IS 4000 (1992): Code Of Practice For High Strength Bolts .
इंटरनेटमानकDisclosure to Promote the Right To InformationWhereas the Parliament of India has set out to provide a practical regime of right toinformation for citizens to secure access to information under the control of public authorities,in order to promote transparency and accountability in the working of every public authority,and whereas the attached publication of the Bureau of Indian Standards is of particular interestto the public, particularly disadvantaged communities and those engaged in the pursuit ofeducation and knowledge, the attached public safety standard is made available to promote thetimely dissemination of this information in an accurate manner to the public.“जान1 का अ धकार, जी1 का अ धकार”“प0रा1 को छोड न' 5 तरफ”“The Right to Information, The Right to Live”“Step Out From the Old to the New”Mazdoor Kisan Shakti SangathanJawaharlal NehruIS 4000 (1992): Code of practice for high strength bolts insteel structures [CED 7: Structural Engineering andstructural sections]“!ान एक न' भारत का नम-ण”Satyanarayan Gangaram Pitroda“Invent a New India Using Knowledge”“!ान एक ऐसा खजाना जो कभी च0राया नहB जा सकता nowledge is such a treasure which cannot be stolen”
( Reaffirmed 2003 )(FFTTpY;l?WT)Indian StandardHIGH STRENGTH BOLTS IN STEELSTRUCTURES - CODE OF PRACTICE( First Revision )UDC631-882-2 : 624-014-2-078-2@ BIS 1992BUREAUMANAKOFBHAVAN,INDIAN9BAHADURNEW DELHIJanuary 1992STANDARDSSHAHZAFARMARG110002Price Groop 6
StructuralEngineeringSectionalCommittee,CED 7FOREWORDThis Indian Standard ( First Revision ) was adopted by the Bureauthe draft finalized by the Structural Engineering Sectional CommitteeCivil Engineering Division Council.of Indian Standards, afterhad been approved by theUse of high strength bolts in structuralconnectionsis fast gaining popularityover the conventional bolted connections.These structural connections which could be either bearing typeor frictiontype have rigidity or continuitycomparablewith what is achievable in weldedconstruction.The strength of the joint fabricatedby means of these bolts is obtained bybearing or friction ( grip ) developed as a result of very high initial tension in the bolts producedby tightening the nuts to the specified bolt tension.This standard was first publishedhave been effected:in 1967. In thisrevisionfollowingimportantmodificationsi) Bolts of property class 8.8 and 19.9 as covered in IS 3757 : 1958 ‘High strength structuralbolts ( second revision )’ have been specified.ii) In addition to friction type joints, joints subjected to tensile force only in the directionof the bolt axis and bearing type joints have been covered.iii) In the method of tightening of bolts, the ‘torque control method’ has been replaced byuse of ‘direct tension indication device’.iv) Fabrication and assembling provisions have been elaborated.v) A method for the determinationof slip factor for the different surface conditions has beeninclubed.In the preparation of this code,SAA High Strength Structural(SAA).considerableassistanceBolting Code’, issuedhas been derived from AS 1511-1984by Standards Association of Australia
IS 4000: 1992lndian StandardHIGH STRENGTH BOLTS IN STEELSTRUCTURES-CODEOF PRACTICE( First Revision )1 SCOPE1.1 This standard covers the requirements forthe design, fabrication,assemblyand inspectionin all types of steel structures,of structuraljoints using high strength bolts conforming toIS 3757 : 1985 CHigh strength structural bolts( second revision )’ tensioned to the mini mumbolts tension specified in this code.1.2 This standardapplies to high strengthbolts used in both friction type and bearingtype shear joints and for tension joints.complementaryto1.3 ThisstandardisIS 800 : 1984 Code of practicefor general( second revision )‘.constructionon steelProvisions not covered in this standardshallbe conforming to IS 800 ; 1984.2 REFERENCESThe Indian Standardslisted in Annexnecessary adjuncts to this standard.3 TERMINOLOGYA areAND SYMBOLS3.1 