EW COLUMBIA JOIST COMPANY , ' P.O. Box 31 New Columbia, PA 17856 - 0031 (717) 568 - 6761 (717) 568 - 1001 (FAX) •

In th pa tit wa

example n r ar~ to ho~

2!XXl bL peci' I loading. Z Z 5' 3 8' H H H ~ uch a this ~~ exampl , on th 250~ I rurtural oo~ -- -3588 bL span - 20' Zl52 bL dra ving and call rraxinrn IT1OI1Wf _ 243 k. rm for a p cial ( P) rraxinrn sheer _ 3588 bL

Now, tables for new KCS joists can be used to • find a joist with sufficient moment and shear values. The new KCS joists have constant moment and shear streneths -- in the case of the illustrated example a l6KCS2 joist is found to resist a moment of 349 inch kips and a shear of 4000 pounds. By specifying this joist it is no longer necessary to call for a SP joist or show the diagram. In addition to the tables on the new K Series KCS joists the new sn specification contains other important revisions: I. New bridging requirements for K, LH, and DLH joists. 2. Metric load tables. 3. Revised joist girder bearing seat depths.

The laleSI 511 infomlallon " now avallahle. • tiam[§~~~~m~'CHOLAS J. BO URAS, ~"c. ~~aJjIJ[I]~J..... ~ 15EX«XIwe ~ ~ Aq .E'-rIQ SUmmit, NJ wrd07902·0662 Safes INCJI.(~j i J . m~ 8 (901) 1n·1611 ~ Please circle # 33 Tailor-Made • Beams speed repairs of nation's oldest steel bridge. Gateway Western Railway's bridge at 60 days after award; thanks to 140 tons of Glasgow, MO. after the flood of July 1993. ARBED W44 x 335 ~lIor-Made Beams.

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When you need Big Beams, Service and Quality; The name is ARBED. WfM (Tailor-Made) rolled beams are available in 24" through 44" and from 129 lbs/ft through 798 lbs/ft; in ASTM A36, A572, A709 with most sections avai lable in ARBEO's new HISTAR® Grade 65 (ASTM A913). Sectional properties are available on a free Aoppy disc (Lotus 1-2-3, Quattro Pro and ASCII versions for IBM, Excel for Macintosh) and the complete ARBEO database is ready to use in the design software GTSTRUDL, ETABS, SAP90 and STMD-III. HI STA R~ is a registered trJ.de·mark of ARBED

For complete information, availability, literature and floppy disc, • contact one of our TradeARBED offices at the following locations: • 825 Third Ave., New York, NY 10022. (212) 486-9890, Fax (212) 355-2159. • 60 E. Sir Francis Drake 8Ivd., Suite 202, larkspur, CA 94939 (415) 925-0100, Fax (415) 461-1624/8257. • 390 Brant Street, Suite 300, Burlington, Ontario, Canada l7R 4J4. (905) 634-1400, Fax (905) 634-3536. Please circle # 35 MODERN STEEL • CONSTRUCTION • Volume 34, Number 11 November 1994

FEATURES 14 GAMBLING ON S UCCESS Due to the rampant popularity o{ casino gambling, speed o{ erection was a critical {actor in the design o{ a mas ive addition to the Foxwoods Casino

24 AERODYNAMIC MUSEUM The design o{ the new National Corvette Museum is fittingly as sleek and stylish as is its subject

30 NATIVE ACCENTS Structural steel proved to be the best material to reinterpret a traditional Solomon Island {orm into a modern Parliament Building

36 LARGE S ALE GIRDER TESTING FOR MORE ECONOMlCAL STEEL BRIDGES A three-year project aims to develop advanced inelastic design provisions {or steel girder bridges • Bold exhibition spaces should help attract a crowd of Corvette enthusiasts. The story of the excit­ ing museum begins on poge 24.

DEPARTMENTS Modern leel onstruCllon (Volume 34 NumlX'r II). ISSN 0026-8445. Published 6 EDITORIAL 12 TEELNEWS monthly by the Amerilan Institute of SI{'('I - Oktoberfest New Conslruc.tion, Inc .• (AIS(), One East Watkcr STEEL iNTERCHANGE Dr SUite 3100. Chicago, Il60601 ·2001. 9 Product Introductions - Lateral instability in - U pcomj ng T.R. Adv('rtismg office: The Ramage Group. exterior wall assem­ Higgi ns Lectures O'IIJrl~ lake Office 1'1.17.1 . 2400 E. Devon A\I('., Des Plaines. Il60618 (708) 699·6049. blies with li ghtweight narrow nange sec­ 42 CONTROLLING LAB Sub~(jp"on price: tions as gi rts CRACKING Within the U.S. -si ngle is sues S J; J years S8S. -Can non-shrink Outside the U.S. Si ngle issues $5, grout be orrritted 42 DECKING PROOUCTS 1 y<,.lr $16; J years S 100. under a proper bear­ P~lmJSI('f: PicaS{' o;cnd address changes 10 ing pl ate? 45 TEEL MARKETPLACE Modern SI£'CI Conslrudlon, One East - Bracing of compres­ Wa kN Dr.• Suite 3100, Chicago, Il60601 · 2001 sion nanges 46 AD INOEX -Anchor bolt threads Second llass postage ~l_id .11 Chicago, IL Jnd .11 addilional mallmg offiCes. •

4 1 Modem Steel Construction I November 1994 I~IS ••• • in Computerized Structural Engineering

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STAAD-III , from Research Engineers, is an Today's STAAD-III, brings you the latest in modern acknowledged world leader in structural software. Computer Aided Engineering. Based on the State-of-the-art Static/Dynamic/ Nonlinear analysis, principles of "concurrent engineeringn, it unifies innovative finite element techniques, comprehensive leading-edge graphics and visualization techniques Steet/ConcretefTimber design, powerful graphics and with proven and time tested analysis/design. A live seamless CAD integration have always been our and unified associative data base provides seamless forte. Our deep rooted R&D base, spread over four integration across all mission critical applications, continents, and our association with the world's from concept design and analysis to detail design, leading institutions, have resulted in a solid simulation and visualizations. Today's STAAO-III - a technological foundation for STAAO-III . productivity concept for tomorrow. With over 10,000 installations, more than 30,000 engineers world wide re ly on STAAD-III for the state-of-the-art in technology. Experience tomorrow today - experie1lce STAAD-Il/ • I I . 22700 Savi Ranch Pkwy., Yorba linda. CA 92687 .. Research Engineers, Inc. Tel: (714) 974-2500 Fax: (714) 974 -4771 Toll Free: (800) FOR-RESE • USA • UK • GERMANY • FRANCE • CANADA • JAPAN • KOREA • NORWAY • TAIWAN • INDIA Please circle # 34 •

ED lTD R I A L BUILDING BOOM • HEN AlSC FIRST MOVED TO ITS NEW OFFICES IN 1989, I HAD A GREAT VIEW FROM MY 31ST FLOOR OFFICE. Since then, two high W rises have gone up-substantially obscuring my once-grand Editorial Staff vista. Oh, the many hours I've daydreamed about blowing up one of Scott Melnick, the offending structures. Apparently, I'm not the only one with these Editor and Publisher daydreams. Patrick M. Newman, P.E. The Chicago Reader, an "alternative" free weekly, recently asked Senior Technical Advisor prominent Chicago architects about buildings they'd like to see blown Charlie Carter, up (though, osten ibly, the reaSons were supposed to be for aesthetic Senior Technical Advisor value not mere personal pique). Since most in the building industry Jacques Cattan, are familiar with Chicago's skyline, I thought I'd share with you Technical Advisor some of these architect's top choices. Remember, the sampling was decidedly un cientific-consisting of only 29 votes with the top vote­ getter receiving only four votes. Editorial Offices Tbe top choice for destruction deeply distressed me, because it's Modern Steel Construction my wife-to-be's favorite Chicago building: 150 North Michigan Ave. One East Wacker Dr., (better known as the Associates Building and best known for its dia­ Suite 3100 mond-shaped roof1ine that is so prominent in skyline photos and in Chicago, IL 60601-2001 such movies as the "Adventures in Babysitting") was decried because (312) 670-5407 it's too noticeable and doesn't pay homage to Chicago's architectural Fax 3121670-5403 traditions. I was a lot happier about the fourth building on the list: R.R. Donnelly Center at 77 W. Wacker. Besides being unattractive, Advertising Sales this is one of the buildings that blocks my view. The Ramage Group Perhaps the most expected building on the list is number 14, the • O'Hare Lake Office Plaza James R. Thompson Center (Helmut Jahn's curving "spaceship"). 2400 E. Devon Ave. This building was exceedingly controversial when built-most people Des Plaines, IL 600 18 hated it, some loved it, no one was neutral. Personally, I always loved (708) 699-6049 it visually, though I've had friends who worked in the building who Fax 708/699-6031 were miserable due to the horrifYing acoustics created by the fuU­ height, open atrium in the building's center. AISC Officers The most unexpected building was number 19, Mies van der Frank B. Wylie, Ill, Rohe's brilliant IBM Center at 330 N. Wabash. However, it wasn't Chairman cited for any fault of its own, but as a precursor of numerous bad Robert E. Owen, Mies knockoffs scattered haphazardly around the city. First Vice Chairman On the more serious side, some of the architects did make relevant H. Louis Gurthet, points about city planning. One designer chided the Stouffer Riviere Second Vice Chairman Hotel (across the street from my office but too low to affect my view) Robert D. Freeland, because while it is sited on a bend in the Chicago River, the guest Treasurer rooms are set back, effectively nullifying one of the best vantage Neil W. Zundel, points in the city. President The Museum of Contemporary Art was criticized even before its David Ratterman, completion for similar reasons. Its squat form will block one of the Secretary & last potentially open views of Lake Michigan from the shopping General Counsel mecca of Michigan Avenue. The Harold Washington Library Center Morris Caminer, was blasted for its overblown details (the owls on top are oversized Vice President, and pedestrians sometime cross the other side of the street out of fear Finance/Administration they'll fall off the building) and its lack of user-friendliness; quite simply, it is not an inviting or easy-to-u e structure. And finally, the Robert Taylor Homes were decried as being misplanned social poli­ cy-something I doubt anyone would disagree with. If you want a complete list of architect's least favorite Chicago building's, you'll have to get it from the Reader. However, if you want • to add to the list-or nominate a building in another' city, jot me a note. I always like hearing from MSC readers. 8M

6 1 Modem Steel Construction I November 1994 ,D r:r· , ..> ,)0 How to get • from here

