, the designer has also had the option of establishing the fire resistance rating of a wood assembly by calculation, also called the “component additive method” (CAM) in UL documents. An alternative to the expensive 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 12-17 Contractors International San Antonio, TX Info: (703) 538-1610 www.AWCI.org LGSEA Committee Meetings Mar 13 San Antonio, TX Info: (202) 263-4488 www.LGSEA.com SEMINARS: Practical Design of Cold-Formed Steel Structures 2002 Houston, TX May 6 Dallas, TX May 7 Phoenix, AZ Aug 1 Los Angeles Aug 2 AISI Specification - Aug 3 San Francisco, CA Aug 5 Seattle, WA Aug 6 Chicago, IL Sep 30 Atlanta, GA Dec 4 Charlotte, NC Dec 5 Orlando, FL Dec 6 Info: (202) 263-4488 - A registration form can be downloaded from www.LGSEA.com - Pacific Coast Builders June 26-28 Conference San Francisco, CA Info: (916) 325-9300 www.PCBC.com Construction Specifications Institute Exhibit: June 27-29 Convention: June 27-30 Las Vegas, NV Info: 1-800-689-2900 E 199), this method derives a total fire re- sistance rating by adding together the rating of individual components in an as- sembly. Most codes allow alternate ma- terials and methods to be used based on data and engineering analysis in lieu of full-scale tests. However, there was no record that the theoretical approach had been applied to a cold-formed steel framed structure until recently. Orange County (California) was presented with a party wall and a load bearing exterior wall assembly with fire resistance 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 and Assemblies” (available for free down- loads at www.HUDUser.org). Originally printed in 1980, the primary purpose of the document was to “aid the moderniza- tion and reuse of the nation’s building stock.” As noted in the publication, it has since found widespread use and ac- ceptance among architects, engineers, preservationists, and code officials. It also has been incorporated into numerous state 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 a code change that is favorable for cold- formed steel, allowing the use of gypsum wallboard for shear resistance in seismic areas. This change will be published in the 2002 IBC Supplement. Significant for steel framing, the revised code permits the same sheathing guide- lines used for wood framed systems can now be used for steel. A steel framed sys- tem will be subject to the limitations in Table 1617.6, lines 1.L and 2.U, meaning they must be designed with an R factor of 2 or 2.5 and are permitted to a height of 35 feet in Seismic Design Category D, and prohibited in Seismic Design Categories E and F. These revised code limitations are specific to the sheathing materials used, including plywood, oriented strand Continued on page 3 by Nader Elhajj, P.E., NAHB Research Center Calculated Approach to Fire Rated Assemblies

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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®

Ver

sion

3.5

RSG

Sof

twar

e(8

16)

524-

5596

info

@rs

gsof

twar

e.co

mw

ww

.rs

gsof

twar

e.co

m

FRA

ME

D&

E

JFB

& A

ssoc

.(7

19)

598-

7666

ww

w.J

FBA

.com

CC

old-

For

med

Ste

el D

esig

n So

ftw

are

old

-for

med

ste

el o

ffer

s en

gine

ers

and

arch

itect

s w

ith tr

emen

dous

des

ign

flex

ibili

ty, b

ut p

er-

-

for

min

g th

e ne

cess

ary

calc

ulat

ions

can

be

an e

xtre

mel

y re

petit

ive

and

time-

cons

umin

gpr

oces

s. T

o sh

ortc

ut th

is p

roce

ss, a

gro

win

g nu

mbe

r of

des

ign

prof

essi

onal

are

turn

ing

toso

ftw

are

that

is s

peci

fica

lly w

ritte

n fo

r de

sign

col

d-fo

rmed

ste

el.

