Steel code book

Is 800 : 2007

AGA ECS
sera À ere Prior — tifa Hier
CHR grúa)
Indian Standard

GENERAL CONSTRUCTION IN
STEEL — CODE OF PRACTICE

( Third Revision )

es 774001

© bts 2007

BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELL 110002

December 2007 Price Rs, 113020

Sirsa Engineering and tural Sections Sectional Commitee, CED 7

Ths Ida Standar hind Revision) ws apy he Bara of Inn tana, after the draft eed
ty the Sacral Engineering and Sacra! Seton Sonal Commites had Been apeoved By the Ci

‘Theses! economy programe vas nis by esti Ian Standards Inston inthe yr 1950 with he

design and has influence oa many other codes governing the design of other special stel structures, such as
tomers, rides, silos, chmeys ck Rene neeiy 1 pd the add the sate ofthe ao the
Sie cacon colo and economy, te Current revs of he standard wa undertaken. Considers

Ihe oon Br to he developments taking plc nie oun a abroad, nd cen RAS and

“The revised staan il enanos the confidence of designers engineers, contactors cia initio,

2) Invcw of he deslopment and rodusin af new aii mediomand high ens swoctora ts
©) The stad is based on int ate method, eect the lest developments and he sate fhe at

Tecovlogy Mans I Madras) The pe ws supported ty Inne of Stel Development nd Crow
ANSDAC) Kola cr has boe considerable conan fam INSDAG and IT Mads, with since
ftom a numb academie, car design and onrarngInsuefrpnizain, nthe preparation of he
ponte

tthe fonda af this andar he following publications have als een coser:

AS-H10D 1998 Stel structures (eco en, Standards Aura (Stndands Association of Aura
CANCSA. > Limit snes din of sl states, Canin Standards Association, Rede Toronto),
SH re On, Canada OW IRS,

ENV 1992-11: Barcode 3 Design of sel cre:

1992 Pa I-1 Ger ls and ules or blige

Foro purpose of desing whether paca rgremen of this sada i complied wih, he final vale,
here or acuse, expressing the rev of fst or als, shall be unde of in sordance ih
152, 1960 Rats for ounding of numerica valo (se The number of significan places retained ne
onde off aloe shoul be same sth fe pei vale is stand

15:00: 2007

Contents

SECTION 1 GENERAL \
Scope 1
References 1
Terminology 1
Somos 5

Unite u
Standard Dimensions, Form and Weight "

Pins and Dravings u
Comention for Member Axes e
SECTION 2 MATERIALS 2
21 Genet 2
22 Structural Sich 2
23 Rive 2
24 Bol Nussand Woshers is
25 Stet Casting 15
26 Welding Consumable 15
27 Ober Matrals 6
SECTION GENERAL DESIGN REQUIREMENTS is
31 Basis for Design 1
32 Leads and Forces is
33 Erection Load 16
34 Temperaure Ets is
35 Land Combinations 16
36 Geometrca Properties ñ
37. Chsiieation of Cro Secions 0
38. Maximum Effective Sendemess Ratio 20
39 Resistance to Horizontal Forces 2
3.10 Expansion Joints 2
SECTION 4 METHODS OF STRUCTURAL ANALYSI 2
1. Method of Determining Action lets 2
2. Forms of Construction Assumed for Structural Analysis 2

43 Assumpte in malas »
44 Ela Analysis E]
35 Psic Analysis 2
36. Frame Buckling Analysis 26
SECTION § LIMIT STATE DESIGN ”

51 Basis für Design

52 Limit Se Design ES
53 Actions 28
$4 Suengh »
55. Factors Goveming the Ulimte Strength ”
56 Lim Site of Sevicebiity »

SECTION 6DESIGN OF TENSION MEMBERS 2
$1 Tension Members 2
62. Design Strength Das to Yin of Gross Seton 2
63, Design Strength Due to Rupture of Critical Seton x

4. Desi Strength Due to Block Shea 5

1880: 2007

SECTION DESIGN OF COMPRESSION MEMBERS

2A Design Strength

2 Eine Lang of Compresion Member,

77 Dated Cols

28 Compression Members Composed of Tao Components Bacto Back
SECTION 8 DESIGN OF MEMBERS SUBIECTED TO BENDING

82. Design Strength in Bending (Flexue)

23 Line Length fr tea! Trial Busting

Sa Str

85. Silene Web Panels

Sá. Design of Beans and Plate ire wih Solid Weds

39. Paris and Shecting Rails (Oi)

310 Bending ina Non Principal Plane

SECTION 9 MEMBER SUBJECTED TO COMBINED FORCES
32. Combine Shen ending
93. Combined Axial Force ad Bending Moment

SECTION 1DCONNECTIONS
102 Lacan Dei of Fasteners
104 Fiction Grip Type Boling
10S Weldsand Welding
106 Designer Connections
107 Minimum Design Action on Conse
108 Ineresons
Tot avabow of Bol eld Group
SECTION 1 WORKINGSTRESS DESIGN
112 Toon Members
11 Members Subjected o Bending

SECTION 12 DESIGN AND DETAILING FOR EARTHQUAKE LOADS
122 Laat and Load Combinations
124 Comets Doin and Fasteners
26 Storey Det
Ord Concearially Brass Frames OCB)

2.8 Special Connelly Bac Frames (SC)
129 Escermicly Brace Frames (ES)
12.1 Special Moment Frames (SMF)
SECTION 13 FATIGUE
133 Daal Category
135 Fatigue Assesment
SECTION 14 DESIGN ASSISTED BY TESTING
14 New fer Testing
142 Typeset Test
143 Tet Constion:
144 Talon
145 Cera or Acceptance
SECTION 15 DURABILITY
152 Requirements tr Duby
SECTION 16FIRE RESISTANCE
16. Regiments
162 Fe Resistance Level
163 Pend of Sits! Adequey (PSA)
164 Vrain of Mechanical Popes Sel wth Temperate
165 Limiting te Temperaure
166 Temperature Intense wi Tne in Protected Mentes
62 Tempus lores wit Tune in Unete Members
168 Detonation of PSA from a Single Tet
169 Tine Sido Fire Expose Con
1610Spoil Considerations
16.1 Fite Resistance Rating

SECTION 17 FABRICATION AND ERECTION
173 Genet
173 Assembly
174 Riveting
176 Wing
178 ing
179 Maria
17.10Shop Erin
M Paie
1712Impeton and Testing
17.13Sie Econ
17.14 Paining Aer Erection
17.16 Shark Tender and Contes

ANNEX À LIST OF REFERRED INDIAN STANDARDS

3 Frame aii Anas

ANNEX D DETERMINATION OF EFFECTIVE LENGTH OF COLUMNS
Dat Med fe Determining stv Length of Clusia Frames
1.2 Med fr Deering eve Length for Seppe Columns (se 2.2.2)
D tune Leg for Double Steppe Calame

ANNEX CONNECTIONS
Fi Gerena
ES Columns

ANNEX G GENERAL RECOMMENDATIONS FOR STRELWORK TENDERS
AND CONTRACTS.
(65 Information Required by he ter Designer
(A formation Required Tendre No Also Designer)
Dealing
Time Schedule
Pr on Sie
Inspecien

ANNEX H PLASTIC PROPERTIES OF BEAMS.

Indian Standard

GENERAL CONSTRUCTION IN
STEEL — CODE OF PRACTICE

(Third Revision )

SECTION
GENERAL

1.14 This standar applies 10 general constuction
thing ht role tel sens Joined ug venga
Fatiga veto, Spite provision a bridges,
him cranes, nk vanmesio hno owes bulk
Sorge sts, ablar reus, ol fred ight
ug sel section et, are covered in sepas
Soda

1.4.2 Ths and ges on gene ino regards
‘teva kei become Forte cua)
Joao ad ud combina to e und, ference may
e made to 1 65 fo dsd, Ive snow and win ds
snd 1893 (Pa 1 for ata a.

‘more ted informatico sim eign of oer

12 References

The sands led in Annex À contain provisions
which through reference in this text, cone
ovins ofthis standar, Ate tine of pablito,
the sine inated were valid. Al standards ae
‘objeto revision nd pas o apreemen Bo
{his standard are encouraged to investigate the
sity of applying the most seat cons ofthe
andar indice in Annee À

rerminology

For the purpose ofthis standard, the following
finns all ap

134 Accidental Loads — Loads due to explosion,
impact foie. or ler rae lds fr whieh te
acre coslada vulerablesperthe wet

132 Accompanying Load — Live (posed) lod
acing along ‘it leading Impose al but casting

1.33 dein fée or aad Efe Theater oc,
ll, sea, ending oc twisting momen, dee o
Entel acosa temperature ea.

134 Action — The primary cause for sess of

1.35 Actual Length — The length between centre
ene of tection pins apports member.
‘the eater length inthe ese of fe min

1.36 Beam — A member subjected predominaty 10
ending

1.37 Bearing Type Connection — A comecionmade
ing bs sg ph condo, or vet where

138 Grace Member — A member in which te
‘env nee diplacomen effectively prevented
Mir,

1.39 Brite Cladding — Clddings, such as asbestos

cement sheets which et damage befor undergoing
ensierbl deocmaton,

1.3.10 dueling Load — Te lot which an clement.
a member ora crea whale either colle ih
‘ngeorbuclerin ond test and develop excessive
Tact of plane) deformation or insbity.
1.311 Buckling Srengo or Resitance — Fore 0e
1242 Batea Section — À member fabricated by
inercomnecing more than one clement 1 form à
Compound ston acting a singe member
1.3.13 Canber—ftentonallyinodced preuve
(sly apr na sem member oran pron

1400: 2007

La member wih respecto chord. Frequently:
amer nvdced vo compen fr defections
apes evel of oa.

1.34 Charterite Lad (Action) — The vale of
cis oad (cl) above which nt more than a
Hd percentage (ata Sprcen of samples
resp loud ae expected o he encountered.

13S Chiracteriie Hel/Utinate Siete — The
3 specified percentage (ovually $ percent) of

Conespnding ares of samples eed ae expect

1.3.16 Column — A member in wright (erica)
positon which auppat à Of or or sytem and
Predominantly bj y empres,

1.317 Compact Section A rotation, whichean
exp plaie momen, bat as inadoquae pla
‘station capacity nord fr formation af à plc
‘ally mechanism ofthe member or scare

1.318 Constant Suess Range — The amplitude
A]

1.320 Chime Load — Horinontal and eral loads

1321 Cumulative Faigue — Tot! damage de o

1322 Caf Limit The sas rage, coeponding
rot pacar Stal below michel fading need
‘ot be considered in comblatve fatigue damage

1.3.23 Dead Loads — The self-weights of al
mance consrucons ar ostias cuis be
Seche o al wal, patos, Roos rot, and
‘ter permanent fares ating on a member

1.324 Deftecton — 1 à the deviation from the

1.325 Design e —Time prod or whichastctre
fora stra element is required to perform in
ncn wow damage

1326 Design Load Factored Load — A ld valve
ited py main e carci oad Wiha

1.327 Design Spin — Frequeasy ii of
isses ranges fom all the nomial lodig events
‘ring the design He tes spec)

1328 Detail Category — Designation given u à
aaa detail indict te SN eure tobe ati

1.329 Discominuiy — A sudden change in ross:
ection of loaded member, cavsing a tress
Concentration tthe oan,

1.330 Duel — is be prope of be material or
mer ining the extent to whith ican com
sonde mito il deformation before faire or

A Darby — Hs the sity of «materi ©
‘sn ti oo og prods ot

1.3.32 Earthquake Loads — The inertia forces
produced na tue det he ground movement
AS

333 Eee Distance — Distance fome entre
fastener hole tothe neue edge of an element
measured perpendicular to Ihe direction of Toad
trae

1334 fective Lateral Rei — Restrnt, at

1235 Eee Length — Act leg of amemter
Between points of effestive restan o effective
esi ane nd, mul by tort take
count ofthe end! condidons in Bokling strength

1336 Ble Cladding — Cladings such a mea
set, hat can undergo considerable deformation
tow damage

3.3 Foie Cia Moment —The lsc mot,
hic ites oil buckling tea
soporte beam,

1.338 last Design — Design. wich sms cie
Behaviour of materi throughout the serve fa
ange

1.329 Eta Limit isthe sts ben which the
mater regis is orgia ze and shape when the
London In cc design, stas e io

Palle whe icon of oad easter

1244 Erection Loads — The actions (loads aná
formation experienced te arschre ea
during retin.

‘sted 10 de plambnes sigmen, and level he

1.43 Exposed Surface Ara to Mass Ratio — The
rain ft surface are space tothe fie in)
eau fl in

1.344 Fabrication Tolerance — Amoon of deviion
fabian avin, sch ting rg, ashing

1.345 Factor of Softy —Thefactordywbichthe ht
ese ofthe maten) la members vided ave
the permissible sess nthe materia,

Ficus of ses lating progressive cg

1347 Fugue Loading — Set of nomial lating
‘ents, cyte are decid by he ia
SF he loads, hie magitades and the number of

12:48 Fatigue Srengóh — The stress range for a
ogy of dal, depending upon the number of
Sn reger to mitad during design

1349 Fr Exposure Condition

©) Tireeidd fr exposure condon — Sic
Concrete o masonry Mor ce wall est
Forside fe exposure condition — Sel
tember, wich may be exposed eo ll

1.330 Fine Prorcn System — The ie protection

ndlor her expected performance specified in à
Sind re

1.52 Fi Reine Ll Te Grein grading
per fr a mel omen ray. in mts,
‘hich seur De stan in to standard ees.

$800: 207

1353 FlesuralSifess — Sülles of à member
Against rotation as crated y the vale of bending
member except the rotted one are assed to Be

Tht between e connected plates due 1 clamping
DA ole pretension

1.355 Gage —Thespacing between acetal
lines of fer, ave to the isn o od!

13.56 Gravity Load — Loads arising due to
raton ec

1357 Guse Plate —TRe pito which e members
niersecing aa join are connected

12. Mich Shear — High sear conto à camo
wien he ata shear du 1 factored oad pester
(han a certain fraction of design shear resistance
ne produced by the intended use or occupancy
and aro oa ut cin, wind cat and
1.6 Ina —Thephenomencn whic sales
dhe tence defection tral the direis of

1.3.62 Leading impor Loo
highs action andor deletion.

1343 Lim Ste — Any Hinting conan yond

ee alo 1386),

13.68 Land
Geral ba),

À (ee 1359)
An externally api force o action

1.346 Main Member — A sacar member, which
is prima pons (ox cami und GE
rapid od oration

1.347 Mi Tolerance — Amount of varian lowed
from the nominal dimensions and geomeiny with
reepct to erone-sstionl ara, non paralelo of

15800: 2007

anges, and out of srighmess suchas see oF
comer ina product, as mansfscured in set il.

1.3.68 Normal Stress — Suess component ating
normal to the ace, plane or ein,

1.69 Para Safe Factor — The actor normally
ater than iy by which either the fds (action)
ar mulpied o he esistanees ae divided 1 bain
the design vas,

1.370 Peri of Structural Adequacy under Fire
The time in mine, forthe member o reach the
Timi state of start ndeguncy in standard fire
1.371 Permisble Ses When sucre is being
designed y he working ses method, be maximum
"tos ts permit to be experienced in element,
members r stars under he nominalservce oad

1.3.72 ch —Thocente-o-cente distance between
individual fstener in in, in the direction o oa!

1373 Plse Collapse — The fallu stage at which
suticint number ol plastic hinges have formed due
othe fads (cios) na structure leading fue

1.874 Plate Design — Design against the limit site

1.3.75 Plastic Hinge — A yielding zone with
Sigi inet op, which forms ina member,
"she he pls moment reach at a section.

1.326 Plastic Moment — Moment cpaciy of across
cion whe teenie cross-section has yielded doe
to bending moment

1377 Plato Section — Cross-section, which can
rl alas hinge and susan paste moment over
Sulfcie pla rotation required fos formation of
ist fat mechanism o he member or sucre.

137% Poisson's Ratio — Wi the absolute vale of
{he ao of ltr strain longitudinal tin under
ait loading,

1370 Prof Siress—The est which high ength
‘ction gp (HSFG) bois at pretensiones,

1.380 Prof Testing — The aplication of tes onds
twastrctre,sub-strice member o connection
escri the sroctural characteris af only that
Sci unit

1.381 Prototype Testing — Tesing of structure, sob
siete. members or comectons to acero the
‘irc haie ofthat clas of tracts sb»

sers, members connections that nominally
denia (ul eae to be units tested.

1.3.82 Prying Force — Additional tensile force
developed in a Bol as à result of the flexing of a
«onuccioncomponen such a à be end plate of eg

1.383 Roration — The change in ange a a joint
between the origina orientation of wo near member
hd thet final postion under loading,

1.384 Secondary Member — Member which is
provided for overall tait andor fr resting the

Train members rom buckling or similar modes of

1.388 Semi-compact Section — Cross-section, which
‘anarain he yieldmomet, tot the paste moment
efor fire by plato bucking.

1.386 Semiceobiliy Limit State — A Jimi state of
acceptable service condition exeesdene of which
ames service alr

1.387 Shear Force — The inplane force st any
transverse crosesection of straight member of à
‘lm or ea

1.388 Shea Lag — The in plane shear deformation
effect hy which concerted forces tangential 1 the
rc a plate ets distributed over nene section
perpendicular othe load over 3 finite eng of te
late along the direction ofthe lad

1.889 Shear Ses — The sess component ating
parle to fee plane or ers section

1.390 Stender Seton — Cros-section in which he
«mens buckle nal, before reaching yield moment,

1.391 Slenderness Ratio — Te aio ofthe esetve
Teng of à member to th radios of gyration of the
‘rossetion about the ans under cosierson,

1392 Slip Resistance — Limi shee that can be
applicdin a ition gi connection before sip occ

13935. Curve —The curve defining the relionship
between the numberof tes eyes to fe (N.)
a constan ses ange (5) ding fatigue loading oF

1394 Snow Load — Load on a structured tothe
Aceumlation of snow and ee on surface such as oo.

3.95 Snug Tight — The tighnes of bolt achieved
by few impact of an impact wrench oe by the Full,
effort of person axing standard spomer

1.3.96 Stability Limit State — A limit sate
corespoading o elos of sie equim of à
sirature by excesive deflection tanssese 0 (he
‘rection of predominant loads.

1.398 Sener — Anclement dio rein or event
the oot pie detonation of ples

1.299 Sinn — Deformation per wi ln vit
1.210 Strain Hardening — The phenomenon o

license in sess at Increase In sta beyond
yielding

13101 Son — Resistance fie by in
arte

1.3160 Sept Lim State — Alto olla

1.3103 Ses — The imemal fore per unit ea of

18404 ones las — Ye analy ofthe intel
Foroz and uns condi i an element, member e
1.3405 stress Cycle Counting — Sum of inv

1.8106 iss Range Algebra ren between
tho eme of rege in cycle o loin

1307 Sres Spec — Histogram ses ces
abc roma cin vet espn yecwm,
Sucios dese

1.3108 Sita Adega or Fre The by of
the member to cay the es load exposed 1 the

2.10 SrctaralAnalsls — The analysis of ses
‘inn deflection characterises of a tue,

13.10 rar — A compresas member, which may

13.1 Sum — Te lateral di of fan.

12.112 Say Member — A member in which the
Aten deplacementofene cod ele e
is notice prevented

124413 Tensile Stress — Th charsceiic sess
coespoding oper in tenon, specie or the
{pode of et i the propi Idin Sanaa

13.14 Test Load — Te factored load, quil 10
à specified led combination appropriate for he y
‘oft being rome.

16400: 2007

2118 Tranmere — Discionalon the songs ates
ecos section ofthe member.

1.3.16 Ultimate Lini Site — Te nate which,
neal cn une ellp fa pat rh whole of
1.117 Utne Sea (oe 12119

13:18 Wind Loads — Load exprencd by member

1.3119 veld Stress — The character res of the
materi in tenon before the elastic limit o the
ar Stan, se in Table 1

14 Sas
Syms se inthis standar ha have the following
mains with pc 1 the ste or ember or
indios. ls otherwise defied ewer in ie
‘ett eof treads
Ecce croseconal aes
Total Mange ea
ros cross-ctora ares
Gros eros section area of Mango
Gross cross-sectional ares of
‘oustanding (o connected) fa
Nat aa of he tot rs.
arenero sectional aot tot
Net erosssetionalatea of each
oxisanding (ot connected) lego
Nominal bearing are bl on ay
pue
Cross-sectional area of à bearing
{oad crying) senor in cont
‘ith henge
— Gros ersesectina ra of bot
Crows section! are in teson fom
the cen of the hole 1 the te of
the angle weionchame econ,
Gee 64) perpendicular tene of

Ay = Netsctins ae intension fromthe compression Range ange, pltesor
conte of the hol tothe toe of Tongue plates oh neta is
he angle perpendicular othe ine Diameter of tly vet hole
of fore Gee 64) Nominal diameter fhe pipe column
Season ore dimensions ofthe column I
Gross cross aes in sear the dpi ection of the base pate
ange ie of an oe Pancizav dephin tbe beam-olumn
Net rostactional area in shear Modus of lati for eel
song te Hie of usm ore Modulsfelasciy of telat 7°C
Moduls ofelasiciyof see a120°C

Modulus of eat ofthe panel

Larger and mal precio of the
respectively e7A) Buckling suength of unatlened

Fe Pan ne omens
Unsupported em of indvidat ÉS nes
pain Minimum prof pension in hah
Length fie of aportas pla of strength ction gp bok,
Solana Bearing capaci, of load caring
Ode of he elemen sitener
‘Sul ang teng, Silene being Sufener ore
D Süfener Docking resktnce
Elective width of Mange between ‘estoad
pair of bole Lond for cepa test,
ido he Mange Minima ts lad rm he est 0
io Mange assnimeraleneat fare
rel zoe width between clans Serge est ost
fangos hemoslurın ction Design cas fhe we inten
Shes lag distance Extra od, force oration
‘Width of oon eld Buckling resistance o lod camping
‘Width of estadio seb er
Centreoscentre > Tongiadina! Actual normal sess range for the
uns os category
Cote of mul expansion Freeney oa simply supported one
Moment amplifica fcer about way sytem
respective aes Breuer of floor suport ont
Spacing of transverse seer der perpendicular tothe ost
aaa bed fcr fr Ja Permissible bending stess in
torsional” buckling strength mpesion service oad
caleiaion Perisible compressive ses a
Moment amplification factor for service lod
vay lame Permiiiebndingsusssintnson
Over diameter a os serie fod
secon Pormssibe bearing tes ofthe Blt
— Depth we, Nominal diameter serie lo
Tee the clar distance from the Permis ole Bolio ter

esd

Persil tens ses of the ol
Permissible stress ofthe ws at
serie lad

‘Ato ending sess in compres
Design hending compeesive sess
‘mesponding to tal ocio:
‘Atal Bending sess in tension at
Perle endiag rss incalurn
Elie balling ses ola column,
Extreme fibre compressive stress
corropondig este ra ui

Euan ses at servic load
Fuga re ringesoresponding tn

Silos of loading

Equivalent constant apie es
Normal sesin weld at servic fod
Prof sees:

ewig strength of he nen
Frequency

Act ea rs bot semis
‘Acta tele ses a sevice lad
Actal tele ses of tho ha a
(Charteris timate ese ses
‘ofthe connected plate

18800: 2007

— Applied shear stress inthe panel
len ing enon Ftd action
Design tens of wel at erie load
Nominal sento fie wes
Maximum onda res under
Combined ail ore and ening
Yield ass of tel tT °C
Yield tes of tel 320°C
Chance ie tes of bol
(Charterite in srs of Mange
Characteristic yield stress of
connected pte
=
Chance pichsuess othe web
mei
auge length been contr ofthe
toler perpendicular tothe load
rein, aceleran do gravity
Depth af the section
“otal hight fromthe se fhe Noor
level concerned
Height ofthe corn
Cenveto-cen inc flanges
‘Thickness fe protection mail
Beige fie ip
Storey height
Moment ofineniaaihecampresion
ange ofthe bear about Ie ais
parle whe web
Moment of ier ofthe tension
‘ange ofthe beam about minor ait
Moment of inertia of pair of
sfr about he entr ofthe ch
ca single fener Bout co
the web
Second moment of inertia
Second moment of inertia ofthe
emendela tthe web

‘ransomed momen fine oh
equivalen sich, assuming the
ort ange of with es e
Moment of nei about the major
Reduction actor to acom for he
Fei length ofthe member

Api eeciveslenderess
Ftse sendernes tao of the
ection about the minor a of te
Effective senderess rato of the
seston aboot the major aus of the
Senders rato of cola

fective sendernsssuio of the

‘Shea cling coin
ping saint ator

spend surface ares to mas ai
Actua length, unsupported eng,
Léngih cenueovcente discs of
‘heen member, Caner

and welded members, taken the

tthe end weld, mei along te

Lena of he member

Effective length fr lateral torsion
cling

Length between points of zero

‘women (ection in the span

sapponing mentor

= Distance betwoen prying fre and
Bei eene ine
Grip feng of oli a connection

Leng ofthe jit

— Length between points of lates)
apport compression Mane in

~ Distance fom bolt cee ine o he
toc of it we rt al the rot
‘aie fora rolled secon

= Beading moment

= Apia heating moment
Desig exa sein
Moment capciy ofthe seston under
ghee

— Design bending senor aboot he
minor ais of he ernsten
Design bending stent about the
mar a o the erection

= Rated steve moment
‘he ange pla

— Design plate resisane ofthe ange
stone

= Design bending strength under
combined ail force and isi

4. —Desigo bending strength under

casper: ninia! moment acting
sine
Inston ofthe bean and our
— Moments inthe color above and
tow the Dam surface
~ Pac design sent of ange ny
— Applied moment on he sflener
= Moment serio (working) land

Factores sped manent año Be
minor ais ofthe cree

Number of pall planes of baca
Design strength in tension or in
Ania ore inthe fange

[Number of bole the bot group
Number of shear place with the
“cds itrcplg the shear plate
inthe bite common

‘umber of shear planes without
thas een the er ple
‘governed by flexural buckling about
therespectveans

Minimum required regi for each
Ange splice
Require compressive strength

‘Accident oa (Acton)
Charette ods (Action)

Desig oad (Acton)
Variable lade (Action)

Shea sues at servic oad

Ratio ofthe mean compressive sess
in the web (equal to stress at
‘mid ep il sues the wes
‘cacton of he Beam suppor
Design strength of he member at

Flange sear resins

lime srengi of he member at
coger

Ratio of the design action on the
member under fre tothe design
Radius of gration stout he minor
ie (uo of angle eto,

Radius of gyraton about the minor
Radius of gyration about the major
Bol group or weh gro

Original erosscctional ara ofthe
Spring lis

Ultimate strength

Anchorage length of tension Held
along the compres ange
‘Anchorage length of tension eld
‘long tecno fango

‘Acta flor spacing
‘Temperature in degree Celsivss
Fated tension

‘Applied ein in bolt

Thickness compression Mange
Design strength under xi tension
Yielding strength of gross section
under ana enon

Rupture regi of net section under
axial emo

Design srenih of bot under ah
tension; Block Shea srength at
tnd conection

Extemaly apie tension

etre tension oreo ction pe
ming temperate ofthe sel
‘Nomina strength of bolt under na
Design tension capacity

Desig tension capt of fon
Atal tension under evi on
‘Thickness of elemenvange tie ia
‘Ticks of lange

“Ticks of senor

Thickness of web,

Factored applied shear force
Suan btn pate

Ford fritonal shear force in
nen type conecto

‘rite shear rng comesponing
to weh bockling

Block shew ste

Bean capacity of bo fo fin

Nominal Bering seno hol
Nominal shear pay of bok

[Nominal sea capacity of bo as
governed By slip in friction type

ctor shea forse inthe ol
tet fare los
“onions index
Else section modular

— basic section modulus of the

Elastic section modales of tbe
member with respect to extreme
Contibation wo e plastic section
‘modus of the otal soar sent he
Disuacetemcen point sion
of the load and shear ente of
ecroseccton

reporto cena

Imperfection factor for buckling
ong columns a bears
Coetcien of thermal expansion
Ratio smart erbending
asp “
Equivalent nor moment for
forlterl torsional Mulas
Streng reduction factor o acount
for bucking under compression
St reduction ac,
Strength redoton facto to eat
for Iaterat torsional Buckling of
Sia decis

Horizont defection of he tom
of sore duc to combined gan
Lou ampliacion for
Horizon defection of he op of
ore de to combine! gravity a
Tociraon of tension eld ess
Unie eig of set

Paria safety fst fr oad

Paria safety Factor meri
Paria safety factor against yoke
ses and ins

Para safety factor for bold
connection with bring ye als
np

Pai suey fa for fig loa
— Para sae factor agaist shear
fare

Para safety factor for sen of

— Vid ses ato (50149

En Sia

SETE
— Fs bcking lod factor
uve leder io
— Non-iensonlslndemess eatin
— Bhai boeing Had factor of ach
Poison’ rato
Cochin ol tio (ai ton
Cape recio factor
— Rai oe rotar hing point
tothe atv le ton of
far end of the beam segment
Unit mas of tet
‘Aca sha srs range forthe det
category
— Bicling sea ses
— Rome sra sts athe service
— Ei real sear se
Design shear pve strength
for he dam
the Lacey unsupported enh of
— Frame bc ad factor

Fr ih purpose of design aeons the following

15100: 2007

© Uni asin gh’
© Unit weigh tN

MP and °
©) Moments (ending ec) in km

For conversion of one sytem of mis 1 another
Sem 15786 (Supplement maybe refered

1. Standard Dimensions, Form and Weight

The mensions, for. weight, lance failed
members wed i any steel structure shall conform to
TS sand 1852 wherever applicable

1.7 tans und Drawings

1.7.1 Pino, ring nd tres se a prepared
conn 2008 Pa 0.0. #97 and 962

The plans (sign cravings) hal show te size,
mon, Por ves, corn canes, and fete
thal be dimensioned. Pas sl be drawn o scale
ing enough to comey the formats adequately
Plans sal nice the type of consten to be
erployed: ná sale Spplented by such ato
issued och shear, moments und il forces
toberesstedy all member ad ir comets
any be require fr the proper preparation of op
amis. Any special prcation 1 e taken inthe
Steen of sucre from the design consieraon
Sha ako e indeed te drawing.