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\ISC ha ... IHlhli .. h('t! a "','rif'" of H'\'('11 Ih· .. ign Guidi's to ·1J805-Design of LoU"- (lnd Ml·(/i"m-Ri.sp Stilel ",uppl{'IIH'1I1 th,· \/tullllll ojSleel Cum.lruclio". To ordt:'r 8uilclings: Con-.olidah'''! a \n .. llllwnlity of ilifornHILion any or tl ... puhlit'''' Iiulloi li .. lI-d Iwlt)\\ , 011 Lhi .. .-.uhj,·j·' illtu (lilt· hooklf'l. \1 ... 0 int'iutil'" rulf'::' ror ,,01l3J 21670-2400, "('OIlCHllif' d(· .. ig-n rur t,lIl!ilU't·r .... lo : ulill~ rt 'l llIin'IIH ' n~, ami joi .. 1 anrl {'o mpo .. it{, floor ")l!II'II1", (S20.t)O) -0801-Col"m" 8asI-' Plates: Coulain", a (,OlllpilJlion of • (',i"'lin~ illforrlwlion 011 the d(' .. i~n of 11<1"" ph,II' .. for '-'('(" -D806-I.. ootl fwd 1((' ;1 1(111('(' "~(U· tor Design of "'. ('OIUllllh und allcilOr bulb. in buil.ling fnunl'''' D{·.. ign Shape, ";"cased if! Concrei(': CO\t'~ dt·..:ign (If guidl'lillf"'" 3rt' indud(·d. ( 20,(") ('ompo .. ih· j'olulIlu;o, ('(JllIpri....:·d of roll(·d \\idf··nange .. hap{'" t"ll"}"'-'d in .. Inu'tural ('()Iu'n'It' \\ilh \I'nit'al • D8Q2-/}(> ib'" of ."iterl and Compo i/f' Bf'ams witll ddornwd n'infon'i"~ ha ...... TIlt' athanta~,'", anti Web 0p,.IIi"Ks: ~ulnl11arizt'" dt· .. ign ('oIH'~'I'Il\ fur tilt" dj..a(hantagf ·~ of (·olllpo .. itt, ('on"lrtlt'lion, II" \\rll:t::. pra("ti('in~ t·n;.,oilu·('r ulld I,n·.. t'nb {I IIllifif'd eI, ·.. i!!'1 1)r:lCLit'il l df· .. ign "u~I·"lio" ... :m ' ('o\t'r('(1. (S:WJHl) 31}proaf'h 10 hOlh .. ft',.! and rompo .. ju· 1I('am.., ",ilh \\rb Compallion ('OlIllwh'r .Ii .. !.. al.!oO i .. :t\~,ilabl{'. OI.H.'ning .... il'fl,uling rf'infon'l'llwllt rt'fluirt'm('111", (S20.00) Companion ("()IlIIH1lt'r I,ro:.,.,.:tm is ~l\aila"I( '. · DB07- /ndu.striollJuUcii"t:s: /loof' '0 Co/um" Anclwroge: CQ\t'r, indu .. trial huilciinb'!; hOlh "ilh and ·0803-Sf'n·irl'obili(y /)e ' i~n COll siripratiOtllfor "jLhollt' ·r:lnt' ~. Infurmation i .. prmitlt", on load 1..olc·Risp /luildings: SUUllIl3ri71'" t·,i .. tillt: rt'''''ilrt·11 und ('ondiLil)n .. :wd ,'olllhillltiion .. , roof .. ) .. It~ m ... fruming "rill'ria unrl prt·... {'nt~ rt'j luin'll1{'nh for dl,nl'("lioll ... h):"Lrm..:, \\:111 :'):,,11'111 ,";. f'olllllln dt' .. ign ;111(1 t'nlumn \ iltrutioll. drift anrl ollU'r ~i'n ij 'j'uhility limit!>. ($ 16.00) anf·llorIlW'. (S30.00) ·J)1l01-Extptl(/pd E"d IJlatp "omp", CotUwctiot,, : CO\{,NJ lIl(' (It· .. i~rJl. fllbri(·;t tiol1 nnd ('n·.,tion of ntt'nd.'d "nrl-pl,llt' ('onllt'('Lion" (I"d ~i\l'~ n·{'ollllllt'mlaLion .. for CALL 3121670-2400 f(lur-hoh allil t·igill-holt (,lIrI-plalt' I'onlll'{'lion"" ($20,00) Setting Standards For Over 70 Years • .::;> (:A '.J ':>0 5 TEE L NTERCHANGE

Steel Interchange is an open forum for Modern Steel Answers BncVor questions should be typewritten nnd double­ • Construction readers to exchange useful Dnd practical profes­ spaced. Submittals that have been prepared by word-processing sional ideas and information on all phases of steel building and are appreciated on co mputer diskette (e ither as a Wordperfect bridge construction. Opinions and suggestions are welcome on file or in ASC II formot). any subject covered in this magazine. If you have a question or The opinions expressed in Sleel llllerchullge do not. necessar­ problem that yOu r fellow readers might help you to solve, pl ease ily represent an official position of the American Institute of forward it to Modern Steel COllstruction . At the same time, feci Steel Construction, Inc. and have not been reviewed. It is recog­ free to respond to any of the questions that you have read here. nized that the design of s tructures is within the scope nnd Please send them to: expertise of 8 competent li censed structural engineer, architect Steel Interchange or other licensed professional for the applicntion of principals lo Modern Steel Construction a particular struct.ure. One East Wacker Dr., Suite 3100 Informat.ion on ordering AJSC publicat.ions mentioned in Chicago, IL 60601 ·2001 this article can be obt.ained by calling AlSC at 312/670·2400 ext.. 433.

The following responses from previous Steel the sag rod's capacity in compression is small, the Interchange colu.mns have been received: force required to resist fl a nge buckling is a lso small. The use of channel sections or other light­ In any event, thousands if not hundreds of thou­ weight narrow flange sections as girts sup­ sands of industria) buildings have been constructed porting non-be aring exterior wall assemblies with metal siding supported by girts and the fai l­ against wind load is common practice. How is ure of girts under wind loading does not appear to lateral instability of the unsupported com­ be a serious problem. I beli eve that in many of pression flange accounted for whe n the wall these buildings little thought was giv en to the is subject to outward pressure due to suction unbraced girder fl ange. I have personally observed at the leeward face of the building? These "pre-engineered" buildings where li ght gage Cee or outward forces are equal to or greater than Zee girts are stayed between columns by the exte­ the inward forces. rior siding onl y. I speculate that girt s upported walls perform t is instructive to determine the force required satisfactorily for several reasons, regardless of the • to prevent buckling. A C8 x 11.5 is commonly potential for fl ange instability. One, code dictated I used as a girt. For simplicity, assume the full wind loads are conservative and rarely achieved. fl ange is stressed to 20 ksi. The force developed by When achieved, it is likely that the wall diaphragm the flange is 17.6 kips (0.081 in' x 20 ksi = 17.6 is breached reli eving some of the loading. Also, kips). Invoking the 2 percent rule gives a required wind loads are short-lived and the in ertia of the resisting force to prevent buckling of 350 pounds. girt-wall system res ults in a time- lag before the This is small compared to the forces structural girt is fully defl ected and stressed. During that engineers us ually consider. delay the gusting wind may slow or cha nge direc­ I note that girts are generally held level with tion. Should the girt fl a nge buckle, additional load one or more sag rods spaced a long the girt's span. carrying capacity may be developed through cate­ The sag rods commonly pass through the girt web nary action. In other words, the girt beco mes a ten­ and are secured with a single nut placed beneath sion member restrained by its s upports. And of the gi rt. course, the girt to column connection may afford If the girt is installed with a slight bow down­ substantial continuity. ward, the girt flange can only laterally buckle Robert Busch downward since it is not possible to reverse initial Leonard Busch Associates curvature. Provided the sag rod is placed close Trenton, NJ enough to the compression flange, any tendency to buckle will be resisted by the sag rod in tension. When erecting steel beams on a brick wall, The relevant question is how close to the unbraced could the non-shrink grout be omitted under fl ange must the sag rod be? I do not know of any a proper bearing plate if the surface of the authoritative guidance on this matter. brick is smooth, clean of any and all d ebris However, if the girt is initia ll y set with a n and leveled? upward deflection and supported by a single nut below the web, the girt may laterally displace ven thoug h the auth or of the question upwa rd unhindered except by gravity. this problem describes the brick bearing surfa ceas may be overcome by providing a double nut connec­ E "smooth, clean .... , and leveled", the degree of tion - one below and one bolt above the web. This perfection commonly found in brick masonry is no • would place the sag rod in compression. Although match for the flatness of a steel bearing plate.

Modern St.eel Construction I Novembcr1 994 19 •

S TEE L NTERCHANGE

Without grout the load will not be uniform but Threads vs. Cut Threads," dated June 20, 1966. rather will be concentrated at the high points of This article was published in Fastener Facts and • the brick. This may lead to fragmentation of the was released in the mid 1970's by the Bowman brick masonry. One of the purposes of grout is to Products Division of the Associated Spring Corp. of help distribute the load uniformily. It should not be Cleveland Ohio. To summarize, the article states omitted. that rolling and deforming the grain structure, David Ricker, P.E. rather than cutting through it , results in addi­ Payson,AZ tional strength or resistance to thread shear. Dennis D. Havranek What type of framing is considered bracing Valmont Industries, Inc. the compression flange? Does the member Valley, NE bracing the flange have to be attached to the flange? If a 4 inch deep member frames into mid-depth of a 10 inch deep beam is that con­ New Questions sidered bracing the compression flange (cen­ terlines of each member at same point)? Listed below are questions that we would like the readers to answer or discuss. If you have an answer or suggestion please send it to the Steel Interchange Editor, Modern Steel Co nstruction, One East Wacker Dr., Suite 3100, Chic ago, IL 60601-200l. Questions and responses will be printed in future editions of Steel Interchange. Also, if you have a question or problem that readers might help solve, send these to the Steel Interchange • Editor.

In regard to single plate shear connections, discussed in the ASD 9th Edition Section Table X of allowable loads in ASD 9th Ed. is based -F1, strong-axis-bending lateral-buckling on conservative assumptions such that in many A:c an be prevented either by bracing the com­ cases the bolt diameter, type, or quantity must be pmssion flange directly or by preventing the sec­ increased to satisfy the required loads. [s the tion from twisting. The first of these methods can method used in Engineering for Steel Construction be done using a concrete slab, properly attached (University of Arizona research) still acceptable, deck or steel framing. Due to coping or framing particularly when the job specifications call for considerations, steel braces often are not directly using the "latest AISC standards"? attached to the compression flange. A rule of Aaron Snyder thumb is that the connection for a brace should LeonardlMercurio & Associates extend at least into the upper '/3 of the beam depth Pittsburgh, PA to consider it as a lateral support for the top com­ pression flange. Where this is not possible, the Specifications currently exist which require min­ detail shown could be used to assure lateral sup­ imum pretensioning loads for slip critical connec· port. tions. There is, however, no guidance regarding Kenneth Wislocky, P.E. minimum pre-loading of anchor bolts which occur Raytheon Engineers & Constructors at column bases. While in most situations this Philadelphia, PA issue is academic since the anchor bolt nut and thread projection are below the plane of the con­ Can threads on anchor bolts be either crete slab on grade and are eventually embedded rolled or cut? Is one method better than the in concrete at the slab isolation joint, there are other? instances where the nut and thread projection ,chor bolt threads may be cut or rolled, remain exposed. Is tightening the nut to "snug de pending on the project specification tight" and tack welding the nut to the bolt thread ~·equirements. Allowable stresses published the only solution in preventing the nut from back- • in AISC and other codes account for any differ­ ing off? ences in strength which may result from one Charles F. Canitz, P.E. method or the other. U.S. Army Corps of Engineers A good article on this subject is titled, "Rolled Baltimore, MD

