es 77,140.01; 91.080.10 SANS 10162-1:2005 ISBN 0-626-16165-7 tion 2 SOUTH AFRICAN NATIONAL STANDARD The structural use of steel Part 1: Limit-state design of hot-rolled steelwork slonderds (Sicivision of SACS)‘Table of changes (ChangeNo] Date ‘Scope Abstract Covers rules and raurements for tho design, ftrcation and erection of stl evucttes where the Getign is baced on imi sistes. Tha shucral members snd ames cont primary of hot ood Stuclualstel components, an incuce The deal pats, wel, bols, fasteners and othr ams ‘equied in fabvicaton and erecon. [also apples to stucural stool cempenensinstuctes rams ‘ther matoras Itexcuses road sr ral bigs, anonna loners anc ofsorestuctires excep hat Keywords Foreword This South Atican standard wae approved by National Commie StanSA SC 120.614, Consinson standards Steel and aluntalam stucures,m accrdance wn procedures a Stanaars South Ale, in complance wih annex 3 ofthe WTOMTBT agreementIntroduction (concidoxy [causes of his standard have been re-ordered ad in some cate, combined. The annexes have bgene-odered: some have been broughino he standard ofeishave boon sinned recoian ¢ ew an upporthg svustures has boon added, ‘The standard refers o SANS 2007, which defines the standard sccordngo which see srveures Tavs _be abated and erected. This stindard does not apoyo shuckres nt mente ee standards asa minimum Talantar& spate win te load snd combination fecirsdefned ne atonal landing standara: SANS {0160 Ths slander based largely on tha Canaan stendord, CSA S16, Listes desig osteo! ‘tecture. The asitanco ofthe CISC and CSA fs grathty ackrealedged. Wak Soon et ensarches bean prepared by Tecnical Commie convarety te Seats ions ha Canstucson, NOTE Use ct sing dons no excl he pal (and cs vers) when he seee slows OTE? AoW te hlndod pinay te of his saat ssl nts cope, Nis ign ota atk ‘ene responebiy oe wero he Sane © age Sua rec eee ee NOTE, Ui nbleaton was doveond by consensus, wih is dat ae “ebetail grommet Consens ‘mle much more han a'sple matty, ott moony sin NOTE 4 Sah Alien standart ecatjct pero ew, and suggestion fr the provement willbe "erode appresnecomtion,‘SANS 10162-1:2005 Edition 2‘SANS 10162-1:2005 Edition 2 Contents featinuee) Page 9 Siabity of structures and members 2 2 2 endIME8S 1 soa ™ 2 Efecve length aco for fxurl mabe. 10.3 Members in comprossion ress rate, ” thickness ratios elements in compression A Clasitcaon of sections, 112 Maximum width-to-thickness ratios of eomenta subject to comprescion.... 113 Wd aed tines ce Pa 2 8 5 a 5 5 sSANS 10162-1:2005 Edition 2 sseeus ga sea g § BRRRRS 3 338883SANS 10162-1:2005 Contents (coneuaes) 24 Wrong 244 Design of arco jot. 242 Orin otra 243 Welding nen 25 Colure bases and holding-down Bots 254 Loads. 262 Resietante. 26 Fatigue 284 General 126.2 Proporionng : 263 Live ieadandices faigus 264 Distanen-nduced falgue 27 Seismic design roquroments 28 Fatricaton,erecon and protaction against coosion Annex A (informative) Stardad practice for stucura soe ‘Annex B (informative) Margin of salty ‘Annex ¢ (elornatve) Guide for Noor iratons. ‘Annex D (Ifornatve) Recommend raxinum values for defections for sericea ‘arable and wind esas. ‘Annex (ilormatve) Ecce lengths of oles ‘Annex eiomate) Citar eta tecve cota natin continuous rane ‘Annex 6 (irformatve) Deflection of composite beams de osrnkage of conereta ‘Annex H (informative) Crane-supperting structures Bibiography. Edition 2 Page 7 7 7% 0 82 8 £888 & sRae ae‘SANS 10162-1:2005 Edition 2 “Tie page Intentionally lft blankSANS 10162-1:2005, Edition 2 ‘The structural use of stee! Part 1: Limit-states design of hot-rolled steelwork 1 Scope {he sandad roves nos and equate dei, ableton a econ of so 1.2 Requirements for cold formed sie! etcturl members ee given in SANS 101622, 1.3. Ts standard copes uncontonaly ostestaak in bulngs and oer staonary sires, eluding road andral bridges, aniona towers ae osha ties except supplement tes ‘orrequrements may benecossary for a} unusual ype of constuction 1) mize systems of construction: ©) any sos structure that 5) as. great height or spans, |e roquted tobe movatieor racy dante, Ws exposed to severe envronmentalcondtions or possible severe loads, for example those resuting fom vehicle impact or chenseal eosin, ¥) employs materials or products not sted in cause 6, or vi) has other spacial features hat could floc slg, tbication or erection, responds dynamically to loading, rd il) ts cesiged to resist cartnquates 2) tanks, stack, over patoworkseucture, poles and png ane 2} crane supporting stucties.SANS 10162-1:2005, Eziion 2 14 ates metoas of dein ay 3 esi the SANS 1700 Set (SABS 1700 Sa), Fastoners SANS 1921-8, Construction and management requirments for works contacts - Part: Sructua! Stealaork ‘SANS 200081, Constuaton works Part O51: Stuctura steno ‘SANS 10004 (SAB 064), The use of hight fiton arb bts.SANS 1010041 (SABS 0100-1), Tho stctual use of console Part: Desi SSANS 10100.2 (SABS 0100-2), The structural use of cance ~ Part 2: Materias and execution of 2), The general procedures and adngs obo aceped ne deson fbalangs ‘SANS 10162-2 (SABS 01622), The stuciral uso of soe! Part Z Listes dean of coll famed ssoolork ‘SANS S0440/EN 440 (SABS EN 440), Welling consumabes~ Wire electrodes and deposits fr gas SPiolded motal arc walang of nan-aloy andre aan slots ~ Classicaton, 22 Publications ‘South Atcan Ste! Construction Manabock: Lint sates design, Souther Afican Iethe of sel conection, san Guide to stot design entra for motl structures, E45, Structural Stbilty Research Counel sion Wey & Sons. lourrof te Stractral Divison, ASCE, Vol. 105, No. ST, Sept. 1979, Fark and Fisher, 3 Definitions and symbols 3.1 Definitions For he purposes cf hia stnderd, the folowing detnions apply: aaa accoptable Sozoptti othe Engineer 3a Sted deaton fo svofioss of a nombar or sructre1 compart fr detectors tha il ‘oourin the member or tie when tis oaded (eee 62.2) 313, ‘concrete Periand cement concrete in accordance with SANS 101002 344 ‘engineer Detson responsible or te design and satisfactory completon of a stucture in accordance wih the provcons ets standard a4 ioads design oad {he product of he noninalfoad andthe appropiate lead fair defines in SANS 10160SANS 10162-1:2005, Edition 2 34.82 