Shop drawings. giving complete information
nece) foe the arian of he componen par

ap and etai ofall wold and fasteners shall be
read in advance ofthe acta oben. They
bolls and wes For anal information to he
included on drawings fr designs based onthe we ol
‘Standards, Shop drawings shall be made in
con whl 96. A marking gram lin
steelwork sl be prepared The diagram all be

1.72 Symbols ied for welding on plans and shop
rings stall bo second 01881)

Unless eterwise specified convention usd for
2) sxalon he member.
‘emperor to the anges and
an ans of th roses
‘ate poll to Manges, nd

{sis parallel to male ep in angle
minor ans uen den one with

secrion2
MATERIALS
24 General

min vals tobe accepted an characte ace

22 Strustral Stel

22. The provisions in his econ ae applicable 10

he cl common aon ee contacto, nara,

conan coming under pure of sand
‘Sal bef arco conform 1182002

22.5 serian hos pected 2
may o ed provide at be pie ress
Ad er ess prono ae sy modified and

2241 Sts at ot suponed by mil est eat
‘nay bewsedonly in import members and detail.
‘thre hi proper sch dct and wel
‘told nt ais the performance requirements o

However sch ele may eine yen
appropriate tests in accordance with the method
Species in 1 108

"he properties of cura el ose in design, may
een as givenin2.241 and 2242

24.1 Physical properties of stractral tel
inespeive af sade may be uken x

2) Unitmass ft, p =7 850 nt
D Moda fe, 20% 10 Na?
©) Poisonraio,p 203
Mas fit, G = 0.769 10 Nm)
are)
©) Coefficient of tema expansion, = 12%

42 Mechanical properties of sacral eel

sea porn! in Besen a the eld ses, the
cn a ulimae tess, the maximum pct
‘longaton on a standard gauge length and nach
toughness. Exp fr woth toughness, the ter
ropes ae determined y conducting tes tents
On Samples cu fom the plate, sections ec in
ende wi IS 1608, Commonly wed pepe,
for the common steel products of different
weinen re marin Toi

23 Riot

1 900 2007

1s 00: 2007

‘conforming to 1S 7557. They may also be constuction and us and ave sdcqut resis to
manufactued from tel conforming o IS 2062. cenan expected asienta lo nd fe Sucre
Provided hat the sel met Ihe requieren gen So ste anda lea a pal prevent
mists dispropoonate overall collapse under aecdenal
232 Ris dll conform wo 1929 and 15 2155 ae MINE

ride. 312 Methods of Design

23 High Fn Sel Res 2.1.21 Site and it lement al normal be
Mg ese se ts a be man fom Dei hd Aon onde
AA: ‘and experience and the need to design for durability
24 tals Nuts and Waser stone sone may nx pode ae tene

Skt Jade marc unable met, gully
col aque deg and good ero ur
sual para

10181363 ar 03),18 1368 Pate SSL
{Pars 020 15 3640, 5 357,5 4000, 8 569,
IS 370. 18S872 18 374,18 502, S661, 15628, 3.2.2 Where the limi states method cannot be
1S 630 and 6689. TheresommendatonisIS 400) omelenty adopted: he working sess desp (se
shal be followed ‘Sesion 1) may buses

Re 313 Design Process
Stel casing shall conformo 15 1030 or 15 2708. Structural design, ineoding design or drt

Hecate to (Der somtracton and se hood be considered a4 whole

26 Welding Consumable The realization of sigh objectives requires

compliance with clearly defined standards for

22641 Covered codes sal sonen 101581407
15 1395. as appropriate.

12.62 Fille ode and wre fr as weldng sh
enor 018 1278 32 Lond and Faces

2.63 The supply of sl fille mires for submerged 321 For the purpose of designing any clement
fre welding Of seul cl shall Conan to MDE! ora ttre, the following lads ation)
isi, and er sc shal elke nto account, wher

slice wih paral sft fc and combis
244 The bare wire electrodes for menge are RS

‘ein sl conform to 15 7260, The combinacion
wire and Moe shall satisfy the requires of Dead load
ion 1) posed toads (ive load, rne lad, sow
Toad os Td, save Tad, erh press,
©) Wind oats
arabe oa:
27 Other Materials 9 Erection ods

2.6 File ods and ar leds for gas shied
teal re welding shal conorm to TS 6819 and
1S 660, as appropriate

tbc mass ed inasaiton statut tt D. Accident lads such those due o ha,
work shal oor to apropite Indian Sas pa of eile, et and

1) Secondary effects due to cascos or

‘SECTION expansion resulting from temperature

GENERAL DESIGN REQUIREMENTS ‘hanges, differential seulemen of the

‘trace a a wae oof i components

34 Bast for Design scene connection, rigidity of Joints

ds ‘ering tom design sumptions.

3211 Dead loads soul be ame indesign a

The bjesne of design is he achievement of an PA Ded os coal

ceca probabil tat structures wil perform
“stn fo he ade poros ring eden 32.2 Impood lands or ileso copay
le Win appropriate dore fly ey shuld and function of stustores shall de taken ar
sustain all the loads an deformations, during resommendediniS 875 Pon) Ipods ari

be assemed in design a per manufacturersuppiers

32.14 Esque ons shal be assume pe be

cones pce 33 sa a espina

on uae lading a oa
pesos of sch quant sal be considere
SS erect ads. Proper provision shal e med,
‘nthe tr during the poi cc sal
{kena acting together wit the crc fade Ths
tre a a whole and ll pr ofthe ct in
acon wäh the temporary rings shall be

INC of ss ees Toads during rec.

3: Temperature Fees

Sr cond und fate rien mae fr

34.2 The temperature range vais or diferent

ing mama spray iron
bythe condition of exposure and the rate at which the
heat. Tis difference in erperatie varios ofthe
tonsil andar al given due consiraton. The
‘sto real empero within an lemon or

34 The coin of neral expansion orale
Sven 224.10

35. Load conbiaions fr design purposes shall be
«omeguenty maximum sees and deformations
fang conan ad with propriate

b) Dead load + imposed load + wind or
‘cong og,

35.2 Wied lo and canhgake load stall no be
anatomy The ees f each hal

3:53 The elles of cons o be sonde under
imposed loads shall include the vertical Ind
ed along the crane ru espece (ve 18 875
ue

The con onde and thei combination 1 be
aider shall be as indie by de customer In

loaded can oo cranes incase fade
rain go verts without
pt from as many leed res a may
Poste for machmum ect ong Wah
Loads se specified in 384), abject 10
‘ane in main of any two bay of the
‘iin cost hl be coined or
mul sy mult-cane anis

“The longa tas on rane eck ai
bal be conside for a maximum of io
Iba rnc on he tack; and

Late hrs urge) an longi thst
sting across and along the crane al
respectively shall be asomed not #0 act
émane, The ses of oc ore, eh
however be imestigated separately

355 Wie ivesigating the effect of exedquake
Tore, renting is rom dea ln ofallranes
por inca y postionedio case mani let

Sha pe ecke fr bumper imp oad aha m

357 Sree developed dueto secondary fet such
À banding; ren, tmpertre and stlement of
ande. any. shall Be appopritly ade the
cs ae rom th combinan fads se
in, wi appropriate paral aey factors,

26 Geometia Properties

saco essen of member epa ro,
Sal aa on the following ba

“The proper of he gros cross section sal
fe cales ftom the specified size u he
member or part tereot OF rend from
appropriate al,

The properties of ie llei cross-section
Abe cael desing fom ares

1) Tee secional are in exces ele
Pine wich incase of slender sections
Thiais
anche hols, hole size 2 mm in excess
Gi aa inter maybe dass

37 Chastain of Cross Setins

2171 Pie elements of cosesecon may tole
italy ae ocompressne sus, The local cn
Ting the wih ces ai of exch clement
Dacia abject compression docto x

ALI When past analysis. the member tal
Be sap of forming pate hinges wih slice
on capacity (cy) without eal being io
‘ble he reden of tending moment eqs
tetas mation fhe lure mechs

37.12 When cle nai sed he member shal
be capable of developing the yield Sres under

2:22 On bass ofthe above, four clases of econ

‘an develop pls hinges and have the
roan capacy regir for falle ofthe
tre forma of pla mechani

159002007

shales han hpi wader Cs 1
(Pisto, Table
Clos 2( Compact) — Cross-section, which
‘an develop lat momento! resistance. be
have inadequate plastic hinge rotation
‘apa for fomaton of plastic mechanism
one buckling. The wi Bikes
in it pied er Cr
las 3 (Semiccompoet) — Cros sections,
in which he extreme erin comprssionsan
‘each yield sess, bt cannot develop the
ise moment of resistance. dee to local
np The witches ra of pe
«mens sales ans pied der
‘posed under Cae 2(Compacn Table 2
Chae (Sende) — Cros sections in which
the elements buckle locally even before
Teaching il es. The width thickness
tha paid under Class 3 (Serco,
In Tabled In uchensen efec seins
for design sal be acte eier by
folowing th provisions of IS HO o econ
forthe posclocal-bucling strength or by
educung width ofthe compression pat
Semen ines he son-conpact son

When dierent clement of a rotin al under
diferent sles the section shall be closed a
overned bythe moses! clement

313 pes of Elements

3 neral elements — These are elements
tached slong both longitudinal cesto
fhe element or 1 longiuinal sifeners
ones at sable ines fo wann
Steers, fr example, web of secon and
‘anges and web of bx ton,

(Oui cements or outstnds = These ae
lement ausched along only one of the
Tongan edges an adjacent clement, the
ter edge big eto place ot of plans
for sample lange orerlung of an Tet

tomas ció andes ange ec)
Tapered lements These may be estes

Table? Limiting With to Thickness Rato
«cu

80012007.

beson beyond
Sf eemen in outside the Scope of hie standar
Reference may be made fo IS 80 for sch design
provision. The design of ender we elemente may
Be made pren 8211 or Mere an 84.22
these

In ee of compound elements consisting of 0 or
more clement bold or welded together he ting
vito hekness alos as given in Table 2 should be
amer on ssf the flowing

I
ly

y

2, — Entera lomont With

15 50: 2007

1 Outstanding wid of compound lement

9) The internal width of euch added plate
between the lines of welds or fasteners
conecto comia socionto soma
‘Any und fe aed pates beyond the
lite of welds or fasteners comen 10
‘inal section o own thickness.

3: Maximum Etre Senders Ratio

“The maximumeffetvsendemess to AL/ ves
fa beam, srt or lan member bal ar exe
how given in Table. KE" lec length of
the member andi appropriate radis of gration
tasado he eto soto e defined in VAL.

Table 3 Maximum Vales of fective
Sheerness as

39. I designing he tec fame work of lina.
Provision shall be made (by adequate moment
Estos of y a sem af bain) weet
Frans 1 he undone all he hoon forces,
ving due allowance for te sien efx of tis
Saad oo, where appiable

292 When he walls, or wll ad loos andlor ros

a capable offen antiga orzo
forces det to the foundations, the ttl ie
framework may bo designed witout on dering the
ie of win ot carga,

39.3 Wind and eathgske forces ar reversible and
therefore call for iii 20 strength under fore
‘evento angtudinal and wanes estos
To resist torsional fees. of wind and earths
forces, being ln plan shouldbe provided and
integrally connected withthe longitudinal and
tree als, 1 pat ae trio

39: In sed ype scl mil buildings, adequate
tracings shall be provided to taste the wind oF
carie lads fom thei point of action tothe
appropriate supporting members. Where the
designe such tha the wind or earthquake lads wi
rot be transferred 10 the Interior columns the
‘terior columns o frame al be designed ores
the total wind or earthquake load. Where the
Are transferred o the ftriorcolomne sso. and
Where adequate rigid diaphragm action can be
mobile as inthe ase ofthe an place RC sah,
ath exterior nd interior colors and frames may
e designed on the assumption thatthe wind or
«srta oad i divided among them in ros
to their lative sffners. Columns also should be
<esgnedo withstand te ne uplifting effec caused
by excessive wind or earthquake. Additonal anal
forces rising in jen columas due othe etal
‘component of bracing o due o rare ation shall
So be accounted fr

19:32 Barthguake forces are proportional o he
seismic mas defined in 5 1893, Eriquke foros
Should be ape the sent of gravity af al sch
pensé mass and rar tothe odian
Should be ensure. Other constriction details,
‘gute 5 4326 shold al be flowed.

393.3 a lis where high ape raveling res
ae supported of where a building or srctre is
‘there sahjeted 1 vibration or may tongue
racing e sá portal system shall be provided o
reduce ıhe vibration or sway fo an aceeplable

39: Foundations

‘The foundations of being o other srcures hall
designed to provide the iii and seth at
as Been assumed In he ani and design ofthe

Where a wall, o other gravity loud, í placed
ram. he team and its connections shall be designed
für aan, ues the beam esting tera in.
Sich way eto pesen he isting othe bea,

310 expansion Joints

in deciding the location, spacing and nature of
Spanien jn shal be I othe econ th

3102 Sracurs in which marked changes de plan
mens ae plac abel, al be provided th
Expansion joints a he ston where sich changes
‘rer Expansion eins sal be 4 povided at the
Arne ja, The gap athe expansion joint shoal be
sock at

0) Wome th expec pain
A avoids pounding of adjacent unit ander
‘ould preferably be supposed où spurte
Foondstions

3.103 The del aso ength of asc whee
factors acho temperatur. exposure to wear and
str design. The prison in IQ 031038
are gn as general guidance

3.103.106 bay omita brain provided

15800: 2007

at th ene of the bling or buin section, he
Tengh ofthe ting section may brut to
180 m incase of covered lit nd 120 mince
of open ans lee Fi.

à

END OF CovERED BULONGBECTION

Fic. 3 Man Leonor Boton wit Ove
31032 1 moe than one ay of lng acing
is provided ner the sen o the linge, he
anime ene ine distance ten he io ies
Sf bracing may be restricted to 50 m fr covered
truildings (and 30 m for open gants) and the
rai danos betwee he cute of te bracing
{othe eres expansion vend of bung secon
maybe rested to 90 m (60 m in cate of open
fants). The mai length of he bling section
may be reseed 230m fr covered Mids
(10 m for open guns). Beyond this, suitable
‘expansion jos stl be provide (ee Fig.

2340.3 The maximum width ofthe covered bling
econ should pre be ested 10m beyond
‘hich sible provisions forthe expansion jit may

3.10. When he provisos of thee seis ae mat

fu building oropen structure, the ses analyse due
Wimpern I notre,

EXPANSION
Son
i

/ \

om — on

Fro. 4 Maxam Lane oF Bon

— 90m ——Ù

pvc mm Teo Bas OF Braves

13002207

SECTION
METHODS OF STRUCTURAL ANALYSIS

1 Methods of Determining Action Elec
41: General

Forte purpose of complying with the requirements
‘ne int as subi tong ande
Specified in Scan $ let of ign ato ons
‘ace ands member and conan, al be
med seta sass ing te apor

8) Pas analysis in arcndan with 45,

©) Advanced analysis in accordance with

‘amex and
4) Dynami analysis in accordance VIS 199
an)

"The eig aon eet fr desig ass carquato
loas sal bined oly by ancla amis To
A omespond tthe load which signi pls
sponding effets sil be haine by plas or
feed amis. More Informan om anti ad
Sesto re cambie given Seaton 2 an
IS DA (ur

422 Foro and Sway Frome

frames resid ay nd ay Frames

2) Non-swuy frame — One in which the
transverse displacement of ane end of the
membre he tar nd
Prod Th ppt angulated frames
tnd tases ort frames where in-plane
Sites hs provided Brain. or by shee
‘all ory orbe and oo dks were
paralela plane of losing and Pending
preven. Such members and ames ocur
Insimetue wich depend on fnac
(member to site load ae say.
A rigid jomted matt fame may be
ensiered a a non fume fa evry
Individual storey, he defection 8, over à
ore ight doth onal xz

loading given in 43.6 sas the following
1) For cad frames, when the seins
ci ofthe lading is nota io
count inthe econ cacaos
st
Fo
the sing eet of the eating is
taken into account in the deflection

A frame, which when analyzed
considering al the seal supporting.
System dacs not comply with ie above
Frame eve ii raced or aer
tray sens
42 Forms of Construction Asuined for Structural
Analysis

42 The effects of design ston in e members and
Connections of ste shal e determined by
ssoming singly or in combination of de following
Forme of ontrton (ee 10.6.1),

Az Rigid contruction

In pid construction. the connections between
members (beam and coloma) ce janis be
Asset ae sulin iii ol e iia
ange between Ihe members comectd a Joint
changes under loading

42.1.2 Semi contruction

In sem construcion, the comectunsBetcen
members (pam ad colmo) hir junclon may ot
‘etween the members a a joins unchanged, bot sal
Besuche cacy omita depende
seen the degree of Near) exit ad he ks}
eto fet sal o estblab y any ena
method red on et sul ere Annex D

421.3 Sinplecomtton

In simple constuction, the connections between
members (Dam an coloma) junction wl a
Test ny appreciable moment and hal e ted
tobe hinge.

422 Desig of Connections

“Te dei of all connections sal become with

Secon 1,

mofa tica), de analysing cared
in each of the two discos tpt
Sebsstsctates (part ofa sucre). For
sonda thee dimensional als
may be every 10 account for effects of
cargo forces [se 1 189 Pat).

tae, provded with racing or shear walls
terest al rl oros each evel here,
topther with he cols immedi above
tnd below, may be considered 3 2 0b
tits, the columns being ausunsd fixe
he ends remote rom the eve under
‘Where beats st a oo eve ina mul ay
structure par OÙ à ste, te bending
amet tte support ofthe Bes due 10
‘End support, one span away from the span
nde consideration. provided tht te or
teams conics beyond topo point

“The span ng.
frame sytem shal bo tale us te dicos Between

asa member ominous

Fue bung stur, the various arangemcat a

2 Where the loading pattern ie fixed, the
D Where he imposed od is variable and no

159002007

Arrangement five load acting o be Nor
D imposé lo on mat pas,

2) mposedtoadon wo adjacent spans. and
D Imposed oud onal te sans

434 Base Ses

ines aout te ax under consideration sal be
Sum "

2) When the column sr connected o à
Pedestal shal be ton ac he fe of te
Sola above base plate. Hower incase of
‘ery sit pedestals and foundations the
ol maÿ be assumed as da se
10 the foundation. a pedesa süffness of
To percent of the column ess may de

‘he conection between he tel ol and
[ode the col is asumed sind
tse and he pedestal ad found ay be
prop designed forthe reactions om
the clin

In cave of (a) and () he botom of he
pedestal shall be sesumed to have the
Folie boundary condition nh absnse
of any dead procedure had on Bey or

1) When te fondation consist fa group
of piles witha pl cap ral Foundation
fr isolated Foti esting on rocket
‘ery hard si, de pedestal shal be
‘sted tobe fed the eve ofthe
otr of fon ora th op of pile
ep.

‘When the foundation consist of an
‘lated footing resting on ster sl
padel shalt be asumed ode hug
eee ofthe boto of org

When the pedestal is supported by à
pl sil be assumed 1 be fed a
Gernot Stine he diameter ofthe ile

ty sting ta all embers ae in connect. The
‘sccm fr stanchion and ol sal bese
in orange wih 7A.

To analyze frame subjected to gravity Toads

lg the sway ay a de frame, tons
orion fees shel be spp. Ten ations
oz foes account for rata imperecions
and sole tenace as bing estro
parent of face dead loa pos vera! imposed
‘rnd a ana lads i th nay

8) oplid when consisrig ore or
‘veal ini
©) combined with other horizontal (neral
toad
4.363 The sway effect sing notions Ind under
nt Ind ns nat ho comedero oF
eight tra wah fhe ing se ham um

44 Plastic Analyse

under the action ofthe factored deg ads or al

"The esto haunching or amy vation ofthe crs:
scan along thei of amer sal bs conse
nd where significant, shal be an into account lo
the determination othe member sis

4423 Pint Onder taie Anais,

Frame in the undeformed gcomer 1 cosiered the
changes inte gore ld rms do tthe aig,
esse. The effects ofthese onthe first-order
ening moments sal bellowed ort wing one of
the method of moment amplifica of 443.2
for 443.3 as appropriate, Where the moment
Simplification factor Cy Cy alu in accordance
‘Amex Fa e cari ou

443 Second OnlerEatic Analysis

4431 The analysis sallow forthe effets e
esi los ag onthe suture and its members
in her pad and defonned configuration Thee
Second-order effets shall be ken ito acount by
ing ier

8) A Sister elastic analysis with moment

44.2 Momentomplifcaionformembersin nn.
James

‘objet tail enon he enr bending moment it
a obio from te rt onder uals fo factored

for a determined bythe Ft order analyse
Gen Vnding moment shale csleltodconieing
‘nomen apis ssa 93.22.

4433 Moment amplification for members in sway
Frames

Te dein bending momen sal beled e
reac f moment amplicon factor ere 9322
Co and be moment obtain From th is
‘onic ali of the way frame, unes alysis
«omsiderin second order effects cred out
(cesa,
44.34 Th soe ening moment fromthe fs
otre analysis may be moldy edison
Ur LS percent ofthe pk calcule moment le
‘ember under fico lsd provided us

members of he fame are im elim wth
pled ods

Alle members in which te moments ar
reduced shall belong o plas or compact
Section clasico (se 37

AS Pas Anais

Tec of designation thoughout ron pat of
sets may be determined by à plato analyse
provide ta the requitements of 482 ar me. Tne
Aibution of design action effets Shall att
git ate Boundary conditions

‘When a plastic meo of analysis is used al of the
tly of the str and plate rotation api
‘embers and connections establishes forthe
‘sign loading condos by ther means aan:

‘alot need 450 MPa

‘alot signant diferent from hose
tine or stes complying with 5 2062
cr quien and sal besuch as o enure
Completo ple moment rent The
Sesexindngram shall ave a pac at
the cles entenging fr areas tines
the yield strain, The ratio ofthe tele
¡ein othe yield ses sec for the
grade of he tet all ote ese ha 12
‘The elongation ona gauge lng complying
iS 2062 shal nate than LS percent and
[cad ung hase les and sect
Compact section (see 3,72), unless the
Be 372

about a perpendeularo he aio he
ai hinge rota,

“The member sal na be sujet to impact
loading, requiring fracture assessment or

4524 Resins

bucking) should be provided at al plaie hing
locating, Where ot esi the est shoul e

The torsional revit requirement at econ as
Within a member comuinia a pas hinge, he
maximum distance 1, from ie retran he paste
ings wo adjacent etait shoul be eleul by
any ioral method o de conservative med given

‘Conseraely Ln mun) may be taken a

Er

[6 ey

&

eld ars, in Nn?

rats of gyration ab he minor ain

torsional ides 113244,
ae feront and

sping constan second moment ofthe
Cron schon above the minor aks and
St Vinan rion constant respecte

‘Where the member has weg anges, shoul be
taken a he ese ofthe ales of he compresion
Mange ely othe whole section.

The spacing of restraints to member lengths not
containing a plastic binge should sat the
‘commendations of section on lateral buckling
Sueno eas (ee 82.2), Where the resin re
placed at limi distance I, no fuer necks

4522 Siemens a plastic hinge locations

Websters soul be provided where a concentrated
load, which exces 10 percent of he shear capacity

‘ofthe member appli within D of aplastic binge
cation (ee 82.1.2), Te sine should be provided
thin anes of half he dep of the member on
er de ofthe hinge lotions be designed to

the aes eno pla son for spe usan,

In. = second msn of ref testes abo
{beac ofthe element perpendicular the
wi

452.3 Mete stall be adequately soponed agaist.

‘vay nd out pane buck, y bsg moment

‘isting frame ora dependent syste such as shea!

side of a plas bige location, the following
sion shouldbe ppd the sion age a
Seren desig rovings, Hols squid, hooks
e driledoret punched? m under snd tee.
AN hard hand ame atelgssbool te nin
“soci by ring, cipin or planning.

The desig con effects hal be determined using à
rip analyse

3) in à fll strength connection, the moment
pas of the conection sl be ot ess
inbadh ces the behaviour ofthe connection

In he case of Biking sectores, ot noma

484 Second Order Else Analia

Any second onder effets ofthe Jos acting on the
‘let provid he following ae said!

©) Forces provided e ing ef
ofan infil walpunsorduphnemeor
tnd where elastic bucing load Ar
(Gre 46) mises Ja > 0
Tei0> A/a >46 the send ons lft may
considered by amplis he design lad
et obtained fom pls analy dy a
hac (09202 D
analyst or second-order clastic alysis
(Gee AA eto de cand out.
or un cd frames or or la aes where
the ini eet of masonry inl or
Pag of pried wall panel en nto
estan where east un ld aco
(246) sss 22,220
Toad eft chine om plat mat by
abra (09 AD
iy 3,255, second order ciao plo
anal or second-order clastic analyis
(Gee 443) sal be cried ont

AG Frame Buckling Analysis

4.6.1 The lie Duck lod foc?) lle be
‘tio te ls bcn lad eto the frame oh
sign st forthe rm, and shal Be determined
An corne wih 462,

62 plane Frame Bucking

The elastic hockling od factor) of aide
frame al be determi by usa
8) One ofthe approximate methods of 4621

AZ Regular nonsnay frames (sc 412)

Inarecanguarnon way frame with regular osa
Fc tes oreacheounn ha be eine
ones ai of, foal om. whee

ais te ana compres ses in the column fo
the cord lad anti,

4622 Regular sy Jones

In a ectongalar say frame with regular loading and
elie sil foca cams, bcn ld,
Pr foreach esann habe domino a =Af,
rief is ee huckling stes o cola in
delat fre, band in enden wih 7.1.21
Tela clog oa ctor forthe he ram
Aha be taken ae the lowest of all the ratios,
ill foreach storey ofthe bold, main

à, = EU)
Kr)

IP member aa foc fom be act kad
column eng and he sion ihnen
Si colvns in the plane rame within

SECTIONS
LIMIT STATE DESIGN

51 Bass for Design

SLA In he limi wate design method, he scr
‘habe designe wit safely lads ikl to
‘lap under arden! lds oh a rom espions
‘rimpactordu to consequence human erro
“net beyond he local damage, Te bec fe
‘ign to achieve aut at wi remain Bt or
se ding it ie with acceptable get ela In
er words the probably of a lini ate Being
reached daring st fie sould be very low. The
aceptble leit forthe safety and serviceability
rayan before slr oscu call mise
Inger he structure shal be estr o bas
othe most sis! it state a bale checked or
cabe imi states,

5.1.2 Sis curs rete deigndandconsneted
to sty the design rqulcments wit regard o
Sail, stent servieably, bite ture,

Remain twit adequate eclbiy ad be
abet sin a actions (oa) and tet

18800: 2007

“sproponionatly under chen evens
lke explosions, vehicle impact or due 10
anseqences of human err to an extent
beyond local damage. The potential for
Estsrophi damage shll be limited or
‘Soided by appropiate hole oon ormore
‘the following
D) Avoiding, eliminating or reducing
pour 1 hazards, which estruc
Fell os
‘den and design such at
À) the sucre hs low sensé o
1) theater survives wih ol oa
‘damage even after sous damage
toany oneindräunelemen hy de
wa
Choouing sible tesa, design and
detiling procedure, construction
ocean and com procedures or
‘hop ren end fonctions

The follwing condos muy bestia vod à
prirent sale:

The building should be effectively tied
together atsch principal Moor level and each
‘lun shouldbe effectively held in poston
y means of continous es (cam) ey
‘orthogonal, excep where the sel work
supports any lading Weighing bat more
Aer. aN along wth imposed ná wind
leads These es run e sel members och
os Beams, which may be dsigaed for ler
the el mete once for ore mes
reinlosement in compote sab wit ee
Profiled sheeting dry raro am
‘it shear cones, These ele and
Air endconnetons shuld be capte of
‘essing factors onl fre nat fs th

the factor dea and impose loads acting
o tenor les
than PS KN. Such conection of ts o edge
Son shoal als be capable of resting
I percent ofthe maximum sxe compression
inthe cont eve doo actors dead
imposed lends, A cola pice should
Be apabe of resting a temo foro eu
tothe largest of factored desd and le Lou
scscon fom a single oor level located
sacs that column splice nd the next
(human spc below that opie aera ond
System 0 res notonal horizontal Lads
precise in 42.6 should be dsteboted

1800: 2007

Arooghout th dng in near arogonl
(irren so Ua no sb) portas I.
onnected tol on point to sue se
recat one or ater hy flor o ot
ne shouldbe effectively anchos inthe
direction of thei span citer tweash other over
‘he suppor or dic to he support
‘Where above sion oie ous
10 he or adequately ae ot sas each
ore of he bling should be hecho
sare hat disproponionat collate wold
o recipe bythe national removal, one
atin, ofeach cola,

‘Where each or ot ately supped
ty more than one system, heck shuld be
Finde a cach sey by remening Oe sch
Jas sopor system amoo net
repente: cul we

à mor than 1S een ofthe aor or root
Aca of 70m ola a tha eve ad ton
Sim temporary o fll imposed on of
permanent nature (as insoragetldago and

5.1. Structure designed for unusaal or special
fonctions shall comply with any other relevant
‘dona et tte considered apropia o tht

S14 Generally structures and elements shall be
method cannot be comenenly adopted working es
‘eign ie Seton 11) ny be eed

52 Limit State Design

52 For achieving the design objectives, the design
shal be based on character vals for mates
Seng and applied oad (sto), wich ke no
sen he probability of rations in the mei
Strengths and in the fads o be supported. The
‘arate aes halbe base o satel dt,
A avale. Whore such dat fs notable hee
‘bal be Based on space. The design vales are
‘rived from charter vals throgh the uo
para ay Fco bth for mater tenga
Tori. Ihe aber of speci condense
{actos shal have th values given in this Seton
coin the terial hype load ad thet
sate Being considered. The realli of design i
cased y saying the rquirenen

Design ation Design sen
5.22 Linie ae is beyond wich be tae

2 Limi ite af trent and
D Limite of serviced.

52.21 Thelin sates of sength ae hose soci
‘ih res or mien fare) under e seen of
probable and mstunfsousbe combination fons
fe the stature wig the appropri pr ey
"ict which may endange este of ie and
oper The limi at of engi incl:

2) Los of ei efthe see a woe
any of parts or componen

) Loss of stably of the sucre (along
the effect of away where propi and
Sretuming) or any of ls parts icing
opor and foundations

+) Palle by excesive detonation, oso
these or any of prs os component.

