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IS 1024 ( Reaffirmed 1998 ) v7??%?m h&an : 1999 Standard USE OF WELDING IN BRIDGES AND STRUCTURES SUBJECT TO DYNAMIC LOADING - CODE OF PRACTICE (Second Revision ) ICS 25.160.10: 93.040 0 BIS 1999 . BUREAU MANAK OF BHAVAN, INDIAN 9 BAHADUR STANDARDS SHAH ZAFAR MARC NEW DELHI 110002 E-huwy 1999 Price Group 7 Welding Applications Sectional Committee, MTD 12 FOREWORD This Indian Standard (Second Revision) was adopted by the Bureau of Indian Standards, after the draft finalized hy the Welding Applications Sectional Committee had been approved by the Metallurgical Engineering Division Council. This standard was first published in 1968 and subsequently revised in 1979. While reviewing the standard in the light of experience gained during these years, the Committee decided to revise it to bring in line with the prcscnl practices hein, u followed hy the Indian Industry. In this revision following changes have heen made: a) Scope of standard has hcen modified welding processes. b) Rclcrcnces c) Dctails of welding d) Design of wcldcd joints e) Welding In 1111srevision, to Indian Standards consumables ussistancc manual, semi-automatic and automatic have been added pt-ocedures have been modified. have hccn included has heen derived from the following: a) BS : IS3 Parts 3 B and 4 B : 1972 Specification for steel girder bridges, Part 3B Stresses, issued hy the British Standards Institution. JB Design and construction , b) Welded rail, Bridge Code, rail-cum-road metal arc have been updated. and welding in solid web girders by including 1972 Code of practice for metal arc welding traffic , issued by Indian Railways. and Part in mild steel bridges carrying or pedestrian ITot the purpose of deciding whcthcr a particular requirement of this standard is complied with, the final value, obsct-\:cd or calculated. expressing the result of a test or analysis, shall he rounded off in accordance with IS 1 : 1960 Rules for roundin, (7 off numerical values (rrviset~ . The number of significant places retained in the I-funded off value should he the same as that of the specified value in this standard. IS 1024 : 1999 h&km Standard USEOF WELDING IN BRIDGES AND STRUCTURES SUBJECT TO DYNAMIC LOADING - CODE OF PRACTICE (Second Revision ) IS No. 1 SCOPE Title 1.1 This standard covers the use of manual, semiautomatic and automatic metal-arc welding processes in the fabrication of steel bridges and structures subject to dynamic loading by welding. 4353 : 1995 Submerged arc welding of mild steel and low alloy steels Recommendations @rsr revision) 5760 : 1983 Compressed 1.2 This standard also applies to the design, different stresses to be considered for the design, and construction of the bridges. 6419 : 1996 Welding rods and bare electrodes for gas shielded arc welding of structural steel (first revision) 1.3 The welding procedure for this standard shall apply to IS 9595: I996 Metal arc welding of carbon and carbon manganese steels--Recommendations yirsr revision) . 7280 : 1974 Bare wire electrodes for submerged arc welding of structural steels 7307 (Part 1): 1974 Approval tests of welding procedures: Part 1 Fusion welding of steel 1.4 All the 7310 (Part 1) : 1974 Approval tests for welders working to approved welding procedures: Part 1 Fusion welding of steel 7318 (Part I) : 1974 Approval tests for welders when welding procedure approval is not required: Part 1 Fusion welding of steel 8500: Structural steel-microalloyed (medium and high strength qualities) Cfirsr revision) provisions stated for the inspection IS 822: 1970 Code of procedure for inspection of welds , shall be applicable in conjunction with the provisions of this standard. of welds in 2 REFERENCES The following Indian Standards contain provisions which, through reference in this test constitute provisions of this standard. At the time of publication, the editions indicated were valid. All standards are subject to revision and parties to agreements based on this standard are encouraged to investigate the possibility of applying the most recent editions of the standards indicated below: IS No. 1991 argon (first revision) 9595 : 1996 10178: 1995 Title Metal arc welding of carbon and carbon manganese steels Recommendations yirsr revision) CO, gas shielded metal arc welding of structural steels Recommendations ifirst revision) 307 : I966 Carbon dioxide 812 : 1957 Glossary of terms relating to welding and cutting of metals 3 TERMINOLOGY 814 : 1991 Covered electrodes for metal arc welding of structural steel t$@ revision) For the purpose of this standard, given in IS 8 12 shall apply. 