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PEDDINGHAUS SHOWS STATE-OF-THE-ART FABRICATION eddinghaus' biennial Okto­ measuring system to increase DesignLink, their electronic data berfest open house productivity. Another Angle­ interchange software product to • P (September 26 - October 7) master introduction is the "Ring transfer data from the design attracted its usual packed house of Fire" (model AFCPB-623 ), engineer to the steel detailer to of foreign and domestic visitors which features two punches and the fabricator. For information anxious to view the latest in fab­ a three-axis plasma torch system on either SDS/2 or DesignLink, rication equipme nt. And, as to process a ngle, channel and circle 32. usual, attendees were not disap­ fl at stock. For more information CndVantage a lso was at the pointed. on Peddinghaus products, please Oktoberfest and was d emon ­ P e rhaps t he most exciting circle 92 on the reader service strating their Pen Ware system, among the n w products shown card in the back of this maga­ which was first introduced earli­ by Peddinghaus is a new heavy­ zine. er this year at the National Steel duty bandsaw (model 38-18) In addition to the Pedding­ Construction Co nference. Pen­ specifically designed for the haus products on di splay, more Vantage allows fabricators and structural steel fabricator and than a dozen other tool and soft­ detaile rs to e nte r information capable of cutting shapes up to ware ve ndors dis played their into CadVantage's detailing pro­ W14x730. The bandsaw is con­ wares. gram with a pen, rather than siderably faster than a cold saw Representatives from Design using a computer keyboard or and wastes less material. Data demonstrated their SDS/2 mouse. They also offered special Also new this year is an inex­ Steel Fabrication System, a mod­ discount packages, which they pe nsive Anglemas te r (mdoel ular system including: engineer­ agreed to extend to MSC readers AFCPS 623K) for processing ing, analysis & design; detailing; in November. For more informa­ angles, flats and punching chan­ estimating; production control; tion, circle 45. nel sections. It features an a nd CNC. In addition, Design Dogwood Technologies demon­ improved roller feed drive and Data offered information On strated their detailing system, A Quick Quiz • For Structural Engineers Slrth International Symposium. The more 0 computer progrom costs, the TRUE FALSE better it IS. A program thot solves complex, difficult TRUE FALSE problems must be complex and difficult TUBULAR STRUCTURES to usa 14 - 16 December 1994

Structurol engineering softwore con never TRUE FALSE MONASH UNIVERSITY be fun to use. Melbourne. AII'Jt.ra11a If you onswered TRUE to any of the obove, or you would like to know more 83 paper. from 14 countries about 0 truly innovative softwore progrom, call usl For reglltratlon. brocburu. and exhibition Worm.UoD contact Michael OBrien Offict of Continuing EducaUon Monash University PO Box 197. Caulncld Ensl. Vic 3145 ..... RISA-2D Australia Td . +61 3903 2291 fax ...at 39032805 j!-mall . mobrt('11 m0l1u6_('c.monash.~u.au Your complete solution for IPOHSOAID .v V I"'" frames, trusses, beams, L shear walts and much more!

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121 Modem Steel Construction I November 1994 ... Computing tributary RAMSTEEL Asks: loads , computing live load reductions and "How Much Time tracking the reaction of which includes modules for fabri­ one member to the cation control, miscellaneous next. iron, material management, and Do You Spend On ... Designing beams, billing. Ci rcle 98. girders, bar joists, joist • Steel Solutions showed their These Tasks?" girders, columns and production systems for estimat­ ing, accounting, fabrication (mill base plates. orders, inventory, drawing con­ See how RAMSTEEL can help you ... Preparing calculations trol & bills of materia\), and for and creating framing service centers, as well as pro­ do this work in a frac tioll of the tillle! plans. vided a free demonstration disk. For information, circle 92. Acecad demonstrated its 3D-DAY TRIAL AVAILABLE Err Strucad software, which has an entensive track record overseas. S TEE L The new PC version of the pro­ gram performs detailing and CNC operations for structural INTEGRATED ANAL YSIS, steel detailers. For information, DESIGN AND DRAFTING OF circle 93. STEEL BUILDINGS Another detailing package demonstrated at the Oktoberfest Ram Analysis was CompuSTEEL. Its develop­ 5315 Avenida Encinas. ers also were offering a special Suite M, Carlsbad, CA 92008 purchase plan. For information, Tel 800-726-7789 circle 94. Fax 619-431-5214 More specialized is MTC, Please circle # 41 which demontrated its CNC Profile Cutting Software. For information, circle, 95. Topping off the software ven­ • dors was SteeICAD, which DESCON demonstrated its detailing pack­ DESIGNS AND DETAILS age. For information, circle 84. STEEL CONNECTIONS Other exhibitors at the show included: Pullmax (manufactur­ ers of forming, bending, shear­ ing, punching, rolling and bevel­ ing equipment for plates)-circle 1 -1 Developed by . £'-1 Y' ].&11 Thomas M. Murray. Ph.D., PE 96.LeJeune Bolt Company-cir­ cle 73; and J&M Turner (manu­ Souhail Elhouar, JSh .D. facturers of direct tension indica­ ,~ • Far exceeds Ihe capabilily of all torsHircle 97. olher Ooor "ibralion soft"arc. n IV II!-;-•••-. •••• ••+ • Choose from six lolerance u'\ crileria including one for '-' " T.R. HIGGINS L-. rhythmic activities. • Beam. joisl or buill-up member ,>-

Modern Steel Construction / November 1994/ 13 GAMBLING ON SUCCESS • Due to th e rampant popularity of casino gambling, speed of erection was a critica l fa ctor in the design of a mass ive addition to th e Foxwoods Casino By Peter G_ Celella, P .E.

HE 1I0TI'EST SEGMENT OF THE ENTERTAINMENT INDU TRY TTODAY is undoubtedly casi· no gambling. Where once only Nevada could boast legal activi­ ty, casinos can now be found in every region of the U.S. While much of this boom is occurring on "riverboats", many states are allowing land-based casinos to be built on Indian reservations. One of the mos t s uccessful is the Foxwoods Casino in Ledyard, CT. Even as the original 250,000- sq.-ft. facility was being opened by the Mashantucket Pequot • I ndian Tribe in mid-February 1992, it was obvious that demand would outstrip the small facility. Phase IV, which opened in 1993, and Phase V, which opened this year, added a total of 1.5 million sq. ft. to the popular complex. Phase IV included a five-l evel , 1,600-car parking garage, and above it, a con­ coursellobby area, a 50,000-sq.­ ft. casino, and a six-story, 300- rool11 hotel. The project also included areas for a theater COI11- plex, s hops, restaurants, and other entertainment facilities. Phase V included a 20,OOO-sq.-ft. bus terminal, a 62,OOO-sq.· ft. food court, a 44,OOO-sq.-ft. office Because speed was crucial on this project, a structural steel frame building for casino staff, and a 60,OOO-sq .-ft. multi-purpose was chosen {or expansion project, which encompassed a five-level room for dayti me bingo and parking garage, casillo, 300-room hotel, a theater complex, restau­ rants and shopping. Top photo by Russell tudios, lllc. evening enterta inment. A con­ necting bridge between the the­ aters and the food court a lso was constructed over a roadway that had to remain unobstructed dur- • ing the construction pe riod . Adding to the complexity of design ing a complex fO I' such

14 1 Modem Su·el Con~lructio" I Novemlx-r 1994 diverse uses, the lateral load­ resisting systems for both Phases IV and V needed to be designed to resist both wind and • seismic forces. New England Design of Mansfield, CT. was the planning and design consultant on the project. Jeter, Cook and Jepson of Hartford, CT, was the archi­ tect and BVH Engineers, Inc., of Bloomfield, CT, was the struc­ tural engineer. Steel detailing, fabrication and erection was per­ formed by AISC-member Berlin Steel Construction Co. Virtually from the day it opened, Foxwoods Casino has -'- operated ncar maximum capaci­ _.- , ty, 24-hours-a-day, seven-days-a­ week. When BVH Engineers, Ioc., began the structural design of the expansion, the original casino was already under opera­ tion, and every day spent on design or construction would result in a loss of projected rev­ enues from an expanded facility. Obviously, an extremely acceler­ ated construction schedule was the driving impetus for the pro­ ject. Adding to the desire to • lncrease revenues was a concern for minimizing the time period of the project's constructioo loan. Because the project was fast­ tracked-or "flash-tracked as it was often referred to during Con­ struction-it also was important that the choice of material for the structural framing have the flexibility to accomodate the a mere 14 months later. The pro­ the 60-ft. spans presented some inevitable design changes that ject required the use of 9,000 difficulties for the framing of the were to occur before, duriog and tons of str-uctural steel, 700 pre­ non-parking levels above, that after construction. cast double tees, and 52,000 column pacing was chosen as cubic yards of cast-in-place con­ the most appropriate for parking PHASE IV crete. layout and circulation. The design for phase IV was Steel columns were W14 sec­ PARKING GARAGE complicated by the need to tions, as large as W14x426, that accommodate a wide variety of Because of a large grade dif­ were encased in concrete after uses. The various parts of the ferential, a 70-ft.-high concrete the erection was completed. The structure, stacked one upon retaining wall was required girders supporting the precast another and equivalent in height a long one side of the garage tees were W24 sections, one on of a 15-s tory building, were while the other side was left each side of the columns, and being designed while the levels open. Because of schedule con­ outriggered off the column cen­ below were under con truction. cerns, a common cast-in-place terlines in order to pick up tees The design of Phase IV was concrete garage was clearly not a framing in from each side. Clips started in May of 1992-at the practical alternative. Instead, with thru-bolts mechanically fas­ same time that excavation the design used 60-ft.-long pre­ tened the girders to the tees. began-and opened to the public cast concrete tees supported on After erection, the steel girders • on Labor Day Weekend of 1993, steel girders and columns. While were sprayed with a cementi-

Modern teel onstrucLlon I November 1994/ 15 tious fire-proofing. , , Lateral loads were transferred • • through the garage using steel • braced frames that were later encased in concrete walls. At several locations, it was neces- sary to transfer uplift loads from the braced frame columns into the footings using high-strength anchor bolls with steel anchor plates. While the costs were compara­ • ble with a conventionally con­ structed cast-in-place garage, the choice of a hybrid steel/precast system had several advantages. The primary ad van tag was the speed of erection. Precast tees were being cast whjle the design for the rest of the structure was proceeding and the foundations were being built. Once erection began, it took approximately two months to erect the entire garage. A secondary advantage of using this system was improved life cycle costs. New England winters-as in much of the northeastern and midwest- ern U.S.-are particularly hard • on cast-in-place concrete parking structures because of an almost constant exposure to freezing and salts. Pr cast tees, due to pretensioning, are very resistant to cracking, and therefore road salts do not have a pathway to travel along to corrode the rein­ forcing. The cementitious fire­ proofing on the girders provides a degree of protection against corrosion, but in any case, since the girders are under the precast tees, they are not directly exposed to a corrosive environ- ment. When scheduling was consid­ ered a long with the life cycle benefits, the use of a hybrid sys­ tem using a combination of pre­ cast tees and a supporting steel frame was determined to be tbe most economical long-term solu­ tion.

