VOLUME XXIII NUMBER 3/THIRD OUARTER 1983

MODERN STEEL
CONSTRUCTION
A Heavy Hitter at Fenway Park
Steeling for the " Big Blows"
A Tale of Two Towers
Going First Class- with Steel
Construction Left a Vapor Trail
20 Questions About Steel Roof Deck
ASC/ AIA Awards Competition

~I I lit ,U41i ~ I ....

/
DECK DESIGN DATA SHEET.
NO.
DESIGNERS CHECK LIST FOR DECK United Steel Deck Inc. Profiles
Composite Floor Deck
o Check fire rating requirements .... Designs Dxxx in U.L.
D Check relative costs of lightweight and normal weight concrete. 3"LDK FLOORw/h .,.20 3" N-LOK
Note: Ught weight concrete can usually fulfill fire rating 24" & 36" COV ER w/h unsul t.ble lor studs
needs with thinner slabs. 24" COVER
o Check pour stop reqwrements - see Deck Design Data Sheet No. 1. ~~
o Check hanger requirements-for ceilings, ducts, pipes, etc. 2" LOK FLOOR w /h 3.0 1'-'1 BLOK w/ h-IS
D Check maximum unshored spans to select deck gage and pattern. 24" & 36" COVER 24" & 30" COVER
Note: It usually costs less to have unshored construction.
~
I~" LOK FlOOR w / h 39
C ellular (electrified) Floor Deck 24"COVER
o Check fire ratmg requirements ... Designs DX1X in UL.
Note: If floors are to be accessed for electric power (and/or tele·
phones) and a fire rating is required, then the deck must
he 'fireproofed'; therefore a 2.5" cover of concrete (over the
top of the deck) is usually chosen. Galvaruzed steel is always oon,
reqUIred for cellular deck. LFC3 CELL AREA In NLC CELL AREA 172
o Check to determine which blend of cellular and non cellular deck 24" & 36" COVER 24"COVEA
will proVIde the needed wiring ... blending of units saves money.
o Check load requirements in the trench header spans. Smce the
trench header mterupts the slab. the loads must be handled by:
(1) shortening the deck span that carries the trench; or
LFC2CELLAREA 117
24" &36" COVER
= =
LFCI5 CELL AREA "'" 8 7
24" covrn
(2) increasing the deck gage; or (3) remforcing the slab
as a cantilever on each side of the trench; or (4) placmg
the trench over (or close to) a beam; or (5) a combination
Btc CELL AREA 6
of any of these methods. 24," 30," & 36" COVER

Roof Deck
o Check fire ratmg requirements ... DeSigns Pxxx in U.L.
o Check loads lor:
(1) snow drifting; (2) additional dead load from ballasted Ih"8(WlOERlBJ 3" N (WIDERl Bl
roof systems; (3) maintenance loads ... use SDI criteria. 30"& 36"COVEA 24" COVER
o Check any other insurance requirements such as Factory Mutual.
~
Form Deck (Centering) 1 .o:"F (INTERMEDIATE RIB)
o Check fire ratmg requirements ... DeSigns Gxxx in UL. J6"COVER

o Check requirements for finish . (If deck is galvanized it will last the
tife of the structure and will always carry the slab weight; if the
deck is uncoated the slab should be reinforced to carry the slab 9116"OFS
weight as well as the live loads. 3O"COVER
o Check venting requirements if the deck IS supporting an Insulating
1111 ... always use galvanized deck for tlus purpose. ~
11s" UFX ALSO AVAILAB LE VENTEDtUFXV)
27" COVER
All Deck
o Check material specifications. The proper specification for galvanized
steel is ASTM A446; for steel that IS to be left uncoated or painted (but
not galvamzed) the ASTM speCification is A6l1 ; minimum acceptable D Check Nicolas J. Souras, Inc. for any
yield point of steel is 33 ksi. The proper specification that covers the deck information - prices, delivery,
galvanized coating is ASTM A525. design data.

NICHOLAS J. BOURA S, INC

PO BOX 662. 475 SPR INOIELD AVL.
SUMM IT, NEW IERSEY 0790 1120 11277-16 17
----' •
I
.
•

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3
MODERN
CONGTRUCTION
PublIShed by
VOLUME XXIII NUMBER 3rrHIRD OUARTER 1953
•
Amerlcln Instltutl
of Stili Construction
The Wrigley BUilding
400 North Michigan Avenue
CONTENTS
Chicago . illinOIS 60611 New Approach to Tomorrow's Professionals 5
Steel's a Heavy Hitter at Fenway Park 11
OffiCERS
John H . Busch, Chairman New AISC Steel Design Lecture Series 14
Werner H , OUlsebarth. Steeling for the "Big Blows" 16
Firsl Vice Chairman A Tale of Two Towers 20
Chari.. P LewiS, Going First Class-with Steel 22
Second Vice Chairman Construction Left a Vapor Trail 24
Oscar W Stewart. Jr.. Treasure, 20 Questions About Steel Roof Deck 27
Richard G Altmann. President
William W. Lanigan.
Secretary & General Counsel
Geerhard HillIer
THIRD ANNUAL AWARDS BANQUET TO
Vice President. Research & Engineering
HONOR WINNING ARCHITECTS
Lew Is Brunner
The third annual AISC Awards Banquel wrll be held November 1 m
Vice Presldenl. Marketing
ChIcago's Weslm Hotel to honor Ihls year's Archlleclural Awards of
Excellence compellllon winners. A well· known panel 01 l,ve lurors
EDITORIAL STAFF chose 13 01 the most outstandIng bUIldings Irom a record 166 entfles .•
Winners WIll receive a special bas reliel of AISC's handsome bronza
George E Harper Editor of Publications
I

sculpture, "Long Reach, "crealed by nallonally known artlsl Joe Kmke/.

Amy Kragnes. Ed,torial Assistant
The prestigious, black-lie banquet. now an Induslry tradlllOn.
James Herman, Business
provIdes a lorum for leadmg archltecls, structural deSIgners, con-
tractors, fabflcators and suppliers 10 the fabflcated steel Induslry.
Winners of several other AISC awards WIll also be recognized,
Including: Orner Blodgelt, T.R. Higgms LectureshIp Award winner;
REGIONAL OFFICES Frank Mlchlelli. John Hildreth and RIchard IIchert, f"sl·pflZe wmners of
NORTHEAST REGION the 1983 ASCi A/A ''Expresslons inSteel"competltlon co-sponsured by
New York. NY (Hdq ) 21269!H291 AISC; eIght student Fellowship Award recipIents; and several SpeCIal
Boston. MA 617~74'7 Citation Award winners.
Philadelphia. PA 609'858-9354 Guest speaker is Dr. Pat Choale, senior policy analyst lor TRW. and
P1t1sburgh. PA 4 '2'443-ll840 author of B number of books on governmental economic poliCIes .
NORTH CENTRAL ~EGION TIckets lor the event are avaIlable from : AISC, 400 N. MIchIgan Ave.,
ChlC8go. IL (Hdq .) 31 2 '670-2400 Chicago, IL 606113121670- 2400.
DelrOlt. MI 313J352-0558
M'nneapolis. MN 6121886-3791 FELLOWSHIP AND T .R. HIGGINS AWARD PROGRAMS ANNOUNCED
SOUTHEAST REGION The AISC FellowshIp Award program provIdes eIght $4,750 awards to
Atlanta. GA (Hdq ) 404/458-7679
CIvil engIneering students who propose a course 01 graduate studIes
Cha~O!le , NC 7041541-0060
Tampa . FL 81318794129
re/atmg to labllcated slructural sleel Winners 01 the 1984 Fellowsh,p
Awards are guests 01 honor attheAISC NatIonal Engrneeflng Conference
SOUTHWEST REGION
Dallas. TX (~ .) 214 ,~
The 1984 Lectureship wInner receives a $3,000 award as the prmclpal
Houston. TX 713/270-6363 author orrhe mosl sigmllcant paper related 10 structural steel publIshed
St .,a.,s. MO 314721 - 1332 during the f,ve·year period Jan. I , 1978 to Jan. I . 1983. The current T.R.
WESTERN REGION HIgginS Lecturer rs Orner Blodgell. aulhor of "Detallmg 10 AchIeve
...os Angeles, CA (Hdq.) 21 31444 4519 Pracllcal Welded FabflcatlOn. •
Denver, CO 3031831-4622 Announcements of Ihe two programs have been dlstflbuted and are .
San Francisco. CA 41 51495-3550 available Irom any AtSC regIonal olllce, or Irom: CommIttee on Educa-
Seattle. WA 206iS24-&460 tIon. AISC. 400 N. M,chigan Ave .• ChIcago, IL 606tt.
AISC HEADQUARTERS
CNcago, IL 3 12670- 2400