Frac us to fee

Brie ci,

3) Deformation and deflections, which moy
adversely afecte appearance or efec
‘he ofthe etre or muy caso proper
Funciona of equipment or secs ory
cause damagest nites und nor ata
Vibrations in the structure o any of its
components causing discomfr 10 people
anaes loe actor, comen or wih
Fay itis funcional cines Seca
scope 1 bain, sch as age open
Aor ars fee of prions to ens a
such ition ae acepto intended
‘ke and occupancy (ee Annex C)

+) Rail damage or rack due fie
© Conosion db.

S3Actons

The ston los) 10 be considered in desig ict

direct acon lod) experienced the ctr des

to self weigh exter cons ee, and imposed

oem such that ue o fempeator und

SA Claaetion of Actions

Actions ae clas by thir sin with ine as
re bei

3 Permanent actions (2): Actions due st
‘weigh of srucurl and non-rrvturl

13800: 2007

components, figs, aia, and inch general not required bl asis gire
upon. de By client or approving authority in which ase
Variable actions (0): Actions due to etealy recommendation in 5.2) or special
Comicon and sevice sage loads suas eue shal be allowed,
‘goed ive lsd (cre fads snow xd,
tic) ind Woods, and earthquake ads, ee.
©) Arcdenulacions(Q): Asiens enpecieidue TeDesig Asoo. Qiexpresedss Q,= Eva La

533 Design tons

532 Characteristic Actions (Loads) end

para safety factor fr diferent Ind k

$321 Te Chance Actions, Qt ie vas = false fer fr ie

of the diese actions Dar are nat expected to be

‘sowed wih more han percent probit de 3) Possiliyofnfvouale devadan of

theo neste and Wey ae ake av {he on from he characters vale,
9) Possiliy of inceurne assessment!

2) best wegh in most cases calas on

the bass of nominal dimensions and un
Signe e195 Pa ©) Uncen inthe asesmentof ots

the variable loads, values of which are sta se

N 4) Uncen ia the assessment of he
‘esi in elvan andar [ee 1675

‘ars and 1893 Pat) Ft se el conse
stores tnt wide pied pobainy Th en or ln ets shall be mule bythe
say Spee ncenteeding uingsome levant factors given in Table 4,0 get he design
reference prod (sign ie). ou or design Ind fects

Specified by cliem, or by designer in S4Stength

entation wih chen, provided ty

the minimum provisions ofthe relevant
loading standart,

The ultimate strengen calculation may require

2) Loss of equa ofthe sucre or any

5212.2 Te carci vales of accidental Joa Drm

ener comapond oo vale pei eterna, Patol conside ari body nd
Ese andare The design for aident roby excessive deformation mp

Table Part Safty Factors for Lond, fr Limit Stats
(Clouser 351004533)

ER arme Tun nie

18800: 2007

including support and union

The Design Seng 5 is obtained as sven blow
from shinatestengt, Sa paral ay factors or
ister, a gon Tabl
ses
2) Posiily of unfavourable deviation of
nl rec rome cartes al,
member strength ue 1 fabrication and
tolerances, and

Uncertain inthe clelaton of strength of
‘he members,

5.5 Factors Governing the Ultimate Strength

Stat sal be eso forthe scare a whole
and foreach of elements, Ti hou include
‘rer fame sai agaist overuming and say
{Sven n SSL and 8512,

The sacar a a whole ar any pat of i shall be
signet prevent aby due to overumig pit
or siding under fcr lad as given blow
3) Tee Acton sale divide into componen
aiding insabiny and components resisting
ins,
The permanent and variable tins aná ir
cos causing instay sal De combed
sing appropiate Id ators perth Lit
State requirements, to obtain macimum
desabiiig eet

‘The permanent ston (loads) and eects
combat to estan al be lied
ii a panal safety fete 09 and ded
together with design resistance (after
mailing wih appropriate pata say
factor) arable eno and thet eects
nung resistance haie dep
‘The resistance ce shall be greater than or
pal the destabilizing ec Combination
impots and desd fade shoul be sch ar
Foca most sere ton oa sbi.

The whole structure. including portions between
expansion ons. shal be adequately Su apis sn.
To ensure Wisin din 10 designing for aplica
onion oss, separate check shold be cared
‘otf tonal horizontal eas such a given in 43.6
tv evaluate say under gravity as

552 Foie

(General fig need not be considere unless a
‘Spica station of suce Stes change doe
to fotos in wid ing normally nd ot be
‘ouside, Pague design sal bein accordance vin
Seaton 13. When designing for algue e pat
safe fate fe load, y, qual to unity shal be wed
forthe lad usa rs Mitton and sus age

553 Pluie Collapse

Limit State ol Servieability

Fate beyond which he sec eier pec low

2) Defkstin int

Table S Partial Safety Factor or Matera ta

Clause 54.

155002007

b) Vibraion it, or blog component should ot impar eng
©) Durability consideration an Of the sacar or components or cause damage tn
Hashing Deletions ae be checked für be most
Adverse but elie combination of service load and
Unless specified otherwise, para safety far for thei rangement, by else analy, wing a Ind
Tons of vas equa to uny shall be ud forall factor of 10 Tibi 6 gies recommended limits af
Toads eig 0 serial mi stes 10 check bo dulden fx cena stra merer and ste
‘Mequcy ofthe arte under serviceability lit Cycumstances may anse whee rater tse aes
‘ie, wuld be more sppoprie depending upon he mare
— ‘of material in element tobe supone (vulnerable
BALD racing orno0 and intended us uf he tue
The deflection ner service Id of sailing equ by een

© Frersasce

Table 6 Decio Limia

Ten Band Bar Spe

ec ganso

15500: 2007

5/61. Whee the deli due tothe sobs
of det load and iv loads ely fo be exceso
especie in design drawing. General, fr spans
rer than 25 m, à camber ape elt
te dein dt dead ods pos bl hve oad
aula without considering the mapac actor or
amie fe non destin Roof which
very Mel, halle designed lo wind ny
Sort ls hat shy to ecu sa real ol
fonda of water oc accion cn ori

‘Suitable provisions In the design shal be made for
the dynam eects of live loa, Impact los and
‘ha onda 0 machine operating ods. severe
vasos possibilty of tesonansc, Tages ot
tuaeceptable vibrations shal be investigated
Unoaly Mit stoves (generally the high
Lo tire wih of ltr load resistance system
Ssceeding 5:1) shall be investigated for Ira
Sete orge number of yet of lading shall
Staton 13, Flor vibration eet hl be consideres

Factor that fc th daily of the lis under
combo elvan 1 hie need I, a td

5) vironment
1) Deyre of expose,
©) Sipeofihemenberandihe stu dt,

sort liming recommendations i Section 1,
Spelt erty de leet fr ore da
nd elton information in design fo arab.

ore tile loma nds of Are ensue

SECTION 6
DESIGN OFTENSION MEMBERS

(Tension Members

Tension members av ner member in which anal
forest ict comen ath), Shane
they ma ily opte cial von Howe,
ihe gos aren ofthe member ile over a mar
orion fis lng else te par load rc
{he member may become non fusiona! due to
excsive cool, Pls ote lle section
‘tension may lo by block shes of end hor
Dern

The factored sgn tension Tn he meer hall
sus ie (omg regent:
Ta = design tengo de member

‘Te eign srenge ofa member under axial tension,
Ta e lowest of tds aras yng
pn cie Tg rope eng of el ection,
Tun and book sir Ta, gen 62, 63 ad 64,
(62 Desig Seg Dueto Viigo Gross Seton

The design sont of members under ail son,

Tao my lang rn en
APs

sie

= ye sues te marin

A, = prosa of eoussecton and

a pata sft for forte ntesiony

63, Design Strength Due to Rapture of Critical

631 Pie

The design stengh in tension of plate, Ta, as
mened y paire of ne vas ara ot
BA
Has = pai safety factor for fre tite
tress ie Table),
fy = via ses ofthe muera, ond
A, = et ele ssf the member given,

ant + EE

expect

10 the diameter of the hoe, in ease the
‘inet unete bes,

auge length between the bolt

suger pitch length between ie of ol
tote se down in Pe.
te fol holes in th rica eco,

ke
Fro, Panes wi Boers Hots Tee
632 Tiradas Rods

The design eng ofhrende ros intenso, Ts
vee by rape given by

Ta 094 fl

A, = netoot are at be end section.

633 singe anges

The pure strength ofan angle conc ough
mee sacd by sea lg. Te design sen,
Tas governed by ptr tet ton gen by

PS
where

Pu 14-006 ow! DOLL) 5 Uta te)
201
ve = tnd eg wid,
bo = sharp width, as shown Fi. 6,

15300: 2007

a = length of the nd connection, hat is he
inane between he outros bolis nh
joint measured along ie on direcion
fr longth ofthe weld along the Sond

For peliinay sing, the rapture strength of net

‘sca may be apposite Ike a

Tan ASM

she
6 or nc or two bols, 07 for ee bot
‘nd 08 fr four ar more Bots ang te
Len in he end coccion r equivalent
sted length

ares of the tot rose
et ea ofthe connected leg
oss ar ofthe oustanding ls and

The raptor strength, Ta of the double angles
tunel, Fsecons and ter elled sel scoot
“onnetedby one or more lement to an nd gases
so governed by shearla fe, The design ense
Seth of ssh sestions aprem y tun ole
nom bbe calculate ong oqtion 863.3,
her Bis aloe hae onthe sor ag sance,
tae om te fares edge ofthe ottnding Ic
16 the nearest GI ine In he connected Lg of

Design Stength Due to Block Shear

‘The strength as governed by Dick shear a an end
«sere of pates and anges is cele given
“eat

The block sur strength, a, of connection wall be
taken as he sal of

AS

CP]

Dh LI Ya) + Au SMe)

conecta) (12 and 34 arm in
Fig A and 12a shown ing 70

Aa tain grt a wt wenn ion
fromthe bl ie othe eo eagle
force, respectively (23 a shown in
Fig 78). and

oh; imate and id sess fhe mal.
respectively

642 Welded Connection

Sssloninthe member around he ed wel whichean
Aer dick

SECTION?
DESIGN OF COMPRESSION MEMBERS

TA Design Stent

7. Common bot ole nd bula ste mes
‘sed for cia asa compression, usual fl by
aurai bckling. The Buckling strength ofthese
members is fet by residual se, na bow
and acienal scenic of loud o acount for
alls air, tbe strength of embers subjects o
axial compression defined by backing eae,
das given Table.

112 The doi compressive aregth Pa ofamenter

= effective sectional ara a defined
in 7232 and
La = design compressive ses chaines
pren
7.1.2.1 The design comprstive sus, lana
Toadedcompreston meer sale ae sing
‘he following equation

alle
er

Sg NT SEN
where

9 = 05t1+aa-o2%94

1 = non dimensional effective lndemesraño

= Re RE

re

2 Ele bcling sess [7]

whee

Ur = elective lendemes rio orto
sf effective length, KL to
“porra adi of ean
imperfection factor given in
Taler,
tres rein fra see be 8)
for different buckling class
slendemess tio and il ss

Per]

Fro. 7 oc

Sean Faune

10 2007

NOTE Cc en od one ef can be massed, the cc length KL an be
ong ca apn an late an te asis of Table U. Where fae
1.1.22 The dasiieion of diferen sections under ali dost ame e equim of amo
ern hacking cls Bord. pven in Table cache deformes shape (scan ander anss
10. The sess reduction factor 2, andthe design of advanced analysis) te effective length of
comprare a orden cg lid compression members in such cases canbe alte
Son endettement is pin ble wing De procedure ven a Dl. The fine length
Sor somenenee, The cues conesponding 10 Ol steppe column in single sory bikngs can be
Siftecnt buckling case are presented in mon. Cet wing he procede given n DZ
Sienna fom. in Fi 1123 Eccentric Beam Comection
Tab Impertectin Factor, An case wae he bar connections re cesen in
ann plan at esco the oer fhe clo, te sane
2 onions frein sn onen coccion al
de decmal to ap povided Me comentes are
‘Sed scot ange or mb fhe smn he
= si ‘Sco ande of bee ition
recon with column seen Where posal
72 Eme Lento Comprenant ls ng al
tei in non ay frames

121 Me efi eth Kis acted from he
Aal og Le ofthe member, comido te =
fotaona and relative translational boundary 724 Compresion Members in Mer
nds ul ca Tr tcl!” jun un of tle, ted et welded ates nd
Sel one sons fines Bra Tramos tne lacio o, AL O the
‘ih te suppring members othe plane ofthe op meh bal been 1070 Omen
Fica deen adecue ela pobla D tonne RE
fc id hee standing nth rom the center ln dee ui provid hd cae of
teineneing meer te porn salle Sharir king pa prendo
tae te acl gh ih ane of es, decline ong RE sal
122 Eco Length Ve talon où the discs Dtwecaıhe cena

ss imerecton, Te design fan ts sal Be

Whee boundary ondo inte plans uc RE 75

Table 8(a) Stress Reduction Factor, x for Column Buckling Class a
(Clauses 7.1.2.1 and 7.122)

Yield Sires, (MPD)
ETE]
100 1000000
090 0988 0986
oss4
0516
0a
030
om
ossi
ose
045

03m
036
om
020
029
020
oun
016
our
e.
ox
out
010
0994
0087

‘Table 8(b) Stress Reduction Factor, z for Column Buckling Class b
(Clauses 7.1.2.1 and 7.1.2.2)

Vid Sis MPa)

Dom 2% 260280300320 ET] EEE si
ET] Tom 1000 1000 1.000 Too 10 Low
09 0906 0998 0% 0981 00m 0963 0360 9956
0961 0958 0955 098 09330928 oss 000 0492
oo 0917 ons os oo own ess ans
087 Ham 0366 020 0818 os 075 om
087 0820 0812 oi om om 067 os

om 0761 ossi CR 0561 0520

0.709 0697 068 006 0585 056 osm 0434
066 og 0615 050 0808 oats om 0400 0363
0s ase 058 0 o41 0849 ou 039 0306
085 os 048S 0, E] 029 02m 0260
048 0a ou 9350 032 0316 029 om
008 ox 030 0907 0201 0276 our 0194
0364 050 0338 02m 026 023 0:90 016
0325 035 0302 ua om ons ous 016 ons
022 om om ons 020 019 010 0133
0264 023 0244 019 0182 om 033 ous
029 0229 020 où 0166 ous 010 0106
027 0208 020 07 as 010 0.108 0096
01980190 0183 013 015 one 0.098 0087
O2 ons 0107 ou ons 7 o 0080
Dre 0154 0120 0 am 0082 ous
oi ou ous ont 00s 00% ors 0067
01a 06 om 0102 0096 0091 00m 0962
01320126 out 0095 008006 0064 0057

Table 8(c) Stress Reduction Factor, 2 for Column Buckling Class e
(Clauses 7.1.2.1 and 7.1.2.2)

Vick Stress, ¿ME

2 m0 30 ENEE DEE

1000 1000 1.000 1.000 100 1000 1000 1.000
O98 09810916 097 098 036% 0961 0957
0926 0920 0913 0907 091 05 0859 088
0866 0856 08 OS 05% OR 0812 0805
0301 0788 0776 075 0352 m 072% 07
0732 06 0700 OS sm 066 06% 0828
0660 OSM 065 0605 OK 037 0557 os
0589 0568 OS 0529 OSIZ 0495 0479 006%
osa 0479 0460 0483 0425 0411 0397
0459 0418 0400 035% 0363 035% 0341
0405 0366 0389 0303 0319 0306 024
0558 93210305 om 0278 0267 0256
or 023 0267 0256 0244 02% 024
0.282 02510238 027 0216 0206 0197
025 0225 022 0m 02 am 0175
027 020 010 0480 0472 14 0.156
0205 OIE DIT 0162038 0447 0.0
ou O4 SS O7 0139 où 0.127
016 OA 00 OMS 0126 0120 ous
015% 0136 Où OM ots 00 010
on 0.124 07 ONL oes 0100 009%
010 Où 0108 012 007 0092 0088
on 015 009 00 0489 0085 008
on 0008 002 0087 0882 0078 007
0.103 02090 0088 DM 00 007 006%

L007 : 00851

Table 8(d) Stress Reduction Factor, z for Column Buckl
(Clauses 7.1.2.1 and 7.1.2.2)

EJ

Vie Stress, 4, (MPA)

300

Tom
ui
osu
0834
0760
0687
ois
0553
0493
040
0350
ou
028
025
os
0210
0192
0176
0162
ou
one
one
ou
ou

1.000
0988
0906
osas
075
vor
0607
ose
0482
048
os
0300
0305
0274
0247
0203
020
oss
0.169
0156
us
0138
os
ou
0.106

1000
036%
om
om
069
ost?
ose
ana
ous
0363
0319
028
2st
oa
0201

ous

0164
ou
ous
ons
ons
ous
0097
0.090
00%

EJ
1000
0.958
036
om
nass
0602
0326
Dase
0399
0208
0205
026
029
02
0190
om
0155
oui

0.18
ous
0.108
0.100
0092
008
0079

EN
1000
0982
0855
0762
os
oss?
osto
om
0
0292
0257
one
0203
018
016
our
0134
01m
mA
0102
00%
0087
0081
0075

EJ
1000
0986
0307
075

0659
0373
0496
03%
0370
03m
0281
026
0218
0.196
on
0.55
0.10
ou
ous
0106
007
a00
008
var
aon

EJ
10
0940
0855
oz
067
055
D
oa
0357
0.309
02
0236
0209
0185
0165
Dr
D
pres
ou
0.101
005
0086
007%
oon
0.068

0
1.060
oss
os

ont
065
ost
046
0402
0345
02%
025
om
0200
os
ass
012
one
ons
0.106
007
008
0.982
005
vom
0965

=

Tom
090
03
ont
0.64
os
0456
0300
on
oz
0250
0219
0193
am
ose
0437
93
om
ou
007
008
007
oon
0067
002

60

a

000
ous
002
0.694
os
050

0m
ast
0261
0226
0197
om
0183
016
0m
onto
00
000
008
o07s
0069
006
005
nass

EJ
1000
050
om
ossi
us
0486
040
ou
020
020
ons
0187
Dr
ous
om
ons
0108
0.004
0085
007%
oon
006
0061
005
008

Table 9a) Design Compressive Stress, / (MPa) for Column Buckling Class a
(Clause 7.1.2.1)

Yield Stress, f (MPa)

m m sos
m m a
mo 451
22 m a
2 2 ‘0s
2 2 568
ns 27

au 268
1190

1 16

2

m

10%

506

ns

‘Table 9b) Design Compressive Stress, f,(MPa) for Column Buckling Class b
(Clause 7.1.2.1)

ie Stress, $ MPa)

En]

ET
a
256
zu
ar
Ds
vo

Table 9(c) Design Compressive Stress, a (MPa) for Column Buckling Class e
(Clause 7.1.2.1)

Yield Stress, $, MPa)

50 30 M0 E]
CET
26 m3 2% jé
um 23
2 26 268
mm
wm as
wow
15816

1m

ng
103
on
m2
mo

023
57
soi
43

Table 9ä) Design Compressive Stress, /.,(MPa) for Column Buckling Class d
(Clause 7.1.2.1)

Yield Stress, f Pa)

ETE)
ae mS
25 BL
CET
m 21
162 m
16 158
130
116
103
ou
so
ma
615
EN
si
an
28
#0
357
328
302
29
258

‘Table 1 Etc Length of Prismatic Compresion Members

STA

3300 2007

A Thickness of Plt Elements

issiinion of members the basis ofhichnessof
cine rat eqiements pied in Tale

12 Keen Seta As,

Except as modified in 3.7.2 (Class 4), the pros
secvoral are hl taken as he fete sections}
aa fr all compression members fariccd y
"cin bang and ereing so long a e section a.
cet cumpac e het, Holes no ited wa et
bolts o pins sale deduci fom gros ars
el fete seins re

17.38 Eceenriiy for Starchions ond Columns

7.33.1 For the purpose of determining he tess in a
similar loads shall be assumed to be upplied at an
ine centre offering whichever dimension ies tbe
enter een, and withthe exception of Ihe

2) ne cas of <a connection, the os shall
packing. wedtowards the ep he beam,
Tnt case of 100 ms bearing on à cap.
Im een be take for simple bexings

72132 tn continous columns, he bending moments
hor muy be divided equally between the clus
‘moment of aria af oe columa secon vied by
Serespending va of the ote col, Where this
(eo edel. be Bending moment ale ied
Sections divided by their respective effective lengths.

AAA Where he end of compression ems are
prepare or Boo or Ih wes they hal be
Speedo al he comesed members Sara in
rn ade end orton pet Sch
Spies ost main the ended mentor is
out xh a Spies shoal be lcd e te 4

pai nad be ate cary msgid moment

{ue 9.422. The ends of compresion members fs
forbear slay be much un er

734.2 Where sch members are nod er compte
ng, the spies sal De designed rare al
heres o which he member ae sb,

7.343 Wherever possible, splices shall be
portions ad amange so tha he esti ais
fhe pie ende e mr a pole with ie
tal acs ofthe members being oder
Lo sou canin at whee ce rent
th ithe sang eu cal be cette fo

TA General

CColarn bases shout have afin sss and
thar forces a he base ofthe column fo air
apc ofthe support Azer bolis a ar Ly
‘Should be provided wherever necessary. Sheet
Fesstunce atthe pope contact surface ben ta
tase and eonreegrut may he cle wing à
{ton eoefeien of 45,

The nominal being ressre between the base it
the soppor below maybe dteminedon he basis
of linearly varying distribution of pressure. The
‘maximum bearing pressure should not exceed te
ati sengin equal 00.6, where isthe smaller
hate ade strength of conte or bedding
ml

ALA Whe ie ofthe soplo rer an at
quie 1 limi the bering pressure on he base
‘Sopp. an egal projection fee plato ey
{he feof th column and gust may De ken as
ii in wntering the coloma Id ac give in.
Fig 9, sch ha basing pressure on te elective ares
nes not exceed bearing pay of ones hse

Fur sancion with gussetd bass, the gs lts,
angle lens sees fisting’, income
‘wie bearing tea the sat hal afina
{ak the ods ending moment and esos othe
tae plate without escocia specified regi. All
‘he being ares shall beached enor pres

7.424 Whore the ends ofthe col sat nd the
Best pes are no aed fr complete been, the
Ve fastenings coming tem tote se plato
Shall be sien fo anemia he forces to which
Ah base ie subject

15800: 2007

ar and as plate connections are o e base plates ed
‘maybe sed in e above equation

cent of ie column is conecto ici Ba ca be di

bebas plat by mea of fl penetaon but ei,
comen shall be desmedro bas 7.2 When he lab doc nat it the colmo
Sit he fren and moment fo which he cola i oad uniformly, due to essen of the load et
sabes, Special shall be made o show tha he base
Columns wih sab tases need not be provided with

Were al rent bt welds ae pote acing
«fnac suce ino qui

7.433 Buses fr beating upon concrete or masonry
eed not Be machined on the under,

743. The minimum hiskness, freangalar lsd
oes, supporting column under axial compression
shallbe

TOM > 1 Angle Struts

= SA Single Angle Sats
pc pena ey bow a ah er marea wie cenoid trough od pase
compresion ‘recency by omnia oe of legston get

ge ad smaller projection, respecvely ER men

the slab base beyond the rectangle 75. Conce lading
caching te cob nd When a single angle is concentrically loaded in
4 = ange thickness of compression member. compresion the desi sng may be ee

ESFECTIVEPORTION

| sera
|=

1s 9: 207

75112 Loaded rough one ls
The esa oso ci seg of ingle angle
loe in compreionIhrough oe of es may Be

LE

id ofthe wo legs fe angle,
ie ares ai (25095

Table 12 Constante, k andk,

o pa

gt

752 Doble Angle Strats

1 For double ange discontinuous struts
‘ra section, by no ss than two als or ives nine
slang the angle tech nd, bythe quale! in
telling, he lod may be regards app anal
The five length, KL in plans of end sut
‘hal be ken as between 07 and 045 tines the
“stance between intersections, depending on the
ere of te restan provided, The tect gh,
‘ds inte lane pepeniclrto at ofthe end gus.
Shale taken qua oe dnc tween centres
of inersetins. The cache average compressive

angles val e connected together over th eng
“o's way the requirements of TA and 102$

7.22 Double angle dicontinows srs connected
acto duro on sie of gus or ein by one
ar more Doll or rivets in each angle. or by the
quant welding. hall designed in secordance
(7.1 ande angles al de comecod gether
ve hei length 0 4 o ay the regulen

7:53 Continuous Members

Double ange cominsos srt sch those forming
anges chords ores of tries or ase ides
‘rte les of tower hal be designed a al load
ungesion member, nthe effete length shall
ten in coince with 7.24,

134 Combined Sess

In into axial nd ifthe sts cuy loads which
hse taste bending, Be combined bending und
vial senses shall be check in accordance wih 33,
For determining the penis ail nd bending
stress, the effective length shall be taken ln
Seurlanke wih he 7.220883,

76 Laced Columns

LA Members comprising two main sunponcnts
Inc and io shold where practise hno ara
‘of gyeation abou the ans perendicaa fo he plane
‘tlc non an he ads of ration out he
Skis pall to the plane of ling (ee Fig, 108

74612 As fr as practicable the lcing sytem shall
ei throughout he length ofthe col

7464: Esco fort pate a pied 77, double
Iced stems (se Fp 18) and single cd systems
(Gee Fig. TOA) on opposite sides of the main
Lionel ob combine ire menes
Les pependicalar o longitudinal ao et
(Gee Fig 100), unless al forces resulting rom
‘formation of the tot members ae dard
provided for inthe design of acing and strings

7.61 Single laced systems, on opposite faces of
(components big cd gee hal Py
recio

7:15 Teen tentes ai, (KL/N, facet

LACINGON LAGINGON LACINGON LAINE ON
FACER FACES FACEA FACES

PREFERED LACING PREFFERED LACING.
ARRANGEMENT ARRANGEMENT

104 Sing Laced System 108 Double Laced Syston

3 Wh of Lacing Bar

In bol consti, he minimum with of
lacio brs sal etree mes the nominal darter

17.63 Thickness of Laing Bars

The tikes of at acing bars sal note es tha
ons Fri of ffs length or sgl acing
nd onesie of the festive eng for double

7.63: Rolled ectonsortubs of eguvlet strength
may be permite instead of fas fr ci

Angle fiction

Lacing bar, wheter in doubler single systems tal
I nid aa anger es han 0* por more an
70° e ao e ball. up member

75 Spacing

2.651 Tee maximum sacing o lacing br, wher
contd y Rol ing weg lao
Somponenis of he main member (o/h), between
“nective acing conection ent pester hun 50
1.07 umes the mos favorable slendemess ao
fe member sea whole whichever isles. where,
is te unsupported Jengú of he individual member
Seen ain it, nd de ina in

74653 Wher lacing bara ot ape fom the
enact to he components of the member, y
interop nthe angulation of be sen,

266 Design oflacinge

766.1 Th acing sale proportioned sa ol
asie et tay pio e enter cul
and shall be divided equally among all transverse:
Fin systems in paral plane.

7.6.62 For member caving called ating rest
ue scene of loading. applied end moments
Ar rl ong he song tale proportion
do ein acta ca des o Bending, nf o
ren

7.6.63 Te senders ro, KL. of de lacio ars
Ai sc tt In cred ration.
doin enfer fre cnt
of dg eng sal en he eh
Pin, and a 07 of then fer Jobe cogs
eine connected at necio a welded

onsracton th eet lengths sal be taken a5 0.7
times the diane Between the Inner end of welds
onneing the single ai brs tthe mente.

7.7 Anachmento Main Members

The bln, eig or welding fin bars ote
msn members shal be suficiente the eee
let inthe bar, Where weed facing bars
ro be main meters, e aug lp messed
long ithe edge of te lsing ar al be no ss
la orties ios ofthe ar orth kes
ofthe clement of the meer to which is conecto,
hiver ss. Te welding shold be ficient
‘erate load ne bar nd sal, in any exe, o
provided lea ech sie of he a for he length
ofp

168 End Te Plates

Laced compression member tal be provided with
intersection with ober meme a nt poss
‘her the acing systems are ira

17 Ratened Columns

724. Compression members composedoftwomaío
components baiend should preferably base the
individual members ol he same rt ace and
symmetrical isposed abe their ajo a Where
rasche, th compression member shoud bave à
Talus of eatin abou the aie perpen othe
Plane ofthe baten nt ese thon he als a gyration
About the ais para the plane ofthe baten Gee
Fa 1D.

17.12 Batened compression member, net complying
vit reguero spi inthis become se
Subject cree along. applied moments
extra fotesi e laf he bates (eg ID).
Shall be designed according othe exc try of
cla say or empicaly, based on veian
77113 Te bas shal be plc opps o cach
‘ther at each ed of he member and spn where
the member stayed in ts length and as La as
Practical, be spaced and proporioned uniformly
Throughout The number af aten sal be such at
the member is vided int nt ls han ee Days

Fro. 11 Barnet Cors Sseros

17.14 Tiefe emdemes rio (L/h att
Senet or shea deformation ec. =

772 Design of Batons

mundos, divido equal hetween poral plane o
Bas Batensd member caring cased ening
moment veto cen of al ening, calcd
End moments oe tral os parallel othe pan of
anes, sal be designe 10 amy etal Sea in
dion o e above char. The mala members all
su be check forthe same hear fread ending
owen forth baten

ate salle of ples ants, chanel roc
Anda ther end Bal eee, ble o welded to
the mun componen soa to resist Simone à

were
tener sear force as dei ove
mer of paral planes fans ond
7222 Te plas

pts re members provided tb eno hated
and cd members and al e denied same
md a Pate Tn no cate sa ae lt a ts
festering te napbl of crying foren for wich
the acing orate as Den sted

772354

en pla ar wed for bains, end buen and
et pit here e member di leg
‘hall have an ce dept, onda, not ess
‘ha he paper distance betwen Ihe cents
‘the min members. Te intermedi baten shal
ave festive depth of nt les than tre garters
sti distance, ot ino cs alte eect in
‘any baten be ls Uan tice te width of one
‘member ns plane of tens, The civ ep
Ga baten sal be taken a the oni! distance
een ateos bol, ts or ele te ende
‘he bikes of Daten Or de pate shal be nut
les than one fife of the distance been the
inneoma:conpecin Ines of met, bolts oF melds,
andre main member

7224 The regimen ol bol ie and nes of
Fate specie shove doce no aply when ange,
‘hah or Tacos re sor has ves
eng pronta mai meer Howe,
À al Bo ena that teens of he sompresion
‘embers seo achive lego ri

173 Spocng of Bans

Inte compresion members whe indivi!
members a specially checked for sear Sees.
nd beni moments e spacing of aten, ent
‘oven of end fastenings hl besuch hat he
Slenderness alo (KZ af any componen ve hat
ace sal be either geste an 50 ao pete
ote bout i (oi pal the Bas).