TerminologyFor the purpose of this standard the definitionsgiven in 3.1.1 to 3.1.8 shall apply in additionto the nomenclatureand terminologycoveredin IS 8537 : 1977.3.1.1 Bearing Type Joints - A joint connectedwith fully tensioned high strength bolts wherejoint slip may occur so that the applied forceis transferred by shear in the bolts and bearingon the connected parts.3.1.4 Friction Type Joints - A joint connectedwith high-strength bolts tensionedto such abolt tension that the resultant clamping actiontransfers all the applied forces acting in thepIane of the common contact surfaces by 5 Grip - The total thicknessofsteelsections to be held together, including packingbut excluding washers.3.1.6 Length of Bolt - The distance from theunderside of the bolt head to the extreme endof the shank including any camber or radius.3.1.7 Ply - A single thicknesspart of a structural joint.of steel forming3.1.8 Proof Load - Proof stress RpoZ multipliedby the stress area of the bolt.3.1.9 Slip Factor - The ratio of the shearforce required to produce slip between twoplies to the force ( shank tension ) clampingthe two plies together.3.1.10 Snug Tight - The level of tightnessattained by a few impacts of an impact wrenchor by the full efforts of a man using a Standard/podger spanner or a spud wrench.3.2 SymbolsSymbols used in thisfollowing meaning:d nominalcodeshallhavethedia of bolt, in mm;e minimium distance from edge of a.hole to the edge of a ply, in mm,measured in the direction of a component of a force, plus half the boltdiameter. The edge of a ply shall bedeemed to include the edge of anadjacent bolt hole;f, yield stress of the ply, in MPa;P, tensile force on the bolt, in kN;PtO maximum permissibletensile forcein the bolt, in kN;3.1.2 Effective Interface - A common contactsurface between two load-transmittingplies,excluding packing pieces, through which thebolt passes.3.1.3 Factor of Safety - The numerical valueby which the load that would cause slip in ajoint is divided to give the maximum permissible working load on the joint.1
IS 4000 : 19925 DESIGNI thickness of the ply, in mm;V shear force on the bolt, in kN; andVob maximum permissible shear force onthe bolt, in kN.5.1 Generalthe rigidityof which isAil connections,essential to the continuity assumed as the basisof the design analysis, shall be capable ofresisting the moments, shears and axial loadsto which they would be subjected by the designloading.4 BOLT, NUTS AND WASHERS4.1 Dimensions and PropertiesBolts, nuts and washersshall conform toIS 3757 : 1985, IS 6623 : 1985 and IS 6649 : 1985respectively.5.2 Joints subject to an Applied Tensile ForceOnly in the Direction of the Bolt Axis.4.1.1 The length of the bolt shall be calculatedby adding the allowance given in Table 1 tothe total calculatedmaximum grip lengthcovering maximum limits of ply thickness. Thetotal length shall be rounded off to the nexthigher nominal length given in IS 3757 : 1985.It is desirable that the designer checks in eachcase whether with the final bolt length soobtained, it is possible to tighten the nuts whenall the plates are of minimum permissiblethickness.For joints in which the only force is an appliedtensile force in the direction of bolt axis, thetensile force on any bolt shall not exceed thevalues specified in co1 4 and 5 of Table 2.NOTES1 The tabulated value for tension P to correspondto 0.6 times the mininium bolt tension ( see Table 3)taken equal to the proof load values as stipulatedin Table 7 of IS 1367 ( Part 3 ) : 1979.2 The tabulated values for shear in bearing typejoints V,,b correspondto 0.25 times the appropriateminimum tensile strength R, as given in Table 3 ofIS 1367 ( Part 3 ) : 1979 multipliedby the relevantstress area of the shank or threaded portionof thebolt.4.2 StorageCare shall be taken that bolts, nuts and washersare stored in such a way that they do notThey are normally supplied bydeteriorate.the manufacturerwith a light coating of rustpreventingoil which is not detrimentalandshould not be removed.In