ANDBOOK AssaciationofStruct gheers of thePhilippines,Inc. UnitT-10, New Manila Condominium 21 N. Domingo St..Quezon City Steel Flat Products 6-47 Table 6-49: Tolerance on Width and LengthUnit:mm II7 I Division1ToleranceI \ Width+10 ------i II 0 I III I Lengtht15 1 II 0 I I I II J Mote:The actual length of coils must not beless than the nominallength. ASEP Steel wandbook -27. FOREWORD PART1 Built-Up Shapes. . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . 1-1 to1-52 PART 2 Cold-Formed Plate Shapes... ... .. . . .. . . .. . . . . . 2-1 to 2-20 PART 3 Cold-Formed Light Gage Shapes. . . .. . . . . .. . . . . . . . . . . . 3-6t o 3-40 PART 4 Rolled Shapes. . . . . .. . . .. . . . . . . . . . . . . . . . .. . . . . . 4-1 to 4-80 PART 5 Metal Decks. . . . . . . . . . . .. . . . . . . . . . ,, . . .. . . . . . . . . 5-1 to5-22 PART 6 Steel FiatProducts. . . . .. . . . . . . . . . . . . . . . . . . . . . .. . . 6-1 to6-48 PART 7 Design Examples. . . . . . . . . . . . . . . . , . . . . . . . . . . . . . . , 7-1 to 7-42 PART 8 Welded Joints.. . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . 8-7t o 8-26 PART 9 Miscetlaneous Tahtes and Data. . . . . . . . . . . . . . . . . . . . . . . 9-3to 3.430 el0- cm - am* - sxct. - &GI.* ila - kefm- klJ- m .- mex - mtn- mm - WIPa N Be- psi- rad- sq.m.- temp As- TYP W- PNS- center t o center centimeter c u b i ~ meter exclusive inclusive kilogram kilogram per meter kiloNewton meter maximum minimum millimeter megapascal Newton Pascal pounds per square inch radians square meter temperature steel typical weight American Concrete Institute American Institute of Steel Construction Arnerlcan Iron and Steel lnstitute Association of Structural Engineers of the Philippines American Society for Testing and Materials American Welding Society British Standards Japanese Industrial Standards,1991 National Structural Code of the Philippines,Vol.1, Fourth Edition,7992 Philippine National Standards ASEPSteel Hmdbook ."iij. GENERAL. Thi s @EPSteel Handbooki s i ntended primarily t o serve as a guide En the se1ec.tict1and use oflocatiy available structurat steel products. These products aredi vi dedintofi veclassesbasedonthomethodof,manufact~lrr:and/or maxi mumthicknessoft hesection,Thefi rstfi vepartsoft hi shandhook corresponrt t o t!lesctclassesas follows: Part 1Bui l t-Up Shapes Part 2Cold-Formed Plate Shapes Part 3Cold-Formed Li ght GagcShapes Part 4Rol!ec!Shapes Part 5Met alDecks Eachof thesepartspresentsaseriesoftablesof computedand/or compi l eddata.Thesedataconsi stofsectionaldimensionsandproperties chosen and arranged t o enable rapid and convenient selection ofstructi l ralsteel members.For increased usefulness,several other tables,formulas,and design i nformati on are presented in Parts 6 t o 9 ofthi s handbook. Asanupdatededi ti onof t heASE-PHandbookof SteelShapesand Sections,thi s handbook has considerably been expanded and contai ns several major revisions. Themajor revisions include thefol l owi ng: 1.The thicknessof steel pi ates f or the bui l t-up and bentplate have beenmodified.Thethicknessadoptedcorrespondst othebar sizesof rei nforci ng steelbars primarilyt o facilitaterecollecr;on. Thi s adaptati on eliminates thi ckness wi t h fractions ofmillimeters. Themaxi mumthicknessadoptedforbui l t-up sectionswasalso increased f rom 44 t o 45 millimeters. The maxi mum thicltness usad for bentshapes has been reduced from25 t o 20 millimeters. 2.Thethicknessof steelsheetsforl i ghtgage sectiorrshave heen modified. The adopted thickness range f r om 2.0 t o 6.0 millimeters in increments of0.5 mi l l i meti x. This compares witit t he thi cl ~ness usedin thefi rstedi ti on whi ch range f r om1.2 t o 4.7mi i l i ~nei ers wi t h varyi ng i ncr en~ent sof0.2 or0.3 miliirnetcr The range ofoverali depths ofbuilt-upBWandBHsections has beenmodified. The overall depths ofBW sections adopted range from200 to1,000 mitfimetersinincrementsof50or100 mitlimetetsfromthepreviousrangeof100 lo920millimeters withvariableincrements.TheoveraildepthsofBHsections sdopred from200 to700 millimeters comparedto the prevlous 195 ro 425 millimeters. BuUt-up wide flrnga Tee, ~WT,$ectionproperties has been added. The rolledshapes andsections has considerably beenexpanded withtheadoptionofsectionsfromtheAtSCManualofSteel Consttuction,93h edition, except for the angle sections. Although thestandardAtSCdesignationswereadopted,thetabulated section properties are inSIunits. Part 5, presenting two metal deck shapes has beanadded to the hendtrook.Metaldecksarecold-formed lightgageshapesand norn~affyvarywiththemanufacturer.Thehandbook limitedthe shapes