16141275 general connections in steel buildings(2)

7/30/2019 16141275 General Connections in Steel Buildings(2)

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AA SSeemmiinnaarr oonn

GENERAL CONNECTIONS IN STEEL BUILDINGS

Presentation by:

V.ANILKUMARRollNo.010911109

2nd

Semester

M.E.StructuralEng.

Under the guidance of

Mrs.D.ANNAPURNAAsst. Professor

DEPARTMENT OF CIVIL ENGINEERINGUNIVERSITY COLLEGE OF ENGINEERING (AUTONOMOUS)

OSMANIA UNIVERSITY, HYDERABAD


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This is to certify that, this is a bonafide record of the seminar presentation entitled

General Connections in Steel Buildings carried out by Mr. V. ANIL KUMAR

bearing Roll no. 0109-11109, of II Semester, M. E. (Structural Engineering), during

the academic year 2008-2009 in partial fulfillment of academic requirements.

Guide

Mrs.D.AnnapurnaAsst. Professor,

Dept. of Civil Engineering

ExternalExaminer


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CONTENTS

Page No.

CERTIFICATE

SYNOPSIS

INTRODUCTION 01

IMPORTANCE 01

COMPONENTS OF A CONNECTION 02

CLASSIFICATION OF CONNECTIONS 02

DISCUSSION AND REVIEW 03-12

CONCLUSIONS 13

USEFULL INDIAN STANDARD PUBLICATIONS 13

REFERENCES 14


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General Connections in Steel Buildings Page 1 of14

ASeminaron

GENERAL CONNECTI ONS I N STEEL BUI LDI NGS

Synopsis

Nowadays the use of structural steel in building construction has increased due to its aesthetic appearance, ease offabrication and faster erection time. The main usage of steel structures includes Industrial Structures (such as buildings,conveyors, and pipe racks etc.), transmission towers, bridges etc. Connections are structural elements used for joining differentmembers of a structural steel framework. In steel construction it is important to note that various members or elements in astructure are to be joined together by means of joints or connections to transfer various loads from one member to the other.

The joints or connections play significant role in transfer of load from one member to the other member (for examplebeam to column or bracings to column or column to base plate etc.) at the same time they hold the total space frame in position.The selection and design of joints in steel construction plays a significant role which governs the safety and serviceability of thestructure. This seminar basically deals only with the importance and general classification (or types) of joints in structural steelbuildings. The design of connections is not considered in the seminar and confined only to their importance and generalclassification. The joints are generally classified based on the type of connecting medium used, the type of forces transmitted andthe members to be connected, which will be discussed in the seminar.

INTRODUCTION

Connectionsarestructuralelementsusedforjoiningdifferentmembersofastructuralsteelframework2.

Anysteelstructure isanassemblageofdifferentmemberssuchasbeam,columns,andtensionmembers,which

are fastenedorconnectedtooneanother,usuallyatthememberends.Manymembers insteelstructuresmay

themselves be made of different components such as plates, angles, Ibeams, or channels. These different

components have to be connected properly bymeans of fasteners, so that theywill act together as a single

composite unit. Connections between differentmembers of a steel framework not only facilitate the flow of

forcesandmoments fromonemember to another,butalso allow the transferof forcesup to the foundation

level1.

IMPORTANCE

Astructure isonlyasstrongas itsweakest link.Unlessproperlydesignedanddetailed,theconnections

maybecomeweakerthanthemembersbeingjoinedduetofollowingreasons1:

a. Aconnectionfailuremayleadtoacatastrophicfailureofthewholestructure.b. Normally,aconnectionfailureisnotasductileasthatofasteelmemberfailure.c. Forachievinganeconomicaldesign,itisimportantthatconnectorsdevelopfullorlittleextrastrength

ofthemembersitisjoining.

Toproperly

design

aconnection,

adesigner

must

have

athorough

understanding

of

the

behavior

of

the

jointunder loads.Differentmodesof failure canoccurdependingon the geometryof the connection and the

relativestrengthsandstiffnesssofthevariouscomponentsoftheconnection.Toensurethattheconnectioncan

carrytheappliedloads,adesignermustcheckforallperceivablemodesoffailurepertinenttoeachcomponentof

theconnectionandtheconnectionasawhole2.