CASINO & ENTERTAIN~tENT FACILITIES Levels for the casino, theaters and shopping, along with the hotel lobby and operation sup­ • port levels, were constructed

16 / Modern Steel Construction I ovembcr 1994 Ii!\11 (. JIJ!\'I i.) il'( '11] il. i1 ~ J I J31' 1[. J :ll 11 STRUOURAl MAmtIAI. MANAGER 5.0 • Main Module lomr::t('\ ""t'IMhl\ wrt.t' an::,., holt coum~ &: IlOca locak 5.0 giv~ fllbricalor! d'iailm liJ, SMM "lid · U:n(C th ·NNmR modoko prodlJ(~ optImal (.tIl fasl~l , moslllcclI",l, mal,riall,slmlillager {wailabl,. No 1 1\t~ (rom m-hou..c \\(Kl vroduf' \tock or tlx­ immedia tely a bove the garage. he<.t tombmahon of both .111.1~lIIort' tilllt'-c01I 5I1millg "wlIlI(/1 calcll latio1lS ! The typical li ve load in the casi­ • "' ,)I~·N~lml( Module dr.J'" Int- bnll.Jrooll(!( no areas was required to be 250 71" sofhvarl s sp«d mid if[icimcy delilltr! ulltmH platt'1 from ~t(J(..l ~hrth 1_ - I \llmJtmg r., Iodulc tal1lt"\ malcnal (~h \h.tp ~~. all ,"sy·lo-lIs, sys ln. ti'al s slfolld 10 110'" psf due to the loadings imposed houl\ 8< held hou" '...... ' Caliloda~ lor a FREE, IIo-obligalioll drmo • by t he type of occupa ncy a nd ASSOCIATE . )1 ' l}rodtK.llon-Comrc~ MoWle pnnh rJllWlnR gaming equipment. In order to MEMBER ,1'5k U1It} alllllodults mId tlx (omplete 11'>t~ IoadmM tK.lCI~ "lOb \tatu\ r~po"\ electrify the fl oo rs for prov iding syslem s II ser sgllid,. E J E INDUSTRIES INC power to the slot machines a nd 71Je race is all , g,1 all liJ, .., ,. ( t t k ',1 SMM 2M 7 f)CUlf)' AI't'tl ll t'. \.Vmllltli/totl PA I 'J 10, other gaming equipment. a dou­ las rac WI J 5.0! 1-800-311-)955 or 411-118-8841 ble slab system (composed of a 1 / 5 2-in.-thick composite slab and a 4'/~-in. electrified. light-weight to ppmg) was chosen. In addition. a n a rea u sed for h a rd co u nt (coinage) stor age r equ ired a design live loading of 700 psf. Normally. spans of 30 ft. to 40 ft. wo uld be used in areas with such high loadings. But since the column grid of 60 ft. was chosen for t h e garage be low. a nd because of a need to ma inta in relatively long clear spans in the public use spaces. t he same 60- ft. grid was continued through the casin o a nd lobby leve ls. Conventional steel framing was used to frame t hese a reas. but because of t he 60-ft. spa ns a nd heavy loadings. W30 a nd W36 beams. 30-ft. on -center . we re used. HIGH PERFORMANCE • Also constructed on these lev­ 3D SPACE FRAME ANALYSIS els was an entertainment co m­ $199.00 pl ex. It includes a 360-degree AT A LOW PRICE REG . $495.00 projection t heater. a turbo-ride - FULLY INTERACT IVE t h eater and a I .300-seat Las Vegas type s h ow r oo m . All of • 500 JOINTS, 2000 MEMBERS !~ ~ : • these areas were constructed of • POST·TENSIONING, APPLIED TORSION : '\ steel fra ming a bove the garage ~ .r, TRAPEZOIDAL AND THERMAL LOADS levels-i.e .• the fl oo rs of the the­ /1 aters were not slab on grade con­ - MEMBER MOMENT RELEASE OPTION ~ : ~ struction . Shop-we lded s teel - BIAXIAL MOMENTS, SHEAR, AXIAL trusses. 150-ft. long a nd 14-ft. i~ FORCES AND TORSION AT 1/10 POINTS : deep. were used to clear span the .•. required di stance across the per­ - NODAL DISPLACEMENTS & ROTATIONS • ..• oi'S: forma nce theater. The top a nd - STRESS RATIO ... 7\ bot tom ch ords on t h e t russes - GRAPHICS :VIEW AND PRINT SHAPE • I:L.\ 'A: ~ were WI4 sections rotated hori­ • zo ntally. The trusses were shop • ADO ON DESIGN MODULES IN i·f fa bricated with a construction CONCRETE, STEEL AND TIMBER 1/\1/ -Jr·--·--··- joint in the span that allowed for • FREE TECHNICAL SUPPORT d.. fi eld erection of only two pieces • ...... " ... . 11.1." -1 . &1 .. .11 .. . 11 I" • . It I If per truss. All of the shop fabrica­ • PROVEN; OVER 1000 USERS tion was welded. while the con­ OVER 80 PROGRAMS AVAILABLE IN struction joint was made using CONC RETE - STEEL - MASONRY - TIMBER high -str e ngth bolts. A pe nt­ house. t ria ng ula r in cross-sec­ • ADO $ 10 S&H tion. was built on top of the the­ 800-793-6285 Fl RESIDENTS ADO 6% TAX OFFER ENOS JAN. 31 ,1995 • ater roof to all ow for the raising and lowering of a 30 ft. x 50 ft. InTRASOFT, inC.

Th~ Mast Productive Structural Design SoftwSle Sinee t 966 555 South Federal Highway, SuIte 220 • Boca Ratt>O, Florkja 33"32 movie screen. When lowered in the middle of the showroom, the screen converts the space into a ...or

...lC1IiY""," ~""'l._ in-place or precast concrete is -Q E EV2!!of_'" 1I} commonly chosen to frame this , type of residential construction; ~ but, given the aforementioned speed concerns, coupled with the difficulty inherent in building a t ... ,. ... F".. ANCiC: ·O~~ concrete structure on top of a COH!Cnc>< steel structure, it was decided to ~ rICAl..OT'~_ frame the hotel in steel. ~4Te6 The hotel, due to its footprint f geometry, could no longer coin­ cide with the 60-ft. column gird below. It was necessary to build a column transfer for the smaller spacings in the hotel. Although various alternatives were consid­ ered, including a staggered truss system, the column t ransfer was most easily accomplished by • , "LJ~~~ " RISA-3

For the last 5 years our RISHO program has been se"lng the standard for 2 dimensional structural analYSIS and design. RISHO IS. in fact, rated higher than most of the 3 dimen­ Sional programs currently available! See the Jan , '94 Issue of Modern Steel Construction. We are pleased to announce that RISA·2!J has finally been surpassed! IntrodUCing RIS.·3D . the new standard for structural analYSIS and design software. Statics, dynamics, P-Della effects, steel design and many other features are IOcorpo· rated Into thiS powerful new program . RIS.·3D prOVides a fast, IntUitive problem solvIOg environment absolutely unmatched by any other program. Give RIS.·3D a try and see for yourself l 26212 OImens1Ofl Dr SUi te 200 RISA lake Forest, CA 92630 VOIC. 800-332·7472 for I fr .. dlmot L-__~~~~~~~~ __~F~=-~7~14~ ' ~~I~.~~8 ______)- ______• Please circle # 40

t 8 / Mod(·rn Steel ('om~truction I Nov{'mber 1994 incorporating a series of transfer t russes into the bottom level of the hot e l. Since s tee l la t e ral bracing fra mes were a lready • being located with the demising walls of the hotel, it was simple S-ACER Ie AT M~IDOM to design these frames to include ~~ ~".-.:O

sections, while the floor beams _ _ " IUJ"IE e EAM. M:!: were composed of ]jght WI2 and E~EV -oR $(ZE WI6 sections with W21 girders. ~ The roof of the hotel was gabled a nd framed wit h W24 s loping 1 girders and WI2 beams with sag rods.

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Please circle # 114 Modern tee) Construction I November 1994 119 •

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RREGU.AR ruM~ Top photo by Robert Bel/son Photography ;{RT'CAl OOSEJS. EUJPT'CAI. SHAPEa V was not fast-tracked in the pencil on paper to the opening of CIRClES. Ol same manner as Phase IV, speed the new facility. A total of 2,000 SEGMENTS of construction was still extreme­ tons of structural steel were uti­ \M1ll Ol 'MTHOUT ly important. As part of this li zed in Phase V. TAI«J{NTS phase, the existing bingo hall was con verted into a slot BlNcoIM LTI-PURPOSE ROOM If Ws structural steel that machine hall simultaneous with The bingo/multi-purpose room needs to be bent. for major the construction of a new was spanned with 14-ft.-deep, architectural projects or for bingo/multipurpose room. It was l60-ft.-long steel trusses. These unique applicaftons. chances are, trusses were fabricated and Max Weiss bends ~ . If you have important that this work occur a quesftan or problem In bending. in a timely manner, with a mini­ erected in a manner similar to call. FAX or write Dept. M93 for mum of disruption to the exist­ those in the Phase IV theater. a solution TAKE IT TO THE MAX. ing facilities. Design began in The bingo hall trusses also September of 1993, er ction included a catwalk system ser­ vicing the lighting and sound MAX WE ISS CO, INC. started in November of 1993, systems used at boxing and 8625 w Brod~ Rood and the doors opened for busi­ Milwaukee, WI 53224 USA ness in May 1994-a time span musical events. The framing for • Telephone 414·355-8220 of on ly nine months from first the catwalks had to be coordinat- MAX fAX 414 ·355-4698

20 I Modem St«'1 Construction I Novc mbrr 1994 YOUR SOURCE FOR HKiH I STRENGTH WEATHERING • ed and incorporated into the bot­ IN STOCK! ABRASION RESISTANT S1&I. tom chord bracing provided for the trusses. Mechanical mezza­ HIGH S1RENGTH WEATHERING nines were located to either side of the room, at the level of the BARS • SHAPES • PtAru • FLATS • ROUNOS • SQuARES A588 bottom chord, for the placement ANGlIS • CHANNELS • BEAMS of fans for ventilating the large open space. A242·1 PlATES B us TERMI NAIlFOOD COURT A606·4 HoT ROUlD C",,, & SH££TS The food cou rt noor had columns located on a 28-ft. x 28- HIGH S1RENGTH ft. grid. Typical beams were WI8x35 sections and the girders BARS • SHAPES A572·50 FLATS ' ROUNDS ' SQuARES were W24x76 sections. The roof A.NGI.Es • CHANNElS • BEAMS framing was designed to support 28-ft. x 56-ft. skylights. A canopy ABRASION RESISTANT cantilevering 28 ft. out from the structure was provided to shelter AR 360 PlATES patrons being dropped off at the PlATES bus terminal below. A tubular Hardox 400 & 500 hangar runs from the outside edge of these canopies to the QUENOIED & TEMPERED exterior building columns. A514 Gr. A PlATES O FFICE B UILDING A517 Gr. E PlATES A three-story office building for the use of the casino adminis­ trative stafT was erected on top ~ Central Steel 1-800-868-6798 ~ Service, Inc_ P.o. Box 326 • Pelham, AL 35124 of the food court. The floors were 205/664-2950· Fax 2051663-339'1 framed using WI6 beams and W24 girders. Lateral loads were Please circle # 65 • transferred using a series of braced frames. The roof framing included a series of sloped SHOP DETAILS with AutoCAO. screening and curved roof pent­ ,,, houses. Version 5.3 CONCLUSION

The massive additions to the If your present CAD system Foxwoods Casino were a unique doesn't detail everything you and challenging project. A very fabr icate, then you should large quantity of structural steel look at one that does - was raised in a very short period in English or Metric. of time. The structures boasted a number of unique uses and con­ figurations that offered many opportunities for investigating creative solutions to engineering COMPUTER DETAILING CORPORATION problems. The most important A ...w. 'omponJ/ I'" SIe,I f~ and Delailen reason for being able to accom­ 1 80 Second Str~l Pike - Suile 10 I ' Southampton, PI. 16966 plish such a feat of rapid design ._- -''0 -I and erection is the extremely 215- 355-6003 close cooperation and coordina­ ---il?- Fax 215- 355-6210 tion of all the project's consul­ tants.