822 : 1970 Code of procedure of welds 4 MATERIALS 1395 : 1982 Low and medium alloy steel covered electrodes for manual metal arc welding (third revision) (second revision) for inspection 2062 : 1992 4.1 Steel All steels for the fabrication of structural members, connections and sections shall be of weldable quality conforming to IS 2062, IS 8500 and its equivalent having a maximum carbon equivalent of 0.53 when calculated by using the formula: Steel for general structural purposes (fourth revision) 3613:1974 the definitions Acceptance tests for wire - flux combinations for submerged arc welding of structural steels (first revision) Carbon equivalent I Mn = C+-+ 6 Cr+Mo+V+Ni+Cu 5 15 . IS 1024 : 1999 4.2 Welding Consumables 4.2.1 Electrodes for Manual Metal Arc Welding (MMA W) Covered electrodes shall conform IS 1395 as appropriate. to IS 814 and 4.2.2 Wire and Flux for Submerged Arc Welding (SAW) Filler wires shall conform to IS 7280. The wire and flux combination shall conform to IS 3613 and IS 4353, as appropriate. 4.2.3 Filler Rods, Wires and Shielding Gases for Gas Shielded Metal Arc Welding (GMA W) The filler rods or wire for shielded procedure shall conform to IS 6419. Electrodes for unshielded or self shielded procedures are generally of the cored type and shall deposit weld metal with mechanical properties not less than those specified as satisfactory for the particular grade of steel being welded. The shielding gases may be argon conforming to IS 5760 or CD2 conforming to IS 307. The use of gas mixture IS permissible, provided they have been proved to be satisfactory. When a gas mixture is used which has specified additions, the variation of such additions shall not exceed +lO percent of the stated. 5 FLUCTUATION OF STRESSES (FATIGUE) 5.1 General All structural details shall be designed to avoid, as far as possible, stress concentrations likely to result in excessive reduction of the fatigue strength of members or connections. Care shall be taken to avoid sudden change of shape of a member or part of a member, especially in regions of tensile stress or local secondary bending, and steps shall be taken to avoid aerodynamic and similar vibrations. 5.2 Loads and Stresses to be Considered Working stresses shall be reduced, where necessary, to allow for the effects of fatigue. Allowance for fatigue shall be made for combinations of stresses due to dead load, live load, impact, lurching and centrifugal force, including secondary stresses due to eccentricity of connections and off-joint loading in latticed structures. Stresses due to wind, temperature and longitudinal and nosing force, and secondary stresses due to elastic deformations and joint rigidity, may be ignored in considering fatigue. 5.2.1 Elements of a structure may be subjected to a very large variety of stress cycles varying both in range $JM~J and in magnitude. f,, of maximum stress. Each element of the structure should be designed for the number of cycles of different magnitudes of stress to which that element is liable to be subjected during the expected life of the structure. The number of cycles of each magnitude should be estimated by the engineer in the light of cycles of each magnitude should be estimated by the engineer in the light of available data regarding the probable frequency of each type of loading. 5.2.2 In order to allow for the effect of fati ue the procedure set down in 5.3 shall be followe %, using the information supplied in Tables 1 to 7. These tables give the maximum allowable stresses f for different values of fM,,/fMa,,, or conversely, values of N and N, for different values offM,. The notations used represent the following: f = maximum working fMin = minimum particular allowable stress, stress in the element stress cycle, = fM;u maximum stress same stress cycle, N = allowable cycle. tensile or compressive during a in the element during the and number of repetitions of this stress 5.3 Allowable Working Stresses 5.3.1 In the case of members subjected to a number of repetitions n, of a single stress cycle, the allowable working stresses shall be those given in Tables 1 to = . In such cases, if the stress 7, taking n = N and f level of fMu is sma& tt an the allowable stress f specified for 10 cycles, fatigue need not be considered. 5.3.2 In the more general case of members subjected to a stress spectrum, that is to number of cycles, n,, n,, etc, different maximum stress levels f,, f2, etc, or of different ratios of fM,n/fM:,x the following ._. or both, design method shall be used: 4 All cycles with a maximum stress equal to oc lower than the allowable stress quoted foe Clws G ty e connections in Table 7 for lo cycles and For the relevant ratio of fM,JfM,, shall be ignored. b) Where the loading conditions do not ive rise to groups of clearly defined stresses, al Pstremes reater than the allowable stress obtained from !