4 MODERN STEEL CONSTRUCTION

·"
~ ASCIAlA Awards Competition:
- New Approach to
Tomorrow's Professionals
tudent design competitions by the As-
S sociation of Student Chapters of the
American Institute of Architects have been
with the ultimate goal of Improving the
awareness of the advantages of structural
other declslon-makers-through a series of
national ads. direct mall and profect fea -
steel In the minds of undergraduates whO tures In major bUilding trade lournals
gOing on for qUite a few years were pursuing architecture and civil en- Now the COMAP Committee has taken It
But this year was different Late In t 982. glneenng courses a step further-Improve the long-range
AISC's Committee on Marketing and Pro- Over the past two years. the Inslltute has benefits to our IndUStry by developing an
motion proposed a new dimension to Its greatly Increased the awareness of steet's appreclallon for structural steel by archl
promotional efforts AISC would cosponsor advantages to professlonats-archltects. tectural and engineering students
the t 983 spring competition with ASC I AlA. engineers. construction managers and

-
•
1111

, ,'
Frank V M lch,efl" John Hlldfelh and Richard
flchen. Ca tholic University 01 Amenca

First Place-
"Expressions in Steel"
Design Competition

- ,

/ Imat}8Ja,
Umvefslly IJI Southe..!P, California

3rd Quarter/ l983 5

A New Dlmenllon To accomplish this new dimenSion, let- Just to add englneenng students to the
This year, the competition - prevIously re- ters Inviting participation were sent not only compet,llon . They made arrangements to
stncted to architectural students-was also to deans at schools of architecture but also have all students who entered to tour AISC.
broadened to Include CIvil engineering stu- to those at schools 01 englneenng and Member fabncatlng shops for a first -lime
dents, working as a deSign team With the architectural englneenng. The letters were first -hand IntroductIOn to how steel IS fab-
architectural students This Interaction signed by the presidents of both ASCI AlA ncated- to take the mystery out of It and get
concept enables the students to under- and AISC In addition, posters for school them to "thinking steel
stand the approach each discipline takes to bulletin boards were sent, along With appli - Plus, additional arrangements were made
solving a deSign problem. Thus, It gives ca tion blanks, By February 1983 the pro- for students to consult our Industry engineers
them a real-world expenence to what they gram had been launched The student· team englneersl architects
will encounter In their future prolesslonal were encouraged to ask questIOn s about
fntroductlon to Steef Fabrication
careers their structural deSign problems from AISC
The COMAP Committee was not content

Robert Laumeyer and Bobby Olten.

Umverslly of Tennessee

Honorable Mention
•
RIChard Holben and Paul C MIlano.
Pennsylvania State University

--------'
Frank Genese. Untverslly 01 New York ·Buffalo •
6 MODERN STEEL CONSTRUCTION
 Runners Up
regional engineers or those from the fab- Hypothetical AISC Headquarters 10 be t 7.000 sq ft By adding space nol
IIcatlng shops they toured Consulting en- To give students who entered the competi - presenlly available In current headquarters.
gineers were also on hand If needed tion a challenge. deslgnrng a new hypo- deparlment dlreclors planned greater ser-
AISC 's participation In the studenl com- thellcal headquarters tor AISC was Ihe vice and effiCiency Ihan now available
• etilion opened new vistas to Interested program. They were each gIVen slle. area But 10 add greater challenge and realism
sludents-doors Ihal had never opened and lopographlcal maps of an aclual slle 10 the proieci . speculallve space ot some
before, New opportunilies for Sludenls 10 IUSI west of Chlcago's O'Hare Internallonal t 60.000 sq II was Incorporated In Ihe proJ -
learn aboul Ihe struclural Sleel Industry Airport. one within walking distance of a eCI. wllh the opportunity to deSign food
were unending-and unequalled Excepl lUxury hOlel wllh convenllon faCilities and a service faclilltes, commercial space and
for the Instltules 'Hands On Steer pro- golf course Anticipated space requlre- atllum areas The enllre prolecl enclosed
gram, students have never had thiS kind of a menls for AISC 's office. conference. stor- some 300.000 sq 11 - an Impressive prolect
learning opportunity before age and mallroom faCilities were estimated lor a studenl to lackIe

Efie Powers,

Klfk Van Cleave. Umverslty 0/ MICh igan

./
Kim Landau, Unlverslly 01
Southern California

Jayant Goyle. Penn Stare

,,

Rob Decket Mark Kukuvka, Jonn Long and

Rodney Sidney. University of CinCinnati •

Keith Loll Unlverslly of Oklahoma Efle Andresen. Arthur Bell Penn State

Niall Chflstopner Cam. Carnegie Mellon UnIVerSity

3rd Ouarter/ 1983 7

Runners Up (continued)
Burning the Midnight 011 leans, May 21 . Jurors included Helmul $5,000. The leam included an archileclural
ASC I AlA advised AISC Ihat sludenls from Jahn, Irwin Canlor, and two sludenls, one sludenl and IWO Irom civil engineering. The
some 8t schools enlered the compelition. from engineering and Ihe 01 her from archl- second award went 10 an architeclural
Some schools enlered as a class projecl, teclure. Mer a full day's deliberation and Sludenl from Ihe Universily 01 Soul he.
cfl"quing enlries and enlering only Ihe top much hard work, first and second place California. Working all on his own, his enl
ones. Olhers established leams, or worked winners and three merit awards were received a $3,000 award. And Ihree $600
on Iheir own, burning a 101 of midnight oil 10 chosen. awards 01 meril were given Siudenis not
produce Iheir enlries. II is eslimated Ihal only won awards for Ihemselves, Ihey won
40010 500 studenls aclually worked on Ihe Exciting Result. awards lor Iheir schools. The sludenls al
competilion. And after the cflilques, 103 First place winners were a team of Ihree Calholic Universily won $2,000 for Iheir
enlries rolled in. They were judged prior 10 sludenls from Calholic UniverSity of Ameri- school, $ t ,000 each lor Ihe Deparlmenl of
Ihe AlA Nalional Convenlion in New Or- ca, Washington, D.C., who look lirst prize 01 Civil Engineering and Ihe Departmenl 01

~,.,.,..
i!~""~
..~•• ,.
. --.•...
•

Allison Hoadley, USC

~ ..
.... . .
~
-:.~
,; ....... .':!"
., !' ~ ..

.ITT
Mark Spall, Ene Lash, Robert Crockett,
Cal,forma Poly-Pomona UniverSity 01 Southern California

•
-----
Terry Tull. UniverSity of Oklahoma Sherry ShiPPY, Reza Oadashl and Hosseln Kolahl,
University of IIImols, ChICago

Gil Merom. University of Pennsylvama John SchImke, Umverslfy of Vlfgml8

Wend, Lorbeer, University of Southern Gal/forma

8 MOOERN STEEL CONSTRUCTION

 Architecture The second ptace winner won lion In their hrst AISC student design com -
$1 ,000 lor hiS sChoot, and each merit wln - petition has been so successful they have
ner won $100 forthe school's departmenlln already expressed a deSire to sponsor
which he studied future competitions Certainly the opper-
• The program has received nallonal pub- tUlnlly to start the future deSigners of our
liCity In a number of trade magaZines, Ihe environment down the path to bUilding a
AlA Journal and the ASC I AlA newslelter belter place to live and work IS worthy of our
CRIT, distributed to 35.000 architectural time and energy And to help them think of
Sludent members The winners. and 20 uSing fabricated structural steel to accom -
runners up, Will be published In a booklel plish their deSign goals IS well worth our
available soon from ASC I AlA conslderallon 0
The COMAP Commlltee feels partlclpa-

Stan Schachne and ChflS Ufba nczyk.

illinOIS Institute of Technology

;
1

• Kim TDulec/ls. University of Virginia

• Stephen Wille. Paul Chof,pSkJ, Chrts P,enton,

University of IIImOIS. Champaign-Urbana
c:
o
.-
(/)
.-
Stacey Fore. Unlverslly of Oklahoma .->
o
(/)
Q)

enro
-
ro
.-
Robert B,zot Stephen Kucnarceyk, Kenneth Ca /ongne,
and Phillip Wmgo, LOUISiana State University

• , ...
3rd Quarter/ 1983 9
 DI'T . . .