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COMPONENTSOFACONNECTION

Connectionsmainlyincludeanyorincombinationwithsomeofthecomponentsgivenbelow:

a. Bolts(ShoporSite)b. Welds(ShoporSite)c. ConnectingPlatesd. ConnectingAnglese. Cutsections

CLASSIFICATIONOFCONNECTIONS

Connectionsarebasicallyclassified2:

1. Accordingthetypeofconnectingmediumused:i) Boltedconnectionsii) weldedconnectionsiii) boltedweldedconnectionsiv) rivetedconnections

2. Accordingtothetypeofinternalforcestheconnectionsareexpectedtotransmit:i) Shear(semirigid,simple)connectionsii) moment(rigid)connections

3. Accordingtothetypeofstructuralelementsthatmadeuptheconnections:i) Singleplateangleconnectionsii) doublewebangleconnectionsiii) top andseatedangleconnections,iv) Seatedbeamconnections,etc.

4. Accordingtothetypeofmemberstheconnectionsarejoining:i) Beamtobeamconnectionsii) columntocolumnconnections(columnsplices)iii) beamtocolumnconnectionsiv) Hangerconnectionsv) Columnbaseplate,etc.


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DISCUSSIONANDREVIEW

Theaboveclassificationofconnectionsiselaboratelydiscussedinthisheading.Alltheseconnectionsshallbe

designedinaccordanceofIS800:2007(StandardCodeofpracticeforGeneralConstructioninSteel).

1. According to the type of Connecting Medium Used:These

are

the

connection

which

are

classified

according

to

the

connecting

medium

is

used.

They

are

discussed

below.

i. BoltedConnections2Bolted connections are connections whose components are fastened together primarily by bolts

(fasteners).Dependingonthedirectionand lineofactionofthe loadsrelativetotheorientationand locationof

thebolts,theboltsmaybeloadedintension,shear,oracombinationoftensionandshear.Forboltssubjectedto

shearforces,thedesignshearstrengthoftheboltsalsodependsonwhetherornotthethreadsoftheboltsare

excluded from the shearplanes.Becauseof the reduced shearareas forboltswhose threadsarenotexcluded

fromtheshearplanes;theseboltshave lowerdesignshearstrengthsthantheircounterpartswhosethreadsare

excludedfromtheshearplanes.

Theuseofeitherboltingorweldinghascertainadvantagesanddisadvantages.Boltingrequireseitherthe

punchingor

drilling

of

holes

in

all

the

plies

of

material

that

are

to

be

joined.

These

holes

may

be

astandard

size,

oversized,shortslotted,orlongslotteddependingonthetypeofconnection.Itisnotunusualtohaveoneplyof

materialpreparedwithastandardholewhileanotherplyoftheconnection ispreparedwithaslottedhole.This

practice iscommon inbuildingshavingallboltedconnectionssince itallowsforeasierandfastererectionofthe

structuralframing3.

Boltscanbeusedinbothbearingtypeconnectionsandslipcriticalconnections.Bearingtypeconnections

relyonthebearingbetweentheboltshanksandtheconnectingpartstotransmitforces.Someslippagebetween

theconnectedpartsisexpectedtooccurforthistypeofconnection.Slipcriticalconnectionsrelyonthefrictional

forcethatdevelopsbetweentheconnectingpartstotransmitforces.Noslippagebetweenconnectingelementsis

expected for this typeof connection. Slipcritical connectionsareused for structuresdesigned for vibratoryor

dynamicloads,suchasbridges, industrialbuildings,andbuildings inregionsofhighseismicity.Holesmadeinthe

connectedpartsforboltsmaybestandardsize,oversize,shortslotted,orlongslotted.

Thetypical

Bolted

connection

is

in

the

below

Figure

1

Bolted Moment Connection Bolted Splice Connection

Figure 1 Bolted Connection


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ii. Welded Connections2Weldedconnectionsareconnectionswhosecomponentsarejoinedtogetherprimarilybywelds.Thefour

mostcommonlyusedweldingprocessesarediscussed inSection48.1underStructuralFasteners.Weldscanbe

classified

according

to:

Thetypesofwelds:groove,fillet,plug,andslot

Thepositionsofthewelds:horizontal,vertical,overhead,andflat

Thetypesofjoints:butt,lap,corner,edge,andtee

Although filletweldsaregenerallyweaker thangroovewelds, theyareusedmoreoftenbecause they

allowfor largertolerancesduringerectionthangroovewelds.Plugandslotweldsareexpensivetomakeanddo

not providemuch reliability in transmitting tensile forces perpendicular to the faying surfaces. Furthermore,

qualitycontrolofsuchweldsisdifficultbecauseinspectionoftheweldsisratherarduous.Asaresult,plugandslot

weldsarenormallyusedjustforstitchingdifferentpartsofthememberstogether.