fatigue food sign load action elec ea 3453 gravy toed ats othoctjoctbing supprted, mips by fe acaeraton cue to gravy 9 3484 ‘nominal ead IGod as spectod in SANS 10160 igus limit stat coe tase 26) oF acon effect petabing fo the serviceability it state (see SANS 10160) oad ‘design ad or acon elec peraning tote ulate iit state coe SANS 10160) 316 feelatance 3464 Romina resistance (8) ‘heotied or characoristc resistance rstargih ofa member, connection or stuctr, a8 cloulted in _tcordance wi ie candard, Bese an the specfod material poperties end nominal dansions 3462 ultimate, servicsabitty or fatigue resistance (42) NOTE. Toman amplicon ule i anda ese certs te prt of menor ‘ites hve ge Den hepa ho eats ‘condlion of sucure at wich teases to ful he function fr which kas designed 10ry ‘imate in state Statens concoms sate, cluding! excosing the lsc-carying capecty,overuing, up, si rep fare aspect. ovetuning We ing a19 siuctre ary eacruction except as quatidin 1.3) consisting primal fsructural sta components, incusing ‘he deal prs, wold, bots, fasteners and ctor lame ‘equredi hefatreaon or erection ofthe a0 Tolerances {olorances relate to the plumbness, algnment and level of he pace 28 @ whole, se speed in SANS 2001081 ‘olranoes alowed onthe nominal dimensions and geomet, icusing cuting to length, fiehing of tendo, outing of bevel angles ana fo faba members, oto arlghtoes such ae Dow and cae, ‘3 speed n SANS 2001-081 bow {any unintended devon fom salgrtnss ina member portion thereat, wh respecttos minor si, ror tothe appllcaionof oadSANS 10162-1:2005 Edition 2 3.2 Symbols, The folowing symbols are used throughout tis standard. Deviations fom them and atonal ‘omenaature ar need where they 2ppser "wo longa! shear planes, one on each side ofthe aed Aa int of Ze moment oe poof mau moment = caea net ares: epplcadle area of parent metal normal to tensile free in paral Danctalon groove weld = factored compressna rosstance of monbar ef component laored compressive resistance of tel ating a the corfoid oft pat of th sel sre in compracsion, = _fectored compressive resiiance of eanposte cot BOHM S2HPH LP OPHO FPROA HPPPDD DXPDDRP PPPDD P DD‘SANS 10162-1:2005, Edition 2 {peat minum yest aves af reinorang tel oer oss sel (assed tbe 77 10° HP)SREES sermpes opps 2 MESESESESS KS § SpOeTHA a4 Spor Sum of ficknesses of column web and doubler pate = Factor account for moment raion and or second-order ecto xia fro etn en ‘he deformed member, fn aditonal subset x ory. refers to the cvocion,SANS 10162-1:2005, Edition 2 BERS seveposeepres egy 4 Structural documents 4.4 Structural design documents 4.1: eta eocumanrlues ravings, stancaéh, ompuer opt, decron anor a‘SANS 10162-1:2005 Editon 2 ©) the specie iv lads for floor, roots an platoons: 4 he material o product standards (see cause 5 1) the type or types of construction e6e aus 8) 1) the structural sytem used or seismic design and the seismic zon (ee dause 27) 0) he requitement rot and floor dptrogms; 1) the design citera for open web tet olis (c00 clause 16}: ex 1) the details ofthe load esting eloments necessary to ensure te ffectveneas ofthe load resisting stem inthe completed swore, the camber of beams, gies and russes; 5 governing combinations of shears, moments, ea forcee ad osional moments tobe resisted by The conection; ‘iho ize end location of sine, renforcoment and bracing required fo stabitze compression ‘ements "yes of bls, pe-ensoningrequremons and desk ofits as ser bering or chon (See cause 22) and 1) he design cite for crane supporing atures (ce avaliable ieformaton tobe keg in min in planing the orocton ofthe structure, so prevent famage oF ie 41.8 Revisions to design documents shal be clear iasted and dated. 4.14 Provided all equremants for the tetra stool are shown on te structural dccuments, ‘hitecura, electrical and mechanical documents may be used a0 supplement o he ster ‘documents fo define the tat centgurations and covstocson moraton 4.2 Fabrication and erection documents ation and erection document shal be in acordane wit SANS 2001681 5 Materials — Standards and identification 5.1 Standards‘SANS 10162-1:2005 Edition 2 6 Design requirements and cares protcton ae urter design reirenents sto to sercenbiy and duabiy. Al ‘States shat be considered nthe des, 6.41.2 Structural integrity 8.2.44 Members and structures sallbe so proporioned thal. under serceably loads, detections are within acceptable tints for he nature ofthe rates fo bo supported and forthe iniondod se ot ‘cocupancy ofthe structure 6.2.12 In the absence of a moe detaed evaiaon, coe annex D fer recommended values for fetlocioe. 2.4.9 Roofs of buildings shall be designed to withstand any loads fly to ccour as a eet ot ponding 6.22 Camber 62.2.4 If canbor of bears, russes cr gtcers is required, this sal be specified onthe design ‘ravings. Gevorly, tusoos and crane geoers of 25% span or greater should bo cambeted empancate fr the deietion de to the senshi ale the pase oa, 162.22 Ary special cambor requirments nocessary to rng aloadd member no proper relation wth ‘he work of cher ads shall be spected on ho deign cravings,hes reported on ra eat 5.4.3 Structural stocls ‘Structural tals shall mest th roquoments of SANS 1431 (grade 300), EN 1 EEN 10185 (conesonvesstat sto), urls hers spected by tho Engnecr. 5.1.4 Special structural steels 2) he pc yl ess sa ct ceed 700 MPs +) te ratlohe miniun ose stent oth pce yl ees sal be sas 1.2; and ¢) te angtin ona gue at (5,56) na tanta a betas 15% ere ‘tte opal aa ofosezeten, aque ilntes ‘eet nacre may eats el cto, spel measures shal be keno dense nines oti acto ‘Sissi nod porns chat hve 9 ton euler a ot exceeding tat gen Sine ie 21.8 Other material ct seer. ators wing saad sher sce shal cy wthereqaen ck Sans sores 52 Identification 52.1 Methods “Thema on rodutused shal be ef aepcto n SANS 20481SANS 10162-12005 Elion 2 (or unacceptable vibration call be vos 16.2.2 Spocial consideration shale glen o for systems suscaptbleto eration, fr exams arge Sper ates tril rae al sch arin cpa be he Se ‘eeupaney.