Peter G. Celella, P.E., is a pro­ ject manager with BVH • Engineers, IIIC., Bloomfield, CT. 1995 Nat Construe• San Antonio,

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• Economical painting • Avoiding painting system field failures • OSHA training for fabrication shops • EPA legislation • Improving plant performance • Fabricating hollow structural sections • • Fabrication equipment and methods • Flame straightening technology Mark Your 4. Construction Management: Calendar Now! • Construction Industry Institute- presented seminars Registration $270 for AISC members ($320 for • Team building & partnering non-members) for three­ • Constructability issues day conference and • Bar coding for material management trade show • Total Quality Management For more information, contact: American Institute of Steel Construction 1 East Wacker Dr" Suite 3100 IUClural Engineers Steel JOIst InstItute Chicago, IL 60601 -2001 Steel Plate Fabrrcators Association Steel Service Center Institute Steel Structures PaInting Council phone: 3121670-2400 Steel Tube Institute of North Amerrca fax: 3121670-5403 Structural Engineers Associatron of Texas Texas Structural Steel Institute • • • AERODYNAMIC MUSEUM

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ITH ITS SLEEK, CURVING atrical one, in which the building The design of the FACADE, THE NEW itself is part of the show," WNATIO AL CORVETTE explained Kenneth Neumann, • new National MUSEUM in Bowling Green, KY, the design architect. "Not a quiet evokes an appropriately aerody­ place but a provocative one." Corvette Museum namic image. The museum hous­ The entire complex includes es an exhibit on the 40 year his­ three major zones interconnected tory of the Corvette car-the by an atrium. The office atrium is fittingly as first time a museum was devoted portion, which exhibits the histo­ entirely to a single car model. ry of the Corvette si nce its cre­ sleek and stylish Funded by donations from ation in 1953, is steel framed, Corvette enthusiast groups and using 8x8 tubes for the columns, as is its subject General Motors Corporation, it W8x35 sections for the beams, includes a theater, automobile and steel joists for the roof. By Mehdi Setareh, P.E., and display area and a pavillion for General contractor on the pro­ William Lefkofsky, P.E. car display. The budget for the ject was a joint venture of entire 65,000-sq.-ft. complex was Alliance!I'urner. Steel fabricator Photography by only $8 million, which makes its was AISC-member Grace & Timothy Hursley construction costs very economi­ Wylie Fabricators, Inc. Erector cal compared with other muse­ was AI-Tenn. ums. The museum is expected to attract approximately half a mil­ COMPLEX EXHIBIT SPACE lion visitors annually to its dis­ THE EXHIBIT AREA ALSO IS STEEL plays of more than 50 Corvettes, FRAMED, though the design is including several limited edition more complex. It features a saw­ models. In addition, the museum toothed roof profile reminiscent will house a special driving sim­ of original automobile manufac­ ulator. turing facilities. The structure The building's striking geome­ includes exposed steel beams try is the result of a design by and stiffeners, which frame into • the architectural firm of exposed steel tube column stubs Neumann/Smith and Associates, over concrete column bases. At Sou thfield, MI. "This is not a the north end of the building, a typical quiet museum, but a the- 14-ft.-deep truss is tilted out-

24 / Modern Steel Construction I November 1994

board GO degrees and spans 54 ft . with a IG-ft. cantilever. The truss is formed from both 8x8 tube and W8x48 members. The rest of the exhibit area is framed • with 8x8 tubes and joists and joist girders. On the exterior, the cladding is curved, which gives a circular appearance to the truss. The ex hibit area will include about 25 different models of the car and provide information on the design and technology, including showing cut-a ways of engines, mold shapes, scenes from racing tracks, gas station models, an assembly line and car crash test­ ing models. The exhibit area even includes an area for pur­ chasing a new car.

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26 / Modern Steel Construction I November 1994 This portion is used for the dis­ the entire structure and STAAD­ t h e h igh cost of the ground­ play of about 20 ilifferent models III was used for analysis and smooth we lded connections of of Corvette cars. Also, from the design. the vertical and horizontal mem­ inside of the pavillion, a 108-ft.­ Wind was the main structural bers, this plan had to be modi­ high spi re extends out of the design factor in determining fied. frustum. This has a bright yel­ member sizes a nd lateral stiff­ Various schemes were consid­ low color, so that it can be distin­ ness requirements. While the ered to reduce costs, with the guished from afar, and it's aerodynamic shape of the build­ final design featuring W12x40 topped with a red light, which is ing will reduce wind drag, this (A36) vertical members and 6-in. suggestive of the tail-light of a factor was neglected to arrive at and 8-in. pipes for the horizontal Corvette. In the spire, pictures a conservative overall factor of girts. As a result, the connec­ and photos of historic events safety for the structure. Also, to tions of the horizontal and verti­ during the last 40 years, includ­ prevent damage to the skylight, cal members was greatly simpli­ ing ilifferent car models, are dis­ the relative movements of points fied. Plates were shop-welded to played. Both the pavillion and on the structure was limited. the horizontal girts, which in the spire have natural light from turn were fie ld bolted to the ver­ skylights. MIXING T UBES AND tical members. The structural design of the WIDE F LANGE The fustrum includes a com­ pavillion was the most difficult Due to the curved configura­ pression ring, formed fTOm 12-in. part of the project. Because the tion and architectural require­ pipe, at its base and a tension structure was not symmetric, ments, the entire structure was ring at top. The compression ring and therefore, it was not possible originally designed using supports a ll of the sloped vertical to reduce input data. However, a exposed 6-in. and 8-in. diameter and horizontal members. The computer finite element model, structural pipes for the hOl-izon­ tension ring supports two welded using beam elements for the ver­ tal girts and 10-in. structural trusses, which support the struc­ tical and horizontal members pipes for the vertical members. t ure's roof. The trusses, which and plate elements to represent However, due to budget con ­ are orien ted perpendicular to the siding panels, was created of straints resulting in part from each other, are made of 12-in.

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• Includes specs and load table on the all-new KCS Joist, an extension of the K-Series Joist. KCS JOists are useful in designing for concentrated loads and other non-uniform loads. • Covers new K and LH Series • erecllon stability requirements denved from over two years of study and field research by the inslilule. • Fire resistance portion has been updated and revised. pipe and are connected to the The exterior of the National • Also included is a one-page frustum by end plates welded to Corvette Museum features an method for converting load tables the pipes and field bolted to the obviously appropriate sleek, aero­ for LRFD design. vertical members of the struc­ dynamic appearance, while the tUJ"e, which consist of W8x28 sec­ interior offers strong exhibition ORDER TODAY! tions. The total weight of the spaces. Photography by Timothy Just $20.00 per copy in the U.S. and structural steel for the frustum Hursley its possessions (payment includes alone was 93 tons. In the case of first class postage and handling and the spire, the lateral loading was must accompany order) not significant because most of S30.00 (U.S. currency) for the structure is enclosed by the Internationaf shipments frustum. Number of Copies _____ Mehdi Setareh, P.E., Ph.D., is Total enclosed ______a consulting engineer and associ­ Name ate professor at the colleges of F,m> architecture and engineering, Add,ess Lawrence Technological C<1y University, Southfield, MI. St"e __ Lp ____ William Lelkofsky, P.E., is presi­ dent of L&A Inc., a structural engineering firm located in Send to: • Managing Director Southfield. Sleet JOIst Institute Modem Sleel Consl DIv A-I 1205 48th Avenue Nonh Myrtle Beaell , SC 29Sn

•

N AUGUST 7, 1942. THE endurance" which veterans of Structural steel U.S. MARINE LANDED IN almost no other Pacific OTilE SOLOMON ISLAND' at ampaign acquired. • proved to be the Guadalcanal, beginning what It was in this historical con­ was to become a hard·fought six· text that ongressman tephen best materi al to month battle critical to the out­ Solarz (0. New York) sponsored come of Wo rld War II. During an amendment to the 1990 rei nterpret a the ensuing days the .S. Navy Defense Appropriation Bill pro­ would suffer one of its worst viding funding for a 5 million traditional defeats. Under the cover of Parliament Building for the night the Japanese would posi­ Solomon Islands. Congressman Solomon Island tion their fleet to open fire at Solarz said the building will give point-blank range on the U.S. "tangible support for democracy form into a and Australian naval forces. in that part of the world" and Off the coast of Guadalcanal will be a fitting monument to the modern around Cape Esperance and American G.I.'s who died in the Sa va Island this area would Ballie of Guadalcanal. The Parliament become appropriately named building would be built as a gin. "Iron Bottom Sound." Tens of from the United States in com­ Building thousands of tons of steel would memoration of the 50th anniver­ be laid to rest during this battle. sary of the World War II Battle By Steven M. whose eventual toll included of Guadalcanal. Baldridge, C.E., P.E., S.E. more than 50 ships and planes Architectural Design belonging to the U.S., Australia and Japan. In the end the Allied Tilt; PROJEC'T WA ADMINIS­ forces would persevere and the TERED BY TilE Department of the Battle for Guadalcanal would avy. Pacific Division aval become a pivotal victory in the Facilities Engin ering Pacific War. Historians have Command, who selected the said that the men who had Honolulu, HI-based architectural fought there "bore an aura of firm Wimberly Allison Tong & •

30/ Modern Steel Construction I November 1994 .. Goo to design the Parliament Building. WAT&G was founded within a few miles of Pearl Harbor at the • end of World War II and has been a pioneer since the 1950s in the design of environmentally sensitive projects in more than 50 countries. Their experience in the Pacific vernacular has included projects in Bora Bora, Pago Pago, and Fiji as well as in the Hawaiian Islands. Project designer Michael J. Batchelor, RlBA, AlA, said that in describing what they wanted in the design of a Parliament Facility, Solomon Island officials requested that it be representa­ tive of tbeir emerging democracy and that it should be "essentially Solomon Islands in style, not an imposed architecture." The isometric The design sol ution is a two­ view CLnd a con­ story, 22,000 square-foot build­ struction photo ing of reinforced concrete and reveal the design of steel frame with extensive glaz­ the cOl/ica/-shaped ing. Its shell roof is an abstract­ roof of the new ed version of two local roof Parliament styles-those of Tamotu and Building. Guadalcanal provinces. The roofs defining conical • shape is derived from native Tamotu roofs and has the unusu­ al ridge characteristic of indige­ nous Guada1canal roofs. Detail at the top is unique to the Solomon Islands. It has seven the Debate Chamber of the summarized the selection as fol­ major elements symbolizing the Parliament Building meant that lows: seven provinces of those islands. the conical-shaped roof would "Structural steel was cho­ have to be column free fo,' the sen for the framing system System Selection interior 18 m (59.0 ft.) diameter because it was able to han­ FOR THE PROJECT'S HONOLULU­ of the roof. Its geometry is fur­ dle the spans required by BASED STRUCTURAL ENGINEER, ther complicated by a perimeter the Architect and achieve Martin & Bravo, Inc., the most cantilever extending a minimum the desired roof profile. challenging aspect of this project of 2.8 m (9.2 ft.). While these Conventional poured-in­ would be the design of the cen­ dimensions would not be consid­ place concrete was not an terpiece Conical Shaped Roof. ered difficult by tandard U.S. option because it could not Not only did this roof have to construction practice, in a loca­ easily achieve the spans meet the extreme structural load tion as remote as the Solomon without excessively-sized cri teria of a region known for Islands, more than a two-day members. Post-tensioned both severe typhoons and earth­ series of nights from Honolulu, concrete was not an option quakes, but the structural sys­ this geometry would complicate because there was insuffi­ tem selected had to take into the goals of the constructibility cient skill and quality con­ account the remoteness of the and economy of the final design. trol in the area to ensure project location as well. With the aid of cost consul­ that work could be carried The roof in its completed form tants Rider Hunt Ltd., structural out properly. On the other would have an overall diameter steel was chosen to frame the hand, the structural steel is of 37.1 meters (121.7 ft.) with a Conical Shaped Roof of the cheaply imported from rise of 13 m (42.7 ft.) to its apex. Parliament Building. Julian Korea, New Zealand and • The functional requirements of Anderson of Rider Hunt Ltd., Australia, and can be erect-