Weldingwill eliminate the need for punching or drilling the plies ofmaterial thatwillmake up the

connection,however the laborassociatedwithwelding requiresagreater levelofskill than installing thebolts.

Weldingrequiresahighlyskilledtradesmanwhoistrainedandqualifiedtomaketheparticularweldscalledforin

agiven

connection

configuration.

He

or

she

needs

to

be

trained

to

make

the

varying

degrees

of

surface

preparationrequireddependingonthetypeofweldspecified,thepositionthat isneededtoproperlymakethe

weld, thematerial thicknessof theparts tobejoined, thepreheat temperatureoftheparts (ifnecessary),and

manyothervariables.

Ashorthandnotationgiving important informationonthe location,size, length,etc.forvarioustypesof

weldswasdevelopedbytheBureauofIndianStandardstofacilitatethedetailingofwelds.Thissystemofnotation

isgiveninIS:813.

AtypicalWeldedconnectionisshowninFigure2below.

Figure 2 Typical Welded Shear Connection


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iii. Bolted-Welded Connections3A large percentage of connections used for construction are shopwelded and fieldbolted types. These

connections are usually more costeffective than fully welded connections, and their strength and ductility

characteristicsoftenrivalthoseoffullyweldedconnections. Incurrentconstructionpractice,steelmembersare

joinedbyeitherboltingorwelding2.When fabricatingsteel forerection,mostconnectionshave theconnecting

materialattached

to

one

member

in

the

fabrication

shop

and

the

other

member(s)

attached

in

the

field

during

erection.Thishelpssimplifyshippingandmakeserectionfaster.Weldingthatmayberequiredonaconnectionis

preferablyperformedinthemoreeasilycontrolledenvironmentofthefabricationshop.Ifaconnectionisbolted

on one side and welded on the other, the welded side will usually be the shop connection and the bolted

connectionwillbethefieldconnection.

EndplateConnection CleatangleConnection

Figure 3 Shop Welded Field Bolted Connections

iv. Riveted Connections4Theprecursortoboltingwasriveting. Youwillprobablyhaveoccasiontoassessconnectionsmadewithrivets

sometimeinyourcareer,particularlyifyouworkonrestorationprojects. Rivetingwasaverydangerousandtime

consuming process. It involved heating the rivets tomake themmalleable then inserting them in hole and

flatteningtheheadsonbothsidesoftheconnection. Theprocessrequiredanintenseheatsourceandacrewof

threeormoreworkers. BelowFigure4showsarivetedconnectioninabridgestructure.

In the mid 1900s, high strength bolts were introduced and

quickly replaced rivets as the preferred method for connecting

memberstogether

in

the

field

because

of

their

ease

of

installation

andmoreconsistentstrengths.

Rivetingbecameobsoleteasthecostofinstalledhighstrength

structuralboltsbecamecompetitivewiththecostassociatedwith

thefourorfiveskilledtradesmenneededforarivetingcrew3.

< Figure 4 Typical Riveted Connection


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2. According to thetypeofinternalforcestheconnectionsareexpectedtotransmit:Thesearetheconnectionsclassifiedaccordingtotheinternalforcesthataretobetransmittedbythe

connectionandarediscussedbelow.

i. Shear (semi rigid, simple) connectionsAsitsnameimplies,asimpleshearconnectionisintendedtotransfershearloadoutofabeamwhileallowing

thebeam

end

to

rotate

without

asignificant

restraint.

The

most

common

simple

shear

connections

are

Double

clip,theshearendplate,andtheTeeasshown5.

Under shear load, these connections are flexible regarding simple beam end rotationbecause there is an

elementoftheconnectionwhichwhileremainingstiff inshearhas littlerestrainttomotionperpendicularto its

plane.ThisisananglelegforDoubleclip,aplatefortheshearendplate,andtheteeflangefortheteeconnection.

TheyareshowninbelowFigure5.