(Gulcance regen Aor wratons gen in are {62.33 Unusvaly flexible structures (genecally tose whose rai of help affective resisting with ‘xo0eds 4:1) sha be wostgac fr laaralverstore under varyog Wind Lateral accearation of ‘ha stucure shal be checked io enaure a such acoleaton re aceapate fore nnded use or eoapaney, 6.3 Requirements under ultimate loads 6.3.4 Strength ‘Struts shal be Gosignod trite fos of utimste loads as deserbod 72, acting nthe most crt combine, inuaing eas raver, eng io soso he resistance fecer as pectieg the appropiate ciaises of Bus saeward 6.32 Overtuming and upi ‘Structure sal bedealgnod tri ovetning and uti resulting rom he applletion of he timate Toads acing nthe mest cle eombinaton. 6.4 Expansion and contraction ‘Sulabe provision shall be mate for expanslon and contacon, na manner conmensurate wi the sores aed erection condos othe evuctur, 6.5 Corrosion protection ‘Seuctres shal be designed to rel the effects of foigue loads in accordance wih clause 26, 7 Loads and limit-states criteria 74 Loads and actions ‘Loads and oer inuences tobe considered inthe design ofa structure shall ben aocodance with SANS 10960,) fatigue resistance > eft of etiue loads, where th ultimate resistance is determined in scordance with oer clauses of this standard and the ‘Secs oho lena, serdceabty er fag leads we cearminedin accordance wih cau 8, 89 ‘Be ura or sordcoatity lode dened SANS 10160, or oe elect of nique loads in cause 26 8 Analysis of structure 8:4 General ‘he roqurement or suongd aed estioncs to vatuming NES2” 18.1.2 Thee basic ype of constuction and associated design assumptions, desgnatsd as “aly ‘oninecte of “coninuous, ‘simple’, and semiigh are permit fra or pat of «sbucture under ‘eisanda The ion ol al rae and Us ments tugs be Sia ‘oped on the pots of eoncbucton chosen a he forcast be resisted, 8.2 Rigidly connected and continuous construction,‘SANS 10162-1:2005, Edition 2 ructureshallbe based on ether tnoar anys employing the secant ines of 3 od of heremertal anaes foioning Be nonnos test espero of Ne Under @ pacar lading combination, the forces and mement throughout lo part othe srucre by an analsts that assumes ful ncvoual marta bshave elastically ‘may be determined by a paste analyse, proves that 1) the alee! usod has speciod minimum yield stess off 0.85 f, and exh tha laden ‘haraceristcs nocossary to achiove moment reisbuton, bythe with tosticinees ratios mest the requtemenss oc dass sectons 28 gwen 11.2, €) the members are braced laterally n cordance with 13.7, web sens ae supe on member apn ot eptaton whereas hinge wok ©) spc in beams or columns re designed to transmit the greater af 1.1 tines the maximum ‘auated moment under ulate lad tte epics focon, oF 025M, whichaver ls greater, members are nt subject to repsaled heaw impect or fatigue loading. and 9) heltuence ofits dermaton on he sen af he sxc akan to aaoaunt (See also 87.) 8.7 Stability effects ‘The vansatona load eats produced by notional lateral loads, appl at each sory, equal to (0.005 factored gravy leas cantbutedby thal srey), shall be added tthe sway elec ora ead combhatone aSANS 10162-1:2005 2) resist the forcas caused by factored leads, ») transfer the factored loads to he founda, ©) transfer forces ftom walls, oars or rats acting 26 sheseveticing lomo or diaphragms fo atjacont tera ood resisting cements, and 4) resist trsonal ete, (See aso 8:7), 9.2 Stability of members 92.4 Brace point ‘Abrace pints define athe peint ona member or element a which tis restlned 92.2 Misalignment at brace point ‘Te nil misaignment of the member aa brace point, shal be taken asthe mars lerance for ‘evi fom astaigh ine van in SANS 200%-C8' over heal lng tween the brace polis on ‘ther sie of to trate being daxied 9.2.3 Displacement at brace point Tho ceptacament of ho bracing system athe brace pol, the Sum of te brace daemon, the rape connection delormation andthe brace suppor placement. This dsplacement edu tthe brace free and any other foress acting on the brace and’ shall be caelated the rection tpendicdar othe braved member at he brace pot 9.2.4 Bracing system Bracing systems provide lara supporto columns or tothe comprosson flange of beams and girders ‘orto the compression chords of acts or uses, Bracing systems nctude bracing morbor, heir connections and spars, and shal be propotoned 0 ‘sit he forces that develop altho brace pals anc ithe ltr depsacoment of fe brace pobts “Twisting and isle dsplacements sal be provertd atthe supers ofa member or element unless ncounted fran the design, 22Forces acing in the member bracing system and its deformations may be determined by means of Sevond-erde: elastic anaes of he ertber and bracing sete, Ths anaes shal ince he oat ‘ite rica deformed ooniguraton of he member and shal consier forces dus toexcoma lace. the analy, hinges may be assumed al braos pols inthe ember or element belng brace, “The deplacement 4, shal nol coed ues @ rete value can be stile by analy 9272 Drvet method Unies a secondorder analysis ecard out n cordance with 82.71 or he silted nasi is ‘aried oc nacoorcance wi’ @26, denn estems sal be proprionet ateach brace pont iohave ‘Sectaed rela inte recon perperciclr th enghuaral as cfthe breesd memoria he lane of bucking atleast eaual ola.+ale, nail: zs a here isthe fore use to desan the bracing system, When to or more pois are Brace he ‘orcas Py atomate in crecion; a i82:5:3,41:3.68; 0 for 1,2. 3,4, or moe equall-spaced braces, respectively, unless 3 lessor value can be used by be anes; ls elo misagnment 4. isthe dspacernant of the bracing system, assumed 10 be equal lo 4, for the lie ‘calculation of Pa _ultenate compression nthe segments bound the brace poison ether ©, isthemax alt urderconsceraton, Se othe ie melength botwosn braces. Forflenura memes, he force P, 8 calodated above shallbelncreased, as appropri, when loads ‘reapplied above the shese cena afr boars in couble curvature bove, togther wth any chor orcas asingonthetscing member the rag stem, 4, shal nt excood 4 nies justifies Dy analy. Calusa alacerent of 23SANS 10162-1:2005 Edition 2 {9.2.8 Consideration shalbe given ote probable accumulation of forces, C. when the tracing system ‘stains more ha one mere. han embers ae ori wh ronom ci ssighiess the a ‘isa be takan 98 ion shal not be apple when inl misalgnmants of mombers are epencenton each other fly to ben the same doco and of he sare mage Bracing ystems for bears, gitdrs and