tothose shapes tocallyavailable. Thediscussiononsteelfratproducts,originallyincorporated withintheroltedshapes,hasbeenconsiderablyexpandedto includeexcerptsfromstandardspecifications. hisexpansion mftriteri the separation of the discussion toanewPart6 ufthe handbook. DesignexampleshasbeanaddedinthenewPart7ofthe handbook.Eachofthefivedesignexampiesincludedetaiiod discussions and references to the differen1 parts ofthis handbooit as wallas i f ) @NSCP. Thediscussion onwelded]oints.pteviouslypresentedwiththe miscell~neaustabtes and &ate, is presented ina seaerated Part 8 afthis handbook. Anexpanded misceftaneoos tables and data is presentedin Part 9. ASEPSteeltianrievok - 8 -Foreword CU\SSIFICATIONAND DESIGNATIONS The folfowing classifications and designations are used forthe different structural shapes presented in this handbook. -- - ShapeDesignation Wide-Flange1BWH x WI - Heavy Column/BHH x W-- I BWTH x WWide Flange Tee Channel1BCH x B x tIStiffenedCee[LCH x B x C x tStiffenedZeeILZH x B x C x tRectangular Tube ---. LRH x B x tSquare TubeILSH x B x t-- WideFianaeIWd x wS-Shape1Sd x wChannelfCd x wStructural TeeIWTd x wAngfefLH x B x tI Pipe -standard -. IPSd Pioe -Extra Strona1PEd Pipe -Double-ExtraIPDd ASEP SteHandbook .. Where:3 is the aange width of the section;shorter leg ofangles;shorter side of tubular sections,in mm. istheoveraltdepthoflipoftightgage sections,i n mm. Is the depth of rolled sections,in inches. #s thedepthofthesection;tongerlegof angles;longer side of tubular section,in mm. i s tho ovoratf widths of ineta8 decks,in mm. is the base metal thickneaurof the section,in mm. i s the nominal weight pw unit ien@th,in kgtm. is tho naminat weight per unit Ienipth of rolled sections, in ibslft. Thesectfonsandshapesptessntedi nthefirstthreepartsofthis handbook may be refarred t o as fabricated sttapes as they are made from rolled flat products.These sections are timited therefore by the availability of these fkt products,and the availabiiity and limitations of the equipment required in tha fabricationof these shapes and sections. There are t wo generai methods af producing structural shapes from flat me tproducts.On$ is by welding together plates into the desired shape,and the other is by cold-formine plates,coils sheets,or strips. Shapes produced by weldrnents are referred here as 'flultt-Up'shapes an8 are limited t o the use of plates having a thickness greater than or equal t o 6.0 milfimoters. Shapes may also be cold-formed by passing the Rat steel products i n roils the desired shape i s attained, or by press brake bending. For consistency with common practice,however,these shapesaredivided into two classes ckybtrnding on the thickness of the base metal used.Cold-fot.ad piate shapes are produced from plates wi th thickness greatef than ar equal$6.0millimeter. Cold-formed tightgage shapes,on the otherhand,areprod^ad from coifs, sheets,or strips with thicknessless than oreqnlto 6.0mlllit:\tw. ASEPSteel Handbook xii- Foreword For plates, t he fol l owi ng thickness,i n millimeters,were adopted:6,8,10, 12. 16, 20, 25, 28. 32, 40,45,For l i ght gage sections the fol l owi ng thickness,i n millimeters,were adopted:2.0,2.5,3.0,3.5,4.0,4.5,5.0. 5.5,6.0. Because ofthegeneral flexibilityofthe fabricationmethods,an i nfi ni te variation ofshapes and sections can be produced. The shapes presented have been l i mi ted t o thosecon~monl yused foreach classification. Fort hesections,thedimensions werechosen such thattheopt i mum utilization ofthe available fl at products i s attained. Furthermore, the dimensions were chosen such that certain l i mi ts given i n the provisions ofapplicable codes and speci fi cati oi ~sarenotexceeded.Thesel i mi tsarediscussedmore ful l yi n thet extaccompar!vingeach part ofthi s handbook. Notet hat thef abr i ~at edsectionspresentedarenot standardstock sections.Thedesignerisalsoi n nowaylimitedt othetabulatedshapesand sections.Use of specialshapesandsectionsmaybe advantageousinsomfa caseswheresubstantial economymay be derived f romi tsuse.Furthermore, specialshapesandsectionsmayalsoberequiredt omeetrequirements particular t o agiven probl em. ROLLED SHAPES Rolledshapesaredefinedhereasthoseproduced bypassinared-hot bl ooms or bi l l et steel through rolls unti lt he desired shape is attained.Except f ~ rt he angles.t he shapes and sections adopted are those f rom the9t h edition of the Al SC ManualofSteel Construction. The Al SC sections adopted include the W,S,C,WT and pipe sections. As statedabove,t he designation usedi n thi shandbook isidentical t o those used i n the Al SC Manual, al though the section