this conditionthey are ready for use and any furthertreatment at works or site is not recommended.5.2.1 Where fatigue conditionsare involved,the tensile force on any bolt shall not exceedO-5 times the minimum bolt tension specified inTable 3.5.3 Bearing Type Joints5.3.1 Limitations on Bearing Type JointsTable 1 Allowance for Bolt Length(ClauseNominalSizeof BoltM 16M 20M 24M 30M 364.1.1 )Nominal BoltDia in mm1620243036Shear and moment connectionwhere slip isnot acceptable shall be designed as frictiontype joints.AllowanceforGrip in mm5.3.2 Joints Subject to Shear Force Only2631364248NOTES1 Allowance specified includes, thickness of one nutand one standardwasher, to providea safe protrusion of bolt end beyond the nut after tightening.Thickness of additionalwashers if used should beincludedin calculatingthe maximumtotal griplength.2 The allowance specifiedappliesto friction type ’joints or bearingtype joints where threadsarepermitted in the shear plane. Higher allowancemay be requiredfor bearingtype joints wherethreadsare excludedfrom the shear plane.Aminimum number of two free threadsshall projectbeyond the inside bearingface of the nut in alljoints.2Bearing type joints subject to shear force only,and which are less than 500 mm long in thedirection of the applied shear force, shall beproportionedso that the shear force on anybolt does not exceed the maximum permissibleshear force Vat, specified in co1 6 to 9 ofTable 2.For joints greater than 500 mm long in thedirection of the applied shear force, the shearforce on any bolt shall not exceed the valuesestablished on tests. However in the absenceof the above, the following values, as appropriate may be used:a) 500 mm to 1200 mm longb) Over 1200 mm long617417VobVob
IS 4000 : 1992Table 2 Maximum Permissible Applied Forces for Joints( Clauses 5.2 and 3.2 )Nominal Sizeof BoltStress Area ofBolt, in mm*ShankThreadMaximum Permissible Applied Forces in Bolts in kN ----- - --- - --c---TTension ( Pt, )Shear in Bearing Type Joints V,,a for Bolts ofin Bolts ofProperty ClassProperty (1)(21(5)(6)(7)(8)M 16201157M 3.7M 24452353127176M 30706561202280146116148146M 361 01781729440721116926421273.293.811791.85.3.3 Joints Subject to Shear and Tensile Forces5.4.2 Joints Subject to Shear Force OnlyBearing-type joints subject to shear and tensileforces shall be proportionedso that:( pt/pto )” ( v/vob )” d 1.0In friction-type joints subject to shear forceonly in the Plane of the effective interfaces, thenumber and dispositions of high-strength boltsshall be proportionedso that the resultingforce at any boIt positions does not exceed thevalue:5.3.4 Limitations of TransmittedForcesFor bolts of all diameters,bearing force inNewtons transmitted between any bolt and anyply shall not exceed 1*2xf,x dx t. In addition,the component of a force rn newtons on a plyacting on the edge of a bolt hole in thedirection of the minimum distance toward theedge of a ply shall not exceed e f4-. t/l-4.Slip factor x Number of effective interfacesM;nimum bolt tensionFactorxof safetyIn the above expression, the factor of safetyshall be taken as 1.4 for structures and materials within the scope of IS 800 : 1984 and forthe load combinationspecified therein. Noadditional factor is required to take accountof fatigue conditions. Where the effect of windforces on the structures has to be taken intoconsideration,this factor of safety may bereduced to 1.2 provided the connections areadequate when (i) wind forced are not considered, (ii) wind is not the primary loading forthe purpose of design. For structures notcovered by IS 800 : 1984, the factor of safety/load factor given in the appropriate designstandard shall be used.5.4 Friction Type Joints5.4.1 GeneralWhere the surfaces in contact comply with therequirements of 6.2 and the surfaces are clean‘as rolled’, slip factor shall be assumed as 0.35.If any applied finish, or other surface conditions including a machined surface is desired,slip factor used shalI be based upon testsperformed in accordancewith