columns designed to resist loads casing osion shall Proporioned according tothe requremets of 14-10, Spel consseraton sha Be given tothe ‘connection of abyrmete sections suchas channel, angle and Z-sectone, 10 Design lengths and slenderness ratios 10.1 Spans of flexural members 10.1.1 Single span flexural members ‘Beams, older an nes may bs designed on te basis of simple spans, whose length maybe taken fas the distance betwoon fi cotalal axes of soppring member, A suport 10.1.2 Continuous span flexural members ‘Beams, overs or tusses having fl or pried etait duet Cnty or esslver action shal bo ‘reperonedncanyall mane, shears an ober res t rsa asirng the pana genera obs {ho datas between the corte of erty oft suppor memos. Supparing meme shal bo portioned to cay mamas, hears a eter orcs nauond by bs cont oho supportod bso, Soros 10.2 Effective length factor for flexural membersSANS Tablo 1 — Effective length factor for simply supported beams. “Te deisiang aang cae apes won ho baal wpics SBE oT TAIT shatam and th hs od and fang uf oe ory, trait against torsion may be proved by 8) web cr Range cleats, ») loc-bearing titers acing in conjunction with he Deering ofthe bear, 10.22 Cantilever beams For canlever bears, he eflecve lng facter Kto bo used in 138 shalbe as given table 2, and Shale taken asthe projecting ongSANS 10162-1:2005 Edition 2 ‘Table 2— Effective length factor for cantilever beams 7 z 3 z ‘Eectve eng factor Rests conto ie Toading conden ‘A support Nip Normal | Destabiing? Free 08 14 Lara ret nyt Battin tery an or 14 oattnt eneresien fare) Tosioral estat only os oe Lateral ae oral trae as. os ea 48 25 Centnaus, wana an | Leta resrag ony at 09 28 wh como noe feeeral “oronal esit nly os 1 Free 30 78 Contwous wana | Llaleerit nt 27 75 ‘early ae Tonional estat oni a Lal oe ona stant 2A 38 The decals oang canon apse whan te oad i ppg loa lnson fargo fe bear and {he bad an he lange ae tee fo move ary ‘ho analyas ofthe stereo delomine te ené momen aa ree acing on he beat arin. 26SANS 10162-1:2005 Edition 2 10.3.3 Failure made involving buekling stra bucking shall behaved onthe retatonal and anslatonal Fostainafecod a he end of the unbraced longi ee once Sand FY 10.4 Slenderness ratios 10.4.1 General on shal be taken athe ai of the efactve length, 38 slandemess ao of 2 members ension shal bs ye comesponeing rads of yao, “The slondemess rato ot a mem 12422 Tederdonee ots mann enon tox 0 eae 188 it 3 waive if oer means are proved to orl xy, sy veratin ao aac a Maar ‘Servos win te src conan tn care, sl erin sewn asnac e ‘stimenal othe potomaneo of he ebucuro or oft sverby of near io onder ms pat 41.4.1 Forte puposes ofthis slarwdar, structural sections shal be designe as class 1,2, 3,04 depending on the mse wide heknoss aloe of hor lars subjected corpesson aos ‘Specied n 1112 and 1113. The ctasoes are deffo oo fellows 9) css 1 sections wil pert aainent of he plastic moment and subsequent redsibuton ofthe ending momert +) class 2 scton wil orm atiinment of the plastic moment but need net alow fer subsequent ‘momont reason ©) cats 3 sections wil permit ataixment ofthe ye moment and «class 4 sens wi generaly have lal busing of elements n compression as the iit tate of ‘Srvturalvestance ur, shal have an neo symmatryin the pln ol loaing hal be doubly symmetie. al have an axis syne inthe plane oleadng ie inctosas nthe onal, ‘Maximum width-to-thickness ratios of elements subject to compression ‘The maximum woes ros, WY of ements sujet al coprossion re genin able Sant {Mose of ements suede eure capresson ara gvenin kts «ora spected setion Gasshaton, ‘Sesions wih ntochcknees alos excoecng the madrum valve in fale 9 oe Css ish {able 4 shal be dougnatd os cass 4 soctone, 27‘SANS 10162-1:2005 Edition 2 Forcloes 4 sectons, 00 13.3. for factored axial compressive resistance and 18.501 186 or factored boneingresisiance, “Table 3 — Maximum width-o-thickness ratios: ‘ioments in axial compression Description of sement ‘axiom witha Bice at ‘aris Sppaod org ov ope Fanges of eesion, Tsecona ond cannes Uipest andes | Pts sons 3 Stef Txectone eis) = ‘Ranges engi Flow soins Ranges fbx sation. Farge cove ates, sd apap cists btwoon no xen re ag eee ett ot a ‘crower hallow sectors 45 BOSANS 10162-1:2005 Ezition 2 ‘able 4— Maximum width o-ickness ratios: ‘lements in exural comprescion| 8) si 22811.3.3 Tho thcknoss of laments she nominal ekness. For tapered fangesofrledsesons the ‘hikes the nominal Bicknesshaway between ee edge andthe corespanding face ofthe we 12 Gross and net areas 12.4 Application Merbersin tension shal be propotiones onthe basis of the reas assocatd wth the potenti flure ‘odes Membersin campreasonshallbeproperioned on he basi othe goss ares, Forbeams and (rors, See causa 4 122 Gross area Gross areas shal be cals by summing tho products of the thickness an the goss wlth of each ‘slomnt (fargo, web, eyo lta), as maasured normal othe ax fhe member. 12.3 Net area and effective net area 12.3.1 Tho etfocive nt area, Ay, shall be detrmined by summing the eres net afe85, A. ofeach grant along epotel path of miramum resistance calcstd a otows: 18) fora sagment normale the fora (Le, ne! tension) Again t fora segment incined tothe force Anon tea 42.32 In calling mth wth of bal hoes shal be taken as 2mm ager than the sped ole ameter Vier ts known tailed cx punched ios holes wil bo used, his owance may O° visu. 12.33 Effective net aroa-shos ofthe cross eoconal laments ofa member ension focve nol steals equ th net area Le, 423.34 Whenfsstanars tran in proportion other respective 30fin Ae 12:32 When bate wansmiticadt sme but natal of te eros sens laren an only when the eRe resins ane are fren ere, be fe net ate selon 9 oral scion wth Zo shapes nth ange widhs not os hen words the cep, ands {es cal For has soctors, wen on he anges oe connate wh Be ororebersvor res of tastne, Aig =O Ay ») or anos cannctod by only one lg wth 1) four ormore wansvere fines offestenors, Ay =0804, 4) fewer han fur ranaverse nes of fastener, Aig =080 A © fora oer structural sions conacied wit 1) noe or more ransverse tins of fsteners, Big #0288 Ay 1) with wo wansvers nes of astones, tension lod ie transite by welts, the flectve net area shal be computed as st Aas Aa) § Ae