dimensions and properties are presented in theSI units. SECTION AND PROPERTIES Thesectionalproperties tabulatedwerecalculatedbasedon generally acceptedengineeringprinciplesandweregeneratedusi ngmi cro-computers. Simplificationsand/orassumptionsparticularforeachclassof shapesarc discussed in thedescriptive material pi eceedi ng eachpart of thi s handbook. ASCPSteelUC~wJbook ~ 8 i 1in calculating the theoretical weight ofthe sreei sections, a mass density of7850 kglrn3 was used' RKMANSHIP AMDTOLERANCES The dimensions and proparries shown on the rables are theoretical values andrhoseofthe finishedprodtrciswillbesubjectedtotheusualvariatia:is. Ibkrrrancesnotcovered shall hebasedon applicable specificatloos felating to eachcfaslrandshaltbe specifiedbythedesignerwithproperragardra f&bication and erection requirements. STEEL FLAT PRODUCTS Flatstructural steei ~roduetsarelocaiiyavsifableashot-rolledplates, csih and sheets. in addition, cold-rolled coils and sheets are also montdfactured tecdy.Thedetaileddiscussiononflatproductsandavailablesizescanbe found inPart 6. The fabricated shapes are basedon these products. ASEP:hoe! Har~rlbo:k xiv. BUILT-UPSHAPES ASEP'tee1Ha n d b o o k-1- CONTENTS ................................................Nomenclature General ...................................................... ..................................... Scope and Classifioati on1-5 .................................................... mterialg1-6 ......................................... Sectional Cimensi~ns1-6 ......................................... Sectional Properties1-8 Welds ........................................................ 1-8 ................................Comments on the Design Tables1-4 Dimensiolial Tolerances .......................................1-10 Tables of Dimensions and Properties BW -Shapes ............................................. 1-14 BH - Shapes ............................................. 1-24 BWT-Shapes ............................................. 1-34 Beam Selectionable- 1 - 4 4........................................ Values of C,Table .......................................... 1-48 Allowable Compressive Stress Table ........................... 1-49 AS; . Steel Handbck .3 . NOmNCLATURE 1Definition crass-sectional aree Area of cowresstan flmse Ftange width Slenderness ratio of compression elements ae defi~t3i n Appendix A of 1992 NSCP, Chapter 4. Axial cmapriissivs stress paraittad in a pritmatic matbarin the abrsence of bending inolwnt specifid nrinlmw yield stress of structural steel Depth of tb section Clear aiatarmce Mtwemnf3augss Moaasnt ofiwrtita about tha i t 4axis mmmntof izmztia abatltthe Y-Yaxis EffeCtiv@ Langth factor for prismatic amber zlcwsrmtbrac&P W i m m mibraceidoftbaaapressioo fl8age at which the alloapabla baading stress maylm takeucl aa 0.6QTp basedon NSCP Gact. 4.5.1.4.1 Maxi mBraeat3 length of the compression flange at which the allowable bending stress may be taken as 0.60PY B%an raolsting moment Ratio of effective profile area of an axiafly rto its total profile area, AppendixA,1992 NSCP First mnuant of area of the beam flange about the neutral axis Axial stress reduction factor where wiath- thicknsaa ratio of unsttdfened elements exceeas flirniting value given i n Sect.4.9.12, Appenaix xof 1992 NSCP Radius of gyration of a section coaprising the comprcsisaion flange plus I f 3 of the comprel~sion web area, taken about an axis in the plane af the web Radius of gyrstioraahout the X-xaxis Radius of gyrationabout the Y-Y axis Elastic sectmnmodulus about X - X hxis Built-up Shapes1-3 s~ Elastic section modulus about Y-Y axis THeight of web excluding weid thickness t f Flange thickness t" Web thickness wMinimum fillet weld size WWeight of the section per unit length 2, Plastic section modulus about the X-Xaxis z~ Plastic section modulus about the Y-Y axils ASEP Steel H abook -5- Bui l t - UpShapes 1 - 5 BUILT-UP SHAPES Built-up8hapc.sareherein definedasstructuralsteel sections madeup of steel platas with thicknesi* ranging from 5 . 