the proceduregiven in Annex B.of test results,the slipNOTE - In the absencefactor given in Annex C for different surface conditions generally adopted may be used at the discretion of the designer.5.4.3 Joints Subject to Shear and Tensile Force5.4.1.1 Joints shall be identified in accordancewith 5.6 and the fabricationdrawings shallindicate the surface treatment required at eachjoint and whether masking of the joint isrequired during painting shall also be indicated.An externally applied tension in the directionof the bolt axis reduces the effective clampingaction of a bolt which has been tightenedtoinduce shank tension.To allow for this effectthe bolt shall be proportionedto satisfy the3
IS 4000 : 19926.3 Holes shall he providedexpression:Calculated ShearSlip factor x Number of effectiveinterface5by drilling only forall dynamicallyloaded connectionsand alsofriction type joints and by any of the followingmethods (a), (b) or (c) for other type of joints:( Proof load -Calculatedtension x F )Factor of SafetyThe value of factor F shall be taken as 2-O if theexternal tension is repetitiveand 1.7 if nonrepetitive.54.49Sub punching -undersizeHoles drilled full size.Holes sub-punchedand reamed to size.&II size -Holespunched3 mmfullsize provided:i) The joint is not located at a plastichinge,ii) The material shall not have a yieldstress ( fY ) in excess of 360 MPa,andiii) Thickness of individual members doesnot exceed 12 mm.The shear force between the bolt and ply shallbe limited to the value determinedin accordance with 5.3.4.5.5 PackingFor friction type joints no additionalrequired to take account of packingsjoint.Drilling -C) PunchingLimitation of Transmitted Forces5.5.1 Friction Type Jointsa)6.3.1 Oversize and Slotted Holesfactor iswithin aa) Oversize holes shall not exceedb)5.5.2 Bearing Type JointsIn bearing-type jonts where high-strengthboltsthrough a packing plate are required to carrycalculated shear, the number of bolts required,determined by calculation,shall be increasedabove the numbers required by normal calculation by 2.5 percent for each 2 mm thicknessof packing in excess of 6 mm. For double shearconnectionwith packing on both sides of amember, the increase in number of bolts shallbe determined by the thickness of the thickerpacking provided.Cld 8mm,Short slottedmm in widthlength, andLong slottedmm in width1.25 d orholes shall not exceed d 2and 1.33 d or d lO mm inholes shall not exeed d 2and 2.5 d in length.6.3.2 Limitation on Use4 Oversize holes -Oversize holes may beused in any or all plies of bearing-typeand friction-typeconnectionsprovidedhardened washers are installed over theoversize holes.b)5.6 IdentificationThe designer shall indicate on drawings theposition of all high-strengthstructuralboltsand shall state the type of joint that is, frictiontype joint or bearing-type joint. In the absenceof such designation, the fabricator shall assumesuch joints to be bearing-typejoints.Short slotted holes -Short slotted holesmay be used in shear-type connections inany or all plies of friction-typeandbearing-typejoints provided-hardenedwashers are installed over the exposedholes.In friction-type joints the slots may beused without regard to direction of loading but in bearing-typejoints slottedholes may be used only where the joint isnot eccentrically loaded, where the boltscan bear uniformly and where the slotsare normal to the direction of the load.6 FABRICATION6.1 Holes in MembersUnless specified otherwise, the diameter of ahole shall be 1.5 mm and 2.00 mm more thanthe nominal bolt diameter for bearing typejoints and friction type joints respectively.46.2 The edge distance for any hole and thedistance between holes ( pitch ) shall conformto the requirements of IS 800 : 1984.4Long slotted holes -Long slotted holesmay be used in shear-typeconnectionsonly in alternate plies of either frictiontype or bearing-typejoints provided aspecial washer of coverplate,not lessthan 8 mm thick, is used to completelycover all exposed long slotted holes.