•
. .........
Cit 'UP LloI*iIIghI

~•• Ior
..... ConetructIon (1984) .
Completely updated and
keyed to advanced detallar
or design engln_. Text
covers suggeeted design
TonIoMI Anelyela prOcedur. lor more
0111..........,.,. (1983) . complex atructur. and
Text helps reduce compu, connections. Soon to
tat Ion time required lor be released
complete analysis 01 (Jan .1984) . 552.
loading 01 structural
members. Tables/ charts
solve torSion problems and
investigate restraining
effects 01 continuous
framing conditions
Not.:
84 pgs $16
Detsi/mg lor Steel
Construction and Engmeer·
109/or Steel Construction
are sell-contaoned texts-
and have some common
matenal.

10
 Fenway Park:
. Steel's Flexibility a Heavy Hitter!

ne of the surest ways to Incite a not In the latest renovation of Fenway Park, rool. and another SIX rows of seating above
O amongst Boston Red Sox lans would
be to disturb the charm and character of
one 01 the most critical requirements was the roof of the pnvate boxes
that the work-In two phases-be done First, the structural feaSibility of the add,
what they reler to as their " big green dunng the off-season The Sox had to play lions required checking the capacity of
monster"-Fenway Park ball In It dunng the regular season. Greater eXisting loundatlons and superstructure
Originally bUilt In 1912, Fenway Park had capacity and new amenities were badly For the proposed new loading. both the
stood the test 01 time, but was badly In need needed The new additions consisted 01 a belled caissons (added In 1933) and the
of renovalion The third oldest malar league number of private boxes over the eXisting spread foollngs had to be reinforced A safe
park In the country, It has many 01 the
special qualities and an architectural scale
that newer stadiums lack-qualities that 80slon's famed Fenway Park (below) gels
endear It to rabid Red Sox lans and players dramatic major faccllft with steel· framed
alike. private boxes and additional seating oller
Thomas Yawkey bought the Red Sox In grandstands (I ). DraWing details renovation
t 933 and subsequently eXlended the fight
and lelt field grandstands. changing the
temporary wood structures to permanent
stands A roof over the grandstand was bUilt
of steel columns. beams and trusses .

•
 sOil beanng pressure permitted enlarging welding materials had 10 be used 10 avoid speed of construcllon, weight and com-
these footings . It was done by drilling. and burning through Ihe existing steel. Columns patibility with the eXisting struclure. The
grouting a larger number of deformed dowels
into the piers above the footing for a total of
about 10M.
were designed as an element of a frame to
resist gravity as well as wind loads. Large
reinforcing plates had to be used on four
bar and bath and 10 viewing seats, wer.
private boxes, containing a lounge area , a

built of structural steel because it blende

Then. a new concrete lacket was built sides of existing columns for fheir fulf height. so well with the old structure. Plus the fact it
around the piers down to a new caisson would be bUilt qUickly during the off -seasons.
poured around the footings. Reinforcing Steel Bat. 1,000 ThiS new construction above the roof
bars wrapped around existing footings to Since the park had to be undisturbed during was mainly steel columns, and beams and
overcome separation of old and new con- the playing season, renovation was spread heavy gage steel decking. The lateral re-
crele. The caissons were reinforced by out over two seasons. Phase 1, completed sisting system of the private bexes was
driving new steel plies and tying them in June 1982, consisted of: designed as a story high truss system
together with a tie beam. • 21 new pnvate boxes, all steel-framed Interconnected with the top chord of eXist-
The existing steel structure required ex- • Steel stairway for access to bexes and Ing roof trusses. The design for lateral loads
tensive reinforcement to carry the new SkYVI8W seats was done In such a way that the capacity of
loads. Yield strength of steel used In 1912 • Wood deck roof and slructure replaced existing trusses was utilized as effiCiently as
and 1934 vaned from 27 to 30 ksi The with sleel and plywood deck possible.
eXisting connections were riveted. Rein- • Existing steel under boxes reinforced Phase 2 work, begun In Oclober 1982
forcement of the old truss members was • Red Sox locker room rebuilt and compleled In time for the 1983 season,
done by welding plates, angles or tubes to • Two eXisting light towers removed , short- included.
the individual members Connections were ened and replaced on top of pnvate boxes • 24 additional private boxes above the left
reinforced by welding around existing gus- Sleel was used throughouf Phase f be- field grandstand
set plates, or adding new plales. Low fusion cause II fulfilled the crlltcal concerns for

New 40-1t W21 transverse roof beam drops

•
Inro place over Sky View box sectIOn
Trusses of eXlstmg roof were cuI back 10 EXlsllng roof was (ramed with flveled
ft. New glfders are W36x 160. Bottom photo, trusses supported on 20-(t columns. whIch
new WI2x20 column extenSions support were reinforced 10 carry added loads
New steel frammg for skyvlew box level W21 beams and W36 glfders thaI frame BOllom, scaffoldmg supported Ironworkers'
erected above eX/Sling roof level sky view box level. aCllvl/leS durmg renovatIOn

•
12 MODERN STEEL CONSTRUCTION
 • Sky view seats above both teft and right
field private boxes
• Steel stairway and an elevator
• Four new light towers With new 1.500-
• wall halide lamps

Play Balli
The lob was done on time The Ileid was
ready-because most 01 the w()(k could be
done In the labrlcator s shop. and dUring the
cold months The Critical concerns 01 speed
and weight and adaptability to an eXlsllng
structure were all met. A new wall system. a
plywood-backed steel skin, was added and
painted the traditional "green monster."
The work has been so well received that
Red Sox lans have commented It IS difficult
to tell where the old stadium leaves off and
the new construction beglns-a tribute not
only to the bUilders and deSigners. but also
to the lIexlbllity 01 structural steellrom 1933
to 1983-and beyond
It was time to "play ball " -but steel had
already hi! another home run ' 0

• New W21 fJoor beams IfJstalled over eXlsung

trusses. which vary In depth from 3 to 6 II
Rods (1 -/n dla) brace top and bollom
chords AIII,eld connectIOns to eXlsttng
members were welded

First is Arbed's new rolled 40" beam ... available in 16

sections from 149 to 328 Ibs. It gives high section moduli,
great lateral buckling resistance, and competes economically
with both fabricated sections, as well as reinforced precast
and prestressed concrete.
Then there's Arbed's rolled " tailor-made" series (up to
42.45" x 18.13" x 848 Ibs.l_ .. that lets you specify the beam
weight you need, other than what is normally available.
Result? Big savings: in fabrication costs and weight.
Why not get all the facts? Send the coupon now for
information including complete specifications.
Archllect 'fu~~~~rn~~~~ ~~~~~~n
Skidmore. OWings & Memll I (212) 486-9890. Domestic Telex: (W.U.) 125159, Inl' I Telex (ITT) 421180.
Boston Massachusetts
II In Canada: TradeARBED Canada, Inc., 1176 Blair Road, Burlington,
Ontario, Canada L7M 1K9. (416) 335-5710, Telex 0618258
II
Structural Engineer.
SOM Boston (Phase II Please send complete Information on TradeARBED 's 40 ' beams and I
We1dhnger AssOCla1es (Phase II)
I " TAILOR-M A DE" beams.
Cambridge Massachusetls
I Name Title I
• Steel Fabrlcator/ Erector
l Amone!!! Iron Works. Inc I Firm
Addressl ___________________________________________
I
QUincy. Massachusetts
~~ _______ ~~__ 2~ __ J
Owner
Boslon Red Sox
Inc .
3rd Ouarter/ 1983
INNOVATORS OF STEEL CONSTRUCTION PRODUCTS
Steel Design-Current Practice: •
New AISC Lecture Series to Hit the Road