0nunto45.0mm,welded togethertoformstructuralohapas. Consideringthatlocally produced rolledshapesarenormally limitedtodepths of about 200 mm, built-up sectionsarefre-- quently used as a substitute for rolled sections. Soma fabricators use modern equipment, such as multiple head gascutting amchines and automatic welding machines,neededin theproduction of built-up shapes.These modern equipmenthave considerablyincreased the economy and efficiency ofproduction ofbuilt-up sections.With the tables presented in this Part2 of the Steel Handbook, designers may dlrectly select andspeclfy abuilt-upsection, Alternatively, the tables maybeusedto facilitatethesubstitutionof built-upbecrionsforrolled sect ions. Scope and Classification Asdefined above, there is an infinite numberofposslble shapeswhich could be presented.For simplicity, however,this SteelHandbookis limited to the mostcorrronlyusedbuilt-up shapes.i-e. the bi-symmetric I shape and the wideflangeTee shape. Threespecific built-up shapes are presented in thisSteel Handbook,the BW, BH, and BWTshapes.The BW sectionsarein- tendedprimarily for use as becam members, while the BHsections arenormally intendedfor use as columns. The BWT sectionsare intendedforuse as truss top and bottom nhordelements.The classification and designation relating to tZ?eseshapes are given below. 1-5 DuiJt-Up Shapes --- I 7 I ClassShapaOesignaticn! - ---4 I Bur lt-UpWide FlanneBWHxWi i Heavy CQ11maBHHxU1 I Wide Flange TeeBWTHxW1 Thedesignation of built-up sections arm basedonoutside depthweight per meter length rather than on a21dimensions ofthe buikt-up section as is used in other standards. The adopt- ed form i stisimpler and is one which is familiar to localdesiw- ers . TheBWandBH sections are distinguishedbytheratio, tx/r y e ofthe radius of gyration about the %-XandY-Yaxes, rosplctively.EUsectiona have r,/ryratiosgtraaterh aor equal to 3.0,whileBH sections have r,/ryratios less than 3.0. Thegrouping, however, doe8 not imply that tne EWaectiom areto be used only as beams,and BH sections aacolumns.Pap ticularloading or lateral support conditions or otherrequire- abents m ydictate the shape ofa given memb%r. The built-up tee (BWT) sections presented are assumed tobe obtainedby cutting BW sections similar to rolled teesections. The depth df BWT soctione are therefore half Of those correapon&. Lng Bttsections, A total of 255 built-up sections are presented in this st-1 Bandbook.Ofthese, 88are SU sections with depths rangingfrw 200 1 ~ 1 to 1000 m. Thereare 81BH sections with depthsrang- ing from 206 am to 700 m.. There are 86 BW-sections withdepthp ranging tram 100 am to 500 mmn. Materials The m~nimumquality reqairement for built-cp shape fabrrca.. tion is structural steel coxktoxining to ASTRA36and/or Jf S ~ 3 1 0 1SS 400 (formerly JTSC3101 SS41). 3.'St1 f?andbook Locallyrolledplates are availablefor thesegradesoi mtructural steel which have minimum specified yield stresses, I"., of248 Wtjaad 245 MPa, respectively.The sectionalpropertief5 andlimitsof built-up shapes and sections are basedonthcse values.Furtherinformation regardingmaterialsforbuilt-up ahapes i sgiven in Part 6. Sectional Dimensions Amajorconsideration in the choice of dimensionsofthe sections is the optimum utilization of locally availableplates. Again,to facilitate easy recall in detailing and deslgn andto simplifysplices between connections, out-to-out" depth atpre- dlctable increments is adopted in this Steel Handbook. Withthe"out-to-out" depth, thecleardistancebetween flanges will vary depending on the flange thickness resultingin alower .yield of the web plates. This situation isunlikethe caseofrolled wide-flange and S-shapes whosecleardistances between flanges are kept constant for each family of thenominal depths.The constant clear distance between flangesofrolled sections is due to the roiling equipment used in itsmanutact:?.rre wheresectionaldifferenceswithin a familyareachie>*ed by vdifying theflange dimensions and the web thicknesses. Built-up sections, however, are not subject to theselimi- tations.ff:I sbelieved that the use of a constant"or.!t-tc-ont" dapthwould provideease in detailing,fabricationa i derection.Fi:rthermore, it is'believed that the cited ut i liz;lticn of plates could still be improved by choosing apropercutting layoutor byusing the remaining plate materials forsec:ondar.y structural elements such as gussets and stiffeners. Asidsfrom the utii-ization of available plates, thedimen- sions of the flanges of both BW and RH sections were proportioned to satisfy the limit on the width to thickness ratio for unatiff- enedelements of the compression flange according to NSCPSect. 4.5.1.4.1.This limiting ratio, of 170/JFg, equals to 10.8for structural steel coaforming.to ASTMA36.1-8 Built.-ilp Shapes For the web dimensions ofBWsections, the thicknesseswere lFaitedsuchthat the allwnbls shear stress raybetakenas Q.40Fg without. the use of stiffeners. The maximum ratio ofthe. cl~asr distancebetween flanges to web thickness h/t,equalto ]1000/lF.For a yield stress of 248 MPa,this ratio has avalue of63. 5. Note that stiffeners should still be providedasre- quirad by otbr provisions of the code, particularly NSCP Sects. 