18600: 2007

“TIAA Welded connections

‘he amount ap sal be ot et han four ine he
thickness ofthe late. Te length of weld comecing
‘each ee ofthe Baten plate 1 he member shal in
seep te mot ss than bal dep ol teen
pln. Atleast one Aid of the weld shal be placed at
chen of cd. Te lng of wed and dep
ate lat halbe mensa slong the tng

‘other «wo edges ofthe plates transversely tothe axis
‘tthe main member for a Benz nt less than the
‘minima lp spect above

1.8 Compression Members Composed of Two
Component achete Back

11 Compression members compote of wo ange,
chamo res Bak ak nent or separe
ty all dance, shall be connected together by
‘ein boli or welding so that he ato of ot
“nfnraleslenderes ofeach mener between be
times de mos favourble aio of slendemee of
san ole, whichever les ie Sect 10.

782 nn cases end os strat be conecte
‘cual in welding, and here hal ent ess than
‘wo additional conacetions in between, spaced
‘uit along the length of thes Where he
members ae separe bck back hereon bls
Troop these comectons stall pass though sold
the packing in betwen. Where he eso the
once angles or be connected tee re 125 mm
id ormore or where webs of channels ar 50 um
id oroer tess an two set or bol sal be
‘ed in each conection, one one ofeach zuge

7.3 Were hese connections ae made by welding
Sold packing stall be use offen he ind als
the meer ar slt chose oler o permit
‘het welding andthe member shal be comnts
by welding song dot pair of edges of the ma
compet.

FRA Tevet, ols or welds in these connections
Shale sui! cay he shea ore ad mae,
Iran. ape or ated se ie 17.3) nd
o eae shal ect or Bok be less an 16 mm
ameter for members pto dci Im ick:
20 mm dancer fo members upto and inchsing
16 mm dick; and 2 m ameter or members avr

7.84.1 Compression members sonncid by such
eig, bling or well hal ot e subjected
teansverse loading in a plane perpendicular to the

‘18S Where th components ar i cont backs
tc, de spacing of he nets, ol rime
welds sal ot exceed the mesmo spacing for
‘onpresion members give in ee Seton 10)

SECTION 6
DESIGN OF MEMBERS SUBJECTED TO
‘BENDING.

1 General

Members socio predominant bending have
dente design sueng 10 resist bedia monet,
‘hei Fores and coment forces Imporedupan and
‘ir combination, Father the members shal stay
‘he defection Nim presented in Secon $, at
service criteria.” Member bete 1 oer
forces in aon to being o ana being sal
be designe in accordance wih Secon.

BL Efectve Span of Beams

The feto spn of bem shal be taken os the
distance between the cent of he supons, except
aero e polo! appieatin of he een shen
As cenit sopor, when shal be permi
16 tke e effective pan atthe length between the
‘sumed Int of te reactions,

‘82 Design Strength in Bending (Ferre)

‘The design bending strength of beam, adequately
spore against heal soul buckling (ately
‘appoted beam) is governed by he yield tes
(Gee 821), When aber isnot adequately supports
ai tal backling (seal un upon ems)
{he dsg ending sung may be governed y lard
rosier bai stent (see 22)

The factored design moment M a any section in a
team det extra scons il sty
Mem
Mz = design bending strength ofthe section,
‘eld as gen in 82.12.

A bm ay be asumo be adequsly supported
tie supons provided the compresion Mange as
fuera etait and mia tropa ean a
suppons supplied by web cleats, paral depth end
pln pls or cominly with te adjacent pan.
ul ea restant wo compression Mange py be

A the member capate of resta lea eee
Compression Range ofthe member, This may Ye
Sato be uniformly hand along e age,
rove rity loads conto e dominan dng
fn member and de floor contruction i capable
‘cesta Fore

The design ending strength of ction which ot
pue me bing under bar oe vic

RAA econ vel acepte o bar Bco
fore pl

‘Wen te anges ss ls, compucorsemicompact
te web asco to sear baling Pere
Yielding (Wh, £670, te design Dndig se sl
Because sing one ofthe following mets

9 The bending moment and ul force sc
mth ection may be asume be essed
Mangos only and me weds dep aly
to rest bar (se 84).

“Te bending moment and axial foe acting
tthe whole sein, noch exe web
Stal be designed for combined shea and
formal reser us simple late ori
fe ose compact webs adsl pisto
theory in the cas of compac and plastic

82.12 When he factored desig het ose dos os

‘reed. Y, here Yin Be eign bear stg of

cr acetone BA, he deinen sent,

Mal bebe 0

Mes AZ ño
Tosi evel deformation under sevceblty

Tons My hl be ess than 12 Zu, May nos ol
‘mpl soporedand 152.9 cloner Deans

Bh LO or lai nd compact secon
B= 2/2 forsomircompac seins:

7,2, pla and else section mol ofthe

4 = ye ese ofthe mai nd
Tan = partial suey far (Se A

213 When the design sar force (faire). Y

cad 0 SV wher Va the design sear ateng of

(een een Gee Ba be design ening eng,
Mal beaten

were
My = design ening rongivunderbigh heras
‘ined 92
Ihe design bending eng eed na be
CALSAD? EM 10109
A/A = rai ofrecio gros are of
the fange in enson

= ri of ye and timate

halo > ratio of partial safety
factors paint sima to
el ss re SA)

When he A, A, does not iy te spore
remet tbe docente lange a
ent pin be above equation muy be taken
ds ee flange are intention, nad
a

‘The ecto holes in he tension region of
the web othe design eva strength eed
‘ot be considered, he Hit given in (0)
Shove sad forthe complete tension
zone ofthe ern-tvtion, competing the
tension flange and tención region ofthe
Fastener oes inthe compression one ofthe
section need tbe comedian
bending stength calculation. except for
versie ad sted holes or ole witout
any tener:

DUS Shoo la fects

“The sear lag lets in anges maybe dreaded
provided

loo bs L/20 and
89) Foc intra elements (supported log 00
deb SO,
1, = length between points of sto moment
a
wid of he Mange with tan, and
= width of te ange as an intra ment.
‘Where thee limits are exceeded the fective with
lange for design regi may be cleulted using

155002007

ec rn or conservatively ken ah value
Gatti he in given above.
822 Lateral Unsupported Beam
Resistance to lea trsonl bckling ned not be
ech pre member may beats bel
Supone, see 8.2.1) in ie following css:
Sein sholow (rectangular tula) or
sola ar, and
9 Incase of major axe being, A (8 defined
rein ies than 04
My Bia

A = 10 for plac and compact secos
A, to ser-compact secs

2,2, = pase section module and elastic ction

ho = design bending compressive stress
‘ened sghen below eee abe 36)
sa DE
La tary tas
Zar = bending sess cedction factor to
account earn ocn

Be

Ar = O5[1 +a ee ~02)+ 2]

the imperfection parameter given by
ty = 0.21 for rll ses section
y= 049 or welded sel con

The nordimesiona lendernes ao, y en

ZA ST RM.
EG
Vs

Ma = clastic critical moment calculated in
seconde with 82.21 and

fas = extreme fibre bonding compressive ses

corresponding to cate Iter buckling

8224 Ean tera torsional king mamen

Incase of imply oppoia, prismatic menos wit
amet cos ocio, Be ala tral boeing
men M, can be determined om:

eat) [eu

er)

Zar] an.

Ju of on sender roll ste seco nthe above
‘ation may be peine calculated rom the
Sales gent Tbe, ich as en roped sing
‘he following equation

uel, (t/a)
fog = EE DE

ar Ua) |
The foo sinplitdeunio moy dense
cos of rite members made dd le
For cacolting ie ls lateral boeing moment,
Meine

Era

tere
torsional constant = 2/2 for open
arpiag constant
momento re and radis of gyration,
respectively about the weer a
«ff length or tral torso bling
Lee,
ne en dane een ungesund

= tices ofthe ange.

M, fr dret beam sections, considering loading
‘por condon, and noneymeti section. shall
amor acutely called sng he method gies

A3 teve Length for Lateral Toshons Buckling

BA. For simpy supported beams and gids of sun
length were no ral esti tothe compression
flanges provided, bo where each endo the bea
rose against ton, de ectiveleagth Lu oF
srl buckling tobe wedi 822 le en
ii Tahe

Fable 13) Design Bending Compressive Stress Corresponding to Lateral Buckling, Ja, @x = 021
(Clause 82.2)

008 S1

007

Table 13(b) Design Bending Compressive Stress Corresponding to Lateral Buckling, fu &x = 049
(Clause 8.22)

sw | m

EE
EXE
ETAT
3036 | 3818
3636 | 3818
zu | 2902
aw} as
252] mı
203
268
2152
2109
1964
mis
1673

Table 14 Critical Stress fu,
{Clause 822.1)

. Eu ETS
IEA Bons [not EH Ge fase
579435 | 57000 155947 | sms | 34685
27646 | 26760 25753 208 | 2as71 | 24470
Teno [isos sise Tati | oa nes | nes
mwa Jima von En] CO A
vn | we Y u ‘aa FOTO | mr
TES, ET 4160 4580 17 4887
CH 3507 T EN Ex] 347
336 53 205 E EI 2735,
ECON MECA METEO 2 [ass jme [ms |

ws i no ms
308 a] sr TE
En E 5 vs {ner ins

1
ws | ms” "nos | ms [11007] nez
TRE E 3 109
266.8 3
296
aie 2 750
23 E Er
En i @2
Lo ZEMENT
1893 7 27
180.7 39 as
ms [rasa
166 En
190 or
15 3
isa 352

ER

180 2007

ln sil supported beam wit nemesis era that poi, relative o th end supports. The
cesar sra lnealtorsonal cg. eine intermedite lateral restraints should be either
Tengt (or lateral torsional buckling o be used coments to an appropri racing sem capable
8221. hllbeukenaschelengihef thot _ offering terest oe tote elective lateral
length shall De eal 12 ties the length ofthe Conese oan independent obs pao te setae
caera sen in beiween the lea reins. capable fiar the esr fore Two mre

parallel member eng such Ital etait all
ot be sly connecte together sami tata
dependence forthe etl restait.

Rein gin tarsions rotations soppot nthe
a) web or ange cleats. or

+) etl end frames or external supports Ns cono! he compression fange tan he shear
prova lencia e compression Soe l de wenn, However ern
Pages a te ends or preening rave ration tween ho anges
thei being bit to al provided: be ered lea esa may be

Ring effective lateral euro tothe compression For uns which are povided with members giving
anges inter long the span, in édition tothe fie srl rental at neal log de span
cd aso! estan nou in BAA te eifeve ete lara rear ul epa of rs
Feng lorca sorna bocklig shal Be taken as a fore of 2 percent ofthe maximum force In the
Intjevcloaotsegmentunderoomalloaing cone the ponte at which th rex member ar provided.
tnd Dimes indian ‚wheriheloaisnotung Fur, each resi point shouldbe capable of
beast bear acing tomara esting percent of the maximun free inthe
core ot ave desabiiing elect dro eral Comprenlos ange.

retin does BMI Ina seis of such beams, with soi webs,

AS Forcanilverbeuns ol projet engi Le vic re coneced gether bythe same system ol

tfc legion sed 0822.) alle Bien esti embers, the sam ofthe essing ores

Sin TAME or diferent app condos. Ten al de taken as 2.5 erent the maximum,
‘ange fro in ne beam oly.

‘pon orne al Duck cry he BA Inibe case of. seis faced Beam, ges
Fenn shoul have client strength and ines croiss which re rane ope by te ame

Table 15 Etc Length for Simpy Supported Beans, L
(Cane 83.1)

main fre inthe compression Mage los 125
Prem hate faevery member of tesa ber
835 Put adequaeyrsurined by seeing need
or be normally ecke forthe resting frees
Toil hy rr, oo tees e porta frames that
Carry predominately roof loas provided there ft
Ve o adequate ins inthe plane of fers or
roo cg wtih cabe of aig a reed
‘in digg

Snte of ams with double car ending
state det tel support he compression
angen hoging momen region may be provided
cs cabo lor simply opponed bem. The elect
‘of support © de cion (ap) Mange inthe hoes,
(nominal stat othe compresion
‘ange may e considera or pis Ieee

B4Sheur

The fcr eign hear fre, Vin a beam du o

dei engin

“os pata ay factor against sbear fire
Gers)

mena sear svength fouet, Y, muy

Be perl by plas sea resistance (ee BA) or

Si ofthe web as governed by shear Doc

besa,

AAA The nominal plas shear since under por

A The shear so may believe

Major Asis Bening
Hot Rolled — ht,

Minor Aus Bending

Hot Roll reed — 201,

Recrangsarhllow section of eniform tikes:
Loaded paralelo dep 1) — A+)
Loaded pre o wich (by — A (b+)

ica hallow tbe o uniform ches — 2A

‘overall rend of tule section, breadth
faction Manges,
ear depth fe web between Mang,
‘vel depth the set,
ticks of te flange and
icknes of th weh

A2 GMD aad 409

A2 Resistance 1 Shear Buckling

3:42: Resistance to ro backling sal be ves
saps, en

9, > 608 for web witha seres ant
Gf, 28 tar web wit sienes,

JE tora wit stoner

‘shear buckling coefficient (see 842.23) and
«= 307%
8422 Shea boing design methods

Te renal shear tong, Y. of webs with or ito
Intermediate sffenn as goto by backing muy
be aa using one e ollowing mehr

3) Simple pstrtical method — Te simple
pou erica method, bated on the hear
bucking sent canbe se or webs fF
‘ston ides i without nermedate
trate sen povided at he web as
annee sien a be supports. The
onal sear strength sven by

beekling

[i-os(a, -08)}(,./05)
ute, 212 te BR)

Fano for shear Bukling ses

he cli ial sears hc

Ed

seba

provided ony a supports
838401 for 210
Transverse silent ad depth of
the web, spel
Tension Red method — The tension eld
td one pss tc
nenne seno sffnee nai
the parco adjacent othe pel ads tion
Fldscon re nd pot provid ashes
eee pring of tree en
Inte tension eld method the aril shee
resistance Vis given

Watan +09w, 1, Landes,

Fucking tren, abt rom
rer

he streng fie tension eld
Shine om

Aa To

|

he wid of tension fl given
y

demprte-n- nnd

ied ses fe wed

ep ofthe wer

spacing of seen in the web
shear stress corresponding to
Pekin of wed 842210)
Anchorage lengths tension Ft
ong Ue compresionsndteasion
ange especie. cane on

reduce patie moment apc of
ide respective flange. plate
(Garegaring any edge seco)
‘ter acoontng forthe ail force,
[inthe Mange, du 1 overall
bending and any external anal
fore mn e coses, and
calcio

02500 frotar or]

= widtnand icknesfihe rennt
ange respectively
du = Vi stress ofthe Mange

AS Stfened Web Panes

ASA En Poets Design ee Fg 12)

“he sen oot paelin grin biche incio
panel panel A) is designed wing tension Red ston
‘alle carodinasordnce withthe provisions given

1852 End Panel Designed Using Tension Field Acton

The den fan ide, ihr designed
sng tension Re action sal be carol ot in.
Seconds wit the provisions mentioned tri. ln
‘hs cae the end panel (Panel) sal Be design

nil shoal be provided with an end post
[nd Fg a), saying he foi:

23 Sipe sere se Fig. 12) — The wp of
the end pos shoud be rigidly connected to
The end port should be capable of esting
forces where M, i obtained (con 8.5.3. The
(rand thickness fie end pos ar at
Double fine ee Fig, 149 Te end post
‘Sab check cabin paming too
‘te hinges le gd and bles
bc lors R, aa momen Ma due o e
tenio ei (rss gn in BS

scan

253 Anchor Forces

Theresslantongitain shear, Randa moment My
from te anchor of tension field forces ae erated
m, Ha

Re md mea Be

r2su (1 aj

4,
4 = web dept

Tr the stu factored shear fr, Y in ie pane!
«designed sing tenio fh approach ses an De
rang Ves ein A220), hen the aes

TH, may be reduced by heal

Va = the basic shear strength fr the panel
ling tension Geld scion as given in
42200, and
crcl sear sung forthe une designed
lining tension Held selon as given
842%

15: Panels wih Openings — Panes with opening of
menso greater Uan 10 percent of the minimum.
panel dimension should be designed without wring
Fern ied acton as given in 842.20 The acen
nl should designe aan ed panel as geno
Bor 852,30 appropriate

0.13 Evo Pan Dista Use Thanos Fa Acnon (Sc Sr)
\

Fc. 4 Exo Pas. Desose Uso Tia Fun Actos Dorm Se)

A6 Design of Bears and Pate Girders vih Soll longa ces,
Webs 1) when red
et Minima Web Thickness ee
The thickness fhe web n section shal sats the 3
folowing require when Onkdseed
BE Serica mauiremen aa,
2) When ransense silent arena provide h
when ed
200€ (ue comected 1 Ranger sons, Lem
© Shen Ad. web bal he contes
mine
en anse seers and login!
tens a one leve ony ae provides
{0.24 from compression ange acoding

Bo longi ges)

906 (uch comested to ages sons

one longitudinal edge onl)
bi Whenony anses ses an provided
(in webs connected to Mages lang both

ess fe web,

Inonkrtoi busting compresion amino

yield stress of compression

‘ages shal tho gron area with dscns for
ceso wih of its a pei for compact

ret (ee Scion 7) and or open les oven
‘ns plane perpndla 1 he ection € se ot
‘he cion beng considered (ee 82.1,

The fee eto ata of tension anges sale
A

number fa plates tal he Kop a minimum
An apr ton, whee ange angles ae uc
Ka me pie of the tp Mage sal ead over de
Flat ft de, ales deep gr lib we
is machine sh wi e Mange angles, Where two
more age ps ar sd, king ret shal be
role, mses to comply witht reguiemen
Sexton 10

Esch ange pte sal eto yon ora
eu af poi and heen sal eo sett
seva for bering momento thine scion
(atento ee the curd plate) athe aorta
coral pot

channel or joist flanges or in the case of welded
Sonnen tt proton beyond he face of
2 lat sal ot enced the valo sen

ln bec of ox grs, th thickness of any plate
rte agreste ne of wo armor ps, he
thse is eck galo forme ange dal
Saint requirements pena 372 (ee Tale?)
points of maim ses. Where pls ats ae
‘tires Jal oeetha eet nenes
SF gravis coined, sea as pose win
tote clement ape. There salts cough bol,
int or welds on ac side fe splice 0 deso

‘eve should the wrngih developed be Des han SU
ent elective tenth of he material spi.
ty compl pen bu welds wherever ee

The tangs of plate gis sha be connected tothe
by suficientes, ols oc veis o anni he
maximum horzomal sar force reeling Len the
reading momen grat in gie. combins wi
any vera load which ae diet appli 1 Un
Tangs the wed ie designed using tein fd
methods venin 842.2). wed sould able

Trae he tension fil ses cig onthe

1634 Botines common

the tom ge fe web plato lb Mah sor

‘The aptetcenthe webplatesand age platea

te kept a minimum and for il weld shal
cod) a any point before we

At Eco seca ra of web of plate snr

Spice otr sevice ds inth webs sa
forse and heyy concent ads,

15:00: 2007

871 General

rod

ee
Land canine ner — To pve cal
once loan ocean 875),
Bearing sifner-—To revecoclersing
Torsion sifenet — To provide tesa!
Diagonal stiffener — To provide local
eating Gee a,

ped oa web ough ange te

TAB SHIT lg

153002007

871 Eccenici

Were fad or reaction is aplicó een o the
centeno ofthe eb or where the ent ofthe
line es ot eon he enr ofthe web the
resulting ee old shoud be acount

BTS Bung resistance of sifeners

‘The Docking resistance Fy shuld be based onthe
{cane othe ads o gyration being taken aout the
Su paralelo the weh. The effective sexton the
Tal are or core ae ofthe Senor (re 871.2)
roger with an effective length of web om esc ie
of te centeno of he fen, ited 20 times
the web hichres The design strength ued shoal be
‘he minimum valve obtained for Bucking about the
sseborthe iene,

The effective length for intermediate tanverse
sullen sed in ccoo baring restan,
Fp shoul taken a 07 ties te leg Lo he

“The fictive length or oad eaying web ser
assumes tat the Mange through which the load oF
rent is applied io effectively restrained aia
Fiera! movement reve tothe other Nang. and

Toon he plane of the sien by oer
Suera element)
KL=L, when Mones not so rein:

Length of he sees

1 te loa o resi is applied tothe Mange by à
compresion member then uns effective lea
‘esas povided at point the fener shoals
be designed as part ofthe compression member
plying the lsd, ad the connection between the
Slam nd ea age al be cr
es eon

872 Design armed Transverse Me Sen
8722 General

Intermediate tanevere stiffeners may be provided en
one or bah sider of e weh

Spacing of itemediat src, where povided,
«al comly wih Al depending on the ken of
nen,

8723 Ouen fern
The oustand of the stiffeners should comply
Kran

8724 Minimum semer

Tensver weh fer ot subject exter loads
Sr moment shuld hae a sscond moment of ae,
shot the cenelie of he we sient ate on bth
Sides ofthe web and abou the face of the web if
Single sine on any oe side of the web is wed
cha

[3784

15 Ste Beano Lesom.b

IA

pho the wes

minimum required web thickness for
‘pacing using tension fel co, ser
SALI

= ac sien spacing

4725 Duc check omimemediae anse web
fener

Sites not subjctd 1 extra ads or moments
‘Should check fora silent fre:

EVA res,
E, design resistance ofthe intermedia
faces force adjacent testes
Ya = shear backlng resistance ofthe we panel
signed without wig tension Faction
A venin 84220
Sue sujcttoestemallond and moments shold
mt Goom Fr Load cari web nes

10873. In ai hy shold stay e flo
into expression:

E

ME Fete (FF should be taken a zer

F

stiffener comesponding to bling shout an.
xi paral othe web (ec 87.)
design resistance of load camying
‘tener someponding Yo backing aout
Bis pri othe web (te RL)
cena applied Toad and amène
ood any and

Yield moment capacity of the sees
sd on is lc modas aout
nil ai parle othe weh.

002007

726 Comecton of intermediate ifeners to web
Intermediate transverse stiffeners not sujet 16
‘rel din should be connect tthe web 038
19 ind 3 sear between each componen af Ihe
Silene adhe web Gn Nim of 90 ea

268)

eb thickness, in mm and
Eo = ota width fhe fer in mm.

For sienes subject to eternal lading the shear

een the web andthe sn due to och long

acto be ade oe above value

Sense not suet tema! Iond or moment y

Fermin lee of te tensin lange and in such a

Suton he sans tho rm inthe wed

Shoal not be more than

823 Lou Carrying Sifners

Load crying web fees shouldbe provided where

comprenne forces ape though a

‘nstifened weh, calculated using the following:

“The eco eng ofthe we for evaluating the

dames ra see as in 8718. The es

Brosses taken a (49)

by = width of sit bearing on the Mange
Gee 87413), and
disperso ofthe ou trough the web at
8 other of hale dept ee:
“he backing sng ofthis weh aout ax parle
tothe met cacao a gn 72, ir
874 BeovngSifeners
y sienes hou be proved or web where
pli through a age by lose waren
‘teeing be ical saco we ats comen
tothe ange, Fl gen by

by = st caring length (ce 82.13),
= length obtained by dipersion dough the

ange ti web jonton atop 2
tote ae de ange

The veal load or eat. Fm tne shld
u Orc achica of he inet

ose fra at an nrmediss ne
Shook be sho forthe effet of combine loads

8752 Rearing check

Lad arying web eer soul lobe of icin

Ain the sig seca of he sen Fv
flow les an oad ae

CPR

en of the siffener in conc wth ie
od ses of he tne

876 Design of Rearing Sifners

Bearing seres shoo e designe fo the applied
load eat es he local capacity ofthe web e
Sree leet sens the lesser value shoul De
Sed alate the capacity ofthe web aná the

5.22 Design of Diagonal Sener

Diagn stiffeners sould be designe 1 cry the
Parton fhe pp aber and Bearing that exceeds

Where the web and the fer are of diferent

878 Design of ein Sener

‘rth web gent BA or Bearing een,

Where the web and the stiffener are of diferent
soni hv For despa shouldbe ens in

479 Toon Sens

Where bearing stfenrs ar required o provide

Soul mect the following eter:
D Second moment fare af he sine secon
shout the cnn ofthe we should be

OM yor Sea =100,
‘veal pth oben supp,
maximum —thickwess of
Compris Mange ine an
rats of gyration ofthe beam

7.10 Connection to Web of Loud Carrying and

Bear Sera

Súlmers,vbic rss os or reactions applied
Shoup à ange, hold te connect 1 the weh by
let wel or Fasteners etapa» sign force
5) etson capacity of these: and
1), sum othe res applied at he wo ends o
the tener when they ae in the same
des or he ager fe forces when y
actin oppo diets
‘Silene, wich o ot extend right across he web,
should be of sich ng ht he sea ses in e
‘seb dst he design fre wanted ye steer
“dion, De epa ofthe web beyond he end of
‘hese hold be siento west he spied

Same eu oes terion shoul connected

“The ser shoul be Fine again connected to

2) aoa ic applied drt over apport
fm ti end leer trad we,
©) tacts a tion fee

Whore copcentated loads are aplica 1 hollow
con comen shold be vento oa esse.
“nd deformations and the seston reinforced x

8713 Hal Sifners

Were haioua stiffeners are vs in addin to
‘eral res they sal bess flows

‘seb ata dance rome compression ange
qual to 1/9 of the distance fom the
Compresion ang angle plate or tongue
Uf the web i les tan the iit sped
ae defined in 87-24 and cH the ac
‘vance betwen th serial eer

A second horizontal süffener (single or
ae) shal be led athe neta ne of
the gor when the tikes ofthe eh
des han de lit soci in Bt. Ths
Silene sal be designed otha sates,
than dy? where Land r re as defined
TEA and dice the dar dance
om the compression ange als plates o
Horizont web aüffener shall extend
ern Verlaine bt ned mo be

Horizon sifeneremay bein pais aang

‘one she of the weh, il nat

ne de of he woh

The design ad deal of box gers sal be sch
to give fll advantage of is iger lod crying
‘acy, Box einer hal be designs in acondtace
orizotal stiffeners sould Confor 1 97.12

A: All diaphragme sal be conneced sucha o
transfer te estat seas othe web and anges

‘29 Pari nd Sheeting Ralls (Girt)

A ui hal e designe in accordance with the
ond the sales ie in RA. The called
‘ection ou nt exceed oe permi othe
typeof tot cladding use a specie in 5.61. In
cola the bending moment advantage may be
ke of soniniy othe prin over support. The
ening about the two ane shoold be determined
Spray and eh6eked according tothe lara
Benin requirements specified i Son 9

S10 Bending ina

insano non principal plane by tral
roving Len detection, ende oros exert by
thereat al be determined nd he pica
sre beeing moments acing on the member sal be
Call om these forces ad appli foes, by a
Fail alysis. The combined effect of bending
shout he pincipa tes sal say be requirements

102 When he defeton of «member landed ina
ron principal plane ave unconstrained he pica
es Bnding moments shall be cael tonal
yes. Te combine ffs of ending aba the
Bel ace abl sai he euren of

SECTIONS
MEMBER SUBJECTED TO COMBINED
FORCES.

91 Genera

This seo governs the design of members sujeto
vo combed forex such as shea force nd bending,
il force ad bending, shear force, axl ocean
ending

92 Combined Shear and ending

92.1 Norotacionin moment capcyof be secos
cesary a long se coseno eed
{ohigh enr fre coed vale of ppd tr for
isles an equ 060 percent of ie shear sent
‘fhe seston at gen in 8) Te momen apc
Fry blake a Mee 82) without any run

15800: 2007

922 Went store vale ofthe applied shear force
te high (ende the limit specied in 92.0. de
Fated moment of be ection bou be es haa the
moment Capac ofthe section ende higher shor
Fee My, eased a given Below

1) Pas ar Compac Section
Mo MMM) 122,5 fra

B = ern)
My = plane design moment of the
tale section siege high
heat force eet (ee 82.32)
sienne web bcn fete
Gees,
factores apple seat fre as
meme y ne ing oruch
sig shea suena as governed
PONEN
= plas design temp ot wes
fers secionetcaing be
shear aren, considering paral
Sale) Rte o and
2, = cast section modulos of the
"bol seston
DY Sembcompet Seton

Men Sa

93 Combine Axial Force and Bending Moment

Ue combine fren ing moment con
srg as governed by mue fre and member
‘Srengthas govern y boga be checked
Inc with 931 and 93.2 especie

DL Plat ond compact sections

faro enson or compression and bending moment,
long shoul De aiid

‘eur combined al force and Bending omer

factores applied moments about the
= design reduced ere eng under

‘Sombie axial for and sesgo
Sniaxia moment acing alone (see
poa
factored applied ail force Tension, 7
‘Compression Pi
desig engin tension, as bined
From ori compresion dv eng
Bendy N= A, las
design strength under corresponding
rome sting alos (ee 82)

Ay = russ en oh cron:

a, = constants as given in Table 17; and

Yon para factor of safety in iting

»

For plastic an compact sections witht ole
"he following sprotimations may De wed fr
ne Mund Mas
Man Mt =)
Welded or sections

“au, E

DEPART ER

wire

me NIN, san (A-2)/A SOS

Forstondand or H sections

hoen>02 Ma = 156M, (1-90 +06)
Ma = 111M, 0 15M,

For rectangular hollow ecos and welded

Wen the section is symmerie aboot bt

ses and without bot bole

Mog = Mm 11-058) SH,

Perererern

DEI er

Gide ol aber without bot hoes

Me LOM, (nS,

9343 Sembcompoct section

Inthe tence of high set fre (er 92.0, sm

ana force and bending, if the maximum longitudinal

Stress under combined ana free and bending. a
LEIP

For crsvcetin witout Holes, the above creia
rodas to

Mo My, Mae a ened in 9.3.