Modern SweJ Construction I Novpmber 1994 /3 1 ed with imported labor over • a short period of t ime and at a relatively modest price." Design Crite ria TI-IE PROJECT WAS DESIGNED TO ONFORM W ITti APPLICABLE Solomon Island Building Codes, whi ch is a combination of t he Australian and New Zealand Bu ilding Codes. All drawings were required to fo ll ow metric standards. The design wind loads fo l­ lowed Austra lian Standard AS 1170.2, a detailed 96-page docu­ ment devoted entirely to wind loads. With a Basic Wi nd Speed of60 mls (134.2 mph) the equiva­ lent static pressure acting on the Shown above is the apex of the Parliament Building, while an inte· s loped surface of the roof was rior view of the space is pictured on the opposite page. As with the 2.50 kPa (52.2 psI) inward, 3.45 exterior, the interior features traditional forms and designs. kPa (72.1 psI) outward. At the cantilevered portion of the roof the design loads were as high as 8.90 kPa (185.9 psI). For seismic loads New

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321 Modern Steel Construction I November 1994 .. ZeaJand Standard NZS 4203 was used. The total horizontal seis­ mic force for the structure was equivalent to 0.32 times the total • reduced gravity load (approxi­ mately one-third greater than an equivalent structure in UBC Seismic Zone 4). Based on these seismic loads the structure was required to be designed to create a continuous load path capable of carrying 3260 kN (732.9 kips) of horizontal force from the roof down to the foundation. In addition to the lateral forces, significant gravity loads had to be carried by the steel roof frame as well. The roof sys­ tem is comprised of composite metal deck with concrete topping enveloped by a waterproofing components is a heavy 4.10 kPa truc turaJ ystem system and an elaborate interior (85.6 p O. Near the apex of the THE STRUCTURAL S LUTION TO architect ural ceiling which roof the additional weight from a THE CIIALLENCING GEOMETRY, includes mechanical equipment, cylindrical cap carrying nine LOADS AND PROJECT LOCATION was catwalks and extensive architec­ wood "totem" carvings, each one to utilize the interior ring of tural ornamentation. The combi­ weighing as much as 9 kN (2 eight uniformly spaced columns nation of loads from the struc­ kips) had to be accommodated by to support a Steel Ribb d Dome. tural and architectural the steel frame as well. The Ribbed Dome consists of CONSOLIDATED SYSTEMS, INC. COLUMBIA MEMPHIS P.O. BOX 1756 P.O. BOX 181035 Deck Division COLUMBIA, SC 29202 MEMPHIS, TN 38181-1035

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Please circle # 70 • I THE eight identical straight wide­ fl ange 250 MPa yield (equivalent to Grade 36) 610 US 101 (W24 x 68) "ribs" interconnected at a CillVANTAGE compression connection at the • apex of the cone and stiffened by a 530 US 82 (W21 x 57) tension ring at the interior circle of ~G columns. The remainder of the roof is framed with 360 UB 45 and 360 UB 57 fW 14 x 30 and W14 x 38) rafter beams spanning STEM from the interior tension ring to the perimeter beam where they cantilever out to the outermost edge of the roof. ONT The cone shape is first approx­ imated by segmenting the steel framing in plan and elevating each connection of the rafter DRNE beams above the segmented ring of support beams to match the cone profile. The cone is then completed by varying the thick­ Another uiew of the You ness of the concrete topping on Parliament Building's interior. the segmented composite metal deck. Segmenting of the steel provided a cost savings by elimi­ PSYCHO. Construction nating the need to bend the structural steel. IRONtCALLY, THE CONSTRUCTtON • I n order to keep the cone Or' Tilt PROJECT included repre­ shape "true", specia l considera­ sentatives of each of the coun- tions had to be made to accom­ tries which had fought on modate differences in the rela­ Guadalcanal 50 years earlier. tive deflections of the various The general contractor on the roof framing members. For project was the Japan-based example, deflection control was Kitano Construction. The complicated at the perimeter United States was represented edge of the roof by a combination by the design team and of varying rafter beam cantilever Australia by the subcontractor lengths and support beam deflec­ for the fabrication and erection tions. Inconsistencies in the of the structural steel. final edge deflection were bal­ The teamwork required to anced by varying the rafter beam successfully complete this project member sizes (stiffness) and is an example that as tim pass­ cambering the support beams. es and our world grows small er, Lateral loads follow a load historical and cultural differ­ path which includes a horizontal ences diminish as well. The con­ CadVantage Structural cuts through channel attached to the top of struction was completed within structural detailing like a knife. The the perimeter beams to provide budget and the Solomon Islands program doesn't require tedious job sct­ the weak axis strength r quired Parliament Building was turned up and lets you re-use previous work. to transfer loads coming down over to the people of the Solomon With the time saved. the pressure of from the rafter beams out to a Islands in a ceremony which meeting critical deadlines and budgets steel stub column tied to the included U.S. dignitaries and will become less horrifying. structure below. Since the exte­ veterans in November of 1993. rior columns were much shorter and therefore much stiffer than Steuen M. Baldridge, C.E., • CadVantageQl the interior columns, the majori­ P.E. , S.E. is (/ structural engineer ty of the roofs lateral loads were with Martin & Brauo, Illc. b/ Y ~()Ulh G:dar 5111:1.. ·/ • ~tUfJio A designed to transfer out at this Consulting Structural Ellgineers Charfollc. North (molina 28202 location. in Honolulu, HI. 704-344-9644 Please circle # 45 34/ Modern Steel Construction I November 1994 Why should I use the new 2nd Edition LRFD Manual of Steel Construction? Here are a dozen good reasons:

I. LH FD is THE \lSC r('colllmc ndcd l1I (' thod of ,tru('l u ral steel d('sign! '"...... - .... 2. Since LHFD dir!'ctl ) accounts for tlw most \ a ri abl e a.pect of sted dcsign- Ioads- it 0 lTI' r8 LOAD & REStSTA~CE the mo, t uniforl1l rc li a bility of an) stccl dl'sign FACTOR III ('\ h od. DEStO' 3. LHFD incr('a,c, a n engin ecr's intcrnati onal compNiti\{' ll c,;,-almo;;t e \ c r~ othcr ....,., indu.trializcd ('o untr) has adopted limit statc dr;:,ign. 4. In mo,t &tructures" LH I'D is morl> economi ca l...... 5. Thc 2 nd Editio n \Ia nual combincs a nd update, four prc\ ious \ISC publicatio ns int o a single t\\ o-\ olun1<' . Pl. It al so ine\udcs thc \ ISC Sl' i"l1ic Pro, i. ions. \nd, \ Ell H P's, 10. All de,igll probl"n,s arl' COlli pi !'\(' ,ol"t io ll' - snccrs and BOCr s seismic provisions a rc not just sa mple ca lcul atiolls for a 1'('\\ lilllit ba,cd on LHFD. . tatcs. 6. it \\ill bc casic r to directl) compa re LH FD II. The 2 nd Edition inco rporal(" a ll ofth .. latr,t tccl I)r, igns \\ ith concretc designs I){'ca us{' ste!'1 l"(' s<''''Th, in!'luding \ ,t<1 n(' h\ , hl'a r ta b the ne,t \ C I 3 18 Spccili cati on is e'p!'etl'd to \\ o rk a nd Thornton'> L niforlll Fo r .. ,' \I" th od ill corporatc the \ SCE 7 load factors as an for hraci ng conncctio n, a nd n(' \\ a pprou .. h to aitc rnati\ e. tee' ('Oil nrC-li on dC' :o: ign. 7. Thc 2nd Edi tio n is a complete impro\('m{' nt 12. As prof!'ssionals. it i, in ('ulllllt'llt "pon O\er a n~ pre\iou, \ISC \lanual- \ S D or !' ngi ni'er, to uti li z .. th(' )" ',1. II H"t mh a lI ('cd LHFD. it o lTer, trc me ndously expand NI design method", ail ubl e-LH I'D. eO \ Nag!' of connccti ons a nd factored uni fo rl1l load ta bl es, as \\ ell as cove ragc of fra nit' Two-volume set only $132 sta hilit\ and Icaning columns, fl oor defl !'cti ons a nd \ ibrati o ll"" a nd single a ngle struts. ($99 for AISC members) S. Thc 2 nd Ed iti on includes a ..J.S-pagc To o l'{l c,' 0" 1'01' mO"e infonllation, phone the introductio n, Essc ntials of LHFD, that ma kcs Amc "i can Institute o f Steel Consl"uction at it ea b ~ for c ngin ecr, to upgrade to LHFD. 31 2/670-24·00 0" fax an o rder to :31216iO-51 03 (include yOU," VI A 0 " .\)ast(' l'(·al'{l numbe,' 9. E,tcnsi\ c cditoria l cha nges ma ke this til(' ca,ie,t-to-u,c \I anual in \ISC's histo,) . plus cxpi""atio n date).

Setting Standards For Over 70 years LARGE-SCALE GIRDER • TESTING FOR MORE ECONOMICAL STEEL BRIDGES

by Micbael G. Barker, P.E., and Bryan A. Hartnagel ECENTLY, A 98-FT. LONG, THREE-SPAN (30ft.-38ft.- R30ft.) composite steel bridge girder was tested in the Remote Test Facility at the University of Missouri-Colum­ bia. The experimental test is part of a three-year project to develop advanced inelastic design provisions for steel girder bridges. The study's primary objectives are to verify design limit behav­ ior of current inelastic design provisions for compact shapes and to extend the inelastic proce­ dures to include noncompact • plate girder designs. Inelastic design procedures allow the Overall view of beam during the plastic collapse test. Compensatory designer more flexibility and the dead load concrete blocks were hung from the beam to simulate mod­ possibility of more economical eled dead loads. Concrete blocks on top represent composite dead designs by eliminating cover loads. plates and nange transitions over negative moment regions. In total, three approximately tive moment regions. The design The study is part of the joint 100 fl; long girders will be tested: procedures specify requirements venture Innovations in Steel one representing a rolled shape at service load levels (normal Construction sponsored by the compact girder (the above test) traffic), overload levels (occasion­ National Science Foundation, and two representing plate gird­ al heavy vehjcle), and maximum the American Iron and Steel er designs with thin webs (non­ load levels (one-time maximum Institute, and the American compact). This article discusses vehjcle). Institute of Steel Construction. the results of the first girder ALFD procedures can result The Missouri Highway and test. in more economical designs. Transportation Department is However, current ALFD provi­ also supplying funds for the test INELASTIC BRIDGE sions apply only to steel beam girders. In addition, major DESIGN PROCEDURES bridges with compact sections. improvements in laboratory Alternate Load Factor Design For more economical and more facilities were possible through (ALFD) procedures (inelastic consistent designs for all types of industrial support from design) were adopted by AASH­ steel bridg s, the ALFD provi­ Bethlehem Steel, US Steel, TO in 1986. The procedures sions need to be extended to Nucor-Yamato Steel, St. Louis account for the reserve strength include noncom pact sections. Screw & Bolt Co. , and AISC­ inherent in multiple-span steel member Stupp Bros. Inc., St. girder bridges by allowing redis­ TEST GIRDER Louis. AISC-member Delongs tribution of interior pier region The test girder was a one-half­ Inc., Jefferson City, MO, fabri­ elastic moments to adjacent posi- scale model of an interior girder cated the steel beam. •