Where Ay, Ana APH Aj 2 the net areas ofthe connactd pate elements subject one of the {olloving methods of ad wanstr: 2) for elements connected by transverse wel: Agr ») or somonts connected by lengiudal welds along we pall edges: when 2 26, Aaa wtSANS 10162-1:2005 Editon 2 when 20> L 2m, Ana = 080 wt 0254 i) vbenw> Ana O78 Lt where isthe average lent of wold onthe to edges; ete pate wet (storce baton kngtaina wl) Aes 0.50-L4 where ‘she eccenscty of he weis wih respect tothe ceil f the commectod lament Lis ongth of weld inthe deco ofthe losin, ‘The oustanding leg of an angles considered connected by the single) ne of wold along the hea 123.34 argo values ofthe ofoctve nt area may be usod tiie by tes rational anys. 412.34 For anges, the gross with shal bo the sum ofthe with ofthe legs mins the thickness. The huge or holes in opposte logs shal be the sum ofthe gauges rom th het fhe age minus tha 42.3.5 Incaletatng the net area of member across plug oot wold, te wal etl shal ct be Tekan a ang othe nt ars, 124 Pin-connected mombers in tension13 Member and connection resistance 413.4 Resistance factors nos otherwise specie, resistance facts, apple to resistances given ins standard shal be taken 2s flows 1) wold metal = 087; 1) ang down bois, fa = 067; and D concrete, 6 * 060 “Tne factored rsitances 0 determined, n oder o mest the swength requirements ofthis sandard, hat be greater nan oF equal othe effect of the ulimate lacs 2s defined in 72 18.2 Axial tension member and connection resistance‘al compressive recistanoe, Gy, of Feauirements of cause 11 for asst, 2,03 secon Cee Agee where n= 1234 for hols, fabicsted srudural sections, and hollow stucual sections ‘anufactired according to SANS 657-1 (cold formed non sass elie or 2.24 or doubly symmetic welded toe plata members with ange edges oty-tame- ‘itand holon situa sections manuinclred according t1S0 657-14 (normed ‘or cele-omes steseraseved) Kia fh eff Doubly symmericsectons which maybe governed by trsonal xara bucking shal ao meet the recuremants of 1332, 413.32 Torsional or torsional-lexural buckling ‘he factored compressive resistance, 6, of asymmetic,singy symmotr, and culorn of other isymmati sections not covered under 13.9.1 shall be computed ung te expressions gon n123 wit a vale of = 1/34 andthe value taken a8 symm (e.g, cel) end axsymmatic (eg, secon), Pe less fy df symm secon with they ai taken the ax of sym the ss a hdSANS 10162-1:2005 Editon 2 Mg =00ee BE 7 1 iste caleulaed comsressive sess Inthe slament (= section properties ing ulate loads and gross lements supported along both ongucnal exposSANS 10162-1:2005 Edition 2 hen We Wy ‘g shallbe determined using an effective area calculate wih reduced sement wits mesting ther {Re maximum widh-o-hickness rato class 9 sectors cr, where eppeable an elmer wid equa {ee bbe taken as ose FE (, 9208 ovoss = (9 FF) 134 Shear 18.4.1 Webs of flexural members with two flanges 134414 Elastic analysis Except a6 noted in 13.41.2, the factored shear resistance, Yj, developed bythe web of Rex ‘member, shall be taken 9s‘SANS 10162-1:2005, Ediion 2 | isthe tenon eld post bucking sess dened a8: = 640.50 f,~ 0866 fa) fa ithe spec oefient dane as: 3) hath wenn fe 4 shore 4 fe tensionfet postbucking sees deine as: 4 = 40-80% ~ 0,08 fon) In sructures designed on the basis of plastic analysis dined in 8.6, he fectoved shor resistance, (ped by te web ofa fsa momber subjected to shear ehallbe ken a8 Vi = 085 #ttrh 43.42 Webs of flexural members not having twe flanges.resistance, M, developed by s member subjected oun benng moments and were continous neal spp is proided othe Comereatwe fags sho ') hon bah ho web and he compressive fange exces for dass sections, hvaie FM, shal be delomined In accordance wh the cleat value, fe ‘applicable to colt formed members, shall be determin ‘only the values fr f, ane tater specie nthe rlovantsrucural sel mater senda, i) for beams or gore whose tanges meet he requirements ofclas Sand whose wabs exceed ‘he iis for dase 9, soe dause 1, "fer beams cr dors whose wets most he euirements of ls 3 and whese flanges excoed ‘heli or dass 3, he moment resistance shal be cals 2 Me $20h, where ulate efectve sect metus determined using an ofectve Marge win ot 670 tf fe ‘anges supored ang wo eds paral othe rection of sess an aneectve wd ct 200 4/ fy, for Ranges suppored along one edge parla othe dreckon of stent, For ‘lenges supored slong one edge, n no case shalt excoed 60, ‘Alematvly, he moment resstance may be cleusted using an tecve yield evass determined tom ‘he wiv bickness ratio mectng the das 3 13.6 Bending — Laterally unsupported members {ot roid tothe compresion fange of mombersbjected 1 cored momen resistance, May beaker follows 5) or doubly symmetic clases and 2 secon, excep closed square and crear eens when My > 067tember is gven by KL lathe fete lengh of the unbraced gorion of bear, in milimetes; for unbrace lengths subject to end moments; or moment st ry point within the urbracod lng larger mento when tere sre flotilla support for he fat ona ofthe ends ofthe unsupported length |= _ she to ofthe emalr factored moment othe larger factored moment st ‘ppoe ends of th unbraced lng, postive fr double Curate snd ‘gave for singe curvature; Gx = 00 lerhatow structural sections: ») fordoubly symmetic class 3 and dass 4 sections except closed square and roar sections, and tor chanaale butnottestrthan for eass3 sections and the value given orcas 4 sections 1) whan My 0.57 My = 6M ith Me and 2 dined in 13.6(8 ) for lsed square and cule eacfons, M shall be determined in accordance wih 13.5; 4) for monosyrmitic sectons, a rational met of analysis such a tat given nthe Stuctua! “SibtyResech Coe Guo Sait Deo Carer eb Sastres sdb utes for bias! bending, the member shall mest to follwing erteron: May Mo er ae ructures analysed plastically the ditautons of moments and forces have resist literal and torsenal deplacement lsh 39 42:7 Lateral bracing of members i Members insures ‘boon determined bySANS 10162-1:2005 Edition 2 required athe locaton of the ast hinge to orm in he are Propetoning the stucure, The laa wnsupporad stance, Le, adjacent polntonthe famosinry bated sha not nce) hinge eeatons. However, bra ‘mochaniom assumed as te {fom