- able 7 - Class G, as defined in (a), shall be divided into atleast live selected representative stress levels approximately equally spaced between the minimum and the maximum of the stresses to be considered. c) For each of the stress cycles the maximum allowable number of cycles N,, N,, etc, shall be determined from Tables 1 to 7 by interpolating the values, if necessary. NOTE - If the stress level under consideration ,f,,, is smaller than the allowable working stress ,f specified for IO cycles, the relevant value of N may be found by extrapolating the design tables for the pnrticular detail and value of .jM,JMu by means of the formula: J-og,Jn - LogwL +8 Log,,, N = LogJ, - Lo&J where f, and f, are the allowable stresses for 10 and lox cycles respectively, as given in Tables 1 to 7. IS 1024 : 1999 d) Designating the expected number of cycles for each stress level n,, n2, etc. the element shall be designed so that: n n than deep penetration electrodes, provided that all runs are made in the down hand position and that there is no undercutting. This does not include welds made on a backing strip if the backing strip is left in position. n -L + -2 + .............2 >1 N, % Y 5.3.3 Under no circumstances shall the basic permissible stresses given in the relevant Indian Standard Specifications for the particular type of structure or lower stresses required by other clauses in such standards be exceeded. 5.4 Classes of Construction 2) Members fabricated with full penetration transverse butt welds, other than those in (l), and having the weld reinforcement dressed flush and \?rith no undercutting. 3) Members with continuous longitudinal fillet welds with start-stop position within the length of the weld. Details In Tables I to 7 the values of allowable working stresses are given separately for the classes of details stated below: e) Class E 1) Members fabricated with transverse butt welds, other than those mentioned in 5.4(d), or with transverse b,utt welds made on a backing strip. Class A Members fabricatkd with continuous full penetration longitudinal or transverse butt welds with the reinforcement dressed flush with the plate surface and the weld proved free from defects by non-destructive examination, provided also that the members do not have exposed gas cut edges. 2) Members fabricated with full penetration cruciform /-CLASS E STRESS REFERS TO THIS MEMBER Welds shall be dressed flush by machining or grinding, or both, which shall be finished in. the direction parallel to the direction of the applied stress. b) butt welds (see Fig.1). -7R- LOAD TRANSMITTED IS DIRECTLY THROUGH THE CENTRAL PLATE Class B NOTE - The stressesfo be considered are in all cases the nominal stresses at the points marked X . Members fabricated with continuous longitudinal butt welds with full penetration made with either submerged or gas shielded metal arc automatic process but with no intermediate start-stop positions within the weld length. FIG. 1 CLASS E FIJIL PENETRATION CRUCIFORM Burr WELD f, Class F Members fabricated with continuous longitudinal fillet weld made with either submerged or gas shielded metal arc automatic process but with no intermediate start-stop positions within the weld length. 1) Members with T type full penetration butt welds (see Fig. 2). 2) Members with intermittent longitudinal or transverse non-load carrying fillet or butt welds, except for the details covered in Class G (see Fig. 2). NOTE - If a stop should Fccidentally occur m a weld which is supposed fo be free of start-stop positions, the weld crater shall be chipped or machined back in the form of a taper over a length of at least eight times the weld size, and the weld shall then be restarted at the top of the tapered slope. On completion, Ihe surface of the weld at the start-stop position shall bc ground smooth. The objectof this procedure is lo elimmate the possibility of lack of fusion or trapped slag at the weld root and a change of shape of longitudinal surface profile of the weld. 3) Members connected by transverse load carrying fillet welds, except as shown in Fig. 3. 4) Members with stud connectors. g) Class G c) Class c lj Members fabricated with continuous longitudinal butt welds including fabricated beams with full web penetration of the web to flange welds, with start-stop position within the length of the weld. Members connected by longitudinal load carrying fillet welds (sue Fig. 3A). 2) Members cruciform connected by load carrying fillet welds (see Fig. 3B). non-load 3) Members with intermittent carrying fillet or butt welded attachments on or adjacent to their edges (see Fig. 3C). d) Cluss D I) . Members fabricated with full penetration transverse butt welds made in the shop by manual welding with electrodes other NOTE - In Classes F and G, a weld is considered as loadcarrying. with respect lo the member under consideration. if it transmits a major part of the total load in the member. 