4.10.5and 4.10.10. For ttm ueb dimensions of BH aections, the thickneaseswere limitedso that the depth to thickness ratio of theweb,h/t;, Qarnot exceed the value specified by NSCP forxala 4.5-4b. This limiting ratio, 675/JFy,has a value of 42.8for Fy equal to248 NRa. ti%ctional Properties Theproperties,ratios, and weights of thesectionswere aemputed cansidering the diQ+amionsof the flange and webplates anly.The weld aatarial was excluded. Ifiacompetitivedesign r*ndconstmctien environment, some besigners wouldincludethe capacity of the weld nmterial. For built-up tees, values of Q, and C',for Steel with mini- mumyieldoltrese, Fy equal to 248 MFa are alsotabulated.For gections with width to thickness ratio of unstiffened projecting eleaantsof comgreesion flange exceeds 330/ JFyasspecifiedip, lPSCPSect.4.9.1.2,the allowable stress isgovernedbythe ~ S O V ~ S ~ O ~ S ofAppendix A,Section A2, A5and A6ofChapter4, Part 2 of the MBCP.Where no values of 9,and C',are shown, the krullt-up tee conforms to NSCP Sect. 4.9.b.2and is consideredas fully effective. Thedtmansion" w" given in the tablesofdimensions propertiesis the minimum Leg size of fillet weld& as Specified inNSCP Table 4. 17. 2A. The actual size of fillet welds mustbe specifiedby the designer.To facilitate this calculation,the quantity Qf/Ixare tabulated for eachBW and BH oectio~~s. Qi i s ASEP' eel,andbook I' Duilt-Up Shapes 1-9 the first moment of area of a flange about the X-X axis. Groove welds may also be used to connect the flanges to the webplate.If required, groove welds shall be asspecifiedby the designer. Co-ntsan the Design Tables Asideftom the tables of dimensions and properties, aBeam Selaction Table for the BW sections is included to facilitate the sslect2.on of flexural members dtlslgned on the basis of NSC? Sect. 4.5.1.4.1.For ease of use, the quantities required to check the compact section criteria are included, togetherwith thelimit- ing values of the unbraced lengths. For the design of compression members, a table of the allow- ablestress as a function with the slenderness ratio,Kl/r,is also included. AS1StesHandbook 1I 3 I 6 I i i 13 1 6{B/lOO, but aoti 1fI Ileasthan 6 ruJ 5 J a H is maeuredpatulle1 totheweba t theuebcenterl i ne .F is thelaaximwaof f s e t at thetoeofthefl angefron,r f i ne noma1t o theplaneof theweb throughthetntessec- tionof theweb center l i neand tboutsi deface c " the fl ange.Built-up Shapes :-.I1 B.STIWIGHTMESSTOLERANCE ---- I------- -7-- 1 1 MemberILength1Permissible Variations in Straightness, mm I IIrrrmII +-- 1 columns I -t--I- I I Less than 9,100 11 mmx(total length in m) I (9,100 to 13,700 110 mm 1 10 mm+1 mm x(total length I i 1Over 13,700 Iin m-13.7 m) I II I II II Beams w/o III !specified III (Camber or I IAll I 11 mmx(total length in m)I 1 Sweep1 C. CAMBERANDSWEEPTOLERANCES II i~arlableiMemberIPermissible Variations from Specified1 1IICambe r or Sweep, IMII +-------i --I ( Ca mb e r lBeams except (2 raa,x (test length in m),but not 1 below aIless than 6 mn I II III /Beams withI I I ltopflangeI I I Ilembedded in10.5 mmx(total length in m),but I 1(concreteInot less than 6 mmI I II 1 Sweep1 Beams I I1 mm x(total length in m) I I " Tolerance over specified camber of beams need not exceed the greater of 1m x(length to the nearest end in m) or 19 m.The toierarice under tho specifted camber is 0KUII. Flust~ n i have a designed concrete haunch. c':,ecified tolerance is for over and UPX~ UKspecified camber. Built-Up Shapes1-13 TABLES OF DtMENSlOS ANDPROPERTIES htkr IgrmMonWA HxW km mm2 HI4l l mm R r nASEP2'%?mdhoo!; Bur l t - . UpShapes 1-15 I BW SHAPES Dlmenalonr Proputlor 8opwkieaIPlmtte Modulus 7Axis Y-YI7 Dwgnrtion H x W BW1COOx518 x457 x373 BWmx 496 x444 x4'93 x370 x357 x333 x334 x2e3 BW900xM7 x315 x264 x2% x225 x ASEP Steel Iiandh,k -17. ASEP steel Handbar. -18. Built-up Shapes 1-17 -7 Deaignat~on H x W --- BW600xIt% x1' 39x150 x133 x1113 BWmx\Ff x1% ;rtttk -146- +-nono man aai-* ~--ono$jg~ crnrnom TWO gwbrn nn4t m a s 0 - E%m XXXXX XXX XXXX XXXXXXX XXXX U) a, (0 - T- rD v- P .-- r- 3 3 Z 3: 8 I 4-28Rolled %hapals w t 4 x mx 4 sx 428 X x $90 x $42 ~ $ 1 1xaea x 257 xm x211 x leg x 176 x 156 x 143 Wl 4 x fk 120 xloo xw xBO W14x$2 Y'P4 x68 FlangeFkngs WidthThldnnm RSEPSteeHandbook - ,2- WSHAPES D~mensions Proportlrr - --- Eiastic PI AXIS X-X I1 " i ! I... ASEPStaPandbuok .5(1 No1 l edShapus 4-32 RSEPSteel Han&book -15%- 1Dorignation I i - Flange Width b, mm -- 254.3 253.9 205.2 204 3 203.3 188.6 165.6 164.8 102.4 101.7 101.3 100.8 2M. 5 282.0 280.7 259.8 257.3 256 0 2540 254.0 203.7 202.8 202 2 14T6 146.6 --4-34Rolled Shapes me. s mi 23, 6 T553,7 2S,7 m.e 2228 215.6 206.1 m.: 203,i w.7 201.d 210.1 me.c 208.