braced hinge oestions to ‘he cletted vate for cep forthe slorementoned regions, the maximum unsupported lngth of members in suctuos yee nae plastica need nol be les than ta pri rte ae Mombers m stucutes mahesd pression and bending incon is made butwoon braced and untraed rans. A frame wih cect acting 9 braced when is sway snes i at least ve moe tof ease waren Grand My aro the meximum lost effets, induding stably eflocts as dete in 8.7; 12, <0. ‘te non-dimensional slondemess parameter about the yy ae ‘The capacity of he member shal be examined for 49) cross-sectional rong (members in bra‘SANS 10162-1:2005 Edition 2 In aio, tho member shall met the folowing tron Ba, Mr c0 My" My where Mand My es defined in 18.5 0 18.6, 38 sper 43.83. Member strength and stability — All elasses of sections excopt class 1 and class 2 rehaped sections Members reqitedto real ath bending moments aan all compressive roe shale propariones sotat Se Hace, 5 Yate 9 Go My My hore alterns are as defind in 13.8.2. “The capaci of the member sal be examines fr the following cases ina pale manner fo Ua in wae 0) coos sectional strength (members in braced ame and tapered members nly | member strangth: and raltrsonal buckling strength 13.8.4 Value of Us In teu ofa more deta analyse, tho value of Us forthe axis ur ‘Seton eer eels due fo te deformation of @mamiberbelwe Tae aSANS 101624:2005, Eaton 2 13.8.5 Values of 0 Unless otters cetermined by analysis the folowing vakies shall be used fora 9) for members not subjectod to raneveree loads between suppets| 13.9 Axial tonsion and bending Mombers requ 0 resist both bending memos and an axial esl force shall be proportioned so ‘tha a Be Mero aM, whore MIs 6M, forcass 1 ane cass 2. ns M, 16 $y for clase 3 and class 4 sections: end 1.4, ~ FETE £10 for canst and lass? sectons Tas 31.0 fr class 3 nd das sctons I dofined in 13:50 126, 19.10 Load bearing {The factored boerng resistance, 8, cevloped by a memer or potion ofa member subjected to bearing shal bo taken flows 8) on he contact area of machined, acurataly sewn. fied pans Be180-6-A 5 aSANS 10162-1:2005 Editon 2 »)onexpanson rer or eke B.=0.00028 4 Le fi “| vihere Is gqvenin newtons Inthe lenge of the eta rocker (rem sth ecus of ie role or ook (ri pear 2 is the rads of tho groove of the supporting plate (mm): 4 sthe speed minimum yet pont ofthe weaker pat in contact (MP3) ©) inboe comecions wih nots, the seer of B= 34a td and B= deatnt where fe istahenas 0.67; 1 fothetoratestengt ofthe connected mate (MPa: 42 the ord stance trom contre of hole (mm) NOTE Soo ao 18.2end 15:1 orredtances fr od pars and 2: fr ing nd ancl refer ine 13.11 Tension and shear block failure “The factored resistance of a connected part whose alu mode nvtesboth tele ractur and other shear yng or shear Factre shall be taken as: 8) for gusset plates, for angle Glals and single pte connections, as well as the ends af tension ‘embers, he lesser‘Ay the net arn shear for block ture, For bots sujet o shea or lerson shal be laken a 0,60. 13:12:12 Bolts in shoar ‘Te facorad reac developed bya ote jit stjoctd to shear shat be taken ashe fscer of 8 the factored bearing resistance. 8, en in 19.146: 1) he factored shear resistance ofthe bes, which shal be taken 25, Ven 0604 nm Ach When the bol treads ar irteroeptod by any shoar plane, the aciored shear resistance of anoint shale taken 32 Te pectin une tort fx sion Inte SANS 1700 sre, ansimay be than at ‘20 Pa or dass 48, 830 MP dase 8.8, an O20 MPa tr dase 10.9 oto sews ile resistance developed by abot on sutectd to tons force, shall be akon 2 fora, Ts independent ofthe pretension and shale ken as te sum ofthe ‘extemal lod pus any tension ase by prying acto.‘SANS 10162-1:2005 Edition 2 wher V,8 qven In 18:121.2 and Tis given in 13.12.13, Bolts in frietion grip connections ‘The sp resistance, Vc bold joint, subjoctd to shea, Vi, shal be taken as Ves OS8erk minal where ‘is themeansipcootcint as dtoined bytes cared cutin eccoréance wih SANS 10004 {eo table 5 |sa coeffcon that rlates te spectodinialtnsion and mean lp toa % probaly ofp (Gee abe 8) When lng sted oles are usedin ction rip connoctons the valu of Vs shallbe akan as 0,75.ftho ‘formentoned value‘SANS 10162-1:2005 Edtion 2 ‘Toblo§ — Values of fy and efor rtion grip connections Coatings of bot parts ie. | Tumettnentmsthodot | “nuihad at cfteent ‘seats ‘rstaton L Lnottecommer ed) SS Dosinton Giessd0s | Care 1055 | cine 08s or 1095 ‘Se i et pale A |te'bairas ae bstckaned | 093 | 092 one oe ‘thle mosis | estes erst asaree | ogy | ago _ we vwmcee cain co [tetmerimtwettetor | oxy | oan 288 oe NOTE Cae A and ams B oops deed a hove orgs a ve ne wp RTO hy tHonoas and et connor 131223 Connections In combined shear and tension Aboltina jit thats roquledto cevelop resistance to both onsen and haar shale proportioned so that te folowing elaionshi sates er the spoctied loads! Leno ero yn hore V, the lip resistance as dined in 13.1222 3 noe factor, gy for welded connectons shall be tsken ae 0,67. Matching electrode tears grades Si We S80 cso nt 13.132 Shear 18.13.21 Complate and partial joint penetration groove welds, plug and slot welds 46SANS 10162-1:2005 Edition 2 saw aT ao | ae as | 100 | iSmeretane | FRAN Son NESS aes cua ANE A (Sartre . a ten RPS “0 47SANS 10162-1:2005 Edition 2 ‘The factored shear esistance shal be taken as ne lassrof 8) forthe bate met Vn 08 theAnt where ‘Anis the soar area of hee fusion fa (ne) {ete tense strong fhe parent meta (MP forthe weld ett Ve 0srAvArm where ‘A tesa of the ete weld host paar a(n: 18 te toni srength ofthe weld meta! (Pa) 1949.22 Flot welds [Tefodordresstancofor stearate or compressan induced shes shale kena the 2) for tobase metal Me oerazntior ») forthe weld moi Vee 0.7 aaa (1.00 + 050 in") noe ofthe axis ofthe weld wth hone of action f the Sooo (0° for alata wokd and 90° fora agsverse we), nd te other tome are defined in 12.122.1, Canservatwoly, {1.00 0.50 i@ ean be taken 381.0 18.183 Tension normal to axis of weld 3.4. Complete joint penetration groove (CJPG) weld made with matching electrodes be takon 3 that ofthe base metal groove (PUPG) weld made with matching electrodes be laen ae 48‘SANS 10162-1:2005, Edition 2 vahore ‘As fs the nominal area ef fsion face norm to the tense fre nn). \Wnen vara duct behavou is desired (member yong before wed facture), Acl.