3 54.1 Except where specifically stated to the contrary, the allowable stresses for any particular detail are the same for both mild and high tensile steel. However, the allowable working stress under fatigue may exceed the basic permissible stress for mild steel, in which circumstances high tensile steels may be advantageous. In designing for fatigue conditions, the classes of weld should be clearly specified. Where the class of weld .a is not specified, the welding procedure should be agreed by the engineer. STRESS IF; WEB AT ENDS OF STIFFENER TO WE8 WELDS (OR EQUALLY _ AT ANY OTHER ATTACHMENT /TO A SHEAR LOADED MEMBER) 5.5 Load Carrying Fillet Welds .IN THS CASE LOAD Ls RESISTED BY BENMrG OF THE PLATE These welds shall be designed such that the stress on the total effective area of fillet welds does not exceed the relevant figures given in Table 7 for Class G welds. 6 BASIC PERMISSIBLE STRESS IN WELDS 6.1 General The permissible stress shall in no case exceed the stresses permitted in the relevant Indian Standard Specifications. Since fatigue strength of welded structures depends upon the constructional details, these shall be decided before the permissible stresses and consequently the size of members and weld sizes are determined. NOTE- The stressesto be considered nre in all cases the nominal stressesat the points tnuked X . FIG. 2 TYPICAL CLASS F Wm DETAILS 6.2 Stresses due to dead load, live load and impact, stresses resulting from curvature and eccentricity of track (in case of Railways) and secondary stresses only shall be considered for effects due to fatigue. 6.3 Butt Welds 3A Longitudinal Load Carrying Fillet Welds Butt welds shall be treated as parent metal with a thickness equal to throat thickness, and the stresses shall not exceed those in the parent metal. 6.4 Fillet Welds The basic permissible stress in fillet welds based on a thickness equal to the throat thickness shall be 100 N/mm2. 3B Load Carrying Longitudinal and Transverse Fillets 6.5 Load carrying fillet welds in dynamically loaded structures shall be designed so that the secondary bending stresses are not introduced (for example, single lap joints shall not be used). 6.6 The permissible stresses for field welds of structural members shall be reduced to 80 percent of those specified in 6.3 and 6.4. Field welds shall not be adopted for bridges carrying road/railway loadings without the specific approval of competent authority. 6.7 If over-head welds are unavoidable, the stresses permitted shall be 80 percent of those specified in 6.3 and 6.4 and modified by 6.6, if field welding is involved. 3C Fillet or Butt Welds on or Adjacent to the Edges of Stress Plates NOTE-The stressesto be considered are in all uses the nominnl \trc sse\ ilt the points marked X . 6.8 In structures subjected to dynamic loading, tensile or shear stresses in butt welds shall not exceed 66 percent of the permissible stresses as specified in 6.3 FIG. .3 TYPICAL CLASS G WELD DETAILS 4 IS 1024 : 1999 8.2.1 While designing welded joints, attention be paid to the following points: and as modified by 6.6 and 6.7 as applicable, unless the welds are examined by suitable NDT technique. a) 7.1 Working stresses as given in 5.3 are stresses at the point under consideration. arising from combinations of bending, shear stresses are calculated as given in Edge preparation for butt welding should be designed with a view to using minimum weld metal so as to minimize locked-up stresses, c) Fillet welds carrying longitudinal shear shall not be larger in size than is necessary from design considerations, d) the principal The stresses bearing and 7.2 and 7.3. Intersection b) 7 COMBINED STRESSES Deep penetration fillet welds shall be used in preference to normal fillet welds (see 8.4.2). and 7.2 Shear and Bending Stresses The equivalent stress f, due to a combination of shear stressfq and bending stressf, tensile, orf, compressive shall be calculated from: Where welded attachments in heavily stressed zones are unavoidable, the weld profile shall merge smoothly into the parent metal. 8.3 Butt Welds 8.3.1 In case of butt welds, if there is a reduction in the allowable working stress as specified in 6.3, consideration shall be given to locate the butt welded joints away from the heavily stressed zone so as to avoid, or reduce any increase in the size of the member. The equivalent stress f, due to a combination of shear -stress f,,, bearing stress fh and bending stress f,, tensile or f,, compressive is calculated from: +fb, &+3f, ) or k +f, -f, f,+3f, ) 7.4 Irrespective of the permissible increase of stress given in the relevant standards, the equivalent stress f. calculated as in 7.2 and 7.3 shall not exceed 0.9 k where F is the yield strength of the steel. For cinvenience: values of the f, for steels conforming to IS 2062 and IS 8500 are given below; Steel Conforming to 8.3.2 All details