DoubleangleshearConnection Endplateshearconnection Finplateconnection

Figure 5 Shear Connections

ii. Moment (rigid) connectionsMomentresistingconnectionsareconnectionsdesignedtoresistbothmomentandshear.Theseconnections

areoftenreferredtoasrigidorfullyrestrainedconnectionsastheyprovidefullcontinuitybetweentheconnected

membersandaredesigned to carry the full factoredmoments. Figures6,7 show someexamplesofmoment

resistingconnections2.

Theprincipalreasonforusingmomentresistingconnectionsinbuildingsistoresisttheeffectoflateralforces

suchas

wind

and

earthquake.

Consequently

they

are

used

most

frequently

between

main

beams

and

columns,

creatingarigidframe.However,eventhoughtheyareusedprincipallytoresistlateralloads,theverticalgravity

loadwilldevelopnegativebendingmomentsattheendsofthebeams6.


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BoltedspliceMomentConnection FieldBoltedMomentConnection

Figure6MomentConnections

ExtendedEndplatemomentconnection EavesHaunchMomentConnection

Figure7MomentConnections

InFigure7,theLeftsideconnection istheendplatemomentconnection. It ismadebyshopweldinga

plateto

the

end

of

abeam

and

field

bolting

it

to

acolumn

or

to

another

beam.

The

four

bolts

around

the

tension

flangetransmittheflangeforce intothecolumn.Additionalboltsmaybeneeded indeepersections.Aboltmay

alsobeaddedneartheneutralaxisofthebeamtopreventgapsbetweentheplates.


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3. According to thetypeofstructuralelementsthatmadeuptheconnections:Thesearetheconnectionswhichareclassifiedaccordingtothecomponentsthatareusedforthe

connection.Theyarediscussedbelow.

i. Single-plate-angle connectionsTheseconnectionsmadesuchthatoneplateisshopweldedtosecondarysection(beam)andthe

angleis

welded

to

Primary

Section

(column

or

Beam)

or

single

shear

plate

welded

to

secondary

beam

and

boltedtoPrimarybeamorcolumn.Theangleorplatewillbeboltedorweldedaftererectionofthebeam.

Skewedconnectionisusedwhenthesecondarybeamormemberisatsomeinclinationtothemain

member.Sometypicalconnectionsareshowninfigure8below.

SkewedPlateConnection Singleangleconnection

Figure8Singleplateangleconnections

ii. Double-web-angle connectionsThisconnectionismadewithtwoangleweldedorshopboltedtothewebofsecondarybeam

andafter

erection

the

angles

are

bolted

or

site

welded

to

the

primary

member

(beam

or

column)

or

both

theangleareweldedtothesecondarybeamandsiteboltedtotheprimarybeamorcolumn.Thetypical

doubleanglecleatconnectionisshownintheFigure9below.

DoubleangleBolted Doubleangleweldedbolted DoubleangleBolted

Connection Connection Connection

Figure9Doubleangleconnections


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iii. top- and seated-angle connectionsThistypeofconnectionisgenerallyusedincaseofmomentconnections.Inthisconnection,two

anglesareprovidedattopandbottomofthebeamtoresistmoment.Theshearwillberesistedbythe

webplate.Thisconnectionisgenerallyusedforlessermomentswhereheavyloadsarenotacting.The

typicaltopandseatedangleconnectionisshowninFigure10below.

Figure10Topandseatedangleconnection

iv. Seated beam connectionsThistypeofconnectionisgenerallyusedincaseofshearconnections.Inthisconnection,a

seatinganglewillbeprovidedatbottomofsecondarybeamwhichwellbeshopweldedtotheprimary

member.Thisistofacilitateeasyerectionofthesecondarybeamandthisseatingangleresistsvertical

shearcomingfromthebeam. ThetypicalseatedbeamconnectionisshowninFigure11below.

Figure11Seatedbeamconnection


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4. According to thetypeofmemberstheconnectionsarejoining:i. Beam-to-beam connections

As the name itself indicates these are the connectionswhich connect beam to beam. These

include primary beam to secondary beam connection and beam splice. They are shown in the below

Figure12.

Beamtobeamconnection Beamsplice

Figure12BeamtoBeamconnections

ii. column-to-column connectionsAsthenameitselfindicatesthesearetheconnectionswhichconnectcolumntocolumn.Column

splicecomesunderthiscategory.Columnsplicesareusedtoconnectcolumnsectionsofdifferentsizes.

Theyarealsousedtoconnectcolumnsofthesamesizeifthedesigncallsforanextraordinarilylongspan.