The

Sep

tem

ber

1998

issu

e of

the

LG

SEA

New

slet

ter

incl

uded

a d

irec

tory

of

soft

war

e pr

ogra

ms

that

LG

SEA

mem

bers

iden

tifie

d as

thos

e th

ey m

ost f

requ

ently

use

d. T

he f

ollo

win

g di

rect

ory

upda

tes

that

list

, and

incl

udes

sev

eral

new

eng

inee

ring

des

ign

soft

war

e pa

ckag

es th

at h

ave

com

e on

to th

e m

arke

t.T

he in

form

atio

n in

this

gui

de w

as p

rovi

ded

by d

evel

oper

s of

the

indi

vidu

also

ftw

are

prog

ram

s. A

s sp

ace

does

not

per

mit

incl

usio

n of

all

the

capa

bilit

ies

ofth

e in

divi

dual

pro

gram

s, th

e L

GSE

A e

ncou

rage

s re

ader

s to

con

tact

sof

twar

epr

ovid

ers

for

addi

tiona

l inf

orm

atio

n. T

he L

GSE

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

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Key

mar

kE

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pris

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443-

8033

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com

LG

BE

AM

ER

Dev

co S

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(541

) 75

7-89

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soft

war

e.co

mw

ww

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coso

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com

LtF

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er

aecI

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olut

ions

Cor

pora

tion

(407

) 64

5-13

03sa

les@

aeci

t.ne

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1986

AIS

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ecif

icat

ion,

with

198

9A

dden

da a

nd19

96 E

ditio

n

1996

AIS

ISp

ecif

icat

ion,

incl

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g th

e19

99 S

uppl

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nd th

e 19

86ed

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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

tire

stru

ctur

es u

sing

the

Key

Bui

ld M

odel

™, a

ful

lyfu

nctio

nal 3

-dim

ensi

onal

mod

elin

g pr

ogra

m.

Inad

ditio

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the

mat

eria

ls a

nd lo

ads,

the

user

def

ines

the

wal

ls, t

russ

es, f

ram

ing

mat

eria

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nd f

ound

atio

n in

ful

l3-

D.

Key

Bui

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ode™

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arco

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put t

o al

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the

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to q

uick

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asily

def

ine

com

plet

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),

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ing

leng

ths

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brac

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xial

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put f

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scre

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Sect

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p-do

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styl

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taba

se b

oxes

or

inpu

t fro

m a

grap

hics

scr

een.

Sec

tions

can

be

mod

ifie

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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

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prov

ided

.B

uilt

Up

Sect

ion

as-

sem

blie

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n be

use

d.A

naly

sis

of s

tand

ard

and

cust

om c

ompo

-ne

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that

can

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fabr

icat

ed f

rom

CFS

stud

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trac

km

ater

ials

is s

up-

port

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Yes

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l for

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Yes

$ 37

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Dem

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Con

tinu

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om p

age

5C

old-

For

med

Ste

el D

esig

n So

ftw

are

7 Winter 2002 Newsletter for the Light Gauge Steel Engineers Association

RIS

A-2

D&

RIS

A-3

D

RIS

A T

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(800

) 33

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Stee

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Syst

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SSS)

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Sol

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19)

844-

0789

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enrs

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cs@

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TR

USS

D&

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JFB

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.(7

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598-

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w.J

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AIS

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96Sp

ecif

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I-19

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Spe

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upp.

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CA

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136-

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-98

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load

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and.

ASC

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-93

min

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ads

Stan

d.

Cur

rent

U.S

.(A

ISI

[ASD

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RFD

], A

ISC

[ASD

& L

RFD

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CI

318)

;C

anad

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(CSA

S136

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Eur

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Inte

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erto

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CA

D d

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ll da

ta, i

nclu

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ults

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view

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dite

d gr

aphi

cally

or

in s

ynch

roni

zed

spre

adsh

eets

. G

ener

atio

n te

mpl

ates

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trus

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hysi

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embe

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odel

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rue-

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imat

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raph

icm

embe

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Win

dow

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ojec

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esig

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all s

tuds

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f tr

usse

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oof

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loor

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ts, o

peni

ngs,

con

nect

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, 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

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ber

desi

gn, c

onne

ctio

n de

sign

, and

min

.lo

ads.

400

LSF

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ails

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nect

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ilabl

e in

CA

D f

orm

ats.

LSF

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tabl

e sp

ecif

icat

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ectio

n re

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chno

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avig

ate

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uctu

re.

Inte

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elp

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umen

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Com

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atic

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lysi

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. A

naly

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esig

n a

stru

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

mem

bers

, pre

-str

ess,

cab

les

and

supp

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

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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

Standardizing theCold-Formed Steel Industry

Headquarters Office 8 S. Michigan Avenue., #1000 Chicago, IL 60603 (312) 456-5590 FAX: (312) 580-0165

E-Mail: [email protected]

Technical Services Office 245 N.E. Conifer Blvd. P.O. Box 1211 Corvallis, OR 97339 (541) 757-8991 FAX: (541) 757-9885 E-Mail: [email protected]

TrusSteel Division Alpine Engineered Products, Inc.

888-565-9181 dgoodw [email protected]

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