Table 17 Constants ane a,
Clause 93.1.)

32 Overall Member Sent

Members subjected to combined ial force and
Benin moment shal checked fr oer asking

922.1 Bending nd axial oon

Thetnducdeffesine moment, My under sonst
ening eluted as given blow hold ot exc
A ni wrengt due to lateral ional uns,
Mie 822),

Ma a[MevTZ,/A}5m

Zu = elastic section ads ofthe seston

15800: 2007

ii respect o extreme compression
Y = 08,17 and Mean vary Independent,
rater
“10

Members sujeid combined ail compresion and
sil Benin shal sf the lowing iteration
resins

sv uniform moment ator per
pp component
maximun factored applied bending
moment about y and axis af the
member, respecte

= desig strength under anal compression
ss governed by buckling bot ioe)
tr aoe) ass considering ter
‘support eng ofthe cas secon
(Gee Secon Be
1+ -0.2)9,51 +08,
1+(,-02m,< 1608s and

Other, om,

(a= ony? Tea)

ratio of ata ppd ana force tthe
esp ail sen for acting shout
they and ani epee. and

= equivalen union momen actos for
Enea oso! backing per Tale PR
(bent Beca teal oppo agit
torsional deformation inthe eral
region under conden

Table 18 Equivalent Uniform Moment Factor
(Clause 93.2.2)

L007 : 008 St

ending Moment Diagram = E
Dim Coading ‘Concentrated Toad
® oO

06-04y204

024080204 02080204

01-0820 080204

040-9)-08 e208 0211-99-08 204

0.095.008 a 050+ O10,

0095 10050, 09010100

951 005001124) 090 + 00Secir2y)

Formermher with say buckling mode th gusten unto mamen ator Cm =

Cm Gas Cas shal e obtained according 1 Bending momen ingran ben the relevant braced pois

Moment factor Bendingoxs Points hracedin direction
Cm pu »
Co » B

SECTION 10
CONNECTIONS

10, Genera

‘the assumptions made in the analysis of ihe structure
ond comply wh the ryan pei nth

tootideed in the design of eomecions. Almen
rovers, sequen npecion, ue ren

10.15 genera us uf een Fons fase
A Toad wih welding, provided the ol are Fly

1.800 2007

tightened 1 develop necessary pretension ater

10.1.6 The para say fase inthe vation of

102.1 Clarines or Hotes for Fatner

‘Sted ong sated hale

seri hole Hoes of ine rer thane
19 may be und in lip estan connections
and hold down bolted connections, only
tere pei, proved he ve 7e lex
Inthe ouernly covered by scone plate of
Shot and long soe — Slowed bols of sie
Inger than the standard clearance he. 5
sven Table 19 maybe sd sh rat
or ent
‘than the standard clearance hole (and
Fene waterin sut coset

1022 Minimum Spacing

“Te dicance teen cet of ienes ha note
eu 28 im mina! dime fdo ne.

1300: 2007

102.31 Te distance Between he centre fay two
cent nen shall not exceed 32 or 300 mm.
ee where sth betas fe inner

102.2 The distance botwcen the centres
hs ater pic na lin ing ston
‘faces, shal ot exceed 16 or 200 im, hi

À ke, i tenio members and 121 or 200 mm

1023. The distance been th emos oy 0
once loser ni sent aná parao
an ig ol sus plate sal tensed 100 um
And tenso enor: where she Inciso a he

102.34 When stos ne staggered rate
ad de gauge doe not Sand 75 mn, he spacing
Speed i 10232 and 1023 between cates of
Here maybe increased by SD pere sj! o
the maximun sacng sec in 102.

th csi fee are ome o ae oe

‘svelte pos al the diameter ofthe nad
‘nominal diameter 8 the oversize hole

{he cents of any hole 1 the near edge of pte
‘hall no be ts han 17 tines the ole deter
se fre onda cu edged 1S me
hole amine fred machine Mame su,
ana ad planed edges

Auld ataco 12 whore € = S09)" amd

‘dane slot exc mm pas where the
thickness lime connect lt.

102.81 In ne of members covered under 10243,
king fastener ot acts o caused esha

102.52 Tcking (sens shal ave spacing naine

M coxe 2 timc the chine ofthe ne
‘side plato 00 mm, cheer tes, Where the
se ar expose De weather, the pacing Une
hal no eine 16 mes he hicks fe hiner
side pate or 200 men, whichever sew a bol
no preter han the respect chen,

102.53 alte egies spied in 18252 shall.
gral apy cms menden, a e
Son compresion mente. |

10254 intension meme (ce Sen) compo
of wo la, ages, channels or tes in conta ask ©
back or separated back 4 Back by a distance not
cui the pre hice of he comet prs
tacking Genen va sold ance pieces shal be
provid at spocing nine na exec 100 mm

distance cn m

1026 Coumerunt Heads

For conersunk heads, oneal of the depth of he
coursing shall be neglected in cuela the
eng ofthe faster in beaiag in accordance
swith 10.3.3, For fasteners in tension having
“uumenk head, We ene sucng shal beac
in sea halls

10.34 Bpecive Areas of Bais

103.11 Since Heads ca ocur e see plane
the ares, or sisi shear hau normally et

103.12 Wire ane shown thatthe tests not
‘evar te ses plane, may Be ai De cose
Sesion ae, at he shank

10.1.3 tate cleo of bead engi allonance
Should be made oc lea and head rm
10.32 À tol sb a factored shear free (Va)
‘hal sats the conan

here Vi te design sent of te bol taken the
“aller ofthe valve us governed dy shear, Von
{ee 0.3) and bag, Yan re HO),

10.3 Stear Copa of Bo

“Te design svengthof the bl Vas governed shear
sce an y

Va Vaal ta

minal shear capacity of bol
acu as follows

Ana)

imate tne srg ol
umber of hear planes with Mees
irc he sea plane

“frente be ine
ronal pli shank reso he band
netshear ren ofth bolt read may
te ton asthe sea companies lo

103.31 Lom join

Wen he length ofthe joio, of splice or end

Soining moe than ao tl ht the stance

cg te fist and at row of Bat in he oi

(ee 10 Vale don yet Ben

Br

= bors 1/200 bw 078 1,510

1975-0905)

103.32 Large gi teng

‘he connected plates) exento Ste the meen d
te bole, the designar espai shale ecos
bya factor By Bien by

Bye BANS de pe 8 80,4)

3, shal ot be moe than y given in 103.3. The
sp eng san no case be eater han Bd

The design hear capacity of bolts camping seat
decree by a fate, Be ven by

Bao (1001254)

I = Mick ofthe hk packing. nmi,
10.3.4 Bearing Capac of the Bolt

The design bearing eng ol on any lt Vos
Ss governdybeanng ven y

Vo Van! Yan
were
= nominal bearing tenth of ot
Shah,

2 = end an pic danes ner
‘hog bearing direction
4 = iter fe be:
Nose es of th bok nthe
Siete emi scr of the plate
repeal
roma aster of ot and
Sessa to, of te as
Als sod ols of ok in holes eter han
Miandad clearance holes may be reduced By
main he beng resistance Buin y or,
Va yh sts gen below

2) Oversize and sor slot les 07, nd
1) Long tt oles os.

190 fa, fp A a! te)

Ag = sank ae ofthe Ble
At regu eit Bath eign hr Fr (Y
and design tele Fr (Ay) the same tine sal

‘tre shea fre acting oa te bl
Va = designar capacity (re 103.2),
Ta design tension capaci ee 103,

1044 In ocn grip pe bling.
resistance 1 slip hetween the plate surfaces subjected
10183757. her istluon procedures bal! conform
tots 00,

1042 Where lip between bold plates cant be

104.3 Stn Resistance

tobe ted, al sbjedonly a acre deve
Sp anna be ese, shall sat he following

minal shear capacity af Blt as
socie of fon ip factor as
Specie in Table 2004 0.8)
Faction eur sp
= 085 fr fasteners in over nd «or
Sled hes und or Fotene in fog
à 110 Gf sp resiste ie designs at
serie nd.
= minimum bot tension (root lsd) at
Installation and may de taken 38
Ale
eat fhe ol cad, und
f= prof suess 0.70)

The poison fre long jos 103.1 al apt

1044 Capac ater siping

‘may be calculated as pee bearing (ype connection
(eee 10320001033)

Aon bk tjs aston oon fre.)

Ta * Tel ts

Ta = somal tne eng of he cken Bl

OIL, Shp Auta Yo)

mat tenso ses of he ol

net tenio ares sea a specified in
‘ous parto 1367 rbot wre
The ten ess as fet defied A,
‘Sale ken athe arca the eof
be rend

han re ft ot and
paral cor fs.

‘able 29 Type Average Values or Covent
of Fiction (u)

mn ae
Sei rik

were

Vg = appli cond shear design Ind

Ya = design shear weni,

Ti = external apli factored tation at
sign oad and

Ta» design tension seco,

104.7 Where ping foc, as sta in Fig. 16
À signant etal e clero ven below and
de to dico in he bl

stance fom the bot emi wo e te
ff he et wed oro al ot radios
face led econ
ty

gat BE

aa

2 for non pr-ensione bot and 1 for pe
tenon bo

cire width of Mange per par obs,
hikes of the end pa

Im.

1046 Combined Shar and Tin

Bolsinacomecionfor hice encata
tension fr, tod she fore, Vl stay

(EJ < 10

Ge

|

Fo. 16 Conve Pains once no TSI

real

1a

Rewstemens of welds and welding bal conformo
IS und 18.9995, a appropiate

Ta he ce of lp joins the misma a soa ot
‘less an ot mese tikes eine pr
{ied or 40mm, whichever more Single end let.
{rom opening. When end of an element is connected
the vel along either edge shoul nt be les than the

195.13 single il weld houle socle
moment abut the longitudinal axis oe we

1052. The szeof normales ale taken asthe

atone processes, where the debo! pensation
nier in exces of 2 pm, te ze al Pe
take considering seul dep of penca subject
rarement between he chase and he contactor

Tenia sist he intunörefauige
Tun filer wld shal be ange Table 2, 0 moi
1083 fecive Tha: Tine

10.24 Te cine Bros Bikes of a lancé

snot esha man al nelly note
(0 or onde specalceumstances wre the

Table 21 Minimum Size of First Run o of
Single Run Filet Weld
(Clase 105.23)

meeps pet ee

10522 For ie purpose of res asain in fle.
vid nina faces intina teat he ehe
Trost Bic sl taken a ms he ie ie
thee Kis conan, depending upon the ange
Beten fon ce a given in Table 22

105.33 Te effective throat icknes ofa compite
Penetration un vel ae inst cbr oF
fhe thinner pan Joined, and ha ol an locompise
entation it wed sa be ak as the anima
Inciso te welt common e pr Jo.

10.4 Efetv Length or ave of Weld

10341 Te ee tenho ie weld te

Table 2 Vales for Different Anges Between Fusion Faces

1054. Te effective are of a pag weld sll be
comierdas hoon are fhe olin te plane
‘tte tanger Tes melds sal ot be died

10544 tf the maximum length 4,0 he side wos
tanfering aber along i Jeng eses 150 mer
the tat ie ofthe eh, 1, he reduction in wei

105.51 Vales aes specie, the interment
fie welding sal havea effective length of ot
es than four mes the weld size. with a miam

10.8.2 Tacks spcingbemcen Defective eng
mit filet weld shall mt exced 2 ad 16
times th thickness of thane plate joined, for
strecke and tension ot spectively, and in no

1055, Unes terse species, the inermiten
at weldsallhave nef eg ft tha
Jose teste weld is and the longtina space
Reis eth of wee halle ore
‘hue 1 mos ochos ol he timer pr oie
Th comite weis sal ot be sed n poses
ubico dynam, repele and aeg ses

105.6 Wold pes aná Quay

Foc te purpose ofthis code, wel shal be filet, but
loto pla or compound welds, Welling eectodes
Stallconor 0S 14.

105.7 Design Seres in Welds
LOST. Filer welds

Sul Yon

pal fey facto (ce Table),

1057.12 Bu welds

10713 Se or pla welds
“Tee design shear stress on ot or log weld al be
E]

105.72 Sie welds

The design strengthin shear and tension frst welds
nade doing ection of rural members hal be

At ate Ya of LS

en he length of he welded ji. o pc or
endconsection ina compression otession elements

rer than 150 4, Me design capacity of weld
(Gee 105.10). sal reduced by the factor

Panta eso

1, ea fe jain e en o e

= throat sie of the we

1053 File Weld a
Seton

ied 10 the Edge

103.1 Where a filet weld is appli wo the square
ge of an, the specie size ofthe wel soul
fener De ate 15 mms an hedge en
{romero aid sesos down ofthe expose ais
(ee ig DA)
105.2 Where efit wel app therunded
ue a sold seo, he sec size of he wed
generally notexceed ofthe ines of he
Section he we re Fig. 7B),

1058 Where the size speed for a file wedi
ct tht te pent metal wl ot poet beyond the
lowed to our 1 uch an ea a ree the
ostias (ee Fg 18)

10.8.4 When it welts ar applied othe ge of
à has or seien I Member see fo Aya
eng cpa to the ickast of he pe or eco,
SR chaos specie in 10883,

105: fad fit weld nora te det of force
Tes than OS whee ri th thickness af ie part as
Sow in Fig 19. The irene in chest o he
‘Wels sal Be ego a a uniform lope

10.59 Sess Duet Individuo Forces
When sbjcted to either compressive o tense of

‘rm, sere
=

y
KT

ic. 17 Fuser Weans ox Squats En oF Par or Row Tot or Rouse Sueno

160 Accept because of 180 Not Acapatlebacaue of

fo. 18 Fu Ste ars Wo Aro 1 Boot of Pla ox Secon

sear fre alone theses inthe weld i gsenbys note done fo:
Loan Mange platos, and

2 I) it wel where sum ol normal nl hear

stes does not exceed, (ce 105.710.

‘allt normal ress dot axial fr, 10502 Bu welds

in Nan 105.1021 Check forthe combination of ses in
sear res in Nn ut welds eed note ered ot proved at
force tante (ail force Norte her à) ut wet re ail eae, and

tors 0 nine and double bevel wee he sum of
cine vost nes of we in mm norma andar eres aes ot exe e
a {eign ora tes andthe ear ses dos

cine length of wel, am, no exceed 0 percent ofthe design shear

105.10 Combination fueses

1010.22 Combined bearing ending and shear

Were bering ses, A, is combined with bending
105.101. Wiensujeed1ocombiaton ofnomal (ae compres) ná sear sees, gundet
td shear ei, he equal ses sal stay he mou unfavorable conditions of fading In bat
‘he following Weld he equivalen tes. blind from he

fol formula shall not ctced e vate allowed
Toe the pret me:

MARES,
Pr

ATAR

al reses, compression or tension, due
16 axial force or bending moment f= eguivalem ess
(Gee 1039) md % = calculated rs due beading. in Vi
4 = stearstmsdseosbearforceortnsion(ee f= call tress de to being, Ni
1059) ad
101012 Chekfrthecominaion fase need 4 = ea ses in Ni

bbe 1200er

Fo, 19 Evo Fer Wero Nora 10 Dacron ot Force

10.511 Where a packing is welded between vo
member ands an 6m ick, ersten hin
tli provision of adequte welds orto prevent
acklng, he aching shale wind Mas wi ie
ges ofthe lement sujet o be design acon and
hero he wel long te ges shall be crease
oer the required size by an amount equal tothe
ticks ofthe packing, Obere, he packing sth
extend beyond the edge and shal be let weed te
‘he pees between whichis ited

10. Design of Connections

seh element connection sal be designe 0 hat
the cu capable resin he design actions
Connect and ajcen regions fe meres hal
be signs by ista the design action ees
Such nae lowing requirements ae sid

3) Design action effects due to varius
mets shall bein equi wit he
‘sig on etc an te conection,
Requires deformation inte clement ofthe
conectons are within is déformations
Space.

A elements in the connections andthe
cent rs of member shall be capable
of essing he design acon effects acting

& Connection elements shall remain stable
under the design action effects and
‘formations

1016.1 Comeson can be ls.
sd le o the purpose of analysis nd design as
Perth recomendais in Annex F Connect ith
‘ellen deal stiffs maybe consid gi
Example ld conectonsnclad uh end pe
Connection and extended end plate connections.

Connections with elle tana ses may be
cree st exe (pied). Examples este
Sannechons include siglo and double web angle
Stores and header plate comesins Where a
Concón canst be cliied weer gio exe

{hale assuned we se. Examples of ei

ii connections aldea and sat angle comes
‘dnp und scat ange with mg web angles

1042 Design shall be onthe ass of any atone
reihe supported experimental evidence Rese
‘ress detonation bls of welig normally
nen ot be considered in anal loaded cures.
Connections in ey loaded scares sal be
signed considering fatigue as given in Seton 1.
For cartiuak lod combinations, the comecins
thal be designed 0 mitad the called design
ion cs and exi require ci as speci
in Sexton 12

15400: 2007

10.63 Beam and column splice sal be designe in
Aconlance withthe recommendation given in F-2
curs.

10.7 Minimum Design Action on Connection

Conesions ain design ation effets excep fr
lacing conection, connection of sa rds urine
nd pit a De din to rane he preter of

2) de die ston inthe member: aná
meee bythe seein sae
‘pected alow
D). Comecins Im igi conecto — à

‘member Sgn moment crac
amsn — ar foco oft et
Connections the ends of tnt er
Tension à oe of les 03 tes
the mere desig capaci a eso
Spice in members subjected ail
‘ompresion = tor de prepared forte
‘Sonat in scordance with 7, al
Scan pce Te freer sha be
Sica to want oc of et
in ai compren.

‘When member ar prepared foral
contact, be spice material and its
tates shal be armaged 1 Rot al
Parte in Une and shall Be designed 10
Tania foe oft ait 03 es he
member design capacity in axial
Dein fete tral sopor sal
Br ds forthe desig aa xe,
Fe put den bending momen, not
DAC]

she distance between pois
‘teste ea sopor.

Soles tnficural members — abending
‘moment of 0.3 times the member design
‘pac intendog This provision stall
Pokal io splics designed wo ani
‘eae eco oy

A splice sabjected toa sea fre oly
‘hal be designed 1 man den
‘eae force together with any Rendng
moment resting fom he comi
‘kth force wi respect to he ent
Spies in member subject to combined
actions — à plis in a member sujet.
{oacombination of design aa non
‘or devin ara compeesion and sign
egermeat in (9), 6) and (6) above,
‘lanes

For eaguak fad combinar, be
‘esegiredbesvior of este ame
nd hall op wit ection 12

108 Intersections

Members or components meting jit sal be
arrange rane the design actions betwen he
par, wherever rateable, wth heir ceo aos

Connections al singe angl, dbl angle an si
‘members bt i gr) fr member, comection
components subject ag edit

ocenricity Between te cetodal axes of angle
members and the gage lines fr thir Died end
Sonneetons may De neplesed instal loaded
‘members, ut shall be considered in member and
con Components stes to ftige lading

109 Choice of Fasteners

Wet slip inthe service Hi tae iso be
voided in a connection, high-strength bolts in a
Fine Jon ited bot or ede tal Be ve,
ph tenth ols ston type fit ordinary
ola wit ocn devices or welds hl be bed

Conston component (leas guste lts, rackets

Space sed sing the provision of Sens.
ei an den apical,

101 Analysis o BolUWeld Group
OAK. General meth fanal

The design farce in a Doll or design fre per
an en in a bloeld group suce inplane
Honig tal be determined In accordance wit no
pr

2) The cnnstion ple shall be considered to
epi and 0 rt clave o ach aber
‘ee foto ofthe ron
nd ascot group ubetto ur couple
ailes withthe group cet. Inthe ce
plane ater force aplica e pop
enwoid the invtantaneous cone of the
‘on ai nd edi fr a
in all othr caves, eher the rele of
independen analyse for pure couple lone
oa piano she fore ape tthe
in cena spas. or
“The desig orc in able or design force per
en try point nthe rou shal be
‘sued to ac right anges othe xs
An shall be taken as propina! 1 that

10.112 BolVeld Gmap Subject 10 Qu) Pane
eating

10.11.21 General method of nays

“Thedesin Fore of bot in bot group or design free
econ gh te Filet wel rnp subject tou
plane Join shal be determined in acondance

3) Design fore int bolts or peut engthin
the fle weld group esting ror any ar
foro ra fore sal be considered be
‘uly shared by all bl de grosp or
ory bated ovr te lg ofthe
Design fore resting roma desienbeding
‘moment sal be considered t vary Ian
1), ln Being ype of tlt group plates in

15 50: 2007

and ony bolts in the tension side ofthe
Tn the icon grip bolt group only the
Bolte shall be considered in the
scan of neta ai and sand
roma of es.
The let we group sale considered
in lo rom he canne element
feetecalsiionaf ented ndsccond
namen of he weld eng

1122 Amar ante

“The design fre pr un length fl elle
¡opina mat be determined by omiderine
Be Al we group ar a extension ofthe connected
tember and sig th eng foren among e
Stel of the fillet weld group so as 10 saity
quam been the Bile weld group and the

10.11. Bolded Group Subject to Implane and
Ou Plane Loading

1013, General method of ante

The design fore in bol or pe uni lng oF the
eld shall he determined bythe superposition of
{als or in-plane nd on plan os dened.
Inner

The design fore in bol or per u Jh ine
filer wei group may alemaleiy be dered by
seing the fe wed prop ae an extension of
the coaneted member and proportoning the desen
fee pr olor an eng ne meld rep sai
quilt between the bosch group and the
‘ents of th sonneted member,

Fore called in the most ses tlt or highest
force pe uni length of the weld shall susy the
Strength requirements of 10.3, 104 oF 10.5, as
propane

10.42 Log Anges

1.121 Lux angles connecting outstanding ep of a
anne ape mente hal Fr possi be
posa symmetiealy wi respecto sei of
ttementer

aná hirconestions tothe use creer supone
Ten han 20 percent im exces ofthe free i the
‘outing of he member, athe tare!
‘he Ig anle 10 the main angle sal be capable of

15400: 2007

dep strength oes than 40 percent neces
‘ofthe force nthe ostende ofthe ange
10123 tothe ce ofehunnel members and the is
er supporting member shall be capable of
ses of the force no accounted for by the diet.
‘tanto ofthe member and the ataca ofthe
spanien members egal ep
percent in excess lt force.

10.124 no caso sal ever an two ba, vets oF
tale wid be used for tchng teo age
te put oer upporting member

10.125 Te fine onneton ofthe gan sal,
tin member shall peferaly sar in range of he
inc connection of the member tthe pune or the
Supporting member

1.126 Where lg angles are wed cance an ange
rember the whole are ofthe member ha be ke
effective not witstanding the requirements of

SECTION 11
WORKING STRESS DESIGN

HA Gener

1.1.4 General design requirements of Son al

1112 Methods of rect analysis Seton shal
so apply tos secon The clac arly method
‘hal bs usd ia the working ares sige,

1.13 Tee woking stes shal be avale peng
especie pr nd ator or sevice lene
pe

1.1.4 Ind combination iveving windor ses
Toads, the permisible sesss in ste! structural
member may be inteased by 33 prea For actor
tolls and contraction loads hr inca bal be
Ted 25 percent Such an increase allowable
es hou ne considered te wind or sims
Tends the major ld ne Tos combinada (such
etn along wth ea oad lo),

11.2 Tension Members

‘Te actual en ses fom the gross ara of ros
‘evn of pit angle and ote tension member
‘hal be fs than or egal 1 the smaller value of
permiso tense sesos, as ge below:

Acta tensile sess f= T/A
The permisible sues, f sales fhe vals as
tinned blow
1 As governed by Jing of gros section
e205),
As governed by rue of et section
1) Pier under ein
LB TA,
PATATE

actual tension under working
(sence aad,

design strength im tension of
respecte penis cts in
ondas ih 63,308

design block shear strength in
tension of respective pitengle
cla in accordance with 64.

113 Compression Members
11.3.1 Actual Compressive Sres

The zal compressive rest erie) oa,
Prada onecdonmemter dalle tance
te permite compressive ses ar gen eo

‘Acta compressive ses f= A,
The permisible compressive sets f= 060,
where

A. = elective sectional ate as defined in 732,
mo

La = design compressive sess as defined in
TAZA (oranges see 7512),

Design ofthe compresion members al conform

werd

1133 Colin Bases

“The provisions (74 hal be followed forthe design

of column base, excep hat he nes of simple

elu tse sal be culata

i= m COV

‘= uniform pressure fom below onthe sab
ase ue oa compression

be lnerandamaler projection of esa ase
Beyond the rectangle cecumscabing the
La. pemisibe ending ses in clam base
El 005
1134 Anstesmar

Provins of 7 sal be sc for design of angle
a, except hat be ting acta rss shall be
aimed inccoran ith 13.
ARS Laced and Batene Columns

The ce and an columns shal Ve designe
cocoa wih 7.6 and 7.7, excep ht the stil
ne ab than pame rss nen
nas

114 Members Subjected to Bending

“Theat Bending tense and compren suse,
Jy working (rvs) Ind moment, M Of à
‘ing monte stall ve ls than or equal lo e
emi bending sonen, ae as PS a
Fon beein. The arta! Bending Jos hal be
ceda

RME and fee Milly

‘he permi ending Stes, fa OF al Be
‘he aller vale ovinos fom Be lowing

1) Lateally supported beams and beame
bending sb he minor ase
Sm tun 0865,
2) Sentcompactrecions
Juha 060$,
Later nrupported beam subject 10
mjor as ending:
Deo Z,
PTT APR
Pate and sold rectangle bending about

‘tee compression aná tension
Aes respectively

el sues of the Sect: and
design Vending strength of a
Inerly unuppctet beam Bent
out major ai clelted in
cardan wi 822

15400: 2007
MA. Shear Srs in Bending Members

The stl sha sess, a woking Id Y, of à
ending member sal be lesen e sul
Peis shar ses, en Below

“Te permise br pss given y
2) When sujet pare sr:
40,
9) When sibjettshear see 842.0
070% /4,

‘ar ara ofthe rose-sestion a given
ine

M3 Plate Ginter

Provan of 83, 84,85, 86 and 87 al sly for
‘he design of plat gire, excep tat he allowable
‘ress thal conor HAL and 11.2.

Indesign ol ox gee provisions of 88 shal pp
‘xcept tha the allowable bending stress al
Carmo MA

115 Combined Stress
11.51 Combined Bending and Shear

Reduction inllovabi momentnced noto cos
Under combined bending and ca

11.52 Combined Bending and Axial Force

Merken subjected combined ai compression and
Bendin shall be so proportioned to sat the
(ollowingreemens
£ Sober, x, be
106K, elo, Leto,
op fag an

Sohn Galasso

+06,
La Sor =

were

Em Ca. equivalent uniform moment
for sper The 18
= spp il comprssive sess
‘de serie losa,
applied compressive stresses,
¿le o bending about de major
(9) and minor (2) ads ofthe
member especie,

allowable axial compressive
Ze gore dy booting
tn mir and jr
Ses dus 1 Venda sut
eco sceion ee 118,
140-0251 +08,
140 -02mE 1208 n,

Men 5,
Cr -023)

Ga 03)

eue tothe allowable axial
Stes for bckig abou 1 y
nd andres:
‘eer an
on-dimensionl slenderaess
Ai ee 23.

Ata suppor he vale a fn shal de

‘allt sing Intell Sippel member
da ut

fa Say Lu
Emo
567 Tas las
113 Combined Boning and Asia Tension
Members sic o Bath ail ein and bending

‘hal be proportioned so da he following condition

were

Sopa = permissible tensile stesses under
Bending abou minor) and major
Benin Tad,

1154 Combined Bearing Bending and Shar Sete

Where «bearing ses combined with eile or
compressive sues, ending and shear ses under
‘he most unfavourable conditions of loading, the
‘equivalent sites, J, obiincd frm the following

Formula sal ot exceed 0.9,

JF

ie sess, and

“The value of permite bending seso 20 fus
{obese inte above formula hall eh else
the values ofthe maximum allowable stress fand
Lala being abou appropriate ass

11.6 Connections

116. AU design provisions o Section 10, xcept for
the actual and permisible sues calulaions, stall
moi

11.4241 Actual stress in bot in arf shoud be
les than or equal o permisible ses ofthe Dol fog
Seger blo

“Te col sess in Blt in ar = Va/ A

“Te permissible ses in bol in sea, f

= 0.60

Va = asta shear or under working (vie)

Vus = nominal sea capaci, of the bit as gen
in 0.33, and

orinal pi shank re of he ol
11.6.2 Acta sts of bl in bearing o any pate,

a Soul be les than or equal othe permissible
Being ars of he Bolio on Blo!