36/ Modem Steel Construction I November 1994 from a three-span (60ft-76ft-60ft) ... four-girder composite bridge. The design was based on inelas­ tic design provisions from the • Fourth Draft of the proposed Load and Resistance Factor Design (LRFD) Bridge Design Specifications, which incorporate the ALFD provisions. The test girder consisted of a W14x26 continuous steel shape with a fully-composite 50.5 in wide by 4 in thick concrete deck. The steel material was A572 Grade 50 and the concrete design strength was 4000 psi. A one-half-scale model only weighs one-quarter as much as the prototype. Therefore, com­ pensatory concrete blocks were hung from the bottom of the W­ shape before placing the concrete Close up ornorth interior pier showing large inelastic rotation. Also deck to restore the self-weight shown are the lateral bracing, reaction load cell and pin support, and lost due to the scaling. strain gage instrumentation. Additional concrete blocks were placed on top of the deck after it hardened to represent the com­ posite dead loads (wearing sur­ 80, and 90%LL. Lower load lev­ girder was tested to failure by face, barriers, etc.). els provided the opportunity to monotonically increasing loads Modeled truck loads were confirm elastic behavior and proportioned to represent the applied by four individually con­ in trumentation performance. theoretical design collapse con­ trolled hydraulic rams. One ram Service level loads (lOO%LL) figuration . • was in each of the two outer were applied to validate fatigue TEST RESULTS spans and the other two were and deflection requirements of located in the center span. The the LRFD provisions. Increasing The girder performed well rams were synchronized to simu­ the loads towards the overload throughout the entire test. The late a truck traveling across the level, loads 0(' 110 and 120%LL elastic and inelastic response of structure. The truck load were applied to chart the behav­ the test beam met all the LRFD sequence could be linearly ior in this modeled truck weight inelastic design requirements. adjusted to represent any per­ range. The following compares the centage of the modeled truck At the overload level model response to the predicted design weight (LL). (l30%LL), the girder experi­ prototype design response and enced significant inelastic behav­ presents results of this test. TEST PROGRAM ior. This is characterized by Permanent set was first Load sequences were applied re idual deflection or permanent observed at 70')1 LL. This corre­ to the test beam cycHcally at var­ set. Design provisions predict sponds to an expected first yield ious load levels. Experimental this residual deflection and lim­ at 67% when consid ring resid­ measurements were recorded its stresses in positive moment ual stresses in the prototype throughout the testing. The ser­ portions of the structure. girder. As the modeled truck vice load, overlo ad and maxi­ Cyclic loads were applied at weight increased, the residual mum load design levels were rig­ 140, 155, and 166%LL to exam­ deflection grew. After the last orously examined to verify the ine the inelastic behavior above cycle of the maximum load level girder behavior at the design the overload level. The last sim­ (175%LL plus additional dead limits. Afterwards, the girder ulated moving truck load was at load), the total permanent set was tested to failure (center the maximum load level was 2.56 in. span) to examine the load-deflec­ (l75%LL plus additional dead At service level loads tion response and to determine load). This loading represents (lOO%LL), the experimental live the collapse capacity. the worst possible maximum load deflection was within 5% of Elastic low-level tests were design load level applied to a the theoretical modeled deflec­ • carried out at 10, 20, 40, 60, 70, bridge. After the cyclic tests, the tion. Fatigue requirements were

Modern Steel Construction I November 1994/37 3 j , , "OJ) , .;: 2. 5 , , , - "" , , , ~ , , u u • =... , , ...J > 0 2 , , u ... , , '0 ...J , , "0 ;:" , ...J al 1.5 u 0 "" .!'! ...J ...J ' U" ~ 'I ~ S~ ' ~ u "> - til 0 ..C:.=.. " "S .2 S U 0.5 c" ~ :, ::Ec ''I .. ...J 0 ' Q , C .- 0 , , , j ;; , , , , + t-l I ...J , ...J , ...J ...J ...J ...J ...J"O I " ...J I ...J ~ ..J I ...J : ....l : ...J j , ...J ...J , ...J ...J ...J ...J ...J u .~ -0.5 ...J I ...J i-J...J I ...J , -l , ..J ";/!. , "" >'!. >'!. , >'!. >'!. •>'!. IX :::t , ~ , ~ g ~ ~ ~ ~ on ~>'!. '. >'!.~- 5 J ~ ~~ ~ : - N ' ... ~ , .... aI -I - N,.$, g : ~ : ~ I - ~ ,- , - ~ LL. L ' --=-----=- L Percent of Modeled Truck Weight

The permanent set during t/o e At t h e overload level ma tched the theoretical s tress mouing load tests grew as the (130 ~ LL ), the measured maxi­ within 14 ~ . The residua l defl ec­ modeled truck weight illcreased. mum positive mome nt s t ress tion was 0.38 in . which was sig­ The residual deflection stabilized (derived from stra in) satis fi ed nificantly larger than the LRFD at all loads except at the maxi­ the design r equire me nts a nd inelastic design provisions esti- m um load leuel.

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Use these cards to request information from manufacturers and other companies mentioned in this issue, Simply circle the numbers referenced in the advertisement or article, fill out the rest of the information requested on the card, and either mail it to: Modern Steel Construction, Creative Data Center, 650 South Clark St., Chicago, IL 60605-9960 or fax it to: 312/922-3165.

NO POSTAGE NECESSARY IF MAILED IN THE UNITED STATES BUSINESS REPLY MAIL FIRST CLASS MAil PERMIT NO. 12522 CHICAGO,ll

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0 0 2 4 6 8 10 12 14 16 Deneclion at Center of Bridge (in)

mated . H owever, u sing recent The expe rimental plastic col­ The plastic col/apse test showed improve d mome nt-rotation lapse capacity exceeded the max­ tremendous ductility at Ilear behavior models at the piers, the imum load level (175'kLL plus maximum loads. The ultimate residua l deflection was estimat­ additiona l dead load) by 34'k capacity was well above the max­ ed within 5%. consistent with the design. The imum load level as designed. WHEN YOU BUY ST. LOUIS, YOU BUY AMERICAN! AND YOU GET: • FULL TRACEABILITY • LOT CONTROL • CERTIFICATIONS

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Please circle # 36 Mod ern Steel Construction I November J994 139 experilnental .nodel collapse load quantity. Using more current ed into inelastic design provi­ and the theoretical collapse load behavior models, the residual sions. matched withjn 1'it. The girder deflection was accurately esti­ More econom ica l steel bridge maintained nearly ultimate mated. Future analysis of this designs can be realized using loads up to 14 in. of deflection (i n test and others will yield insight inelastic design provisions. The • addition to the 2.56 in. during into the best approach for esti­ results of this test and others the cyclic tests). This deflection mating these deflections. validate these procedures for (length/deflection =33) shows The plastic collapse test illus­ bridges with compact girders. tremendous ductility for this trated the ductility in compact Provisions for the inelastic compact girder. composite beams. The measured design for bridges comprising collapse was within 1% of the noncom pact sections would be SumwIY predicted ultimate capacity. The very beneficial. However, even The test results reported here­ primary reason that the beam though the analytical tools exist in give an overview of the gener­ behaved so well is that it is com­ for inelastic design of these gird­ al elastic, inelastic, and plastic pact with the flanges being well ers, large-scale testing is neces­ behavior of the one-half-scale below the compactness require­ sary to validate theoretical engi­ three-span composite test beam. ments (ultra-compact). This will neering practice. The second two The experimental results com­ not be the case for the second noncom pact girder tests from pared well with theoretical two girder tests. The flanges this project will provide vital expectations. However, the will still be ultra-compact, but information for the development LRFD inelastic design provisions the web will have typical plate of these provisions. significantly under-estimated girder width/thickness ratios. the overload level (130'k LL) However, previous work has Michael G. Barker, P.E., is an residual deflections. For inelas­ shown that, although these gird­ Assistant Professor and Bryan A. tic design, this permanent set ers are not as ductile, the non­ Hartnagel is a PhD student at would be cambered out along compact sections have pre­ the University of Missouri­ with the dead load deflections. dictable moment-rotation Columbia Therefore, it is a fairly important behavior that can be incorporat-

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CONTROLLING • SLAB CRACKING

By Richard B. Heagler, P.E. forcement will not, in most cases, concentrated loads, do require furnish enough steel to develop full negative steel, though. RACKS OCCURRING IN COM· the full negative moment capaci­ For transverse reinforcement POSITE DECK FLOOR SLABS IN ty. over girders, whe re the deck C BUI LDINGS do not generally Reinforcing to control cracking flutes are parallel to the struc­ represent a structural problem. is still primarily a judgement tural steel, the 0.00075 factor The mo st common cracks are call. In my opinion, the amount s hould be s ufficient for most those ovcr beams (or girders) at of reinforcing steel (for slabs over cases. The position of the rein­ column lines, while cracks over beams at column lines) should be forcing steel is probably more interior floor beams arc less com­ somewhere between the amount important than the amount mon. Deck manufacturers needed to develop the negative used, and it is necessary that the assume the concrete will crack moment caused by the design steel be located near the top of ovcr every beam and publish live load and the 0.00075 factor of the slab. load tables for single span com­ the SOL The 0.002 factor is in posite slabs. this range and some designers Richard B. Heagler, P.E. , is When a 'ked about the effect may prefer this as a general rule Director of Engineering with of s lab cracking on composite of thumb. Special loading cases, Nicholas J . BOUl'OS, Inc. bea m be havior, the late Dr. such as cantilever and moving Ro ger Slutter from Le high Un ivers ity pointed out that cracking along the beam • occurred at an early stage in rid Reinforce d Bridge tinct advantages: time savings; every composite beam test and, Decks, comprised of both a cost reduction ($4Isq. ft. estimat­ therefore, the composite beam Gfabricated steel grid and ed savings compared to wood d sign formulas were based on a concrete, are lighter than tradi­ forms); and increased safety cracked system. However, while tionally reinforced decks and are (i nstallation of a PMD form pro­ concrete cracking is not a struc­ still strong enough to withstand vides an immediate and safe tural concern under most loading high traffic volumes over long working platform for all crews). conditions, it can be an appear­ periods of time (some a pplica­ In addition, PMD forms provide ance problem if carpeting or tions are already in their sixth a lower cost means of using more some other covering is not going decade of service). The Bridge widely s paced girders, which to be used. Grid Flooring Manufacture rs results in more cost effective The Steel Deck Institute (SOl) Association maintains a comput­ steel framing. Some research makes the comment: "If welded erized data base of grid related also indicates that stay-in-place wire fa bric is used with a steel research and welcomes inquiries. rorms may s lightly decrease deck area given by [0.00075 times the The association can provide cracking. concrete a rea above the deck design recommendations and For more information, contact: flutesl it will generally not be also publishes a newsletter. Bowman Metal Deck Division, sufficient to be the total negative For more information, contact: ARMCO Inc. , P .O. Box 260, reinforcement; however, the BGFMA, 231 South Church St., Pittsburgh, PA 15230-0260 (4 12) mesh does a good job of crack Mt. Pleasant, PA 15666 (4 12) 54 429-7560; Fax (412) 276-6057 or control especially if kept near 7 -2660 or ci rele no. 87 on the circle no. 88. the top of the slab (3/4 in. to 1 in. reader service card near the back cover)." The 0.00075 rule is of this magazine. Pic Me tals Corp. offers based on experience with mesh MAXSPAN BRIDGE DECK as the temperature rei nforce­ owman Metal Deck offers E FORM, an e ntirely new • ment. Other experi ence factors, permane nt metal d ec k concept in the design of perma- such as 0.002 times the area (the B forms for bridge construc­ nent metal deck forms for bridge ACI requirement for fl at slabs), tion. According to the manufac­ deck slabs. The form s are are also used. Again, 0.002 rein- turer, PMD form s offer three dis- designed to accommodate today's