Splicesshouldbedesignedforbothmomentandshear,unlessthedesigner intendstoutilizethesplices

as internalhinges. If splicesareused for internalhinges,provisionsmustbemade to ensure that the

connectionspossess

adequate

ductility

to

allow

for

large

hinge

rotation.

Boltedcolumnsplice Weldedcolumnsplice

Figure12ColumnSplice


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iii. Beam-to-Column connections10AsthenameitselfindicatesthesearetheconnectionswhichconnectBeamtocolumn.

Beamtocolumnconnectionsareverycommonandavarietyofdetailscanbeused.

Connectionsbetweenbeamsandcolumnsareperhapsthemostcommonstructuralconnection

type.Awide rangeofdifferent typesareused,and these include finplates,endplates,webor flange

cleats,and

haunched

connections.

Thefinplateconnectionissimpleandallowseasysiteinstallation.

Finplate connectionsarebasedon a singleplatewelded to the column.Beamsarenormally

attachedusingtwoormoreboltsthroughtheweb.Wherenecessaryadjustmentcanbeprovidedusing

slottedholes(forinstancehorizontallyslottedholesinthewebofthesectionattachedtothefinplate).

Fin plate connections are suitable for connecting open section beams to any steel column

includingtubularsectionswhereasimple,principallysheartype,connectionisrequired.

Endplateconnectionsaresimpleandneat.

Endplateconnectionshaveasingleplateweldedtotheendofthebeam.This isboltedtothe

column flangeorwebusing twoormoreboltsarranged inpairs.Wherenecessary,adjustmentcanbe

providedby

slotted

holes

and

shim

plates

between

the

end

plate

and

the

column.

When the connections are made to hollow section columns it is not possible to install

conventionalnutsontotheendsofthebolts insidethesection.Speciallythreadedholesorproprietary

boltswhichincorporateanexpandingsleeveshouldthereforebeused.

Endplateconnectionsmaybepartial, flushorextended.Partialdepthendplatestransmitthe

minimum bending effect into the column; flush end plates provide a neat detail and allow a greater

numberofbolts;extendedplatesenablesignificanttransferofbendingbetweenbeamandcolumn,but

arenotfrequentlyused.

TypicalbeamtocolumnconnectionsareshownintheFigure13.

Figure13Beamtocolumnconnections


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iv. Hanger connectionsThesearetheconnectionswhichareconnectingstrutsorbeamstothemainmember.Theyare

showninbelowFigure14.

Figure14HangerConnections

v. Column base plate2Column base plates are steel plates placed at the bottom of columns whose function is to

transmitcolumn loadstotheconcretepedestal.Thedesignofacolumnbaseplate involvestwomajor

steps:(1)determiningthesizeoftheplate,and(2)determiningthethicknessoftheplate.Generally,the

sizeoftheplate isdeterminedbasedonthe limitstateofbearingonconcrete,andthethicknessofthe

plateisdeterminedbasedonthelimitstateofplasticbendingofcriticalsectionsintheplate.

Dependingonthetypesofforces(axialforce,bendingmoment,andshearforce)theplatewillbe

subjectedto,thedesignproceduresdifferslightly.Inallcases,alayerofgroutshouldbeplacedbetween

thebaseplateanditssupportforthepurposeofleveling,andanchorboltsshouldbeprovidedtostabilize

thecolumnduringerectionortopreventupliftforcasesinvolvingalargebendingmoment.Anchorbolts

are provided to stabilize the column during erection and to prevent uplift for cases involving large

moments. Anchor bolts can be castinplace bolts or drilledin bolts. The latter are placed after the

concrete is set and arenotoftenused. Theirdesign isgovernedby themanufacturers specifications.

Castin

place

bolts

are

hooked

bars,

bolts,

or

threaded

rods

with

nuts

placed

before

the

concrete

is

set.

SometypicalbaseplateconnectionsareshownbelowinFigure15

Simple Base Plate Moment resisting base plate

Figure15Baseplates


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CONCLUSION&REMARKS

It isverymuchessential forastructuraldesigner tohavethebasicknowledgeofconnectionsorjoints

whichareusedinastructuralsteelconstruction.Asthetypeandbehaviorofthevariousjointsinthesteelbuilding

playsasignificantroleinthestabilityofthestructure,thetypeandpurposeofthejointistobedecidedaccording

totheanalysisanddesignofthesteelstructure(building)alreadycarriedout. Iftheactualbehaviorofthejoint

differswith

design

of

the

connection,

it

may

lead

to

complete

collapse

of

the

structure.