Actual res Blin bering on any pate
Ia=Vol dy
“The permisible bearing sess ofthe boli
Lo Valid

02 pate as given in 10.34, and
Ag, = taming re he bonny pa

114623 Acta tens sue of he bof, hou de
les than or equal to permissible ease tess of the
Bali as given bel

Actual tensile ses ofthe Bl, 7/4

The permisible tml tess ofthe Bol,

Ta = design ten capaci of bota enn
Vos an
a, = nominal pin shake of he bt
114.24 Actus compres or ten o shea sess.
fame shouldbe ls an regalo permiso
Sees fe wel, piven below
“The permisible tes of he Wel fg = OB fa,

nominal shear capacity of the weld as
Caballo 1057-11
62:11 webos subjected to combines sear and
veni, the cl sear nd aa reses calcule
image with 1.621 0811.63 aces
the reporting permisible ses fg en nen ie
presion piven below shold sti

ual shear and tensile stestes
Feel and
permissible ser and ene tresses
11.6 See im Welds
11:63: Acta stress in be trot an offers

ale less an or equal to pebble ese fg

Sanh,

11.632 Acta ess nthe bt wel sal be es
thon the permis ses ae governed by th arent

SECTION 12
DESIGN AND DETAILING FOR
EARTHOUAKE LOADS

121 Gener

Sol frames shal Be so designed und eto so
ie them squat engi, salty and duty io
fens severe catquaes in all ones cased in
IS 1893 Par vito. Paes, wich form
par of he git od resting Stem bu ar or
intended 10 resist tbe lta eae Toss, need
ovis the reuement of hi econ, provided
they can acommodate the resul deformation

122 Load and Load Comblnatons

122.1 Eahguake loads shall De calcule a per
1 1893 (ar D except that the reduction factors
recommended in 123 may be uch

12.22 la de lic ste design of frames ring
‘ene lad, eco combing al confor

1223 nation he oli od combination shal
Be considered a required in 125.) 1273.1,
12.1132 mn BH

3) 12 Dead Lond (DL) +05 Live Load (LL)
215 Earthquake Load (EL) and

9) 09 Ded Load (DL) 22.8 Enguale Load
Qu

123 Response Reduction Factor

For structures designed and detailed a per the
pci in Tube 23 may be vid in conjunction with
the pron i 18 1898 for eluting the Sign
cargo fes

"able 23 Response Reduction Factor (8) fr
alim System

amd nn Sam

124 Connections, Jlns and Fasteners

12441 Al bolts usd in rames designed wo resist
arson lds shal bly tensioned igh tent
fio rip (SFO) bl ramadan ted bats

12.42 All wide wid in frames designed o eit
ce stall ongle pneu wi
cpm colon pes, cable 1282

124.3 Bole joins sale designed ott sar oad
{combination wit welds one same ying sce.

125 Columns
125. Cotann Stench

When PJP,is greater ihn 04, the requirements
in SL snd 2512 a be met

2, = required compressive strength of the
bene rom 7.1.2,

125 The required axial compressive and aa
‘ernie strength inte sense appli momen, dl
be determined om Lot combination in 1223.
nest cer of maximum load ander
te ofthe connect beam o ace clement of
1252 Column Splice

1252. pacljointpeeation grame weld my
tbe provided in column splice, och hat the desi
reno ins allt test ua Opern
he quid seg

12.522 The minimum required streng fr each
‘ange splice sal be 12 tines JA as showing Fig
2 bere À earn ol each fae in the er

126 Storey Dri

‘The storey dei mis shal nom 1181898. The
Asfrmation company of members ot designed
o rent seam neal os shall ls confor 1
15 1693 Pat.

>
4 >

Fo. 20 Parar Pesereaion Groove Wato
"Corsa Srace

127 Ordinary Concentrically Braced Frames

(oca)

1274 Ordinary consenialybrace res (OCBF)
‘amesgonding 10. eintreten ot east 2 das
‘how degradan sent and cs lou he
Hayek vale Ordinary concen braced fees
mecting the requirements ofthis tection shall be
dae sas the required inet deformation,

1271.1 Ordinary concentra braced frames shall
be udn esi ones IV and Vad fr lings

sith importune factor greater tan unity (> 1.0) in

127.12 The provision in thi section apply for
gona and Xebracing only. Specials eure
‘maybe conse for Vand mverted Vip racing
Facing shal ot be permitted systems tores
eamtguake.

122 Bracing Members

1272.1 Te sendemess of brain memes bln
end 120

1272.2 The required compessine strenght tating
member sal noten ues Py whee y the
‘eign sengih in axial compression ere 712,

12723 Along ay line of rain, braces sal be
rove uh to rl lating ir cn,
Intenso braces wil ave o ei been 204070
percent of te ol lateral oud

12724 racing ert econ can be ls, compact
12.725 Fo all itp braces, the spain of ack
tlendomes to of dvi elemen, between sch
fastener, hal not exe DA times the goreming
lodos ao fh braco cif. Bo tones
‘tal be avoid witha te mie oe out ofthe
hear eco engi (025 tines eng ia the mie)
12726 Thebecingmenersshallbe designed so at
pros area in ie 62) adn raro
(Gee 62 woud govers he design ene sg
127 Being Connections

27341 Eng onnetoninbacng sal be despned
vo wild the minimum ole flowing

9 Atensleforeintbebacng equal 12/44

1) Force inthe brace ue tod combinations
ia

©) Maximum forsthatean transito e
braco y the tem

127.2 Me connection houle checked fr tension

opine and block shear under the lod determined

12731

1.7.3.3 Te connection salte designe to witsand

a moment of 12 mes the fa pase moment ofthe

braced econ abot he Docking a

12.734 Gasset ple hal be checked for bc

‘ou of i plane

128 Special ConcentricallyBraced Frames (SCHE)

128.1 Special concnticly braced frames (SCHE)

cosita rotation oft fas. asas
‘thot degradan in strength and ses blo e
Full sala. Special concenricaly braced frames
mecting the requirements ofthis section shall e
eme o sayo regu ice dfarmation

12.1 peca conor raced frames SCBF)
may Deus nan semis one se 18189 Pat D
hd for any tiling importance factor val

1241.2 Te poison nth sen apy fr igor
and Xbacing ont. Specialist lucrar may be
halla epee ste ess aqua

12.82 Bracing Members

12821 Bncing members shall be made of E2508
‘Ste of 2062 ey

128.22 Teslemlresof racing member sl ot
exc 160 only barges)

122.3 Merequidcompresie sueno racing
em sal no xd the design ae in an

12324 Along any ln o bin, races shal be
provided uch Ba ota loading inciden
Phe tension braces wi reis betwen 301070 percent
of he

12825 Brel crosescton sal be plie setos
naa.

12326 ln built-up braces the spacing of tok
onen shal be sch ha the seers rio of
Entrada leet between such connections al no
ces 04 mes the goncning lendemes aio of
the trace el. Bole comen shall de avoided
‘ithe middle oe forth ofthe clear brace length
(025 times he eg, in he midi)

128.27 The racing members al be designed so that
esate yelling ce 62) nd bra apar
(Gee 3 would gon he eig esl seg
1283 Bracing Connections

12.824 racing cad connections halle designed to
and nimm of he lowing

2 Aten force inthe bracing equal LA;
tnd

1) Marimur fre hat can be rnsered he

128.32 The connection shouldbe choke forensin

pure and block seat under the load determined

12.3. Tecomeston sale designed wit
omen of 2 neste fl pass moment ofthe
traced econ about he enc bula a.

1800: 2007

128.4 Gusset pate shal be cock for buckling
‘ute i plane

12.4. The column sections used in special
once braced frames (SCI) shall be pase
Seinen 372

12842 Spies salle oct within the middle ne
‘hid of he column clear height. Splice shall be
signed for de feces at canbe ase i In
dion, spices in columns shall be designed o
deseo it fas the nominal shear sent ofthe
Smaller comested member and 30 percent ofthe
‘mil exo song of the smaller connects

129 Becoticaly race Frames (BBF)

Fccetcaly braced frames (EOP) el be designe
in accordance vi specialist iterate

1210 Osdinary Moment Frames (OMP)

Showa 16 withstand) inlastie deformation
arrondie jit ution of 02 din wat
‘gaan in srngih and sins to alii
salve 04). Ordinary moment frames meeting the
ira of hi section shal be domo ad
the ire tai deformation

12.10.14 Ordinary moment farses (OMF) stall ot
be ocd in cs zones IV and V aná for baldige
‘ith importance ator greater Ban unity (>10) In
amie zone I

12.102 Beuno-Colum Jone and Connections

Comecions are permiso be ii or semi
‘moment connections and shoul sly the nei.
1210210121025.

12.10.21 Rigid moment connections should be
signed to withstand a moment ofa east 12 ines
feierte fl ls moment of connect beam
‘rhe anima moment atcan be dlr bythe
‘eam oth old othe induced wakes a the
ade ofthe beam, which eee.

12.10.22 Semi conestions sould be designed
16 ihn eier a moment of at ast 0 mese
Hal plate moment of the comecad beam or de
‘axa moment Data de delivery hessen,
crises The design moment halbe ceived
Situation of 01 radian Te information gen
In annex F may be sed or checking,

121023 The süffness and suena of semi
conection shal be agua for in he design and
‘te er stability of the fame shal Be sud

15300: 2007

12.10.24 Te gi nd semi connections should
Be designcd to wlan a bear resol fom the
{oad combination L2DL O.SLL plus the shear
corresponding tothe design moment defined
{1021 and 121022 respectively

12.1025 nig fly welddconnestins,cootinty
is can siena, ee 8) ich ua
Sr ret an he css ofthe beam lange al
te provided and weed othe column anges and eb.

12.41 Special Moment Frames (SMF)

12.11. Spell moment frames (SMF) sal be made
‘OF E2308 e of IS 2062 and shuld de shown to
Widsand iste deformation corresponding lo a
Jin ono of 0.04 radians without degradan in
ei an sins below th fil ie vale,
Spell moment fmos esting th requirements of
incl deformation

12.11.14 Special moment lames (SME) may be wed
nay seem tne [re 1893 ar | and fr any
aligsCmportnce-ator vales)

12.112 Beom-o-Column Joint and Comectins

‘ment of ales 1.2 mes be al paste of
the connected beam. When a reduce bern section
‘jun 19 0 Umes the al plas moment of the
12.11.22 The connection shall be designed 10
itn casi from load combien
TDL O.SLL pls the shear resulting from the
‘oqicaton of Pi same retin, atenchend
‘te tea casing double curvar Bending) The
‘hear srength need ot execed the required alos
‘omespanding othe lod combination in 12.23,
121123 neolumn song aiscomestions (beam and
alsin we in ie same plan) ke panel zone all
che orshear booking accordance wit 42
the design os defined in 121122, Colum weh
‘abe pits or diagonal stiffeners may be sed o
eme he we pint shebang

12.11.24 Theindidel Dices of e clama webs
nd doc pl, hal sai te fllowing:

eue

were

panel 2on depth eruen continuity lat,

panel zone wih etwcen colon anges

Fr. 21 Cowmsum Pres

12.11.25 Conny plates Cenio ne (ee 87)
‘halle prod a songs welded connections
‘xcept inend pst connection

12.113 Beam and Clann Lan

1211241 Bam and column eins sal Ve eter
plas or compacta defined In 37.2. At paient
Plain trations, ey shall cer e pasts

12.11.32 The section selected for beams and columns
‘a sas the folowing relation

PER
Sa

Zi, = sum of the moment capacity inthe
<olum above and below the Beam
‘cei and

Zi, = sm of the moment capacity inthe

amet inerscion ofthe bet nd
Intl bling higher mote cs le acount
{erin cordance with specialist erate

12.1133 Lateral sopor 10 he column at both op
terest east percent ofthe beam lange strength,
except for the case described in LS

12.1134 À plane frame designed as ona inthe
‘Section perpendicular 0 hs plan, sal be checked

For bucking, under the oad combination specified
01223.

1212 Column Bases

12.124 Fixed colons bases and ir anchor bolts
toni be designed wistand a momen 1.2 ties

he fat plie morentespacy the column scion
The athe Dols al be designed to wisn he
ovine action of shear and tension suelas fying
Seton any

12.122 Bat ed ná ings coma bates ha be
desired wo withtnd th al sear under any Lad
‘ine or 12 mes the these capacity of de eau

SECTION 13,
FATIGUE

Score and stud elements subject 10 Indie.
{ta cou ed o fange flue abl de designed
spin aioe a givens hs sein. THs shall
mere cover flloin

Carson fi,
Lam eee igh ss) go,

Thermal gu,

Eos of high temperr (> 150°C). and

est of ow temperate (re wasn

131.1 For the purpose of design aint figs,
diese del ( members and coonetos) ae
closed under een fatigue cis. The design
‘res ang comesponding trou numberofejls
«siega umber acces and magico:
fren gags be pera ut de

122 Dein

1322 Reference Design Condon

The sand. curves foreach dl or ae

Det lasted ina redundan load path
‘thers oa let htt alone il
tot ead over else of the seta
Nominal sos istry athe loa git ia
the detail ie estimatedevsluated by a
Somentioal method Without akg no
count the lc stress concentration effects
esto e sn,

Details are accessible far ad subject 10
regula inspection

Sette sepose only milly comes

15400: 2007

Condition and stay protected against
Structure e not subjected to temperature
scene 150°C,
of kes ne reer an 28m
1) Holes sal ot be made in members and
Fatigue need not be investigte, if condition
ae greater dan 25 min in ieknes ar fied
opty unen le or bo ela, irn by

names 10

1, = seta ikea mm ofthe cer pie
tego

Na isha neo acer whe a

Pa and red fof dee ough on deste

1322 Design Sperm

19224 Sires evaluó

Desig res sal te determined y clastic rays
ect obtain ses eat and te los
‘uly method The normal nd shee stress all
te determined considering al drin actions on the
embers at rain tes concerto dae the
promet of edt. The ses concentration eft
de accouned for in detal category classification
(see Tate 26, The sess concertation, however o
arterial the deta shall Be sceouned for
Sepantly phe ess aca,

In be fie design of roses made of members wit
‘ined, he wees due o secondary bending moments
nal tito in ascou ant he senders alo
(KL. of te menbe peter man 40,

In the determination of stes ange atthe end
cuis Between hollow setos, the als of
annection nine and cecenriciics may be

D the cakeulted ares range i mile by
ppp face given Table 24) o
Sn Table 24) the case of rectangular

188002007

1) he design trou nes of it welds inva, panal safety actor ronds ration
the jim s reterthan Deal ces of of as rango figs design sal be ab a 10
be conne wenden

132.32 Port safe factor for fais resi a)

DU Patil safety factor fr srengi is influence by

Inthe case of loading events producing non-uniform consequence ol fte damage td level of impectión
‚tere pc. py ul Spies

Er ere 19233 Based on consequences of fatigue fs,

component deals have bees chased given In
13.223 Low fie “Table 2 and he corespondiog para safety for

Fatigue assessment isnot required for a member, fige stent aa be wed

conocio eta normal and shear desig sess 1) Falsafe srucura component isthe
‘anges, fst he following conan one here ea fare ne component die
of to fatigue crack does not real inthe fale
Só The ‘ofthe sucre de to availablity aerate
or ithe cual numberof ess yoo Na satis Toad path rdondan ste,
y 1b) Non furafesrucual component is
p( 221% the ne hero ca fro one compone
EOS o
A) leads rapidly fre fhe scr dueto
tere denon redondas ature

ua Yo = pana af factors for sen and rule 25 Parla Say Factor fr Fatigue
Tos especie (ee 1323) and ‘Strength (a)

1 sua fugue ess age forthe detail (Glaze 13.233)

Table 24 (a) Multiplying Factors for Calle
Stress Range (Circular Hollow Sections)
(Clouse 1922.

133 Desa Category

E te ein
Comoe 15220) of assessing fatigue strength. Details not classified in
a oe mci

© Wo Prod by testing ando analysis

oe 15 10 is Holsinmemben ad conciso fig
Nom 1522 eng shal not be made
from ia

pes ea 2) sing punching in plates having thickness

‘eter an 12 um une ehe ae sb
Pinched and sosaqaely reamed teme
132.3 Foral Safe Factors Use ed inter! rand punched be
132.1 Paral safes factor for action ond their ad

Ger sing as cin unless the oles re rad

16 remove the mater in the Ret affected
ales and otherwise unsern inthe estimación bees

ofthe appli actions and irc demand aight

134 Fate Strength
The fatigue srngt of the standar dei or he
oral sea aio ess ge, ot corte or
‘os dead 18.24 is given Blow (er alo
ig Band Fp D
8) Norma ses range
when Nye Sx 10

ETS

hen 510,6 Me 18

15500: 2007

ave
D) Steorsrse

RT.

41 signal ad ses tige sess
fang of he dea respecte oe
eye oF Nan

fox = normal and her fase eng
ofthe deta for 5 10 eles, for
the dnl cegoy (ee Table 26)

be 26 (a) eta Category Clscton, Group 1 Non-weldd Deals
(Causes 12221 ond 133),

[ete E

no =e

Bi

[E

Tate 2 (9) eta Category Clasiation, Group 2 Welded Detail — Not in Hallow Sections
(Clanes 13224 and 133)

st pa I ‘Con Tee
A ae

=

SS

a
Ere

= ee a de ie u

[2 interna

E ESTER Cop D mt bil a

‘Table 26 (4) Deal Category Cuscaton, Group 4
Wel

ed Deal in Hollow Sections
(Clause 13221 and 123)

135 Fatigue Assesment
The design tg strength for Ne te yee
my be bined frm me snared fe
for Nec oes by ailing with cocos ate,
1.10 nes, e menden in 132.200 diag

rta sft tr gen in Tal 25.
13, Esempons
any pont in a rt ifthe seul normal und
‘Shear arse range and tae ess than the ein aioe
‘engin une comepondi ox 10° eels with
porta para al fc, 0 father assessment
19 oc ve necesary at at oie

Sree Limitaions

152.1 Te maximum (absolut) vale of he normal
and shear ss sal never exced the las iit
fax) forthe material under cyte oi
19.522 Te maximum sess range sal ot ers
1.5 f fr normal sees and LS forthe bear
stele under any ereumsanc.

13523 Constant stress range
The sc normal and shear tress range Fand at
ont of the etre subjects to Me yee in ile
Shall sti.

La hilt

Toten en

correction factor see W321),

aia say factor gains figs faire,
Event
mama and hear age strength ranges fo
treacle cyte, Nobel rm 134,
1952. Variable rss ange
Fagus assessment any point in satire, wherin
aval sues anges foe form, number a cycles
(Gatton are ebcounee, salsa e fowing

2) Fornormal ess)

UsconReCTED FATIGUE STRENGTH (IMP

ow a dase

NUMBER OF STRESS CYCLES Mae)

Fro. 23 SN Conve ron Sian Sra

Dae wha) SO WK al

D Porrera (9

Fun sso set)

vere i he summaton upper limit of a the
oral sess ranges Uf) Raving magmtode lesser
"ha Ja a) or at deal and te lower ht of
all the normal ses ranges 7) having mitt
ester han fy) forthe deta tn above
ummation a oral sues anges f and hang
‘agri les than 0 Sp, fw and 0.354 hy may
digue.

126 Noces for Fugue Assessment

9) Fa assesment sat seal required
For ing seres excep follows

1) Member sporting ing or rolling

2) Member subjeced 10 repeated sess
«eles foe vibrating machinery,

3) Members subjected to wind induced
icon of large number of ele

Members subjected 1 crow induced
silos of large numberof eles
ini.

No fie ases is neesany any of
{he folowing condi estad,

1) The highest normal ses unge fo
LoS
The highest she seis range Sm
ses
EN
“he to) number o cal stes les
esse

ss
iu)

ag = eauivalent constant amplitude
Ses rngo in MPa given by

[Enns Ema

Im

Foy ress ages ling aber and
low the fe ses ange
‘Sx tO numberof ie ese.

SECTION 14
DESIGN ASSISTED BY TESTING

141 Nec for Testing

“Testing ofsrctres, members or components of
incre ot eqied when dsd in accordance
with his standard Testing may Be accepted as an
«lees o aculaons or may Become neenary

ein ofa sutura system, member or componen
maybe require to at he design inh lon

2 Whenthclelon metodo salt rot
ade fort deso? paraa sc
‘member or componen, testing shall De
‘erate n place of desig dy elation
‘rt supplement ie dein by clon
Where rales or methods for design by
aleultion oué Id to uneconomical
‘design, experimental verification may Be
underaken to avi conter ds;
Sen erat
contiteney of production of material.
“Snponets members o sets egal
designs y neunten esting and
When the ata performance of an existing
severe capacity sin queso, sing shal
Reed ati.

16.1. Testing of sretaal system, member or
component tal eof o following ego

2 Prof teing — The application often
connection to ascertain the structural
arcs of ey at speci a.

‘aes of such structures, substructures
member orcoonecton, which are nominal

Ma Tpesof Test
MA Aveptne es

Thisis mended anon destete for soning
Struct performace, I soul recognized ht
permanent isos Such elects do wot ees
Indian ru fare in acospanc ts, However
he psy oftheir occurence should be apr
before esting

Teton or aceptan 6, Fil be teed

acs (10% Sef weight) + (LAS remain
‘oftbepennaeat ond) + (1.25 varie
tos

These hl sty he allowing ci

slt demonstrate substantially linear
behaviour under ts Judge and

©) On removal of he test load, te residual
‘ection sa ot exceed 20 percent of te

Heine above coria ot ssid the est may be
repeated one mare ins al. ten thease shall.
Satay he lowing ren

Josi, and

Comesponding recorded resid] defcion
Inu second es hall ot exceed [O percent
fe maximum Seton during the et

‘Swenghtetis wed confi ect estanco
astuce or component Where a umber of tems
teeta be contacto common design and one oF
toe proper a tested 1 conf thi sen
Ihr may be accepted without an atonal tt
provide asimila inal erat respect ts
oops

Before carrying out the strength test o species
Should fis be subjected to and sat the acceptance
test Since he ressanee ofthe assembly under ts
depends on the material properties, the actual yield
Seng of llth sel moter he any hal
he determine fom coup (est pice a defined in

15 160 ests, The mean value ofthe ye sens
Jake from such et Sal be deere wih de
regard tothe importance of each element in the
2ssembly. The según es od Fs Gincig sll
‘igh shall be determined from

Fas Tas Fell)

= chantre yield stress ofthe matt
‘Sse in te design
fated design load forthe mt iit
= paral safety facto forthe pe off
A prenons standart,
Atte on there hall be o lr by buckling or
‘suo any pa ofhe rc or component
(On removal ofthe tet Iad he defection should
Aecreate by a leat 20 percent of the maximum
Seneca a Fe

142. eso Faro (time Strength Tet)

The objective of test 1 allure sto determine the
design resistance fom teat restan In ic

ution ill deinble 1 cy out he acceptance
nd src sts, before est llore

Not less than thre tests shal be cari cut on
aimant specimens A estimate shoul be
‘made ofthe anis ultimo resistance a a ba
Forsuch ts, Daring test tf, heading shall
Fit be ph in ncrements pto te strength est
load. Subsequent fod incremente shall then be
determined from consdersion of the pricipal lad
Selection poe. e est ad resto Fa halle
termine baton at which bo specimen able
to sun any farther irse in Toad. At hs on,
ron permanent distortion i ley to have oesued
tin some css such age gross deformation may
tine the est mi. Fe even of ny india
test result exceeds 10 percent ofthe mean vale
nine oral the ie tests test ce mor ets
‘halle cae out When th deviation rom the nan
oes not exceed 10 percent ofthe mean, the den
resistance my be evaluated ae piven below

2) When the filore is ductile, the design
resistance, F maybe determined fo
ATA

ñ

taco ium st sl om tes

totale,

verage yield eng as obtained
from th atl et, an

18600: 2007

gr charcas yield sets ofthe
La de ease ofa sudden (rite re ype
failure, the design resistance may be
(erie rom:

B20 9P sa Lad) ts
fy = arcaicas ars oe

fo. = serge liar tene sen of
‘he mati obtained fom et,

Inthe case oa sudden (ie) backing re

failure, the design resistance shall Be

AAA

In ce buckling spe Vr in wich e
‘van lees hea belly an,
tbe espa esstance may bedetemind rom

Fe 09F [00 taba)

2. = reduction cor for th relevent
bucking carve an

Za = valve of x when he ik! eng
hye

‘Where component or sembly i designed on the
tof eng tess or tito ore nds proton
‘abated ute techn repair
sample (ot es than to) shal be slots om

14244 The sample shal be cart examined to
sure at they ae similar in all respect 0 the
Prototype ese, panic ten being ven othe
fotowing

3) Dimensions of components and connections

1) Tolerance and workmanship and

©) Quai of ste used, checked with etree
toon ent conte

142.42 Whereis no posible determine cier
the variations or ine effet of variations from te
rote an aceptan est shal be cred ota a
ek se

14.243 In his check ts, the decos shal be
measured athe same postions a5 i the acceptance
Test ofthe protaype. The maximum measured
(et satt ec 120 percat ote dion

102

record daria be aceptan est on he protype
nd eres defection sould not be more thn
10s percent of hat ended forthe prop.

143 Tet Conditions

2) Losting tnd measuring devices shall be

D The design ote et sig shal be sch a:

»

»

>
»

6

Loading system equal aimes o
Ing:

I allows he spcimen 10 perform Ina
mine representative‘ rice
Lateral and torsional remain, an
Should repente asin,
Specimen shouldbe reto deDoctundr
Ten according o serie condition
Loading stem sal Be ale w flow
themotereat of especies without
incre boo etait and
Inadvenen eccentrics e point of
application ofthe ts loads and at he
‘Sport ate oie

“Tet lod stl be applied othe it st arate
as nio as psc
Define shoul be measured at suffit
pnts ef igh movement ensure hu the
Iron magninde of rss specimens
toe determined the aan a pe dee
location may be meatured and the
Preto any test, preliminary loading (not
‘exceeding the character vale of the
relevant fads) may be applied and then
Semen, node tte tnt specimen on
Dre

AT London

1441 Where the se weight of he specimen i ot
represa af the actual permanent ad inservice,
Alone fr be siferene sal be made inthe
ua of et os o be api

1442 On the sima of maxim oa for eter
acceptance or stength tests, this Toad shall be
Imsintined for atleast | Reading of load and
tion ale kn attra 15 mand te
Hosting shal De maitined consti un there no
nine ln deflection dinge LS mp
‘oF ui at east ER has clap

144.3 The test od shal be equal o the design oad
foc rela it sae apo sing

10 be design load forthe relevant lit sate as
map the appropriate ate given in Tbe

‘Table 27 Factors to Allow for Var of
‘Strutora Unite

Has Criteria for Acceptance
145.1 Acepane for Sen

shal be deemed io comply wih the requirements for

esl hen be inspected o determine the natur and
stc of any damage iced during the est he
fes of de damage sal be considered and if
nee pr ptos damaged pas

14.52 Acceptance for Serial

Themaximum defomaton ofthe snuncormenber
nde th service mi state tt lad sta be
‘ihn the serviceability Limi ales appropriate tothe

SECTIONS
DURABILITY

154 General

A durable steel structure is on that performs
Snifatriy the desired foco inthe working
aiment under be ated expose condon
ring servis He vio ters fro
cal rs and of strength deta cmon The
Iter ud. he detal, bring erection and
rc protection measures shoud al aes: the
corrio preto nd ab eiremens

152 Requirement for Durability

15.2.1 Shape, Sie, Orientation of Members

The design fabrication and recon details of expos

18900: 2007

is ensured. Standing pool of water, moisture
accumulation and rundown of water fr extend
‘aration shall be avoided,

“Tne ets of connecions should ensure that

9) Allexposed races ao easly aces for
Inspection and maintenance and

AN surfaces, no so easily acesible are
completly seed against ingress mois.

1522 Exposure Condition
152.21 Gneralemirenment

The teal einen, 1 wich ae sos is
aged dura ds working He classified io fe
level fever, a given in Tabo 24

‘Table 28 Environmental Exposure Conditions

verset? Stan ec po

2 Abraion

15900: 2007

1522. Exposure to supe attack and 15 9172. Th main como protection mehade

pates 50) in ol od water, D hand

en exposed 1 very high spite concentrations © Inorganica coatings or organica

mot an 2 pere sol nd pers in wi, sem.

some form of lining such as polyetylene. 1924 sufaee Prowcion

plehloropreneshet or suce comia tated an

plate Olarte rubber epoxy or palymetane 1824 tthe ease of mid exposure, a out primer

innen) should be uso comple avoid ces of alles omoval fan loose mil sal may be adequate

Besen othe sel sure th pour condom comes orci more
‘labora sortace preparation and coings become

Mere. Tale 29 gives guidance lo protein of

ok for diferent desd lives,

The methods of corosion protection are governed by

‘Table 29 Protection Guide fr Stel Work Application — Desires Life of Canin
‘System in Different vironments

te
FIT

Table 29.0) Protection Guide for Ste Work Application — Spec
System (Shop Applied Treatnens)

a o 0 o 1

eGo Zee Idees ES ÊTES
Fendi Moine Joie dp Ze Same ty tie
om CE en

rt estas tes

15002007

Table 2 (Protection Guide for Stes! Work Application — Speciation for iront Coating
‘System (She Applied Treatments)

(Clause 5

Ho

15.242 Sie arcs hal be provided with at east
tne cost of primer immedintely air is surface
region such y sand bling oem al nl
Slat and at nd vo expe hei

1524. Sie without protective coating al et be
‘red o Jong duration in st dor enone

1.244 Surface o anse forces by tion as in
HSFG connections shall ol be pane, However
Shall ensured at mois hot trapped o such
Srfaces after pretnsioning of bots by proper
ie mestre

15.245 Members ode ave by weg ll
be pe pued a rpm cent to ato
SE ash weh, However ter welding, appropriate
protective costings shall applied in be region
Fired by the exposar conditions e contact
fes cannot be property pleted agan ness
‘tre ty arcs eo. ey maybe compl
Seal by appropriate wel

152.46 Pre-panted members stall be protected
gis abraso ofthe coating darin anspor,
dling anderson.

Sls with special alloying elements ad produc

roses to obtain beter carton ane maybe
Sed a per specialist iterate

SECTION 16
FIRE RESISTANCE

The equremenssal py wo tel uling elements
designed 10 exhibit a required resistance level
(FRE) perth leva seston

16: For protect tee! members and connections,
de ken of protection motera (a) hal e euer
than o equal f tht require lo give a period of
Facua adeqcy (PSA) pester tan egal othe
seque FRL

16.1.2 For npc steel membersad conection’.
the exposed ara are 10 mae rt (ko) al be
es tn regal that required give PSA equal
se ani RL

162 Fire Resistance Level

“The required FRL sal e a prescied in IS 1681,
1S 1682 and 18 1683, a appropiate or in lia
Sesieations or ae rquid bythe wero the iy
‘ordinance. The FRL specified tems o don
(in mints) of standard fie Sead without collapse
depen upon:

3) e purpose or which roch ud, and
1) thetime taken to eacunte in esse offre

18800: 2007

163 Perio o Structural Adequacy (PSA)
163.1 The caution of PSA imo

2). Caution ofthe strength ofthe clement as
‘function of temperture be element nd
the detente of ing temper:
CCalelton ofthe thermal response of the
‘een hati caution ofthe zone
bete fe element repare of
{he element with tine, when export ie
Determination of PSA at which the
temperate of the elemento parts of he

1632 Determination of Pride Sacral Adequacy

‘The period of structural adequacy (PSA) sal be
end ung on ofthe folowing melde

1) Brent

D) determining te Hing empertu of
Let (D i accord with 165 à
(etermining he PSA se tinea i)
ftom the ar of the et oe tie a
ie telling sel tempera 0)
protected. members and 16.7 for

By diect application of a single test in

condone with 164 or

By calcio ofthe temperture ofthe el

164 Variation of Mechanical Properties of Stel
16A ration of ell Srs wi Temperature

reisen of enero yield ssf se

Sha eae sols for Scars o md si

Gh sag way el
DUREE
Ko

ED » yield sees of tel at,
BD) = yield stress of tel at 20°C (room
ep) and
7 = temperature fe stein.
“Tis reto ao by Cure tin Fig. 24,

106

Fo. 24 Vaso or Mec. Bros or

For tempertur es than 215°C no reduction in e
ied sess ned to be comird

16.42 Variation of Modalus of Elasieiy with
Temperate

The influence of temperatre onthe modulos of
ey ae tke follows for ce of i
Stelsand high stent low aly steels:

sp)
zo)

she POSTER
CC

TS

wen 600rc <7 1000
ECT) = modulos of lis of wel at 7°C,
me
EGO) = modules of es of seat at 200
(room tempera
‘Tis relationships shown by care 2in Fig 26
164.3 For special sel with higher temperature
eines, oh as TMCP wech, te manufactures
‘recommendation sal e sed o ol the varo
‘tyes eng and modulos of easy of el i
tempe

165 Lining Stel Temperature

The iting el temperature (Tin degree Celis
fn the cave of onary ste sal be Cd as

= 905.6807,

ato ofthe design ston othe member
tinder iret he desen capaci ofthe
member (Rj = A) at doom

AR, = design strength and vate strong of
resent, an

= paria sft factor or eng
The design action under fre shall consider the

1) Refoced ond ely under fe, and
9) Effects of restait o expansion of the
laments during fe

ing el empertr fr seca els may Ve
appropriney calculated. using the thermal
Saisies ofthe material obtained fom the
‘Sop ofthe sc

164 Temperature crease wih Time in Protected

Members

166.1 The time () a which he iting temperature
7) 5 an ale determined by eatin on
eb ofa sabe ses fir tents in accordance
with 1662 or from te cule of ingle fs in

16. For beams and or ll meters witha ou
‘sdf exposure condo, the ining temperature
(7) hai be ten a5 the average ofall of the
tempera resid a e thermocouple locations
nal ies

16.1. For columns witha tee sided fue exposure
endo, th iting temperature (7) bal be taken
the werge of the temperatures measured at De
Germanie locos on the face fabes rom the
all Aertel, the temperatures fom members
with ours ire expose condon and having
he same surface aes tomas rai may be sed.