421 Modem Steel Construction I November 1994 DECKING COMPUTER DETAILING wider girder spacing with greater efficiency at spans rang­ • ing from 10 ft. to 18 ft. They pro­ vide a nat top surface, which Ask Those Who've reduces concrete usage and slab dead load. This results in allow­ ing virtually all the concrete to Been There contribute to the structural strength of the slab. For more information, contact: Robert Paul, Product Engineer, Epic Metals Corp., Eleven Talbot Ave. , Rankin, PA 15104 (412) 351-3913 or circle no. 89.

be Steel Deck Institute offers an expert design sys­ Ttem, based on LRFD, for composite and non-composite beams and girders with steel deck. This software is part of the design Advisor expert system developed for the AISC and the 1-800-4 56-7875 SOl by Structural Engineers, Inc., of Radford, VA. Complete bay design as well as individual beams and girders can be inves­ Please circle # 84 tigated and optimized for the least cost. Design tables in the SOl format can be produced • using any combination of materi­ al properties. Detailed reports are produced showing vibration analysis and provide stud spac­ ing. Concentrated loads and line loads can be applied in addition to uniform loading. Cost is $295. For more information, contact: Steel Deck Institute, P.O. Box 9506, Canton, OH 44711 (216) 493-7886 or circle no. 77.

nited Steel Deck has enhanced its ability to U produce custom deck sys­ tems by networking with the affiliated companies of Nicholas J. Bouras, Inc. Special finishes, such as plasticol, or materials such as stainless steel, are being used to produce custom decks and panels that solve durability and environmental problems caused by some industrial atmospheres. Special finishes combined with the roll forming and bending capabilities of United Steel Deck, Inc., can pro­ • vide solutions to most unique Please circle # 55

Modern Stee l Construction I November 1994 / 43 DECKING

decking demands. For morc information, contact: United Steel Deck, Inc. (Nicholas • J . Bouras, Inc.), 475 Springfield Ave., Summit, NJ 07902-0662 (908) 277-1617; fax (908 ) ... 277-1619 or circle no. 33. ...o alker Division of Butler Manufacturing otTers a W new concept in PLEC distribution for J teel -framed buildingsione that combines the triple-service capacity and aes­ thetic appeal of an in-floor sys­ tem with the up-front economy of a poke-thru system. The low-cost Presource III bottomless activa­ tion modules are installed in a grid pattern on standard s teel deck before the concrete pour, providing access to services in a predetermined pa ttern. Activ­ ation costs arc deferred until the time of fit-out. Walker also otTers a line of service fittings in flush, pedestal and multiplex configu­ rations for new construction or renovation. For more information, contact: Mary Williams, Walke r, P.O. • Box 1828, Parke rs burg, WV 26101 (800) 222-PLEC or circle no. 90. Design and Analysis of Structures Analysis eavy Duty Grip Strut Sophisticated 20/30 stotic Including P-Oelto, bridge inspection wa lk­ ways are s us pended seismic. dynamic with time history and response H spectro, and more beneath bridge dec k to enable clos inspection of load-carrying Design membe rs. The well -made cat­ Steel and concrete design per American, Conadian, walks span 24-fl. openings with and other international codes and tables minima l de flection , which Features reduces the need and expense of extra s upports. Al so, gravel, Integrated menu system mud, snow and ice fall through Interactive input generotor large diamond-shaped openings. Built-in-editor and browser wit" Choices include 9 , 10, or 11 odvonced grophics and context N gauge grating with serrated or CO sensItive help non-serrated steel, a nd widths Integrated interface module for *Q) up to 36-in. with 5-in. integral operation inside AutoCAO' ~ toeboards, which eliminate extra 'u Plots of originol and displaced welding. structures with optional animation, Q) For more information, contact: III bending moment/ sheor force diagrams, Q) stress contours, and more GS Metals Corp., R.R. 4, Box 7, • Q.'" Pinckneyville, lL 62274 (800) 851-9341 or (618) 357-5353 IllASl ' Das Consulting, Inc. inside Illinois or circle no. 91.

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StructuruJ & Misccllanoous Steel Detailing CAD Prognuns Help Wanted - Chief Draftsman AutoCAO punuuetric LISP programs fir pn:'p'lnng structumi AND II1i.Y- fIt£1CI Aggressive. expanding structural steel fabricator in the shop rlmwings. Anchor boI:td to roof opening frumM and -everyt.htng bet-.o.1!en" midwest is seeking an experienced Chief Draftsman. Imperial and metric VersKJ1\8 WIth l ISA. Caoochnn and EuropeM !I(l(.1lOIUl ~ DAY Deportment has (]2J to (14 ) detailers. Must be a lake charge MONEY BACK GUARANI'EE. Di8COlmLs up to 3O'l Buy only WML you need individual with lolal control over department a nd outside Used in tJ'I(! field for 6:yeuno. Prq,'l1lIll.!> written by a ck>tailer WltJ, 38}'l'Oni experi­ • delailers. Great assistant on board. CAD experience a plus. ence. Extremely "flexible" progrnffiil. FREE telephone sUPIXlrt No mrunlCll8.I~ f('e. Rcasonnb1e yearly update fre. EXCEll..E.I\"]' PltOCRAMS at 8 REASON Send resume with salary history and requirements to: ABLE PRICE. Call for a FREE oc'!no disk. hst of prugnuns, and pr1«'8. President SSDCP DOing Steel, Inc. 2125 North Golden 110 Shady Oak Ci rcle, Florence, MS 39073 Springfield, MO 65803 Tel: 601/845-2 146 (fnx same ) Help Wanted Wate r Reducible Primer s Rowe 81\onllc Inc. ortcr\ Ihe ~tec l Indu'lr, J 'IJIC-of-Ihc-on waler Hirschfeld Steel Co., Inc., is searching for reducible pnmer hne. With America bccollllng more con~ l ou~ toward the experienced structural steel detailers & environment. the age 01 water reducible and low VOC coatll1i!'" ha~ enlpt cd. With thJt In mmd. we hu\-c al\O dc\-c!opcd an c"(ccJlcnt Jnd durable checkers with at least 5 yrs . minimum lead-free and chromate-free ~ne ~ 3!. \\-ell 11\ a low VOC Vinyl Toluene experience for our Houston, TX, office. SDS/2, Ethyl Silicate Topcoat. Microstation or other CAD system experience For mor e in.fo rmation , contact: Rowe Bisonjte Inc., 470 Niagara Pa rkway, a plus. North Tonawanda, NY 14120 Fax resume to Personnel: (916) 659-8916 phone: (716) 693-6130 fax: (716) 693-8244

FOR SALE Statemenl of Ownership, Managemenl, and Circulation Very successfu l $3MM/Yr. Ohio Va lley Modern Steel Construction Structural and Misc. Fabricator and Erector Publication no.: 0026-6445 w/$2MM backlog. Plant, property, equipment Filing date: September 20, 1994 and backlog: $1.3MM Address: One East Wacker Dr., SUite ~ 100 Chic.lgo. llbOWI -2oo l Reply Box 6700-F, The Fabricator, 833 PublisherlEdilor: Scott Melnick Featherstone Road, Rockford, IL 61107-6302 Owner: Americ.ln Inslllute of Steel ConslruUlon, Inc. One E.lst Wacker Or., Suite 1100 Ch"aHo, ll60601 ·2001 Experie nced Steel Detailer/Ch ecke r Wanted Known bondholders, mortgagees and other • Minimum ( 15) years experience required. Salary is 'ieCurily holders: None negotiable. If you're tired of the rat race, then this beautiful rural Idaho setting is for you! Lots of Circulati on In fo rmation recreation. Please send resume to: Total no. of tOpics: Corbett Structural, Inc. 11 month avg. 39.000 September 1994 19.500 115 East Main St., Suite 10 Requested subscriptions St. Anthony, ID 83445 12 month avg. 11 .000 September 1994 30.&40 Free distribution by mJiI 12 month av~ . 4,000 ANGLE ROLLING September 1994 4.666 PULL MAX offers a line of angle roll machines Free distribution that make the "Hard Way" easy. Types and sizes to outside the ma il meet your needs with high section modulus 12 month avg. 2,500 capacities. SeptC'mber 1994 3.030 TotJI free distribution Call us toll free for more information: 12 month

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461l\todem Steel Construction I November J994 • very easy to learn and use, became a ]IIUIIuctive _ ill just II1II day • extremely fast, shortens the (DlKept through design cyde • most powerful on PC platform · 30 fEM, budc~ng, nonfinecJf, P-deito, dynamic, 30 moving foods, parametric structur~, phase (onstructions, US ond foreign (odes • buy the power you need, ~orts from S495 VeMn . 150 node/ 3D ~us ~e eIemen~ • easy payment pions for 1500 and moo node versions • no r ~k , 30 day money bock guorontee See for yourself. Have fun. Any questions? Cal us. 1-8OCHCHOIOT metrosofi 331 Pat~·r.~'nlht. E Rllfhttjord. "'IJ 07073 Please circle 1# 51 PsI£' ArAiIlAllJ[ (IItIIffJIG ttI~OF 1JOIiIAM AND ffE.IKOOJED EXAMIIlS] OVER 1200 USERS WORLDWIDE FOR MORE INFOllMAnON (AU 201 ·438·4915 OR FAX TO 201-438·1058 ------, O ~ I > ~ : Addr~s : State Zip I hl: ~ I I I am: .J structural engineer, .J arrhitect, .J educator, .J dealer, .J other: I .J Please have a product spe!iol~t call me .J Please send more information I .J Please send working demo version (limited to 20 elements and 30 nodes), with recorded macros of real d~ign exampl~ . Endosed ~ a check for S2S (plus I applicable Tax in NJ and NY\. I have a system equal to or better than 3B6SX with moth coprac~sor , .J 4 MB .J BMB RAM, 25 MB of free disk spoce,VGA monitor. I L ______~ Metrosolt, 332 Poterson Avenue, E. Rutherford. NJ 07073. Tel 201 438-4915, Fox 201438-7058. MSC I

1994 Metrosott. Inc. AI brand and product names are trademarkS or registered l1aoemarltl oltha., respeclJVe holders Developer Tested Only Novell make. no warran1," li¥llh respect to this product UK • Germany • Italy • Belgium • Spain • Portugal • Fran(e • Brazil • Luxembourg • Poland • Jordan • Moro«o