( 2112. $ r n~ 182' 1m 1 %'il S,! 159: RSEP Steel Handb,k -151- -- web 'hkkmu t mm 8.9 6 1 7.1 - Fkngr width bf mm 1n.e In,o 1a3.1 i - -ASEP St oe l Handbook -1Sl i - Rolled Shapes 4-37 W SHAPES Dimonrionr Proporllu Ela8t;o Proportlo8 M a X-XIAxlrY-Y ASEPSteel Handbook 1 5 /ASEPSteel Handbook -1s Rolled Shapes 4-39 ASEP Steel ~&;tbook t cn k# A mn? 6,645 4,813 4,w 3,* 3,794 2, m 3,271 2, w 2, WQ 1,887 1,QIO 1,456 1,426 1,077 1256 118,4 106.9 101.6 980 aao 90.8 84.6 83.4 7a 3 71.0 67 8 8a 7 569.2 ASEP Steel Nandb,k -160- Rolled Shaws4- 41 ASEP Si'ecllHandbook 161- 4-42 Rolled Shapes ASEP Steel Ha n hook -162- Rolled Shapes 4-43 CHANNELS Dimrnsiane Properties Etaetlo Proprrtir M e X-X1P IIsIII 221 8Rl. 741,007 21,-t e?i7@meLKW .t@,B?171.4B a s 731 in*$ / arw574 113385.95487 99 76&19404 ASEP Steel Handbook -163- 4-44Rolled Shapets * ASEP steel Handbook -164- Rolled Shapes 4-45 I xtd mi d - 7,242 @, a7 $ 4 83,704 3,FM 3,811 f ,802 770 &St El&Proper AxisX-X I xr dxtd mm4mrr? I ASEPStuefHandbook -165- 4-45Rolled Shapes STRUCNRK TEEe Oinrensionr Proputhe Cut horn W S h mASEP:eelHandbook -166- Rolled Shapes 4-47 8fRUCTURAL TEE5 it bimrions PropMrn Cut from W ShbprrI 980%WT18x17Q.5- 07, CISx164 $7'36x 150 08.Mx140 $3.84x t 3 035,$2xtns 94.72 I x i 1 5ASEPSteel Handbook 161 &nDepth AH mmimm BTRUCTURPL TEE8 Dimmiom Propwtiw Cut ham W $ h r wASEPS tee1Handbook -160- Ekntlo Propwtlr . MJd,X-XAX!, Y-Y . II8I1II8I xld rnm4 270,134 94,409 gpo, ma,m7 I#,as m1540 ~ a o imart #I 1m,w 1n, w lM,W 1s,m 148,288 101,MI i9,8365 1 30,954 ASEP Steel Handbook -169- m,e '346.7 344.2 941.9 339,t 325.5 3173 314.2 310.9 m,t '805.8 311.4 am.e m*f 31K3,0 301.2 301.5 289.8 ASEPSteel Handbook -170- El r mPropertinI AxlrX-X I P 1 sIIi- e& Ir30,377 6607S%MS eaao128970 as?awoa #392f,g77 me000,w tH891,@7 675861,185 87.3170,738 M55@Ol S @5,7@y11c ?a4524$43 758522M5 5if@%% ?a2017,190 77,7214,851 e m 7,159 a006, tm ASEP Steel Earbook -171- Rolled Shapes4-53 I xl0'md - M,oae W9lt 711,338 69,094 02,435 54 1Sl59,837 52861 43 785 42,872 30,043 31,027 34 423 29,(5234 sq1os 52,eet 4q $32 44 2%ma043 34, a87 DerlgnrUon dxw ASEP Steel Wmdbaok -173. 14,8284.8 ras2ea 3 1.1'8m15 10.0280 0 ASEP Steel Randbook -174- Rollea Shapes 4-55 STRUCTURAL TEE8 Dlmrnaiona PrOprrUr Cut horn W S h a p ~Y$ Eiraklo Prbprrllw X-XAxlrY-YDesignation IIII8 STRUCTURAL TEES Dimcnaionc Propartbe Cut kern W Sh r m - m* H nrn - 284.7 2744 285 7 257.0 24s 0 241.8 237.0 232.4 227'8 2P.8 217.4 212.8 2m.o 2m.7 1B. 8 IS$.% 1 W.3 1 90.2 $87.7 f a 2103.9 181.9 179.8 1 79.1 Web ' hldtnrrr tv mm - 70.0 7r.g 65.9 80, 5 ma $1'2 47.8 480 42 0 89.1 36,8 828 a.Hi,l) 27.2 24-9 2516, 21.1 189 I f3 184 15,o 13 3 $23 11.2 ASEPSteel' qndbook 176- Rolled Shapes 4-57 xtd md 4323,5 2,4 3469.1 31 05,B 2774.2 241 ,@ 2318.2 21 53.3 1977,2 1B08.2 1%29,0 1321.5 1188.1 1 084,2 972.3 877 5 7u. 4 6W1.9 5514 50D 4 4%2 408 8 3l,6"H213 6 aqm3 arg80t.2 aqen1ma@ lii,B7l1Qi . O 44895I867 lQ000182.15 r 4 r 2 ~ t7ix-i 14,452174,c ASEP Steel Iimdt-rk -178- Rolled Shapcs4-59 K ~ V XI@tYXIdXIo3 mm'mw?mmmmmm'mm' ASEPSteel Handbook -179- STRUCTURK TEE8 Dimrnsion F'roprtkr Cut tom W Bhapau 20.1 1 a0 155 140 rat 11.1) 1au 9.8 0.1 8.8 8.4 8.5 7.5 7.8 6.6 5 0 6.6 8.0 5.6 5,t ASEPSteel Ha- ibook -180- RoXled Shapes4-61 liTRUCTURM TEE8 Dimendona Propwtlw Cut kom W Shprr tYxrd rnmmmmm' 1I 34.2982,831: a25171,592 3a2aeqew m7 0 56,193 27.1.9448,94@ 268244,~5:! 25. ~140, sea 25.0236,298 aarewm 25311qQ37 28.7211,730 2R7010,406 27.439,157 $a 025,078 32284,246 31.753,605 41.40970 41.91783 44.20587 44.70491 ASEP Steellandbook - 1 4-52Rolled ASBP Steel Handbook -18%- Rolled Shapes 4-63 ASEPStcrIIandbook 183 4-64Rolled Shapes STRUCTURAL TEES Dirnsnrion~ Propwtkr Cut from W S h a pDepth H rn m Web 'hlcknecr L mrn 9 1 7 9 7 2 7 2 6 2 6 4 5 8 6 2 5 8 43 8.1 6 6 5.8 6 8 5 8 4 3 s 9 6 1 71 -- -- Flange Thlcknwa 4 rnm ASEPSeeel Handbc Rolled Shapes 4-65 STRUCTURAL TEE8 Dimonlions Proputla Cut tam W 8hapor Mr Y-Y II8 ASEPSteel Handbook -185- ASEP Steel 'tnabnok -I35 Roi led Shapes4-67 xrtan mmmm a ao16.0 9016.0 &O18,O 8016.0 0.0t6A BOtao B 0t6.O ASEP Steelandbook . l CRolled Shapos 4-73 4-74gWl l &Shapes ASEP S tee1:aridbook -1r Rolled Shame4-.lt; ASEPSteel.Handbook -195- 4-'76MoJ. l e dShapes 21 3 aat 3 a 4422 4a3 00.3 7ao me 101.6 114,3 141.3 1aar,a 219.1 273.1 323.8 21.3 a7 38 4 422 48 3 64 3 73 0 Be B 101,8 114.3 - ASEP Steel Handbook -196- Rolled Shapes 4- C r1No.Id ASEP Steel HanPjook -197- PIPES Dimrtuionr Propath8 ASEP Steel Hand1ok -198- Rolled Shapes4- 79 Sohedula No. ASEP Steel Harlbook -199- PART 5 METAL DECKS Metal Decks5-1 CONTENTS ................................................. nanclaturO5-2 -era1......................................................5-3 mtsrial .....................................................5-4 D.pip ....................................................... 