larrlng In Ihe Fall 01 1983. AISC-in

S cooperation with ASCE-wlll conducl
a malor lecture series, "Sleel Oeslgn-
Current Practice." The six·lecture series
will be presenled to an estimated 6,000
design engineers in 60 - 70 cilles ovef a
perIOd 01 SIX 10 eight months
The lectures, developed by the AISC
engineering stafl. presenllhe lundamenlals
of sleel design, and Inlroduce the latest
procedures based on recent research
EmphasIs IS on the actual design of
beams. columns and connections. VarYing
lrom one to two hours long, the lectures will
cover aXially loaded columns , bending
members, bending members-buckling,
torSion and bracing. beam-columns; con-
nections and composite design
Since the prevIous AISC lecture series In .
1975-' S,mpl,f,ed Steel Deslgn-a new
Specdlcallon and a new Manual 01 Sleel
Consfruc/,on have been published The new
"Steel Design-Current Practice" series
rel/ecls the many changes made In these
documents,
Each registrant receives a complete set
of lecture notes, Includ'ng graphics, which
will serve as a valuable reference to the
engineer In his dally practice The program
meets criteria lor the nallOnally accepted
Continuing Education Unit Each particI-
pant who successfully completes the senes
will earn one CEU
For complete information on the lime and
location of the Lecture Senes In your area,
contact your local AISC regional engineer
listed on page 4 ot thiS magaZine, 0

•
14
 ARC
LDING,
__OFFERS
MORE.
_"'~anl"",,01
_IIIIIIMpmdtm M ' .. aut REGIONAL
an I UWe"""'" MIllIng J\NO NATIONAL
out an. chIIato __ your 1ECHNICAL SUP'POI
Job'-.........,
HIGH

•
OUAUTY WE! OS-
COMPEIIIIVE PRICES
As developers 01 the SID-
metged arc welding process.
we oIfer you more 01 what
you want sub arc for - from
seml-automatk to multi-wire
equipment systems with either
tractor or manipulator mount- And we
Ing for higher productivity. \lie
t1uxesyou need to _ _
also offer a full range of pow- special meda'llcal prapetI;y
er supplies, up to 1.500 amps. requirements of'll UIIIs. pipe.
Each Is equipped with the lat-
est solid state controls and ad-
vanced features you need to
assure consistent, high qual-
Itywelds-all at competitive Send far
prices. Procea.
rials
critical bridge members, ma- \llHteJ, M,
chine parts, and ships. Their carbide
special resistance to moisture Division. SeCtion1 ""UIII
pick-up Is added Insurance Rldgebury Raed. o.nIul'
against cracking. Connecticut 06817, In c:..da
contact Union CMbIde c:.u.t..

•
In addition, we offer you a
choice of 19 carbon steel and 123 Egllnton Ave•• East Tora_
low alloy sub arc wires to Ontario M4P/1J3. Or contatt
match our 15 fluxes. your local Unde distributor.
 Miami International: E xpansion of. and modification to. Con-
course B at M,am, tnternatlonal Affport
represents the character at upgradIng the

Steeled for the "Big Blows" Gateway to the Amencas IS presently under ••
gOIng. The new concourse WIll soon be one
at the most vIsually exclilng termInals for air
travelers
by Jeffrey S. Ward The task gIven the architects and en·
glneers was to design a memorable termin-
al complex concourse expansIon at one of
the busIest affports In the world-whIte
Jeffrey SWard. PE ., IS prolect manager for the maIntaInIng the eXlstfOg operallng can·
englneeflng firm of Wilbur Srmth and ASSOCiates, course with little Interruption. In coordlna-
Miami, Flonda lion wIth the Facltitles Department at the
Dade County AviatIon Dept., the architects
and engineers devetoped a program to
meet all protect requffements, whIch Include.

• Space· plannfng tor a hIgh volume of aff

passenger traff,c
PhaSing construcllon of the concourse
bUIldIng and surroundIng area to permIt
maintaining present atr slde and con -
course operations
PrOViding an Impressive 'welcome" of
South Flonda metropo"tan area to all
VISitors, both domesti c and international

MlomllnfernallOnats new terminal expan-

s/on (/ and below), soon to be a "VIsually

•
eXCiting lermmal. employed structural steel
for bOth archItectural conSiderations and
need fOf "gld framing (0 Withstand big
blows 01 FIOf/da weather
 • Coordinating construclton to avoid tnter- structural steel. The engineers evaluated glass enclosures
ruptlon 01 the extensive underground utility many structural systems and matenals Another restriction met by structural steel

•
services which service the numerous which would match the open, long-span was Ihe very restrlcled plenum space ThiS
airport operations conditions reqUired by the architectural space was shared by Ihe structure, plus the
deSign Even though many typical systems heavy ulilities and air conditioning dUCfS
Architectural Conslderaltons are In use In Soulh Flonda for long spans In The plenum space of the eXisting terminal,
To present an Impressive Initial reaction to one direction. very lillie could be lound that With liS much closer column spacing, had to
deplaning patrons and a pleasant atmos- woutd economically proVide for tong-span be maintained dunng lhe concourse ex.·
phere lor watling passengers. the architect framing In both directions Rigid Iramlng pans Ion ThiS plenum restriction dictated
developed an open-air leeling with aes- was reqUired In both directions because the thai beam depths had to be held to a
Ihetlcally pleaSing surroundings. Some 01 open Intenor and extenor cond,llons did not minimum to prOVide room for utilities and
the elements deSigned to prOVide thiS at- permit any shear walls or braCing for lateral ducts
mosphere Include: stability Therefore, ngld frames were re- Structurat steel was also selected be-
• An open atrium In the middle of the qUired In both directions to Withstand South cause of restricted access to the construc-
concourse, with a glass-enclosed eleva- Flonda " big blow" hurncane loadings. tion site Trucks shared the open space With
tor running along It aircraft The structural steel was delivered
• ExtenSive use of curved walls and other Steel 'or the "Bfg Blows" and erected In a relatively short time, thus
elements Based on these and other requirements. redUCing the amount of construction traffiC
• Widely spaced columns structural steel ngld framing was selected
ExtenSive use of two-story curved glass Structural steel framing was able to furnish structuraf Steel Design Aspects
enclosures for the exterior the long spans and yet prOVide the stlffn~ss Since all the structure s lateral stability had
reqUired to offset Wind loads from any to be prOVided by ngld Irames. the maJonty
Why Structural Steel? direction Structural steel also accommo- of cOlumn-to -beam connections had to be
South Flonda structural deSigns are dom- dated eaSily the extensive use of long rigid moment connections Alternates were
Inated by vanous types 01 concrele struc- cantilevers, necessary because of the allowed for the detailing of these connec·
tures. so one might wonder why thiS three- many exterior architectural conditions In tlons The fabricator chose to use full pene·
story complex would be constructed of which columns were set back from the trat,on welds lor the flanges to carry the

Composite photos shOw 'ramlng around open

atflum (above) and tuture gfass-enc'o~ ed
ele'lator areas

17
 momenls. and boiled connecllons In Ihe negalive momenl regions. Iramlng beam

wa.
web 10 carry Ihe shear. Sluds were nol used lor a one-Iourlh span
Many 01 Ihe Iraming beams had 10 be dlslance Irom any momenl connection
STRUCTURAL kept 10 a maximum 01 24-ln deplh because
01 reslncled plenum space This reqUlre-
Fire prolection lor Ihe Slruclural sleel
provided by spray-on cemen/luous lire
PRODUCTS menl resulled In heaVier members and also proolmg on Ihe beams Columns are en-
cased In concrele lor bolh aeSlhellcs and
larger momenlS In Ihe columns W,lh Ihese
What %of your needs momenls In bolh dlrecllons. Ihe columns lire prolectlon
had 10 be qUile large. Also. exlenor columns
require ST. LOUIS Other Imporlant Structural Aspects
were placed back Irom Ihe exlenor en-
SCREW & SOL THIGH closure. reqUlnng beams 10 canillever as Because 01 lhe column spacing and Ihe
STRENGTH Bolts? much as 20 II Some have 10 carry Iwo Iloors crush loadmg 01 a passenger lermlnallac,II-
and Ihe rool . while olhers carry one lIoor Iy. column loads are grealer Ihan normally
Consider this - plus Ihe large glass panels which run Irom expecled Irom a Ihree-story bUilding Also.
Ihe second lloor past Ihe Ihlrd lloor and Ihe column bases are IIxed 10 decrease the
• American Made curve back to Ihe rool column Size, which results In biaXial over·
One lechnlque used 10 keep Ihe lIoor and lurnlng momenls on the lool,ngs Therelore.
• Tested & Certified a vlbrotfotatlon process was used to in-
framing beams deplh and welghl 10 a
• Full Range of minimum was the use of a composite deck crease the beanng capac, ly 01 the sand
Type I &ill Prod u cts wllh 3",-ln IIghtwelghl concrele lopping and Ilmerock mixed condition to 6,000 psi
• Fast Delivery and sludded beams 10 provide compos lIe M,aml InternaliOnal truly was steeled lor
action. However. to circumvent cracking In the "b'g blows" 0
.95 Years of
Dependable Service