> Ay 12.12..3 Partial joint penetration groove weld combined with filet weld, made with matching electrodes ‘A, is the gross area ofthe components of te tension member connected by he wos (ni) 18.3.4 Compression normal to axis of weld 43.12.41 Complete and partial int penetration groove welds, made with matching electrodes “Te compretlve resistance sal be taken as that ofthe effective are of base metal nthe jit. For parlor pensrason groove welds tb flecive afean compressions the nominal area ofthe sion {ese normal tothe compression pus the area of te base mea itd Inthe contact bearing. 1319.42 Cross-sectional properies of continuous longitudinal welds ‘A continuous longitudinal welds, made wih matching electrodes, may be considered as contributing o the rose socional popedes, , Zu Zp and 14 Beams and girders 14.4 ProportioningSANS 10162-1:2005 Edition 2 14.2.4 Parialength ange cover pss shal bs extended beyond the thecretal cutoff gon, and the ‘extended portion sal bs connected wih sufcient asieners wel forarsmia loca nthe ser Plate atthe theoetal ef pola net les than Pe Ailey hore A iste area of cove plato (mn); Ma. 8 the moment due to factored loads the thecal cto point (MPa isthe dstange frm the conto ofthe cover pla othe neta of he cove pat section (me 4h eth moment finer of the cover plated section, ‘Acton for welded cover lates, the welds connecting te cover pa terination othe beam oe ‘der shal be designedto develop tha foxce , within long 8, measuredfon fe sca end of Ne over plato, delineate: isthe with ofthe covsr plate when thre isa connuous weld equel oor larger than vee ofthe covert heiress across tho end ob plats and slong bath edges tn length 1b) te 15tmes the width ne cover ino when hee continous wed enabler tan tree-ourtsof cover sai thckness cross the endo he plate ar slong ba edges inthe eng a and ©) a ts 21imes tne wish ofthe cover plate whon eres noweld across the endothe plate but thre re continous wold along bot edges nthe length 14.3 Webs 14.3.1 Maximum slenderness ‘The sendoress rai (h/,) ofa web shall not exceed 83 0001,a an0604u 8 GE where WY isthe length of beating (rn én 8080; 10 18075, _Wnerover the bearing resisane othe wab i exceeded eo 14.4 14.3.3 Openings Excopt as provsedin 141, te fect of ll openings nboams and gers shal be considered ‘ne factored chearor moms the net section would exceed the enforcement shal be Jed tothe mabe that polntto prone 143.22 Unreinfroedcreuar openings may be loata nthe web ofunstifened prismatic dass and (iiss 2 beams or avers without condoning net secon properties provided that 2) te loads unfoniy stiles 'b) the eecton has ans symmety Inthe plane of Bending: the pening are ote win te mie ofthe ep anit al he span he 2) the factored masta shoar athe the section. inne forces at openings are determine ty an east analysts, the procedure adopted sabe st‘SANS 10162-1:2005, Ecition 2 143.4 Effect of thin webs on moment resistance When the web sensors ratio, ly, exceeds S00 Wis 2, the flange salle he wid i- thickness rates of cass 1M the acted moment oxitnce a tern by 13.5 1 uno enced Wen an xalconprssive ec acs nthe gd ‘cross oH sabe easy ts 144 Bearing stifenors 14.41 Pac of ang stterrs on he webs of salen beans anc rs sabe aed at no connaidcade anc rouctorswroar fe but oicwnes See nace eset 4.82) earn sles else request endl ewes ees homeo ee ‘ees aes grater han 110 free tein fal cently anced Bonde "Tay emo iphraps ese oat searing seers 14.4.2 Beoring sttners sha nd shall end approximately fo the eage ofthe fargo plies or tarosegea. They chal oe seers stilenorsin eating Only tal potion ofthe sifeners outste of the ang et othe flangeto web welds shall be considered efecive in bearing. Anglo bearing siferors shal othe ‘imped, Bearing tlfeners shal be cormociog othe wob os io Seveop tefl fares roseted oe cae bythe sifener athe web orice versa. 145 Intermodiate transverse stiffeners rs, when tifenere re requted, shallot exceed the 14.5.2 The maximum detanoe be reuiod in accordance wth 141 vals shown intabie 7 Clowor splSANS 10162-1:2005 Edition 2 “Table 7 — Maximum intermediate transverse stilfener spacing z c z We sivicicnece | waxini dtarcebetwewn aon 5 a “ome tar me depth na = Upto Ste comesso oon (atte) fhe “Raglee Y gteato of ne ses mien ylportt he wb tla te spc mimi 53SANS 10162-1:2005 Editon 2 “Transversely stoned gers depencing on tnsin-feld acto to cary shear shal be proportioned eh hat orar Me yas % <40 M, ¥ and where V, testabished in soordance with 13-4; M, i estabchod in aecordance with 12. 0 18.6, as applicable, 147 Rotational restraint at points of support Beams and gers shal be rstsned again! roan about thst longitutna axes at pinto upper creamy wih 102 A The effoct of notches onthe Iseral torsional bucking resistance of Bes or gdrshallbe nto account. 2 Tho afec of notches in oducing to net area ofthe web avaable to resist ansverse shear eflecive net area of poten pals of minimum rsistanen shal be tken io account (coe 14.9 Lateral forces ‘The flanges of beams and gclerssuprortng cranes of oer moving loads shal be proportioned to ‘eit any lseral ores produea by such lode,SANS 10162-1:2005 Edition 2 14.1022 The factored resistance of section members subjctto combined fesu and oson may be ‘olarmined fram moment torus inieraction diagrams that take ine account tho namal tess ‘tution cue lo fexre and warpng tarion so the St Vonant torsion. Assumed normal tess ‘steatons shal be consstont wih te cass of coco, 14.10.3 Members subject to torsional deformations required to rnin compatily ofthe suture ‘need natbe signs rons he sessed lrsionl mama provisos ha rte eles the requremerts of equim. 415 Trusses 15.1 General ‘Atrss fn wingusted ramowork primary loaded in oxo. Trusses designed to act compost wth Iso moet te requrements of cause 17 Fara pots, eco at bend fests do lorancvre ads apt beeen pana part shal bs esasted by taking Ito aecoutt any contnly one membar. This method maybe Wed when 1) he outotplane resistance of all compression members larger than the nplane essence: ad the comeression members are atleast lass 3. 