5-5 Fireproofing .................................................5-5 Wrrosion ....................................................5-6 SD Dtteign Data ...............................................5-8 SD Panel Section Properties .................................. 5-9 BD Concrete Volumes and Weighta .............................. 5-9 Allowable Lateral Loads for BD Composite Slab ................5..10 9D Col mpcsi teSlab Allowable Superimposed Load ................5-11 CD Panel ~ropartica.......................................... 5-13 CQ Panel ReactLon Data5-13 ....................................... ColqpsrbiteSlab Propertlee5-14 .................................... ASEP Steel Handbook -203- NOMENCLATURE D.f inition Crosa-mectionrl area Concrstsstrength at 28 days Rblnforci'ng bsr yield ettength SpecifFe8 yi el dstress of structural ateal Coapoeita section mowmt:of inertia Positive bending rorantof inertia Uegativa bending momant of inertia Second mofent of orea for negativs moment regime (Strength) Secondau3aent of oreator poeitivs rtoPent regiono (Strength) Owarning lrawnt capacity of section in the negative S m eGoverning moment capacity of section in the positlv~%one Overall width of the metal deck Inside radius of bend Positive &ancling section modulus Negative -dingsection modulus Base metalthickness of thtametal decks Cmtpo8ite eection raoduluafor concrete Elastic modulus for nwative moment tone (Compression flange) Elastic modulus for negative 84wurtsome (Tension flange) Elastic mdulus for gositive aooant zona (Compression flange) &laatic modulus for positive moment eona (Tension flange) Coapasite aection modulus for steel deck Perimster ofembedded metal deck Units mm2 MPa MPa NP a m. 4ma4 ma4 ASEP Steelmdborrk -2C Metal Decks 5-3 METAL DECKS Metaldecks or panels, generally considered as part ofthe familyof cald-fornned structural steel members, arecategorized under the classification of surface members.Roofing, sidingor wallandfloorpanels of various profiles,coatingandbase waterials,belongto this classification.Materialsusedare normally steel, aluminum and sometimes stainless steel (forspe- cial application) "h ThisPart5 of the Steel Handbook deals withsteelfloor panels,normallyreferred to as floor deck, steeldeck,metal decking or aimply metal deck.Metal decks may be usedstructur- ally,as a composite alternative to conventional woodormetal formworks.However, unlike conventional formworks, metaldecks are permanent and therefore not reusable. Forcomposite systems, the metal deckshave positivebond enhancementsbetween the concrete and the metal profile topre- servethe integrity of the composite action.For"trapezoidal profile" metal decks used in composite slabs, indentationsalong thelongitudinal elements are provided.For"othernprofiles, verticalfoldsor stiffened webs are totallyembeddedinthe concrete to provide the necessary grip for composite action. Similar to cold-formed light gage frame members, metal decks aremanufactured from galvanized-coated continuous coils orcut sheeta.Cold-formingmay be done usingpressbrakiog/bending Rathodsinthe manufacture of "special"profiles.Generally, bowaver, roll forming is employed by most manufacturers formass production. Regardingthe architectural aspect, metal decks areavail- abla either in "ribbedn profiles or with"flatn soffits.Inthe absence of a ceiling, metal decks with flat soffits are desirable over the ribbed type.Metal deck products are mostly proprietary innature.The manufacturer usually holds apatentforeach particular metal deck profile being produced. ASEP Steel Imdbook -20 The metal deck profiles featured in this Part 5 of the Steel Blur. dbkara only those available locally.The "trapezoidalnor ."rilpb&"profile is .available from Philmetal Products whilethe *sl at n or *soffitm profile is produced by Condecklnternatioaal. ;bletaldecksunder the brand namesSteeldeckandCondeck,are l.l#otifieQinthis Steel Usndbook as SD panels andCDpanelm, ~llprctively.llirtaldecks aay be ordered ins~acific length. rer, for efficiency in drsifm,lengths shouldcover amini- llwr of threeapanm.Very long apanamaybe limited bytransport limitations.Metal decks lass than three spans shall becheck4 for both bending stresses and deflections- Thebasa metal quality requirement for metal(floor)decks gh.11be colg-rolled steel having a minimum