•
ExpanSion 51eel frammg and decking puo, to formIng concrete so/fils

Steel deCKIng on second flOOt near alflum

We wantto be involved. Composite deck kept floor and framIng
beams depth and we!fltlt to mm,mum
CALL US COLLECT!
Architect
Today at 314-389-7500 Bouterse Perez and Fabregas
MiamI. Flonda
ST. LOUIS SCREW & BOLTCO.
6902 NORTH BROADWAY Structural Engineer
ST LOUIS. MISSOURI 63147·9990 Wilbur Smith and ASSOCiates
PHONE (314) 389-7500 Miami Flonda

General Contractor
Shaler & Miller Inc
Miami. Flonda

Owner
Dade County AVlallOn Department
Dade County , Flonda

18 MODERN STEEL CONSTRUCTION

• When's the last tiOle
you asked for
a custOOl hot-rolled section?
]
T
~
1
1 l
I 'r-'

• 1
WBC Custom-Welded sections Beat Hot-Rolled Beams Six Ways_
~
b

1_ Custom Sections 3_ Stronger 5 _ Consistent Quality

Its no longer necessary to restnct High Frequency welding produces a Our beams are produced continu-
your beam designs to standard hand- true forge weld as strong as the par- ously at speeds up to 200 feet per
book WF sections Special offset or ent metal with no filler metal or cast minute on our modern high frequency
"Z' sections like these are easily pro- slrucl ure. And. you can specify HSLA weld mill Low waste . high speed, and
duced by Welded Beam Company 10 steels up to 80,000 PSI Yield for all or specification - matching co ntrols com-
SUit your exact geometry, loading . part of the beam providing greater bine to assure a conSistent hlgh-
and length requirements . You can load-carrYing capability In a smaller. quality product
even use disSimilar steels for web lighter beam .
and flanges
6_ Delivery Flexibility
4_ Easier Assembly Our mill IS a more flexible manufac-
2_ Reduced Fabricating Draft angles are nonexistent for WBC tUring system than the traditional hot
Cost HF-welded beams So flanges are flat mill As a result . shorter runs are eas-
Since wee " Custom Beams" are fab- and edges are square. simplifYing fit· Ily achieved that shorten your lead
ricated exactly to your reqUIrements , up at assembly Also , beams can be time and let you match delivery to
labor and scrap from cutting uP delivered to exact customer lengths construction dates.
standard WF beams to SUit the Job IS saving on splicing or cutting on-Site
eliminated

Welded Beam Company " Custom Beams" can make a dramatiC difference In the

•
Integrltv. scheduling and fabricating costs of your fabricated metal product
Contaci WBC now to get the full particulars
Post Office Box 280, P "y, OhiO 44081. Telephone (216) 259-4500

WELDEIl I3EAM C()MPANY

19
Kannapolis Middle School:
A Study in Function and Economy
by Donald Haigh
O n a 33-acre site In a residential area,
the new Kannapohs, N C Middle School
•
posed building area ThiS soil was undercut
an average of SIX feet and replaced with
houses a comprehensive academic pro- sUitable engineering 1111, placed and com -
gram lor 950 students In the 7th and Bth pacted In B-In. hfts, The foundallons are
grades, The design concept 01 Ihe t 02,500- Isolated column spread-Iootlngs and con-
sq It lacility arranges eight academic mod- tinuous slrlp lootlngs beneath the load-
ules around two landscaped courtyards, bearing masonry walls with an allowable
with the library and special classrooms bearing of 3,000 pst.
forming the nucleus of Ihe school In addl- A distinctive rool shape on the academiC
lIon to academic spaces, there are labora- modules lends Identity and human scale to
tones. shop facilities , mU SIC and auditOrium the single -story structure. Each module IS a
space, phYSical educallon lacllilles, cafe- 66 x 72-1t rectangle consisting of perimeter
tena and administratIVe offtces load- bearing masonry wailS - With steel
Donald Haigh IS director of structura l engineering Soft, residual salls were encountered beams and bar 10lsts compris ing the roof
for the architecture / engineering firm of Odell under approXimately one-third of the pro- structure. The bar 101StS, spaced approxi -
Associates, Inc., Charlotte, North Carolina
mately 4 It oc" were especially fabricated
With corresponding sloped bearing plates to
support a total load of 50 psf at a 4;12 slope
Spans of the bar 10lsts range lrom 3 It to
33 It, and are supported by 24-ln. deep hip
beams spanning from the four corners of
the academiC module, The hip beams are
supported at the center of the module by
a tapered plate girder at the roof ridge
The tapered plate girder, supported at eac~
end by 6-ln, dtameter pipe columns, varle: .
In depth from 1 It to 3 1t-5 In. and spans
21 It-B In.
Free spanning structural steel trusses
were used to prOVide a large column-free
area for the gymnasium. These trusses ,
labrlcated 01 standard B-In. W sections, are
spaced at 20 ft O.C., and have a net clear
span of 7BIt -B In Truss support IS prOVided
by steel columns In masonry piers at the
extenor walls
The remainder of the vaulted hipped roofs
were framed similarly to the academiC mod-
ules, With standard rolled W shapes lor hip
beams and ridge beams, Bar 10lsts slope at
4;12 between the load-bearing masonry
walls and steel beams The maximum span
for the sloped bar 10lsts IS 54 It at the north
and south ends 01 the gymnasium wing, The
tYPical sloped roof construction conSisted
of 3-ln. tongue-&-groove cementlliOus deck.
covered With two layers of felt and Class A
asphalt shingles,
The structural system, In conJunctton With

Kannapolis Schoofs large. column-free

gymnasium was created by free·spanmng
structural steel trusses
•
MODERN STEEL CONSTRUCTION
•
the other bUltdlng systems, emphasize
economy and function throughout the la-
ArchitecVStructural Engineer
Odell Associates, Inc.
C"lty Careful design conSideration and Charlotte. North Carolma
execution provide a quality educatlonal
facility for less than $45 per square foot. General Con tractor
L P Cox Company. Inc
Soon after the Kannapolis seventh and
Concord. North Carohna
eighth graders began the school term last
autumn In this new facility. the former Steel Fabricator
antiquated IUnior high school was totally Sleelfab. Inc
destroyed by fire Not only was the new Charlotte. North Carolina
Middle School In use, but the bUlldlng's
unique features were already available to
both the students and adulls 01 the clty's
Owner
Kannapolis Board of Education _'Y
Kannapolis. North Carolina
40.000 residents 0
NATIONAL
INSTITUTE OF
STEEL DETAILINC

representing:
the independent steel detai ler

dedicated 10:
increasing professionalism in the
steel detailing industry and
improving relations among
Kannapolis (N G.) Middle School arranges eight academiC modules around landscaped colleagues in the steel
courtyards D,stinct/ve foof lends human scale to one-story structure. Steel beams and bar construction industry
fOists form (oof of feetangulat modules

contacl us for forther in/onnation on:

• associate membership
• membership roster
• publications available
• quality procedures program
• association goals and activ ities