Cain of he vation of el temperature wih
time shal bby inepolión of he sus of series
of fire tests wing te repression analysis equation
Speci in 164.1. subject ote inition and
teditons of 16625.

162. Regression analysis

Te relinstip Between temperature (7) an tine
dor sees fest om group bal be cuela by
Par represion a follows

151002007

Aerea re Alek
han Boe BT RAT A ER

1 ime one tro te et in mi
14 = regression coins from et data
rares
= thokoess of fire protection mural
tel tmpertre, in depres cesa
obtained from tert as given
in BE TS 250°C: and
16.622 In iv fest eu, he ales forces
in ble 30 maybe edn th equation 1662.1 wien
{ho ex sae tbe contin specified in 16623.

Table 30 Regression Coeticens 4
rs

16:62. Limitations and conditions on use of

Tes aa u e lined in accordance with 16624,
‘tasty he allowing:

1) Stel members shale put without,

Sprayed blanket sma naco materia

ving a dy des ess han 1 00 fm
All tests shall incorporate he same fie
protection sytem:
Aime hal have same fire exposure
“ost seis sal cidos st nie ts;
Tester may include rotes which ave
obs ode provided hat ab as
‘Al members subject to a thre sided fie
ar condition bal be win group
Sonde wih 163.

There sion gun band fr one fe proton
em may be applied to another system using the
‘She Be preisen mal and sae frenos
Condition provided that stickabity has Been
‘monte orihe second syn.

A eesioncquon obtained sing prototypes with
ou sd exposure condon may be appli
À member wit ars. fe exporreconiton
rondes that kahl has een demon for

107

3 Temperature Based on Single Test

“The vain of sel emperatre with tine measured
‘natant retos ay be sed wit modiestion
provided
Fire protection system isthe same a the
Fre exposor condon the same as be
rer Man that ofthe rot p
Sato arc o mis rat seul ores
than at of te prototype; and
Where the proto as ben subit 1 u
Sandu ir et an unload contin,
Aa ben separately demons

16.64 Jrametes of Importance the Sandan ive

3) Specimen y, loading, configuration
D). Exposed trae area io mas rato;
9 Insulation type, thermal properties and

167 Temperature Increase with Time in

The time (at which the ening temperature (is
aim sll be alcolatd using the following

1) These fire eporare condition

p=52eoor 1 74 SE

D Foursied fe exposure condon

arsoosar 20%

ine fromthe sao in,
steel temperature, in °C, 500°C
FILES
‘alo, DD mn € Le 335
Pr
Fe temperatures Blow SO, linea inerpolion
‘habe tse, bse an he ea SOC and an ial
tempera of 27°C a equal 0.

16 Determination of PSA from a Single Test

‘The perio of tur adequacy (PSA) determined
from ingl estay be applied without medico.
provided

Condon, specified in 16.63 ae sti,
Condition of support are the same as the
prototype and the resins are not Tess
Faros tan thos ofthe protoype and

Rati ofthe design oad or reo he design
‘apc ofthe meme tes an or cual
to of de props

169 Thre-Sded Fire Exposure Condition

Members subject to a thee-sided fire exposure
cod halle oir separa groups ess
{hefollowing conditions are sti

+) Thecharsteritc ofthe mentersofa group

as given below, shall uot vary fom one
Aster by mor dan

ETS
sm

2 Bite Bikes ns
24
here he fete Unicas (4) equal to

Rib void al there:

©) Concrete slabs muy incorporate permanent
es deck formwork,

16.10 Special Considerations
16.104 Connections

Connections sal be protected withthe maximum
‘hikes of ire protection material required or ny
fof the members framing into the connection o
lee thee rospectvefireresitance levels Th
component including bot heads, welds a spice

16102 Web Peneratons

The ich offre protein mater taaan

a) area above the pentaon Is considered as
(hrecsided fe exposure condon (A)
(ee Fig 26)

19) arc elo the ponton considered a
four-sided fe exposure condition (&..)
ee Paani

1880 2007
secon a a whole considered as a dee: 16.1 Fire Resistance Rating

The fire resistence ating of various beilding

Tristes: he serio altcamáep re ire in Table 31 and Table 32. Pe damage

and sal end once ie of he pora for assessment Of various structural element ofthe

itunes lt ua tt beam dep nd not ess building nd adequey o e srr resi can be

Shan 300 mn, done y the fre estanco rt for ensied el
‘um and tea (Table 31 and Tabl 32)

258 Bockng of Rb Voss
Po, 25 Tunez Seo Far Exosune Cosmos Ragua

—
a ol

clone

PA
Fc. 26 Wes Peneraon

109

‘Table 31 Encased Stel Columns, 203 mm 23 mun
(Prien Apple on Four Sides)

SECTION 17
FABRICATION AND ERECTION

VA General

“Tolerances fr fabrication of ts Sectores shall
‘conor to 187215. Teens far euren of ee
Sucre al conform to TS 12843. Fr neral
anes on fahren by welding refrece maybe
‘mad 118959.

172 Fabrication Procedures
1721 Sres

ropes ofthe material teo the vales wed in
sign Local applicaon of pressure a room ot 3
vated tempts or lr ema) mean may hs
Sse or seri, pode eve an

The cren clearance fr et nds of members,

vo

connecting sel 10 sel should preferably be ot
rer an 20mm at each end. Tec cerco

sends ofbeams what web kets ol ot are
than 3 mim at ach en. Whee fr real esos,
er ern secs, sui designed sang
Should be provided

17221 bein ype ofcoonectons. he oles may
Be made not more than 1.8 mm poate than the
‘Sater of he oi cae of ole of mite ees
(an 25 mm ad not more han 2 mm ince fbi
‘of diameter more than 25 mip, unless eherwite
‘pei bythe engine. The ole amet in bse
‘ter sal vor exeed the anchor ba dir by

17222 1 fon pe of connection lance may
Be matan, unes po terse int Sigh

1723 Cu

un stale tected by saving bern. cropping,
machinig ov thermal eutin process Sheng,

‘Table 32 Encased Stel Beams, 06 mm x 176mm
(Protein Applied on Thre Sis)

—

2) Tae ating with wowed vege que epson lr
Es

A y Seine fer Sm oe kia ne pa

° oe rn”

Re fang pe a ann aaa rin
Dern eu ag wet nn Re on a
«Siri ntti leg ete

cropping and gos cuing shall be clean, reasonably by machining, o hall mt that as een arene
Square and fee from any distortion. Should the by fame ie removed, Hand Mane eating mey be
Inspector find necessary, the edges sal be ground permit onl sujet tothe apro ofen,
Mer cuting lasing rfi of seared or gas- Sabet

con age al pts o shapes stl nt be requie,

unless special} noted on drawing or included in
"pol edge preparation for welding or when
pecially require ia th long section

xcepwhere he materia is subsequent jon by
‘welding, o oad sal be transit rough gs
circ,

Themaly cut ee edges, which shall be subject 10
‘Salted tai tna ss hal be re romand
‘tom pres preter Ban Smm dep Gouges reer
than mim dep and etches shal be removed by
1723. Shoring nding

Re eun comer shal efter noches and shall
ve largest practical ad with a minimum dis of

‘Shearing of tems over 16mm hick wo be gleaned 1724 Holing
and sabs oes force or bending moment shal
ot be cared out, less the em ses eee

172.41 Hoes trough more tan one dckness of
teal ormenber, sch as compound non and
rer angel bo where possible, ile at he
The we of cre ees in the tension ares sal be members embed and Uy clanped or boli
oid in cation sueo plas binge rotation at tpeiher A om ol fa bat all eiherbe machine
factored loading Fame ca, or riled fl ie, or sub-purchd 3 en
dei ad reamed to Sed punched al ie

Had Name cating of abot hole ha ob permite
except asa ste fetieation mesure for ole in
‘linn baseplate.

Gas cutting of high tonite steel by mechanically
como torch maybe permite provided special
Éd en 1a eae aient me ode removed

17242 Pancing

A puncha hole shall be permit onl in mail
‘ne il sess) Soe non enc 360 MPa and
were Aneto deen ee (8607) In

For peste thickness and cycial onde dti,
hole sal Be either dried fom the solid or sb

The die fo al sb-punched oles or he dil forall
bile oles shale at les me smaller han
the quines deter of fhe hole

17243 Ovnis

“Stull be under, ifthe ole diameters ager
thon the ol diameter by 3 mm or mor.

‘Oversee al vs ee 128 or (48) mm in
‘Sante ws dhe nominal Bol dametr im

ate ho hal essed e appropriate
dan nent À on ted
sree ie appropriate sein ih
3182 din eg Ihe strength is age han those
Speci, shat asta the drcon of Lt at
insb cer in con pe of enneton

Sto oles shal punched her in oe operation
rar prsting oiling orne

Hole for tr and ited bos shal be ed a

and 2) Preerab parts o conecte ith close
een bre ots sal be ily el peter
y tng bolorclamps nde oles elle ros
(ich: tone operation hal edito amar
Steud camel oa ater assembly, Where sl
passe, he pat shal be drilled and reamed

En ling roces sch spat ving may be
dedo make bes in sica ond mers nly
In ell faded members etbjected fo tne

173 Ascmbly

and iy el together ring assembly

Te component pats shal De asembl and aligned
in such a manner that they ate nee ited nor
terse damage, ad hall bes prepare at the
‘pes camber any provid.

1734 Hotes in Assembly

noe sepa par, hese par, hen oped
bythe eric, shal be separated ar dling and
A bar removed

Matching oles oies and back bolt hat regie
with each ee so hata gauge of 1.8m or20
{as as may e,deenängon whether he ameter
of ere orb Lu an or moe han 2 mm)
Tessin diameter han he dlamse oft hole wil pase
Frey tough he serle meer in the ection
eh aie sch members

Dilig dove during asembly og oles shal ot

Holes aja pt shall match suchen wel
permi easy ey of ol I necessary ols exept
Denner ote my boned almit

When designs based nb with amende hans
ine ea ae apr memes salle
The ng of ot shal be sacha es ne ar
cad shows above the natant les oe tad pis
the thread runout ir lear Bench the at afer
Üihening. One maser shal be provided under the

173.3 Asembly Subjected Maton

Wien non-reonded bole ar used in a secar
subjection he mite dal be our aking
devices or other mechanical mean. The aot of
‘cued hy te non ighening posture

1734 Waster

Washer are not normaly required on nom pleads
bet unes pd oem Taper when shal
Bew where surface inch amore an So
plan perpendialar tothe bolt xi

A ari within the grip of th ol sal be ie
Ana cores aa tal Be perm e

174. Rives shall be best unify mag
«bienn wove ring oc exces sealing ad
Shale of sien length to provide hesd of

17.42 Rise member sal have ll pas Say
Crown and el loo before and ring ei
Snsle-rvstd connections. For moliple evetes
ent, sevice Bl sl Be provide in ve
‘ind on our oe

174.3 Wherever presale machine cta <a be
amd ou by wag machi le steady presse

1744 A los, han or terre defective ets
shal Be cu ou and replaced before the rue s
leat, and sol cre sal be taken to pc l
pe ee connections,

174 Speciale bal etaenin beating and ding

175. ln al aes where he fl bearing arc ofthe
ats te developed te ol hal he proved ith
‘war of et caes under opto août
dy threaded potion of the bolt cin win I
or art bogen ante acre

176.1 Welding sal be in accordance with 15816
15 819.15 1024,18 1261, 181323 and TS 9595, a0

Sharing saco compo appropiate
peed in S81. 18 1993187309 Pa 0.187310
(Pat Ian 7316 ur Da eleva.

1763 Assembly and welding tal e amic ot in
cha uy o minimize Soon and resida) ren

15800: 2007

and he a dimensions are within appropriate

17.74 Courn pies and but joints of tts ad
‘terpesion members depending on conta forest
‘rani, al set) machined and lose
decoran or sus anemic, nccamnenps
Fisco angle camels ete alter connecting ogee
Should be accurtely machincd so that eearnce
een De cont surface sal not exes 2 mm
Holy. tec forero conan sum 06
de taken that these gusscs, connecting angles or
ane are Hed th sh curar) that hey ae
not reds nicks by machining hy mo

17.73 Sud Bases and Caps

swith the end ofthe stanchion, he bearing face which

172.47 ii ron, uen gap al eta
tenant baseplate and tp of podes ad oles
shal be provided where ecc Im sanchin bases
forthe escape a

178 Poing

1s 1a77 (Patel and 2}

1782 AN sra, which ar be pune, oiled or
aer tated sale dy and thorough cleaned
{remove al loc cle nd lose rat.

17. Surtees so in conte, ut imcesbeatr
op axsembl, shall receive the fol specified
Prove ten before sembly, Tis docs not
ply o enero of sealed holo’ sci,

15000: 2007

AS Cee plates stale paid bate dts
of pig Shall be seid by te purchase.
Empate equi of te wei

1783 Welds and ajaen pret metal sa not be
Deines prior de gi inspection and apra,

17.8 Pans o be ented in coeste sal nat be

1789 Contact sre in fritionypecomeston all

179 Masking

Esch pise of ss work sal be distin ma
on dae, accordance with aang daga
und hl ea soc eter mark ae wl facie

1740 Shop Erection

17101 The steelwork shal be temporary shop
gency so tnt cry of it may be chek bete
at, The parts al be shop assembled with
fit number of parle iso bing and Kop
‘hepa in pas.

17102 th ce pus ll oc punched hough
sec wilh bbe sng inal sir parts Bing
interchanges he selon maybe shop erected in
‘Sch postion a aranged with peser agen

1740.3 incase of sop arcos wing numerical
Software (ike CAD), the shop erection may be
sensed witha edicion a the inspector,

1741 Peking

asin ball be send, ll right br an ples
thal be Bundled, al erewed ends and machine’
tes sa be soul packed and a ies, bl,
it stes dsl and lose part shale packs
party in cases, so a6 lo prevent damage or

17.124 Teinspowsingauoriysalhave fc acces
Fabian of he tsk and shall be ars al
restosble fais for sisting himself that the

Fabian s being undenaen in cordance withthe
provision lis standard

tina a the pac of manufacture poco patch
und shall be conducted so as no o interfere
arcs withthe operation ofthe work

17.123 The manufacture shal gurantee compliance
‘st te provisions of hs standard, rule to do

17.124 Should ay str o pat fa retro
{oan ott compy with any ofthe poison of his
andr al beton No tutor or
pt o ct, once rected sl Brno
Foc ut, exept in ones where the Purchase or his
suthorized representative consider the defect e

1712 Deets, which nay appear dn arcas,
tal e made god with te consent and cer
tothe procedure id downty he inspecting sony

17.2.6 AN ange and temples cesary 1 say
manufacture. The inspecting autho may. at is
Aieretion,chec the test resol obtained at the
Imaufotrer's works y independent esting toute
Faro ad shoud the mel ested e found
tebe unutistry te cost f sch tes bal boro
by he manufacturer, an if ound stato; cost
‘alle tere byte puchater

17.4181 Plant and Eguren

“Te sul andeapaciy ofall plantan equipment
sed or een salt be oth sation of he
ces

17432 String and ending

All sus should e so sored and han at
ie siethatihemenbersue ot saeta vessie
eee and damage by corrosion due expan 0

17433 Seng Out

‘The positioning ad leveling of all steelwork, the
plumbing of stanchions and the placing of every Pat
fe rare with crac sal e in accordance
‘ithe approved dings nd the sn
‘he or accordance wi ton pod

174334 Brecon teren

Unloaded sel stare, a rca, al stay e
‘ira specified In Table 33 within the specified

sch cerner inthe table shal be considered a
‘separate regimen 1 be ssid independ of
‘ty ote eee ei. The erection oerances
‘pected in Table 33 api tothe following reference

8) Fora column, the actual centre pin of the
evel ofthe base peon pods sal beso
o vod contact wih so and core

Fe a bar, the acl entr poi ofthe top

any cod ple

‘Table 38 Normal Tolerances After Erection

155002007

tested wire rope sings of comes sie. The devices
‘houldbe wel manned and opertedy expenencod

“abe 34 Strates Tolerances ncorprate in
Design Roles
(Clase 7133.1)

Se a
Scar. meee

So Set

hee Phew

ee Rio

teen asmed in the derivation ofthe design ses or
‘exceeds these vue, the effet of additonal curate

ition relative tothe members 10 which is
nes hy nore tan 3 mon along ay cti au,

17.184 Softy Daring Fabrication and Erection

17.13.44 Al sel materials including fabricated
‘halle handled ony by a worker led in such job
rence wind et iting devices having

hos stl have distinctive colar Cylinders on
Be stored in upright postin in wet vented room
rin open ai not expoed to ames, ake ight oF
‘ures estan shoul ls bein art postion
tthe hey ae being wee. Al gs cuting works shall
be done only by experience skilled as cues,
quipped with glows, boos, aprons pogles and god
ating se of approed mate

1713.43 Wie doing any welding work, itsould be
nr hat the welding machine arte and tbe
lin cables ar res rom damage. The welder and
Bis antun hal à face bil had sil wth
voii en and clar cover ls and er hand
legs and bodies shall be well protected by Baler
loves shoes and aprons Combusible mera sould
Be pt away fom de sparks and globules of mole
seb geen ey a eg Ineo vis

17.1344 In aon to precautions agains all e
Hazard mentioned above, erection workers stl also
e pected inthe folowing manner

©) Allwockes shall wearhelnet and sali
te provide wih gloved ses Inden
‘hose woking at eights shale ay bel
section hat theres no posit ol colas
Before erection work completed
‘Waring signs such as Danger, ‘Caton

1580022007

te: should be displayed at appropriate
17.343 For devil sfey precios daring
section reference hal be made to 57205.

ASS Fil Comectons
ADS Feld vins

(ie same av as hose dient the shop.

171352 File oling

‘sted for hop boing

174383 Filer welding

accontace wih he requremetsfor shop arcos
orig sch man api shop condo

ny Where the el ha been ler paint the
im shal he removed frase fat eut 0 am

17.141 Before ping such steel whi ei
‘npn x commenced, al ufc 0 de pit
‘Ste dy andthrohly cleaned roll ose see

17.142 The speed protective wen shal be
sampled ater erection. A svt and bol hd and
Ihe ite welds ater de-slaging shall be cleaned
Damaged o decor pal surfaces shal ise
After ste asenbiy. shall ceive cout of pain
Fin adétéoac any so pig) and a be bought
toga hie the patil wet No pining da
Br segon contact surfaces inthe con conection
ns sec hen bythe design document

17.143 Where these! hs rss a meal cun
‘nthe shop, cost shal be completed on seo
‘on se may complete protection. Bols, which have
[een galvanized ors med, ae creme rm

17.144 Surface, which il be nasse af sie

17.148 She pining shoud no be don a fot of
foggy vento, when hoy i such as o case
‘denon on he oras oe aid

17.18 Bedding Requirement
SA Being shal be cared outwith Porand

fine coros conse in accordance with 5 45,

17.182 For mai-storeyed blogs, his operation
toed and plombed nd sf ocr eas ae a

17.153 Wieser mtd is employcá e operation
sal no be cai xt wat the echo a een
Fray levelled und pros, manchon tases being
Support mwa by see wedge or mat and
immediately befor pouting. te space nde xo sel
shall be hough elated.

17.184 Bedding of race sal be cre st with
aout mora which sal e of adequate were
Sisal completely fil te space tbe grt and
Sha eth be placed under pressure o y anio
gina ed seppons The gous or ora wed tal
Loan

17-16 Stochvork Tenders and Contracts

A few recommendations ate piven in Annex G for
‘ever norma

ANNEX A
(Clause 1.1)
LIST OF REFERRED INDIAN STANDARDS

Plain and einforced concrete — 1050: 1996 Cathon sel castings for general
Code of practice Youth son) engineering purposes A wien)
Cold sl ow crio ses ses 1079: 1998 Hot roll carbon mee ct and
and sips our mio) pe Specific (th ei
Code of practice for se of col. 11481982 Sperifieton frac led river
formed ight gage ves! sti ¿opto 40 mm date rt
members in general balding parposs hed reson)
Sons (rt reson) 1982. il tensile sect rivet bars for
Dimensions for hot led stel structural purposes (in so)
eam, cola, chance nd se 1959 Code of pci for scam welding
‘sce (dein) im
Scheme of symbols or wein 1972. Speietonfor eros and wires
Conte ecuador anal tal for os welding econ ton)
are welding of carbon and carbon 1982 Code of pte for ox-acetne
mangue steel — Specification ‘welding for mea worin mi
(ci mon) Meck Goon mon)
Code ot practice fonc om 1368 Hexagon cad bol crews nat
ria fr gener conto lo cf pout rae ©
Dil stl ra son) Pat): 2002/ Hexagon head Boks (ie ange MS
Training of welders — Code of 190.01:1999. 0 MOS) Youth revision)
proce (a2) 2002) Hexagon ead crews (zen MS
hac) 1992 Manual metal are welding (second 15040181999 10 M62) Youth revisa)
rion) (Pan 31992 Hexagon size range MS 10 M6S)
(an): 1996 Of welding (second vison) ISDANSSI986 (hind evison)
SI951957 Cove of pr or reis 1364 Hexagon and bol erens and nut
‘welding for light assemblies m of product pads A and Bi
rid see (eat): 2000 Weragon han bo erage
ES ado af practice for design onde 150.4014:1999. 10 MES) our revision)
(aller than carthguake) for (Pan 2): 2004 Hexagon head srews (ie range
Bain and sca 150.4017:1999. MI 919 M6 (our sevi)
ean :1097 Desdiomds ns ofhiling (Pat 320027 Hexagon nuts, soe À (ire ange
materials and stored materials 1S04032:1999. M 615 MOM) ou ion)
(second ion) (Pan): 2003 Hexagon thin nt mere (ine
(Pan 2): 1987 posed ads econ vision) 150.038:199 range ML Gto MOS) Gaurhrerisen)
(Pan3):1987 Wind ods cond mio) Par 522002 Hexagon thin ts — Prost gre
(Pars): 1987 Sao oc (cond retin) 1500361099 (uchamferd) (ne range MIS to
(bans): 1987 Speci! lado and Ind combinar MIO) (fourth revision
(econ eon) mer Technical supply conditions for
a ISO eyes of mis and is rende tel fastener
Par 1): 199 ne once dis (Pa 1): 2002) General equrenes rb ces
ISO 286-088 (cond vision) 18089521986 snd sods hind evo)
(Pan 2): 19987 Tales of and lance grades (ast 2):2002/ Tolerances for fasteners — Boks,
18028621988 and Jan deviation for bees and 1SO47S9-12000 screws, sade and mts — Prode
Sats ir revision) grades A, Band (id revision)
21989 Coteofpmeieefrrhiscland (Par 3):2002/ Mechanical properties of faster
Falling devine cond reso) 180.898-:1999 made of carbon ses and al cl
1024:1999 Code ot practice for ne of welding ol, screws and sus (our
in bridge and sects sueo reson)
ra loading Second revision)

15400: 2007

151 me isa Tale

(Pat 5): 2002 Mechanical properties offers 1477 Code of practice fr pining of
18094-1098 made af caton sel nd alloy nee {enous meras in bldg:
st ser and sir tveaded (Part) 1971 Proa rt reson)
Tasers not under ene ses (Pa 20197). Pia Gt on)
hierin) 160: 20087 Melle nats "Tete
(rane): 199 Mean 180 692:1998 ambintmperars Gin mido)
18099821992 for mue wih mac poof leds 16871988" Code ol practice for fe safety of
(hind revo buildings general General
(Pan): 1960. Mechanical properties and test principles of fire grading aná
mods fr ous nto peed Casita Ja rion
rol ead (cond resin) 7 Code at practice for Be safety of
(Dar y: 2002 Prvaig org ype el hago buildings (genera): Details ot
SO 2320:1997 meer Macias and perfomance onen rs ro)
ropes (ind resin). 16 Code af practice fr fre safety of
Gun Sacco ‘ings (genera: Expo hard
Soc L195" Bal ews and tds or genera (Gis resin)
ISO6IST.11988 aplica hind evi us Rong and cin tolerance or bot
See 21993) Hols screws and sus or speci fold el pees Youth een)
150615731988 aplication (hid revision) ws Spin foraron rien
(Par 10;2001 Safe ses = Nu id oan, lab un ar fr Fri
180619721098 maton) ith revision)
(Pat 200 Ecuacion) 1893 orga eign
10 100 Pan 1):2002 of structures: Par | General
(Pan 12.1981 Phosphate coatings on breed proven andbilinge
fates (sondeo) 19292 1982 Specification for hot forge sel
(Par 1331083 Ho! dip galvanized coatings on Fes or ot closing (1236 nm
Ahead fasteners second revision) ‘ameter ft eo)
(anto) Moshankalpropriesofenmsien. 1990: 1973 Ste rt and sy ar fr blr
feist stilts! fasteners (it reson)
Sect :2000/ Dolorosa ds) 20021952 Stl pes fo pressure veses or
SO 80611907 intermediate and igh temperate
$02: 2002) Nun ind ao) sevice inloding boiler second
15030821957 rien)
See 3: 2002 Setscrews and aire ot 2006 Hot rele low, medi ad igh
150 3506-3197 andr tem sts (id rein. ten str cla nia)
(Ps): 2002) Desincion system or ains 1082 Specifiaion for col ergot said
1089911986. (ind revision) sleet frboclsng (to Jon
(Pat 17) 1996 Inpocin sampling snd asepance amt (st revision)
10268-1988 pocos (id revision) 1993 1.Specemimangatese el castings
(Par 18): 1996 Packaging (hind sion) for general engineering purpose
{Pat 191997 Ana Tod fatigoe testing ol bot, (id eto)
18038001983. steve ad tado 1988 Structural ste for consrocion of
(Pan 20): 1996 Testonl est nd minimum tories halls of ships (econ vo)
ISO898-7952 for bo and screws with nominal 1998. Aeceptance teste for wire ex
damen mm w 10 mnt Combination for sohmerged are
1387:1998 Genera requirements Forte supply Sein Ar son)
on) (treo
1395: 1961 Code of practice for tsning a 1985 Specification for high strength
1395: 1952 Lote ad medially steel covers 1992 Code of practice fo high sena
tleerodes for mansa! mé are isin see etre tevin)
Selling hid einen) 1993 Code of practic for crhquake
‘tings (acond ion)

ms
ns
07

ar 197
mo

General requirements for plain
Speieain fo plan washers wih
id amater 3 inde darter
Taper waters or canso (SMC)
(Girt sen)

ren)

Foundation tots — Specification
rein)

Hot role ses plate (pt 6 man)
— Speciation hind revision
‘Welding roeandbare lodos fr
head ar welding of sutra
Stel rt resin)

Molybdenum and. chromium
uno y enti
Ace are weling (ne revision)
Specification for us sabes or
Speicaton rt evi)
Spain forage os or
Specification for hardened and
tempered waters fr high ach
Safety code for rection src!
Specification for tolerances for
Fabian of el cres
Spciheatonfor bre virer
for submerged are welding of
Pan son welding of ses!
‘Approval teats for welders working
to approved welding procedures,

‘000
a D: 19851
{SO 1101-1948

ud 1997
an) 1999
TSO 1660: 1987

91721979

os: 1983

9995: 1996

107982004

Tie

Pa 1 Fusion welding of sts
“Appoint fo we en wel
ing procedure approval is not
requir: Par 1 Pasion welding of
Speccaios for sel wire (ero
20 forthe mau of old
forge ve Girt revision)
{Genmetreal lansing tecnica!
wings

Tokens offom retten.
eometcical definitions lest
Amin)
Maximum mates niles ie
Dimensioning and wleraning of
ofen (eco ren)

Practical examples of indian on
Guide for preperation and
proton of ec riforcemen in
RB and RCC conncton
Recommended design practic or
corrosion prevention of stel
Steel tubes for ists for tel
oneyors frst revision)

Metal are welding of carton and
Karben manganese sich
Recommendation frst ein)
Herold steel sip for welded
tuber and pipes — Specification
Handke for Sect Enga —
Sirota Stel econ

ANNEX B
(Clause 41.101
ANALYSIS AND DESIGN METHODS

11 ADVANCED STRUCTURAL ANALYSISAND.
DESIGN

Ba Anas

tt ul cal urine. an advanced ral
ari may br ou provided the analysis can
Bear to accurately mode the atl hac
Mh lass ol ames, The analyse Sal ake into
account the relevant miei! properties, resido
les dee lo axial compresion seond-order
Stets, section Sent and ductility. ein,
rotes nd irc io odas

Avan tetra analy fo arq ode al
sc ou, app espro
‘cues nda e ses

Fr ie sen limi tas, shal be sufi to
‘tf be soto capaci requirements of Secas #
Force member bat bending, of Secon or

‘al member a Socia 9 for combine forces and
SE Section 10 or eonnecion, Effect of moment
te core ie designing be one, loe
sdvanced malos methods dirty onder te

‘alltel i corde wa I 193 is sumed io
ewretprd 1 the lead a which he Git ign

1.2SECOND ORDER ELASTICANALYSISAND

Bt Analysis

Ina second-order elastic analy the members sail
Stal be accounted for. Ina frame where te atic
king ed actor) of he frame as determi
in accordance wih 64 greater han 5, he changes
in ne effnine sie ofthe member ue w anal
eyes may be need

122 Design Bending Moment

Te design bending moment under factored oad shall
taken as he masimuntcading momen inde eng
Fine member I hl de determine ciber

© ict fom te svondoner nai or
1) appronimaely, fin member divided ito
sent muet lement get
ty ampliying tb caca design bending
moment, taken a the maximum Bending
moment along the length of à member as
‘shined by seperposin ofthe simple beam
tending moment determined he alse.