18.22 Detailed method “The dataed method accounts for he actual loading end jin hay. The detaed method shall be uses fortwusses 2) wih panels agacont © abrupt changes in the slope ofa chord ») wit Verde! panels;SANS 10162-1:2005 Edition 2 15.3 General requirements 15.3.4 Effective lengths of compression members 15.32 Joint eccentricities Bending moments dus oon eocantctes shal be taken nto acount nthe design of members and ‘end connectors. 15.33 Stability “ruses habe tracedto ensure tho aera stably. Brace members that supa compression chars at discrete pits shel meet the requrents of 2 Ends of campression horde tht a ot tach ok 15.34 Web members ‘The factoredresistanots ofthe fet compression web member and is connectons salle determined wih tor respective resistance fare & mused by O88 418.35 Compression chord supports “Truss web rmembers that provide suppor lo 2 compresion cher inthe plane ofthe ts sha bo esigned for an adatlonal foes equal to 0,02 of the chord fore, unless suc Toros have Boon ‘elermined by rigorous analysis. ‘The maximum slendemess rato shall be iii to 240, except if ther means ere provided o contra ‘lexasiy, sap, vbaton an slack na manner commensurate wth fe sence tondiions of the src. 15.3.7 Deflection and camber ‘Stop fr the deflection due Io fomural deformation of Virendeel pends, deflections may be ‘etermined From te anal deformations ofthe fuss member For cambor, sos 622 16 Open.web steel joists ‘Open web stele an associated docing sa mest he roqurenent of CSA S46. 17 Composite beams, trusses and joists 17. General $74.4 Application ‘The proves ofcewse 17 apply to compost beans consisng of sel ean, tusses or oper-neb 56SANS 10162-1:2005 Edltion 2 {ols iterconnected with ether aeltforco co Jfaseoe and opened fists designed fo act Resistance factors Resistance prior o composite action ‘The factored resistance oft steel member prior Lethe etalon of omposie action sal be ‘Blemined n soxordance wh louse 13, 17.2 Definitions, “The flowing defintions spot to clause 17 1722 effective stab thickness (9 ‘vert ab ees, manus the height fhe fe coogi 1723 ‘hae Potton of the eee deck that frms avaey NOTE Puts od win conte fm a bed sb ag De hina othe covets be alee mm (ss te scan of laser uns oan etabchedby apr ts, rm nefectiv thickness NOTE Testes aval thestecne tect sa knee sb be feo oid oxhotows ‘eestor we apace armies he afin of eve sab ioe steel joist pone stellt sutabie for composite design (See cause 16.)SANS 10162-1:2005, Edition 2 Ib openings are peste cal on cantonal heel ae uly nessa sczounletern Zu sullsble for composi desig, (See causa 15) 17.3 Effects In feu oftests o analysis, th folowing calcuatons may be used to assess the lcs of paris shear ‘connecton and nasil sp,erosp ana sinkage, ‘4. isthe moment oinertia of the stel beam or fa sto olor russ usted tinct the elect of shear deformations, nich may be taken info aczoon! by decreasing te momen! of nett based onthe cross-sectional areas of he op and bottom chrdsby 15 hort amore detaled sna: {i ise transformed moment fina ofthe compote beam; is. fraction ofthe ful shear connection ise p = ,0 fr ful shear connection). clastic defleons caused by setweigh loads and long tam Imposed loads (as bove) by 18%: ane of cones, calculate defection using 2 solecod stvinkage stain, stain ompatalty between the slel and conerata, and time-dependent modaus o slaty o he ‘conctte in fension, Ey, (620 anex ) ieee, shrinks, and Gees rom 4 ste re sheakage sein ofthe cone; ‘Ace the floctive area ofthe cone ab: 58SANS 10162-1:2005 Edition 2 qlee effective modulus of coneratintonion; Lis the span of te beam: isthe modular rato, EE: |y _ tethedlanos rom the centro effective area ofthe concrete slab othe elasisnautal eis; |i. athe transformed momento inert ofthe composte beam butbaseden the modulation, 17.32 Vertical shear “The we area of soe ssctons or the we system of stool ussos ands chal be proportioned 0 cary the ttl vertical shear, Vi. 47.33 End reaction Ed rations of sil sections, russes and jis sallbe poporionatotranemithetos end reacbon ofthe composte beam. 17.4 Design effective width of concrete 47.4. Slabs or cover slabs extending on both sides ofthe sles section o jolt shall be doomed to desig aleve wit, 6, equal tthe lessor ot £2)0.25 mes the compete beam span; of bythe average distance from th corre ofthe stool socton, tues or jet fo the conte of adjacent parol suppor 47.42. Slabs of cover slabe exencing on onesie ony of the supperting section o lt sha be ‘deemed to have a design eflectve wah, 2 not grater han the wi of he top Nange othe ses! Scetlon o ap chrd ofthe steal jit or Russ plus the lesser of £20. times the composite beam span or +) 0.5 es he clearcstanos between the sto secon russ orl ne alacent par support 47.5 Slab reinforcementSANS 10162-1:2005 bed slabs perpendicular othe beam bess than two Y1 bars or equivalent totwo Y18 nal cracking caved by compost ation ret vor noe rms oes olosneara sale 17.541 Whore tens are paralolto ie beam span, aes oftaneverse reinforcement shallbe not. es than 0,002 tes the concrete cover slab area bing reinforced and shall be uniormlydavod 17.542 Whore herbs re perpencculr'o the boam span, the area of ranavers enforcement shal ‘enol fess than 0,001 tines te concrete over slab ea being reivorcd and shat be uorniy truted. 176 Interconnection 17.6.4 Except as pemitedby 178 2and 17 6.4, ercomectn beveen steel sectors, sss, ort slabs ose docks with cover lbs shal betanedy fe ue of hear connec accordance iy 2 Uncoated steel secon, tusees cro hat support slabs andar totaly encasedin concrete re nlercannecton by mane of shear Sonraclars proved iriemum o 50 mm of concrete covers al portions ofthe tel secton isso st except as noted) below 1) the cover in (a) above le elifored to proven epg: and op ofthe ste! section, us colts atleast mm below tha top and mm above the botiom ‘he a. (G.5mm in nomnal bace steel ickross ps Zine itera, holes for lacing ets shale made though TOY wih A ‘he design ofthe composte member shal confer tothe design of a similar member ear conmoctrs, solr ae rontesle, 17.8.5 The diameter ofa welded stu shall nt sxose4 2/5 times the thickness ofthe pst to which tls \eldod, ules tet data tat salty the designe’ ae provided wo establh the copacty ofthe td as ‘hear conmacto,