EXECUTIVE OFFICE
2506 GROSS POINT ROAD
EVANSTON, ILLINOIS 60201
13121475-7530

3rd Quarterl1983 21
Wilshire House: C an you believe? A condominium with
an $1 I-million pnce lag? Seven bed-
rooms and elghl and a half baths? Ke y.-

Going First Class- operated elevators 10 the owner's pnvat

foyer? Pnvate screening rooms , garden so-
lanums and separate guest sUites?

with Steel Believe It-because that s Wilshire House,

a recently completed spectacular condo-
minium 'deslgned for persons of dlscnm-
Inatlng taste. the ultimate In aNluent life-
style The luxury structure. situated on
Wilshire Gold Coast, a one-mile stnp be-
tween Westwood and Beverly Hills, Cal IS
one of II newer prolecls bUill or under
construction on Ihls affluent stnp of Los
Angeles Total cost of these profects nears
Ihe $1 billion mark
Careful siling set the Wilshire House
back from Ihe streel. tasleful landscaping
combined with an elegant granlle facade to
prOVide a Visual break from Ihe 'row' ap-
pearance. Terraces literally creale a gar-
den off every room and a one-way Circular
dnveway reduces traffic delays The devel-
opment. opened In lale t 982. contains 67
luxury units pnced from $1 5 to $ t I million
,n ItS 21-story glass- and granlte-cfad sleel
tower Fifteen floor plans are offered

Steel Along the Gold Coa.t

The vMlcal loads 01 the lower floors and
roof are supported on composite steel deck.
and slab, which IS In lurn supported by slee
purllns. beams and columns Structural

Wilshire House (I), luxury condominium on

Los Angeles Gold Coast. ooas{s S1'·mllllOn
dollar Unl/ -and steel (rame (belOW)

MODERN STEEL CONSTRUCTION

.:l
.:l steet ducllte moment-resisting space frames str englh slruclural steel Gtrders are con- "Red Rex" Graces Condo
'N
." resist lateral loads of wind or seismiC force necled 10 Ihe col umns by hlgh-strenglh
,D The composite steel deck and slabs serve bolts
s rigid diaphragms to distribute loads to the If It were nol lor Ihese seven trans ler
• rames The frames unload at the ground member girders. columns would have 10 run
level Into a concrete diaphragm. which In from Ihe rool 10 Ihe underground parkIng
turn delivers loads Into concrete shear area. Inlerferlng Wll h Ihe parkIng layoul and
walls Ihe archllectural deSIgn of Ihe condomlnt-
FrictIon between fOOling and earth resIst ums Because of Ihls syslem. one sel of
the forces In the shear walls RigId frame columns IS placed In Ihe opllmum postllon
columns. pInned at the top of the footIngs. for parking. whIle anolher column grouping
extend to the top of the buIlding A dynamIC IS stlualed 10 permll grealesl usage of floor
analysIs was used to deSIgn these rigId space for condomIniums and Ihe Iwo-slory
frames A36 steel was used In Ihe space lobby
Irames. wIth SIzes governed by defleclton PartIcular emphaSIS was placed on de-
requtrements sIgn fealures Ihal expose resldenls and
The bUIlding s structural steel frame per- guesls 10 Ihe ultlmale experience of 10lal
mits an optimum parking arrangement In luxury. all Ihe way from Ihe ctrcular drive
the three-level underground garage At the Ihrough Ihe luxurIOUS lobby and recreallonal
same lime. It proVides a dispoSItion of areas IntO Ihe spacIous condomlntum unlls
columns on upper floors sUIted to the most The unllS range In size from 2.600 10 4.700
fleXIble floor plannIng for the untls ThIS sq It. wllh Iwo 7.000 sq It penthouses Each
system was designed when II was shown Unit IS situated on one or more corners 01
that. due to the phYSIcal constraInts of the Ihe bUIldIng. affordIng Ihree or four vIews of DeSCribed by liS sculplor as kIngly yel
sIte. the columns would restrict parkIng Ihe CIty Key-operaled elevalors. prlvale pnmltlve thiS work of art at Wilshire House
unless a dIfferent approach was used vestibules, dlstlncllve lobbies replete With seems 10 evoke 8IIher toveor hale Red Rex
The solullon IS a senes of seven massive grantle and greenery. and a magnlftcenl IS aclually a 20-11 high. 60.000-lb sculplure
composed of an Inner steel frame covered
plate gtrders. each weIghIng about 10 tons chandefter over a IS-II walerfall add 10 Ihe
With concrete Into whiCh has been em·
Four on the second floor and three on the feeling of opulence. Add to Ihal massIve bedded lhousands of p,eces of scored
third floor functIon as transfer members for fireplaces. oversize master SUites. hiS & her bnck
the columns They employed hIgh-strength balhs. l.oo0-sq II garden lerraces. sll"ng The framework. fabncaled In IwO sectIons
tl uctural steel. A572. Gr 50. for web and rooms and maids quarters and Ihey creale of square and reclangular tubIng. Involved a
• lange plates The second floor gtrders. Ihe 'grandeur of a private eslale Wllhoullhe very close workIng relatIonshIp bel ween
which carry columns supportIng t8 IIoors responslbllliles of upkeep' Ihal Ihe de- sculplor and steel fabrlcalor The sectIons
and a rool. are l,ve feet deep. wIth spans veloper planned were maled and headed sluds were welded
varyIng Irom 24 to 30 II The third lIoor Truly thars gold In Ihem thar (Beverly) 10 Ihe sleel frame. AI the slle rebar was
gtrders are cantIlevered eight to t 4 leet to hIlls' -and Ihe architect's gOlngftrSI class- welded 10 Ihe Slud heads and the framc
draped wllh wtre mesh to hold Ihe concr te
support loads Irom 17 IIoors and the rool wllh sleel-made Wllshtre House more
Love II or hale II Red Rex has not slowed
All. about seven feet deep. are comprised of adaptable and hvable for Its diSCriminating Ihe sale of W,lsh,re House s posh un,ls Nor
welded flange and web plates of hlgh- reSidents 0 IS II lIkely 10 be moved '

Sculptor
Daniel Smclalr N.!w York New YOrk;

Structural Engineer
Grossman & Speer Glendale Cahlornla
MaSSIVe steel gIrders move Into Steef Fabrfcator
place to pfoVlde both fleKlble /100( Ross-CartCf COtporalloo. N ~lollywood. CaMOfnla
plannmg above. and m8)tlmum
parkmg arrangements below lor
lUXUriOUs structure s tenants

Architects
Gruen ASSOCIates
los Angeles Cahlorma

Structurat Engineer
ohn A Martin & ASSOCiates
.05 Angefes, California

General Contractor
M J Brock & Sons. Inc
los Angeles. California

Owner
Pierce Managemenl Co
los Angeles. California
Emery Air Freight Hub:
Construction Left a Vapor Trai I
S peed IS the watchword of the air freight
business. And when Emery Air Freight
did It In S'X
'
Emery chose Daylon for ItS terminal
Moye ftl
The deSign / build team-consulting engi -
•
decided to bUild a new super-hub terminal center because of ItS location, and the neers, general contractor, fabricator and
complex In Dayton, OhiO they expected cooperalion the city offered In gelling lhe erector-worked together to produce an
some speed. complex bUilt. It IS the company 's only hub economical foundation and a structural
The lob was to bUild 210,000 sq ft of for all their air freight operations Freight ar- steel framing system that would minimize
terminal , I .B million sq It of cargo aprons, rives In the evening and IS sorted and loaded construction time, and permit erection of
153,000 sq ft of blacklopped areas for on departing flights So they wanted the the conveyor system and other trades un-
fulure bUildings and 175,000 sq It for park- bUilding- and now der roof Since the fabrication and erection
Ing The terminal complex, wllh ItS sophls - The contract for the deSign / bUild pack - time was a major consideration. readily
llcated conveyor syslem, reqUired a 230-ft age was accepted on a March 30 - and Ihe available beams with end-plate moment
x 900-1t structure with a 32- ft clear height. A bUilding was to be completed by Novem- connections were used In a ngld-frame
proJect of thiS enormity would normally ber 1 To assure It would happen, a $5,000 a system, even though thiS added t 0% to
require 24 months- the design / bUild team day penalty was a part of the contract framing costs
 The frame was deslgned
n9 1d frame In the Sh as a four -span
pinned cotumn ba ort dimension with
a braced frame ~:s In the long direction,
sections Beams broken Into 300-1t
columns, with 30~~re used as struts at the
n1n9 between the f fOists as purflns span-
f rames C I
abncated with th e 8-1t h h0 umns were
column protection she '9 pipe collar
time Erection started p-altached to save
the contract award an~~st SIX weeks after
later- two full ' Inlshed one month
The frame ::k~ ahead of schedule ...!"lil"~I'Dill'fllnUl'J'''f'IUIPp'~Q!JIlJlllflWmQ!JI'lIqrlJlil,'!'lJU1P1
loads, plus an ad~ t eSlgned for let blast
I lonal 40 psf live load for