Hence

every

structural

designershouldhavethebasicknowledgeofconnectionsthatareusedinasteelstructure.

USEFULINDIANSTANDARDPUBLICATIONS:

IS800:2007 StandardcodeofpracticeforGeneralConstructioninSteel

IndianStandardsforFits&Tolerances:

9191993 ISOsystemsoflimitsandfits:

Part1 Basesoftolerance,deviationsandfits(secondrevision)

Part2 Tablesofstandardtolerancegradesandlimitdeviationsforholesandshafts(firstrevision)

IndianStandardcodesforFasteners:

11481982 Specificationforhotrolledrivetbars(upto40mmdia)forstructuralpurposes(thirdrevision)11491982 Hightensilesteelrivetbarsforstructuralpurposes(thirdrevision)13631992 Hexagonheadbolts,screwsandnutsofproductgradeC:

Part1 Hexagonheadbolts(sizerangeM5toM64)(thirdrevision)

Part2 Hexagonheadscrews(sizerangeM5toM64)(thirdrevision)

Part3 Hexagonnuts(sizerangeM5toM64)(thirdrevision)

13641992 HexagonheadboltsscrewsandnutsofproductgradesAandB:

Part1 Hexagonheadbolts(sizerangeM1.6toM64)(thirdrevision)

Part2 Hexagonheadscrews(sizerangeM1.6toM64)(thirdrevision)

Part3 Hexagonnuts(sizerangeM1.6toM64)(thirdrevision)

Part4 Hexagonthinnuts(chamfered)(sizerangeM1.6toM64)(thirdrevision)

Part5 Hexagonthinnuts(unchamfered)(sizerangeM1.6toM10)(thirdrevision)

13671992 (Parts1to18)Technicalsupplyconditionsforthreadedsteelfasteners

19281961

Specification

for

boiler

rivets

(12

to

48mm

diameter)

19291982 Specificationforhotforgedsteelrivetsforhotclosing(12to36mmdiameter)(firstrevision)21551982 Specificationforcoldforgedsolidsteelrivetsforhotclosing(6to16mmdiameter)(firstrevision)36401982 SpecificationforHexagonfitbolts(firstrevision)37571985 Specificationforhighstrengthstructuralbolts(secondrevision)40001992 Codeofpracticeforhighstrengthboltsinsteelstructures(firstrevision)


17/17

General Connections in Steel Buildings Page 14 of 14

66101972 Specificationsforheavywashersforsteelstructures66231985 Specificationsforhighstrengthstructuralnuts(firstrevision)66391972 Specificationsforhexagonalboltsforsteelstructures66491985 Specificationforhardenedandtemperedwashersforhighstrengthstructuralboltsandnuts

(firstrevision)

IndianStandardcodesforWelding:

10241999 Codeofpracticeforuseofweldinginbridgesandstructuressubjecttodynamicloading(secondrevision)

12611959 Codeofpracticeforseamweldinginmildsteel

12781972 Specificationforfillerrodsandwiresforgaswelding(secondrevision)13231982 Codeofpracticeforoxyacetyleneweldingforstructuralworkinmildsteels(secondrevision)

36131974 Acceptancetestsforwirefluxcombinationforsubmergedarcwelding(firstrevision)

REFERENCES

1. N.Subramanian;DesignofSteelStructures;OxfordUniversityPress2. Ed.Chen,WaiFah;StructuralEngineeringHandBook; BocaRaton:CRCPressLLC,19993. PerryS.Green,ThomasSputo,PatricVeltri;ConnectionsTeachingToolKit;AISC4. www.bgstructuralengineering.com;internet5. ReidarBjorhovde,AndrColson,RiccardoZandonini;ConnectionsinsteelstructuresIII;

Pergamon

6. StanleyW.Crawley,RobertM.Dillon;SteelbuildingsAnalysis&Design;JohnWileyandSons7. GrahamW.Owens&BrianD.Cheal;StructuralSteelWorkConnections8. JointsinSteelConstruction SimpleConnection;TheSteelConstructionInstitute,SilwoodPark9. JointsinSteelConstruction MomentConnection;TheSteelConstructionInstitute,SilwoodPark10. www.corusconstruction.com;internet

16141275 general connections in steel buildings(2)

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