15 axial easton te factored design beading moment

Fora member with a design xia compres fre
as determined from e any. he actor deren
ening moment stall be elated a flows

3, = moment amplification factor for «braced
tember determine in accordance ih
Secon,

1-3 FRAME INSTABILITY ANALYSIS
D Analysis

Fresa as treed bee ooo design
oltre ioe frames sic! 1 ie
termine wsing he deflection method as given
‘naz any oder ecogsied method, This sued
Lo cale the ampli say moment for chas
‘designs and cc tae stably nla dsg
The late cal aad facto, A of frame ee
rai ty which echo the factored loads would have
tobe irae ne cat ail

1:32 Defcon Method

ins ofthe ame em fre sped
A each Noor level, which it equal tothe Doom
rien lod in 436. Alowance hold be made

ov the dere of rig of the base as given in BR
in ts defen lation

The ase ties souk e determined y fee
wann

run nes als of te may ide, une

& = burn deletion of the op ft story
oe 1 e combed ravi and noel

Storey de to gravity and national load.

1.33 Pata Say Braco

nay ryt tioning ffs of afl wal panels
tay be lowed forty Iron a agonal stu in

AN

NE

ae BEAT caray]
rom

storey height
wilh fhe braced bay
sm ofthe fes PL fe coloma

EIS cran
E
Es, + sumof spring sities horizontal force

pe ni horizon ein of al he
Fame int story dei Com

TA
TON

c

{Clauses 522.206) and 5.62)
DESIGN AGAINST FLOOR VIBRATION

CA GENERAL

ou with longer sans fer conso ads
inherent damping are valorable to vibrations under
eral human ety, Natural rgueney of he oot
‘sem eorespanding o ones model vibration
in or bration, Open web et jols (sees) or
Seal beams onthe coneete deck may experience
Walking tration problem. Fuge, veoading of
auch a erotico dance clases ar not wii the scope

(C-2ANNOYANCE CRITERIA

In ie frequency range 0121 8 He in which people

coresponds approximately 1003 percent wheres
he acceleration due 10 gravity. Comtinooes
vibra generally more annoying then decaying
Vibration due 1 damping Floor stems wih the
‘aural frequen lee Uan $ Ha ea of oars
Ssoporing cyte atv and inthe cate of
floor supporting normal human avy should be

CAFLOOR FREQUENCY

‘The fundamental natura fequecy can be estimated
by assuming fll composite ction. even i non
compone comtrcion. Thi freuen. fra ing
pond one way systems gn by

sets

15 800; 2007

E = modulo of elasicity of sesh, MPa;

17 ay system (tems of equivalent tee)
‘Sstming the concrete lange of wid ta
{othe paca ofthe beat 0 be ect,
span gt naa

W = dead oad ofthe oe way ost, mn

Frequency fie loo fegueney may be reduce o

Came

se e i

“Te peak ocean from hes! impact for ocre
spas greater han mand natural egueneyf se
than 10 may healed as:
ale = 600,
W = ver ftir pot conenonrbesgan
length and eqn for with (Di N
‘id ofthe bem
alt icknes ofthe lb, averaging
once in lab nd ibs and

ANNEX D
(Clause 722)
DETERMINATION OF EFFECTIVE LENGTH OF COLUMNS.

D. METHOD FOR DETERMINING EFFECTIVE
LENGTH OF COLUMNS IN FRAMES

ee
ee en
nen
er
Dre
ne eras
ne
2 Nino meted Per)
the relate displacement between the (wo
pce eri
Ben sid Per

[roost n)-nasa.]

LAA OA.

8) Sway Frames (Moment Resisting Frames)
Bee 4120)

219 8,)-0120 1"

OS( A) 0688 |

:

“alums and ea meeting tbe
int te ndo of he clas
nga cone ee,

O 01 02 03 da 05 0 07 on 09 1
Foo HINGED.
Boe

Cou Eee Lavon Pactos —

02 03 0 ds 08 07 08 09 1
PINNED

pee

‘io 28 Conus Er Lane Facroe— Sun Fraue

15300: 2007

1 = moment of ini o ho member about Coste K for fee gi of bottom pat of
an ax perpndiclr oe plan oe. doble rppedenlum hal be aks un th fol

e fetes
== RTE

Table Correction Factor for Eire Ai Kvand Kar ae tom Tabea

L

8

average vals of moment of ner forthe

10-022) ren
200-045) 670-040) hel

naa op pr

bad

Vale of sei K; for mie par of cols is
D.2MEIHODFORDETERMININGEFFECTIVE ven by formula
LENGTH FOR STEPPED COLUMNS (ie 72.3)

1.2.1 Single Stepped Columns

Esivelngthinthe plan ofsepingbesingabout_ oct or the top pa ofthe column is ven
anis +2 fer boom and op pre or single sept PY
‘ln sal be taken as gie in Table 36 Las

TAN
ba seseerive uencra ror voune Ge 2 EAN „6 [IR
SD cous ERR BY O CEE)
double stepped column shall be taken as follows. ments

150.29 Eric Lexan or Dou Seem Cons

Table 36 cie Length ol ingle Stepped Columns
(Cause DD)

Sr ar

ie ad tn toda preto. fe na pao
: Fan

“Table 3 Cosicent of fete Lengths Ky an K fr Cole with Both Ends Efecthrey Heldin
ston and Restrained Again Rotation

Cote Ko 0

ns

1s 0: 207

Table 38 Coins of Etre Lengths and K for Columas with Both Eds Eifer Held in
Postion and Restrained Against Rotation at Bottom End Only

Table 39 Coins ol ctv Lengths fo Colas ltctivey Held fn Posto and Restraoed
Ara Rotation Bott End and Top End Hal Agals Rotation but not Held in Por
(Table 39)

Table 40 Coetents of festive Length for Caan wth Top Ends Fre and Bottom End
EMectively Held i Poston and Restrained Agus Rotation.

15:00: 2007

ANNEXE
(Clause 82.2.1)

ELASTIC LATERAL TORSIONAL BUCKLING

BA ELASTIC CRITICAL MOMENT
The aie exe! moment ac by

Mores riot in the unsappaid ent
Boundary sonne atthe Ira suppot
ros

Loca of anse load wit eget 10

ary codons te era supports have

torsional Rocky of a doubly symmetne prismatic
Seam subjected uno Em tempered

want, ‚61
Me ln wen |

ET ering consta nd St enano ron
Contant of the oss section
fice enh aals ate sonal
cine Gr.

We ie simples equations general on he safe
sie thee are many station where Die a e ey
fe moment for general eve of unica!
Secos, ong may rom shes cee und bes
‘eh moment grain can be old om special

E-12 Flasti Critical Moment of a Section

new fa bear which is symmetric only bon he
‘ors and bending abou major au de laste
‘tea moment for rl sol bellas ie

effective length factors of the
“nsupported length accounting for
boundary condos atthe end lat
‘oppor, The effective lng Fco Y
‘anes from 05 for complet restait
‘pins rota abot weak aso 10
fore route about wesk xi with 0.7
forthe cas fone en ined and her
nd fre li analogous tothe teste
Teng actor for compression members
distance between the point of
application of he load andthe shear
‘ee of then section and postive
Vito edo ac owas the shear
cee he pinto application,

y = v5 f (2-year,

ESP enti poste when the
proxima

1 800: 2007

Plain anges
y= 08 2B 0h20

han > 05) ara enclosed by

51008 020 rea and ick
(ten 4305) rene
Lippe flanges OF the secon
170808 1) (V+ huh renee
Cher > 03) 1, = The warping constant.
yA MAA Pas
(oben 505) (0-8) fu ort sections
were monnaie about
weaken
eeu wit 0 for ange. Tee, mero
ten a rectangle section and
Are prima for hallo

‘ie oth wo anges
the ero secon = Mallet where hate
terion cost, gies y de moments of

5 omen nenn
42/3 (01) for hotow o ole

Sha tor open scion

"Table 42 Constant ey am,
(Closet

mm
Dm

Table 2 (Conc)

UND
ar

u

>

ir

ANNEX F
(Clause 106.1)
CONNECTIONS

FA GENERAL.

“Te rein for be design of epic nd era o
atu connection ar well recommendation o hi

2 BEAMSPLICES

1-24 For old section Dam spies Iced away
from te point of maximum moment. say Be
sumed dit De Mango splice ars alle momen
nd tb weh alce cams de alar (se Fig 30)
Howeverinih case of deep ire eta moment
may he died Between the flange and he we in
cornes with the stese dination, The web
Sporen sould then te designed tres hae
‘foment and ser Even web pie e designed 0
‘ary only shear force, he moment sou the cond
‘the bolt group om ibe sid of he pice soul be

F2 ange joins shuld reel not be ted at
ains maim rs. Where splice plates ae me
(oe Fig 30, tir oe tal na De ls th Parent
Ange ft rn othe Mange lent pice ad
Aire rail eine, nata pss
‘eh ht clement ond, Tee sal enugh
Fate on gach ie fhe spice o develop he a
in the element spliced plus 5 percent buin mo ease

stool streng deelped be les han 0 percent
ofteefewestergholthemarea peed Wiese
posible in welded cocon ge plates al be
Welds sha develop te ful stength ofthe pits
Wiener ge wish or che changes tte
‘ple acon, gra tano sal ene in de
ities of th lager lange

F223 When beam splice is located at he pon of
rene given ose may bea apre

F3 COLUMN SPLICE,

3 Where he ends of compresion member are
faced or bearing ovr the whole re. thy ha Be
‘plied wo hol the connected part aioe. Th en
of compresion members faced fo beating shall.
Invariably be machine wo eure pre cont of
Stace in easing (ee Fig 3)

1-32 Where ach members ae ot fed fo complet
tearing the epics shal be designed anual he

1-33 Wherever posible splices sl be proportion
fd arranged so that contra! ais ofthe spice

ES

{AA Connor Spee (Hpi)

cindex as eras posible wie cenas
ut were escemneny ls presenti the Jin. he
sai sess coming ecstasy stale
vide for

1:34 1 col flange bei spice
Ef comity i required without Si, oy NSG

Fo 31 Cou Sruce Tea.)
FABEAM-TO-COLUMN CONNECTIONS

144 Simple Consetons

Simp comen are assed amer oly
Frames pto aboot fie stoisin height where streng
ate tan fess govern e desi In sch es

SPUCE PLATE
{OPrTONAL

\ sentouneounoen oesion

300 Er Pate Spee

so Sue

spatter od esting sytem ito e provide
Eten of cigs or sur wall. The connections
Showin Fig. 32(A)(B),(C)and(D) canbe assumed
echec nly forthe transfer of shear fom beam 0

In high-rise and slender suuctues, stiffness
Rigid nent transfer sigrifican moments io be
Colum and ae assamed o undergo negligible
‘formats the in These ar necessary away
Frames fr ste and ao comet a essing
analysis and need to be checked for both sear and
tlle concen cu also be considered ri

Fa. Semi gd Connections

eons tone. The ati that Simple concis
Cl hu some ders of nal Mily a in he
‘Sg conection, Silty rg comment do
perece same depee foi efomation and is
neue o reduce he joint denen moment

“Te mom station relations fe connections
have to be determined bated on experiments
induced for the specie desig or Based on ie
nam eed fom xs, reset spec
Isern, The simplest method ol ana Beto
ideuize de onnesion a an equivale rotational
‘peng with hea linear ar no near moment

2A Sine Web Arg

Te and Seat Angle wih
Doub Web Ange

520 Top and Sent Angie wihout
Dee Wed Ange

1

wars

2H Honda Pire

Fc. 32 Size Parana ro Van Tresor Coso

vain characteristics. Te las
ES Bjonnd combined with he
Sonnen, e given inthe next set,

proposes

serena or in lems of hei initial elastic stiffness
nd Bjoshovde'scasfeuon, I i based onthe
Ban-dimensinal moment parameter (m

Bjortovdeselanifiatin Is based on a reference
Segre in Fg. 72 E

1432 Connection Model
Fryt-Monis has derived ie following polynomial
md forthe moment cursor relata pal sem
K = candi parameter which depend
‘nthe conection {pe and geomei
na
Table bombe cre ining constants
and sandardiaon constants fr Eye
Monts Model (Alsi prumetereinhe
tle rein mim ce Fig 32)

Fe. 33 Cussnexnon oF Cowen

CRETE

Tables Connection Constants

ia Frye Morse Model
33)

e

ae,

sof ea ae ny

Table 5 Seca

abies)

mee
and

TS COLUMN BASES

Columns sale provide with bas plates capable o
‘rating the compressive forces inthe compresed
par ofthe column mer bering ae sch that e
tearing pressure onthe foundation does nt exo
the deg werg of he pont. The design eng

fie joint bon te base plate nd the foundation
‘hal he determined aking account of the materia
Properties and menso: of bth te rot and e

152 Holding Down Bolts Anchor Bali)

F-521 Holding down tots shall be provided if
es to eit the elects ol the design lads,

“Tey shal be designed to resist tension det pi
forces and tension due to bending moments a
appropriate

1522 When calling the tension res due to
‘more an the distance between the eentoid of the
‘ering area nthe comeesion side ad teenie
‘oF the Bolt group on the tension sde, taking the
tslernes onthe postions ofthe Roding own ho
152. Holding down bls sal eer be anchored
inthe foundation by hal by a water plate or

1524 I no special ements for essing he sar
fore ate provide, such block or bar shear
sine to transfer the shear ore between the
column and foundation is provided by one of be
folowing

»

ANNEX G
(Clause 17.16)
LWORK TENDERS AND CONTRACTS

(GENERAL RECOMMENDATIONS FOR STE

GA GENERAL,

12 Tex recommendations do or orm pao e
‘een he standard nd complice whee
Hs notncesay forthe purpose of complying with his
stand

G1 The recommendations are unstable fr
inclasion a3 black requirement ina contrat, Bat in
‘raving up. come points menioncd shouldbe
Gin consideration.

G:2 EXCHANGE OF INFORMATION

Before the steelwork design is commenced, the
Being deiner shouldbe aa that he pong
of the building is dimensions andthe penca
factor meet te requirements of the bling ome
and comply with regulations of all authorities
concerns, Collaboration of building designer aná
SENO! designer shld begin the oust of he
es y ji consieation of the planing and of
esca forthe construction, and dep been,

6-3 INFORMATION REQUIRED BY THE
STEELWORK DESIGNER.

31 General

9) Sie plans showing in pla and elevation of

Frictional resistance of he ji teen
Shot resistance fe holding Gown bots
Shear resistance of the suronding pa of
Shear and bearing since ofthe shear key
pines ed to base plate and embeded
{nibepedstalfoundation,

the proposed lesion and main dimensions
ofthe balding or sc;

Ground levee, existing nd proposed
Pascuas ofbuldings o orcos
vih may bave to remain o he etal ie
ofthe nw balla or sur during the
son of he secos

Parise facon bugs etn.
fete by he ne work

Stipulation regarding the eecton sequence
orme sted

‘Condon sffting he poston or comino
of member

Limits oflengh and weight of steel mentes
in vana and retin

Drawings of de substructure, proposed or
xing showing

2) any dt acting te stanedion bases
3) permisible Bearing pressure on the
a) provisions for growin.

The uen wind veociy spp ©
these ae Sam

mer

sea coast, and corrosive simosphere,
Reference to bye-laws and regulations
Aecting ıhe steelwork. design and

Further Information Rating to Buildings

Plans of the Maas and rot with ral
Showing heights between orl

The ocapancy the Nora the postions
any sei Fads shold be ven,
(mens sod prefe bathe sale
{1010 and shoud show al sa, re
Escapes. it ec suspended eng, os
‘hd duis for exting and venting, Doors
‘pening may be en ito acom ln he
Requires should Be ghen in re of
any maximum ph of Beas or minimum
Large cale des should be stn o any
Spell eures fing the stein,

The inclusive weight pr of wall, oc.
Toots, suspended cellings, sai and
Sd nih ore compartió or dea as.
“he plans shoud tdi he ous, wich
sc ayois alero stration, Bes fs
bod be specially ane o a allowance
‘nay be made or prions in any poso
tee 819).

‘The superimposed loads on the floors
prope to the occupancy, a Bien in
TS 75 rae atera ei

Dei asso rom ces rays
pH mie, lat an quiet
“Terao fire resistance propane othe
occupancy at maybe eq.

-41NFORMATION REQUIRED BY TENDERER
IF NOT ALSO DESIGNER)

6-41 General

»

Al information ied under G3.
Climate code at seal vañaions
ct tenpertre, Mundi, mind veloc and
Nature of oi Rests of te investigation of
‘abso at si of balding or rote

Acceuil of se and deals of power
supi

Fe bingo ctr ine, foundations sd
pue

Sang. o! plan of founénions,surchone
“mea as cs vibro sal det
of pci estes

‘Whether the connections are tobe Blt,
‘sted or welded Parl tention should
be drawn to connection ofa special nature,
chr une ol high eng icon gp
Quality of steel, and provisions for
pains at works non ite galanin or
Ati es comence né
Det any tests whieh ave to be mude
ducing the course of erection or upon
‘competion: and

Schedule of quests Wher tendreis
regu 0 tke of quae, it sould
te ven of he principal tems to bonds
inthe shot

-42Adaitonl Information Relating Buin

»

Schedule of stanchions giving ses. lengths
tnd pial dls back. Jin, ee
Flan of giles showing sins, tng and
Jesica grils ba and pre ofany
tenes require

Plans of oor beams showing sizes lengths
and Jes accent and end momen
“The bean ection and dis the ype of
«conc equi shold be shown he
Fin roof sete. Fora trot bean
¿host gue pariclars smart thre of à
‘or plan, Where te rot pitched, eto
“howl be give of wen, pois, puis,
tracing ee

Te stehwor ravings should preferably be
tora scale of 1 to 100 and should give
ideation marks agaist all members and
Pariculr of holes required for services,
pipes, machinery fixings, et. Such holes
“oul prefere dled at woes.

oformation Rating to Execution of Balding,
Work

2) Sopa of Maris

8) Weight of Selon fr Payment

9 Wastage of Stee

A Insurance, Freight and Transport fom Shop
wie

©) Ste Fas tor Econ:

8) Mode and Terms of Payment

M Schedles:

D Ford Majeur (Sections and provisions or
Tiguidation aed damages for delay in
comple): and

1 Escalation Sections,

G-SDETAILING

In non othe number o copies ofthe approved
‘dimensioned shop drawings or details should be
‘enon copy and eum ur ihres upper,
ro wi is comments an.

G-6TIMESCHEDULE

[As the dates on which subsequent teades can
Sommence, depend onthe progress o eects of the
Sel fing, Be tine sede fo tetera
de corea dawn up and agreed 1 by the pes
concen at ait meeting

6-7 PROCEDURE ON SITE

postoning an leveling fal teta Any ceci
rappel the seting out byte general contactor
‘or the engineer shuld not rele the setwork
‘Sorc fhe responses in his espe

G-EINSPECTION

References may be made to IS 7215 fr general

18800; 2007

GL Accesso Contractor's Works

ofthe mark es

(6-82 Inspection of Fabrication

Unless otberwise, area, the inspection shuld be
‘aed uta the place fiction. The contractor
‘Should be responsible forthe accuracy ofthe work

683 nspeton on Site

To facie inspection, the contactor should during
ali working hours, have a foreman or property
crie charge hand aval on he sit topaber
‘tha complete st of contact drawing aná any
futher rangs andinos whch moy have been
ised rom moto im,

G9 MAINTENANCE,

rik or maso, he question of minenane
should ot ri, ut where steer iso Be Road
Particularly where the steelwork fs exposed 10 à
Corrdin gen the question of printing or protein
‘othe special cicumtanes of theese

2 Connections

er connections te exposed à coding gen
they shouldbe perl Ispced and any cored
pan shouldbe org cleaned and pit.

692.4 Where bolted connections are not soil
treated and are subject to vibratory eect of
‘machinery o plant, hey shouldbe periodically
inspected ad al bl tightened.

ANNEX H
(informative)
PLASTIC PROPERTIES OF BEAMS
Table 46 Plastic Properties of Beams (see also IS 808)

+008 SL

1007

Designation Weight per Sectional Depthof Secon Widthof Thickaessof Thicknessof RadiiofGyratión Plastic Shape Factor

Metre ‘area Flange Flange We Modales

© (9 @ 9) © 5) a (za)
kom mm mm am mm on on
o e oO o o a o an 02)

iswo600 mist ‘0 20 EN] ns 20 ET 1165
ISWBGO “1337 500 250 213 12 2397 399666 11262
SMB 600 m 210 208 12 2424 351083 uam
ISWB 550 530 250 176 105 2246 306629 1257
¡SL 600 600 210 155 103 Er} 279856 1522
ISMB so 550 190 3 12 ns Bir} 1492
Sw 500 500 350 147 93 077 235138, 142
1SUB 550 550 vo 150 99 2199 220816 1926
ISMB 500 00 10 172 102 za 207487 tal
ISHB 450 250 67 1 1850 203098 1325
ISHB 450 20 67 9 1878 955.03, nate
SL 00 500 io ia 92 amo 17367 1493
IswB.450 450 200 154 92 1863 170099 1300
ISHR 400 250 127 106 1661 162636 1261
ISH 400 200 250 27 31 1687 53633 1155
ISMB 450 150 va 93 1835 153336 1500
ISLE 450 450 mo ba 36 1820 140138 151
1swB 400 400 200 Bo 86 1660 125019 171
1ShB 350 2 350 250 us rat nes 268.69 1212
ISHB 350 250 116 33 1403 121383 1085
SMB 400, 400 m 160 ro 1608 117618 1498
151.100 2. “oo 165 125 3 1633 109935 1390
ISA 350 20 11a 30 1163 99549 11223
1518 500 x00 250 106 93 1270 962.18 are
TE 300 250 106 75 1208 921.68 oral
SMC 400 200 100 153 ss 158 103 1816
MB 350, m 122 a 1432 07 via
ISLE 360 165 ua 72 1445 as 11320
ISLC 400 200 100 140 #0 1550 2502 11908
SD 300 300 200 109 14 1266 Ba 11167
1SHB 250 250 97 E 1970 7088 11092
ILES s 1 93 10 u 6776 11317

1
1
i
1
Y
1
1
Y
i
t
\
\

Table 46 (Continued)

Designation Weight per — Section Depthof Secon Widthof Thickness of Thicknestof Rai of Gyration Section Piaio Shape Factor
Metre ren Flange Flange ‘web Modules Models

m 100 “ > Ce [27 a) cay ui

o o o © © o a ao ay ay

{SHB 250 so 3 250 97 5 549 ETE] 10067
ISMCISO “421 350 100 BS sl 2m no om Lisa
ISMB300 #442 m ma 124 15 20 me sim 1162
ISLC3SO 8 350 100 us 14 2 2m Si ones 707
ILE #377 300 150 54 “ 20 ws 58432 us
ISHB 235 16% ns ns on 86 u so en her
SWB 250 409 200 so 61 406 a ms 11097
IsuB 235 #1 3 ns 51 496 ws 10987
ISMC300 358 90 36 261 2 som ut
SMB 250 373 us ns 265 mos en Eas
Ic 1 10 us Fr own 1576
1303275 550 10 ss En] mi won 108
ISH 200 109 200 30 an m az uno
Stu 200. 3 200 90 Pe] ws mn RON]
I5wB 235 38 130 33 2 322 385 51993 ft)
ISMC20 =304 so sa 238 3053 35672 11684
15M 225 #2 ue us 24 509 an ts
¡sta 250 ns 135 42 23 an me nes
ISLC 230 280 100 107 239 250 11462
sw 200 Ho 90 29 ms 139 ner]
ISMC225 30 na 238 295 0 11605
ISLC225 5 102 262 265 200 Lies
1SLB 225 100 26 198 ms zen 11453
SMB 200 100 105 215 ms 208 1358
ISH 150 150 90 335 m 268 DE
SHB 150 150 90 54 ws mn her
¡SH 150 150 99 35 ia ses uno
1SMC 200 2 x 75 na 225 TES 161
1SLC 200 er 15 was 237 ms ar 11516
WB 175 1 74 25 ms 19820 ris
1SLB 200 100 2 23 1697 10434 HET]
1SMB 175 ” $6 136 Lasa 16608 112
ISMC 175 102 13 108 16165 11563
ISLC 175 15 95 238 DIS 15036 11452
1518 175 7 3 69 193 M5 1330 11037
Isso z2s E 50 158 1163 1645 1155
1S3C 200 Hy 70 zu 218 usa 13312 1165
15w6 150 100 79 20 ma 1636 11937

Table 46 (Concluded)

Desiguation Weight per Sectional Depth of Section Widthof Thicknesof ‘Thickness of Radi of Gyration Section Plastic Shape Factor

Metre ross Flange Flange Wen Moduls Modulus

© 0) w 13) a) a [2 Cp bad

1007 : 008 SI

km em mm mm am om en en’ en
wo a a 0 © m o ao ay 2)

TSMC 150 164 Fr 1 7 30 54 on 22 1039 1932 11533
1SMB 150 149 1900 150 2 75 28 sis 166 969 Hos Lo
ISLC 150 Ha 1836 150 15 18 as 616 530 106.17 16
ISLB 150 142 18.08 150 5 68 48 67 918 10:30 vis
Isic 175 12 ms vs E 69 36 am ws 9422 11449
1578 200 193 1264 200 6 50 54 736 a Er] 119
SMB 125. Bo 1660 135 75 75 aa 520 ns via 11599
ISMC 125. 27 1619 ns 6 8 50 so 66 mas 11585
ISLB 125 m 1512 1 75 65 44 519 651 333 1356
1SIC 10 99 1268 150 ss 59 36 re as En 12
ISLC 125 197 397 bs 6 66 44 sit 7 6545 11462
1590 175 Eu 1028 175 E 46 30 eas sx 6122 1799
ISMB 100. m Im 190 50 70 42 490 366 Her 1189
1518 150 En 901 130 50 36 30 598 29 4957
ISIC 125 13 1097 us 0 65 30 58 52 2908
ISMC 100 92 170 100 so 75 37 20 33 res
ISLE 100 so 1021 100 so 64 so 40 3 ses
ISUC 100 79 1002 100 50 sa 40 406 157 »9 3509
‘ssc 100 EN 741 100 45 si 30 io 1 28 2538
TSMC 75 es 387 75 5 1 m 2% 13 dos a7
SLB 75 61 an 75 30 30 37 307 nia 194 23
181075 7 126 as mn 60 37 hun 126 176 En]

NOTE — Sections having weight per mete marked with an aerik (*) may be chosen ste section lighter having igh Z, a compare o sections below

ANNE)
Foreword)

3

COMMITIFE COMPOSITION

uct Engineering ad Sacral Secos Seal Commitee, ED 7

18800: 2007

Use o Stu Ste in Gane Bulag Construction Subcom, CED 72

os Group fr Preparation of Fiat Draft for Revision of 15 800

orca of Indian Standards

BIS is statutory istation established under the Bureau of Indian Standards Act, 1986 to promote
tarmoniout development ofthe activites of standardization, marking and qualıy cerco ot goods

BIS has the copy of als publication. No part of thse pains may be reproduced aay form
«ios! the prior Person In wein ol DIS. Ths docs mot preclude the fee uso. In the course of
Trplementing the sand, ol nocesay dts such ae symbole ad size, ype ar rade designations
gui rl 1 copyright be are othe Dueto (Publications), BIS.

Review of indian Standards
Amendments ae ised to standards ws the nod ans o the bss of comments Standards ae lo reviewed
periodica: sandr long mith anendmen resid when sch review fates hat no changes ae
Did, pio nates tha hänge ar ade sts taken up oe sio, Uses of Indan Standards
‘Soul escri ht hey are in possession ofthe aes menden o elon y efening othe ates ue of

"IS Calpe and “Sondard Monthly Aion

Ths din Standard has cn developed rom Doc: No. CED 77182

PTT Dao RES

[BUREAU OF INDIAN STANDARDS

Marsh Bra, 9 Bahador Sah Zo Mar, Now Dei 110002 Telegrams: Mana
Tekonce: 23230131, 23233975, 23239400 (Common ol oe)

‘Cental + Man Dan, 9 Bahadur Shah Zur Mang 23037617
[NEW DELHI 110002 za et

East à SC Scheme VIEM, NLP Rond Kang 27999, 23378561
KOLKATA 700054 3307 26.2387 9100,
Norte. SCO 336.936, Sosor34-A. CHANDIGARH 160022 {ee
2009085,

Soutlem + CAT. Camps, IV Cross Road, CHENNAR 600 115, 22541216, 2286 1042
22542519, ass

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actes + AHMEDABAD, BANGALORE. BHOPAL. BHUBANESHWAR, COIMBATORE. FARIDABAD.
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