IS 4000 : 1992.7.1.3 Placemenf of NutsIn friction-type joints, long slotted holesmay be used without regard to directionof loading providedan additional 33percent more bolts are used than neededto satisfy the provisions covered under5.4 but in bearing-type joints, long slottedholes may be used only where the joint isnot eccentrically loaded, where the boltscan bear uniformly and where the slotsare normal to the direction of the load.The nut should be placed so that theymarkspecified in IS 6623 : 1985 to identify a highstrength nut is visible after tightening.7.1.4 PackingPacking shall be provided wherever necessaryto ensure that the load-transmittingplies are ineffective contact when the joint is tightened tothe ‘snug-tight’ condition as defined in 7.2.2 (a).All packings shall be of steel with a surfacecondition similar to that of the adjacent plies.6.4 Preparation of Surfaces in Contact6.4.1 GeneralAll oil, dirt, loose scale, loose rust, burrs andany other defects on the surfaces of contactwhich will prevent solid seating of the partsshall be removed.7.1.5 Alignment of PartsThe holes in the parts to be joined shall bealigned to permit the bolts to be positionedwithout damage to the threaded portion of thebolt. Drifting to align holes shall not distortthe metal or enlarge the holes.6.4.2 Friction-type JointsFor friction-typejoints the contact surfacesshall be clean Gas-rolled’ surfaces or equivalentand in additionto meetingthe provisionscovered under 6.4.1 shall be free from paint,lacquer, galvanizing or other applied finish,unless otherwise specified or approved by thecompetent authority.6.4.3 Bearmg-type7.1.6 Tightening,PatternSnug-tightening and final tensioning of the boltsshall proceed from the stiffest part of the jointtowards the free edges.JointsHigh strength bolts may be used temporarilyduring erection to facilitate assembly, but if soused they shall not be finally tensioned until allbolts in the joint are snug-tight in their correctsequence.For bearing-typejoints, an applied finish onthe contact surfaces shall be permitted.7 ASSEMBLY7.1.7 Retensioning7.0 GeneralBetensioningof bolts which have been fullytensioned shall be avoided wherever possible. Ifretensioningmust be carried out it shallonly be permitted once and only when thebolt remains in the same hole in which itwas originally tensioned and with the samegrip.No joint shallbe assembled for bolting untilthe contact surfaces have been inspected andapproved by the competent authority.7.1 Procedure7.1.1 Number of WashersUnder no circumstances shall bolts which havebeen fully tensioned be reused in another hole.Each bolt and nut shall be assembled with atleast one washer.A washer shall be placedunder the rotating component.7.2 Method of Tensioning7.1.2 Tapered7.2.1WashersGeneralThe method of tensioningwith 7.2.2 or 7.2.3.Where the angle between the axis of the boltand the joints surface is more than 3 degree offnormal, a tapered washer shall be used againstcompothe tapered surface. The non-rotatingnent shall preferablybe placed against thetapered washer.shall be in accordanceIn the completed connection all bolts shall haveat least the minimum tensionspecified inTable 3.5
Is4ooo:I992Table 4 Nut Rotation from the ‘Snug-Tight’Condition( Clause 7.2.2 )Table 3 Minimum Bolt Tension( Clauses 7.2:1, B-l.2 and D-2.2 )Nominal Sizeof BoltMMMMM1620243036Minimum Bolt Tension in kN forBolts of Property 0678Nominal Size ofBoltMMMMM7.2.2 Part-turn Method of Tensioning120120160160160relativeturned. 120120160160160tothe 2402403503.50350bolt,NOTES1 Tolerance on rotation:one-sixthof a turn (60degrees ) over : no under tolerance.2 The bolt tension achieved with the amount of nutrotation
For the purpose of this standard the definitions given in 3.1.1 to 3.1.8 shall apply in addition to the nomenclature and terminology covered in IS 8537 : 1977. 3.1.1 Bearing Type Joints - A joint connected with fully tensioned high strength bolts where joint slip may occur so that the applied force .
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