Emery 's superhub at 0

Allport handles $hI aylon International
CItIes nl{1hrly (I J- S pments from 130 majOl
11 facility (r ) PfOVl:!eJ.framed 21l.000-sq
slferall S loadIng area for 48

•
I.C.B.O. and S.B.C.C, approved
Full range of A325 and A490 grade
bOlts, and complete complement of

+ +
toolS for installation. Call or write for the
location of the nearest distributor or
warehouse, and start saving up to 50%
+
in bolt installation costs noW.
+-

...
-1 +

•t NEWEST OF
FULL LINE
OF LIGHT
WEIGJiT
TOOLS
t 1 -I-
the roof system. In addition to normat wind Architect
and snow toads This provided flexibility In Levin , Porler & Smith, Inc

•
supporting the conveyor system A modular Dayton. OhiO
wall system used t O- ft wide x 40-ft high
precast panels. floor to eave Three panels Structural Engineer
Middaugh AssOCiates, Inc
fit Into each 3O- ft bay to permit easy chang-
Cleveland. OhiO
Ing of opening locations
Consulting Engineer
On Time-at 40'10 Savings KZF Incorporated
Despite 4 t rain day delays. the profect was CinCinnatI. OhiO
completed on time On November t . the first
Emery plane rolled up. and by the end of the General Contractor
ShOOk. Inc
month a million pounds of cargo per night
Daylon, OhiO
were being handled The contractor had
finished the fob on time - and at a $ t 5- Steel Fabricator/ Erector
million (40%) savings The Dayton Fabricated Steel Company
Fast-tracking with structural steel had Dayton, OhiO
really left a vapor tra,l ' 0
Owner
City of Dayton
Dayton. OhiO

-- TYPical (rame cross-sectIOn

~-

Compute, ·a5515/(,->(1 conveyor sySlfJm

sorts over' 5 million poundS 01 cmgo
mghtly

Beam and column moment connecllon (Iar

I). Closeup of connections wl/h ffange
backing plate (I)
•
26 MODERN STEEL CONSTRUCTION
.- Twenty Questions-
. About Steel Roof Deck
by Richard B. Heagler

leel roof decks have become such a Richard B Heagler, P E. IS dlreC!or 01 englneenng 3. Why the .arlaUon, In rib geometry;
S common bUilding matenal Ihal one
mlghl Ihlnk Ihere were no quesllons left 10
lor Nicholas J. Bouras. Inc., Summit. New Jersey and , at the three ".tandard ,hape."
which I, the malt common?
ask aboul the producl But quesllons slill Ffgure 1 ThInner insulation boards may require
come uP. Ihey refieci the deSire 10 oblaln a narrower deck fib opening Mosl
deSign Informallon as well as general knowl· Nam>w Rfb DIck Type NR boards 1 In or thicker can be used on
edge This article answers some of Ihe
recurring questions that have come up over
....'" I.. "iDe Appro .. a~ c. 10 C.
the wide· fib deck Bul Ihe Insulallon
board should be checked 10 make sure
Ihe years --i i ~t--_ _ _...., II can span the fib opening The Wide·
• fib deck IS by far Ihe most popular 1\
1. f' there such a thfng a, -,tandard'
I has higher section properties (per In
roof deck?
--lll-~- "~ Ihlckness) than Ihe olher pallerns and.
The Steel Deck Insiliule gives sian·
Iherefore. It can span greater distances
dards for I y, 'ln deep decks of three
As energy requirements become more
profiles. narrow-rib. intermediate-rib
Intermed.... Rib Deck Type IR stflngent. we Will probably see even
and wlde·nb roof decks (see Figure 1)
more use of Ihe Wide -fib profile be·
All 1Y,-In roof deck secllons produced MU Alt.~. e~c , toe
,~. cause Insulation boards Will gel thicker
wllhln lhe SOl dimenSions can be called
standard sections Within the dimen- --i r
l-
--~ and rib openings Will be less of a con
slderatlon
sions shown, there are variations from
manufacturer to manufacturer-enough 4. What are the differences between
to cause secllOn properties 10 be a little root deck, floor deck and form deck?
• different For appllcallon purposes roof deck.
when used In bUllt· up rool systems, IS
2. How about other depth,? WIde Rib DIck Type WR
Ihe load-carrying member for service
No olher standards are presently de·
fined. but 3-ln deep deck with nbs al
........ I. RtbI Approa. 15~ to. 10 c I
•
loads for the life 01 Ihe structure lis
geomelry IS based on loading reqUire·
8-ln centers IS such a commonly used --i I, l- I, l ments and. as mentioned before. the
secllon that It IS almosl standard. The
nb opening of thiS deck IS Similar to the
1 ' In wlde'flb deck. Other depths 01
1-i I It-- \IP
T
... n
Insula lion board Ihlckness Floor deck
has defOrm allons or other shear trans·
".~ Win. fer deVices bUllt· ln to make II com·
deck are made. but there are many poslte deck. 1\ IS usually a more open
vaflatlons In fib spacing and geometry patlern than roof deck (although Ihe

Typical construction 01 roof declo.,

steel ,Olsts on steel lrammg

•
3rd Ouarter!l983 27
 wlde-nb roof deck pattern IS used to IhlS concept Simplifies the actual stress 7. Are the results accurate?
•
make composite deck). Floor deck d,stnbut,on In a com pression lIange by Yes. The AISI spec,f,cal,on does a very
carnes construction loads and the wet ellmlnallng, for analysis sake, some of good lob In predlcllng deck behaVior
concrete. Once the concrete hardens, the matenal. The amount 01 matenal under load. For Instance, deck deflec-
lhe deck becomes lenslle reinforce- ellmlnaled depends on Ihe magnllude lion can be pred,cled as accurately as
ment, so thai ItS loading cond,l,on of the compression Slress and on Ihe the E (elasllc modulus) IS accurale
changes from Ihe construction stage wldth / lhickness rallo. The slress de- Slress calculallons are usually con -
to Ihe service stage Form deck IS pends on Ihe location of Ihe neutral servallve Since Ihe sleel used for deck
Simply a slaY-ln-place form lor con- aXIS, which In lurn depends on the IS assumed to have a Yield pOint of 33
crete The slab IS reinforced as a amounl of malenal (ellecllve Width) kSI, when In reality It IS seldom less than
conventional slab Roof deck IS some- being used. You can see that Iterative 40 kSI
limes used as a form deck (tnal and error) process IS sel up, For
As for section properties of the Ihree negative bending, over supporls, Ihe 8. Why do most manufacturers show
types, roof. lIoor and form , they are all compression lIange In "standard" deck toad table. thai tnctude deck .pan.
calculated with the same procedures IS smaller and the secllon mUSI be longer than those normally used?
analyzed again for Ih,s case Finally, Deck IS used for many applicallons
5. Can secllon properties, olten con -
Ihe effective width formula for deflec- beSides roofs, such as Siding, shelving
fusing , be calculated In the same and form matenal, so It IS necessary to
lion IS different than Ihe formula for
way as any other steel section? show some extensions on the tables
stress. so the process IS again re-
Roof deck IS made by cold-forming
peated The resull IS Ihat Ihe S IS
(forming al room lemperature) sheet
oblalned for posilive bending, an S for
9. What limits the spans of deck for
steel Producls made by thiS process roofs?
negallve bending, and, finally , an I for
are analyzed uSing the AISI Speclflca- The SOl shows a span limitation based
deflecllon, Values are usually published
lion for the Design of Cold Formed on a 200-lb concentrated malnlen ~
for a one-foot Wide deck.
Steet Structural Members ThiS speclfl- ance load The 200 Ibs. may seem lo"'W
callan (In Secllon 2) gives the lormulas 6. What other deck values are checked but actually It IS a fairly conservative
necessary to calculale Ihe section using the AISI specification? number as It IS only spread over a
properties of lIexural members, Includ- The usual-shear In webs, combined one-fool width. Tests on bare deck
Ing deck For mOSI deck secllons, Ihe shear and bending In Ihe webs, and show Ihe aClual dlstnbutlon 10 be aboul
Wldlh-la-Ihlckness ratio of Ihe com - web cnppling. For Ihe standard 1Y, -In 15 In " and with Insulation board In
pression lIange IS such Ihal the con - decks, these values seldom govern Ihe place, a much larger dlslnbullon occurs
cepl 01 "eHeclive width " IS used Briefly. allowable service loads, allhough some
of Ihe deeper deck unlls may have their
loads limited by web cnppllng