yield pointof206 a ,conforming to the requireraents of JIS G3141SPCC-8and/or PWS127 Class 1-8. Specified ID deClDKIls and very seldom inwire end sheet metal gages, thicknesses of metal decks range from 0.75 m to 3.20 nm (wherein 0.75 RI M to 1.60 nunare locallyavallabla) ir 914and 1219 lea\widths. Metal decks floor slab systemsare rWarlocally available in specified minimum yield strengths,F of 275 Waand 550 MPa, and whose choice is norafilly dictatedrj; ~ ~ t ~ n ~ l i c considerations. Pot hot-rolled varieties, the minimmi quality requirement is gt wt ural mtmel conforming to JIS 63101 SS 400, with aminimlu -lfiedyield stress. Fy, of 245 MPa. :i '?or gatvaniaed steel varietiee.the minimum quality r-ire- rrwtia physical(structural) quality zinc-coated steelc o n f o wt9yt o the requirements of ASWA446 Grades A to F or corresm+ lag tWS67 squiwalsnt. Paratmosphericcorrosion-resistantsteels,theminimu qualityrequirementishigh-strengthlow-alloy(HSLA)st-1 conforming to the requirements of JIS G3125 SPA-Cor SPA-H,with minimum yield atress. Fy, of314 MPaand 343 MPa, respectively. ASEP Steel Handbook -206- Metal Decks 5-5 Currently, only the galvanized cold-rolled steel of minimum yieldstrengths. Fy, of 275 MPa and 550 MPa arelocallyav al l -able. Thestructural propertias for each particular profilewere suppliedby the manuf aoturers.However, calculation ofproper - t i a s of special configurationsfollow the methodspecifiedin the Cold-Formed Steel Design Manual, AISI1986 Edition. When ametaldeck i aprimarily used as permanent form forii concreteslab,its design is straight forwardsimilartothe ecasignofanordinary floxuzal member.As acomponentofa composite slab system, however, where it is considered as a posi- t i vemomentzeinforcament, the designcalculationsformetal becks are more complicated. The NSCP and its referral codes, the AISC fox steel,Ameri - canConcreteInstitute (ACI) for concrete andAlSXforcold- formedmembersare silent on this aspectofdesigninvolving natal decks. Furthermore, each manufacturer has its o mcarnposlte dasignmethodusuallybased onAllowableStressDesignor StrengthDesign .The basic principles usedareusuallythe X ICode or the British Standard (BS) Code of practicefortrie dmaign of reinforced concr~teflexural members.Designexamples ofeach Particular metal deck profile are available free from the ra8peCtiVe manufacturers' brochures. Fireproofing Fireproofing is a very critical aspect of metal decksespe- ciallyifmetal decks are used entirely or partiallyasrein- forcement for concrete slabs.The respective nrtinufacturers claim that their metal decks are "fire-rated" from oneto twohours, dependingonthe concrete slab thickness.theconcretetype (whether normal-weight or light-weight )used, and rhe presence ar absenceOf positive. fire.-resistivepaints or coatings.Regard- lessof this claim, ASEP requires that for metal decksusedas total or partial reinforcement for composite sections, theymust ha providedwithapermanent effective fireproofing. Forallcompositeconcretcrand metal decksslabsystem, ,&W!P rsquiras the inetallatiOn of positive and permanentmethods ePfire protaction. Corrosion Anotherveryimportant aspect of nbatal decksifused structuralreinforcementtor concrete slabsisthecorrosion factor. Forstructures builtin corrosiveenvironments(lika sari nroff-ahor6structures,andstructureeatornear bbot es) , and structures having acidic or abrasiveenviranmnts ( l i ke , manufacturing plants),astal decks should at best beused wilyas a rrsplacentant to fonaiorks. ASEP Steel Hanctbook -208- Metal Decks 5-7 TABLES OF DIMENSIONS ANDPROPERTIES ASEPSteelHandbook -7nq- SD PANELSECTIOPJ,PROFILEANDDIMEWSlONS SD PANELSECTIONPROPERTIES (PeR W3"i'RWIDTH f tIPOSITIVEBENDINGMOMENTNEGATIVEBEPI'DINGYOYEKT SUBDEPTH O W TOP OF 41),mm unmI -- SO03.676 I NOTE3:1WEIGHTSFORCONCRETE ONLY- NOMETAL 2W:ICIlTSCh ENINCLUDEALLOWANCEFORDEFLECTION ASEPS t a d Handbook -211- ALLOWABLELATERALLOADS FORSDCOMPOSITE SLAB UWABLELATERALLOADSfN/m2f 'COULSIMMKi NAn ONSPAN - C/COF SUPPORTS,mill PwIx, mmN w XL 1.W2,1002,4002,7003,0003,3003,600 @Oi l 0X0.8026.12025,240 24.51023.95023.490223.20022;910 58SWX1.0026.99025.820 24.95024,37023,78025.36023.0% I 1.UTWLWVALUESAREo o r * ~ o BYs 8sum *NO~ S KI AKS OFLOS ANCKLKu u r o ~ N u w oo mCOMLJNEUINRESEARCHRECOMMENDATIONNo2757OFTHEINTERNATIONALCONFERENCEOFBUILDINGOfFlilliLS I f2.NOKICRWEINVPLUES%OWNSPERMIXEDFOR W!ND ORSEiSMiCFORCES. I I 3.WELDSTOSUPPORTINGMEMBERSS W LHAMAFUSIONA R M '.?UIVALENTTO 1 27 mmEFfECTlVEDIAMETER (COMMONLYREFERREDTOA3PUDDLEWELD) I ASEP Steel Ha? .book -212- Metal Decks5-11 _ ~~.-$1)COMI' OSI' I' I~SLAB -OFPIHAI,L.OIVI\I