Typical floor deck Note skewed fram ing

and studs through deck

28 MODERN STEEL CONSTRUCTION

•
10. I. wind uplift. problem?
The deck slllfness (I) IS a htlle greater
lastenlng-fastenlng to Ihe frame, and
fastening deck umf fa deck unil You
Will get some diaphragm service from
Table 1. De.lgn Thlckne.. Table

Gage Decimal Thlckn...

wllh reverse loading. And, unless very
long spans and very sparse lastenlng almost any pattern or method of at - In mm
IS used, the stress In Ihe fasleners IS tachment. But, to Increase the abilities
28' 0149 0378
low, so uplift problems on the deck of the system, increase or upgrade the
26' 0179 0455
Itself are rare. Standard fastemng pat- fastening. Methods of calculating dia-
24' 0239 0607
terns are generally sulficlent to prevent phragm strenglh and sfiffness may be
22 0295 0.749
any uphft of the deck units There have obfalned from references in the Ref-
20 0358 0909
been cases where Insulation boards erence LISt.
18 0474 1204
have been lifted by the Wind, so most
Insunng agencies require mechanical
13. Is welding the most used 'astenlng 16 0596 1514
method? "Not usually used for rool deck
lastenlng of the boards to the deck In
Yes. for both deck-fa-structure and
high uplift regions, such as the peflm-
deck-to-deck at fhe sldelaps Other
eter of the bUilding
fasfenlng mefhods are becoming more
11. Do many designers lake advanlage common, and frequently the deck IS 15. How can weld quality be controlled?
0' the horlzonlal bracing the deck
provide.?
welded fa the structure With self-drilling
screws used at fhe sldelaps Pneu -
The American Welding Society In rts
Speclflcallon lor Welding Sheel Sleel
Yes The deck provides a good dia- matically driven pin fasteners, screws In Structures defines a procedure where
phragm to resist Wind and earthquake and powder-driven fasteners are also a rod mel ling rate IS established In
loading, and many structural engineers used to attach deck to Irame. prodUCing successful welds The Steel
take advantage of thiS fact. It IS almost Deck Insfllute's Diaphragm DeSign
14. When welding deck to supports,
Manual presents another method
like getting somelhlng for nothing, be-
should welding washer. always be

•
cause the deck's main function IS to where a test panel IS welded 10 a
required?
carry the gravity loads But once It IS structural angle and loaded to failure ff
No Mosf deck sections range between
attached 10 the Ira me, It can supple- the deck falls In buckling orteaflng.lhe
ment the braCing, or In some cases
o 0598 In and 0 0280 In thickness. For
weld IS good If fhe weld falls, the
decks less than 00280-ln IhlCk, weld-
replace the braCing entlfely amperage and melting rate must be
Ing washers are recommended; for
adjusted until a sheet failure IS
12. What 'a.tenlng Is requ ired to make thicker steel, washers are not recom-
obtained In both methods. the oblect IS
the deck Into an effective diaphragm? mended. MOSf deck falls In Ihe not-
to esfabllsh a performance procedure
The strength and stllfness of the dia- recommended range (see Table t for
that can be used as field conditions
phragm IS highly dependent on the gage thickness relation). and stronger
vary Both methods are pracllcal. and
welds are obtained Without washers

Roof dec/(. Jorsts and Ir amlng

3rd Ouarter/ 1983 29

 are lob-slle mel hods, nol laboralory able coaling , such as galvanIZing,
•
reinforced only lor loads applied aiter
procedures Ihal musl be dupllcaled In should be specilled The proper ASTM Ihe concrete sels VOids caused by Ihe
Ihe held malerlal numbers are A611 for sleel deck ribs can reduce Ihe concrele
used to make painted deck and A446 compression area In negative bending
16_ How Important Is side-lap laltenlng? lor galvamzed steel GalvanIZing Itself regions, so the deSigner should hgure
Maslin Ihe deck business leel II IS very IS covered In ASTM A525 accordingly Also. composlle sleel
Important Side-lap fasleners add 10 beams (studs) can be used Composite
diaphragm slrength and sllfiness, pre- 18_ What II the most common field beams do nol require Ihe use 01 com-
vent dlfferenllal dellecllOn between problem? poslle deck. even though Ihey are
deck UOils. and help dlslrlbute loads Probably illS construction abuse Since usually used logether Studs can be
The SOl speclhes thai deck umts span- Ihe roof deck serves as a working plal- welded Ihrough Ihe deck
ning more than f,ve« be lastened at Ihe form . It gets a 101 of Irattlc, particu -
Side laps al a maximum spacing 01 larly II Ihere are low roof areas In high 20_ Are new developments coming up?
Ihree II ThiS specilicalion IS based on traffic areas, such as areas where Mosl new Ihlngs on Ihe hOrizon are
experience masons mlghl be slaglng I heir bricks or Information Items rather than new deck
stones, Ihe deck should be protected producls The SOl Will soon be pub-
17_What are the most common mis -
from damage lishing new diaphragm Intormallon.
takes In spaclflcatlons concerning based on addilionallesling and analy-
rool deck? 19_When deck II used as concrete lorm, SIS done by Dr Luttrell al Wesl Virginia
Specifying hmshes The standard man- are there any differencel from con· Unlverslly The new publlcallon Will
ufacturers' IInlsh on standard roof deck ventlonal forming that the designer also proVide very pracllcal deSign ex -
IS a coal 01 primer The primer coat should know about? amples as well as suggested delalls
Inlended 10 provide "loath for a hnlsh For one Ihlng. Ihe use 01 shOring can be The 501 IS also planning 10 Include 3-ln
coal 01 paint. does not provide prolec- reduced or elimlnaled. which can be a
deep deck-wllh ribs spaced al B In-
lion from Ihe weal her lor a long period slgnlhcanl COSI savings If galvanIZed
as a "slandard, which should he-
deSigners In specltylng deck tor long~
01 lime If Ihe lob IS gOing 10 be closed In deck IS used. and IS unshored, II can be
lalrly qUickly, Ihen Ihe primer coal 01 conSidered capable of carrying Ihe
spans 0
palnl Will be sufilclenl If exlended concrele dead welghl for Ihe life 01 Ihe
exposure IS anticipated , a more dur· bUilding And Ihe slab Will need 10 be

Floor deck and rool deck.

REFERENCES
Amencan Iron and Sleel Inslt/ute Cold
Formed Sleel DeSign Manual Wash -
mglon, DC , 1980
2. Sleel Deck Insllrure DeSign Manual tor
Floor Decks and Root Decks Sr LOUIS,
Mo .. r982
3 Amencan WelOmg Soclery Speclhca-
lion tor Welding Sheel Sleelin Siruciures
Miami, Fla., 1981
4 Lu/lrell, LD. Sleel Deck Insillule Dia-
phragm DeSign Manual Sr LoUIS. Mo.,
r 981
5 Lullrell, LD. and D S EII""ll Sirengih
and Slifiness of Sleel Deck SUblecled.
In-Plane Loading Sreel Deck Ins",u
St LOUIS, Mo , r971
6. Yu, Wei Wen Cold Formed Sleel Siruc-
lures McGraw ·HIII Book Co New
York, N Y

30 MODERN STEEL CO NSTRUCTION

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31
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