of butt welded joints shall be in accordance with IS 4353, IS 9595 and IS 10178 as applicable. Intermittent butt welds as well as incomplete penetration/fusion butt welds shall not be used. 8.3.3 Where a packing is used between two parts, the packing and the welds connecting it to each part shall be capable of transmitting the loads between the parts except where the packing is too thin to carry the load or permit the provision of adequate welds, when it shall be trimmed flush with the edges of the narrower part and the load shall be transmitted through the welds alone, the welds being increased in size by an amount equal to the thickness of the packing. F t&a IS 2062 230 240 250 215 225 230 IS 8500 280 330 340 350 245 295 310 330 8.3.4 Sufficient convexity not exceeding 3 mm, shall be provided as reinforcement to ensure full cross sectional area at the joint. However where a flush surface is required, the butt welds shall be flushed dressed. 8 DESIGN OF WELDED JOINTS 8.1 Dynamic loads may be repetitive, fluctuating or reversible. The factors to be considered in the design of members and welded joints are: a) number b) 8.3.5 Butt joints between parts of unequal cross section arranged in line will result in a local increase in stress in addition to stress concentration caused by the profile of the weld itself. If the stresses induced by these effects are unacceptable, the parts should be shaped so as to reduce the stresses. Where the difference in thickness of the parts exceed 25 percent of the thickness of the thinher part or 3 mm whichever is greater, the dimensions of the wider or thicker part shall be reduced at the butt joints to those of the smaller part, the slope being not steeper than 1 in 5. of loading cycles, and constructional details like arrangement and location of joints, form of the joints, contours and finish of welds. 8.1.1 Stress raisers, such as excessive or inadequate reinforcement, sharp reentrant angles, sudden change of sections, accidental dents, arc strikes, welded attachments in highly stressed zones, angular notches, rough flame cut edges, undercutting in welding, slag inclusions and incomplete penetrations, will cause reduction in fatigue strength. Such stress raisers should, therefore, be avoided where such reduction in strength may cause failure of the structure. 8.2 The design of welds conformity with IS 9595. shall generally of welds shall be avoided, e) 7.3 Shear, Bearing and Bending Stresses L = dc+f; shall 8.4 Fillet Welds 8.4.1 In case of fillet welds, where reduction in working stress in weld results in larger welds, consideration shall be given to shift the joint in order to avoid or reduce the stress. be in 5 I IS 1024 : 1999 8.4.2 A normal fillet weld is one in which the depth of penetration beyond the root is less than 2.4 mm, while a deep penetration fillet weld is one in which the depth of penetration beyond the root is 2.4 mm or more. dynamic loaded structures, except for connecting intermediate stiffeners to webs of beams and girders. It may be used in structures not subjected to transfer calculated stress across a joint when the strength required is less than that developed by a continuous fillet weld of the smallest allowable size for the thickness of the part joined. 8.4.3 Normally both the leg lengths shall be equal and the size of the normal fillet shall be taken as the minimum leg length, while the size of a deep penetration fillet weld shall be taken as the minimum nominal leg length plus 2.4 mm. The minimum size of the first run of a single run fillet weld shall be as given in Table 8 to avoid the risk of cracking in the absence of preheating. 8.5.2 Intermittent fillet welds shall not be used where they would result in the formation of rust pockets. 8.5.3 The distance along an edge of a part between effective lengths of consecutive intermittent fillet welds, whether the welds are in line or staggered on alternate sides of the edge, shall not exceed 12 times the thickness of the thinner part when in compression or 16 times the thickness of the thinner part when in tension, and shall in no event exceed 200 mm. 8.4.4 The effective throat thickness of a flat or convex fillet weld connecting parts, the fusion faces of which form an angle between 60 and 120 , may be derived by multiplying the leg length by the appropriate factor as follows: Angle Between Fusion Faces 8.54 Where intermittent fillet welds are used to form T joints, the thickness referred to above shall be that of the Table 8. In a line of intermittent fillet welds, there shall be a weld at the ends of the part connected, for welds staggered along two edges this shall apply to both edges. Factor by which Leg Length is Multiplied to Give Effective Throat Thickness Degree 0.70 0.65 0.60 0.55 0.50 60-90 91-100 101-106 107-I 13 114-120 8.5.5 In built-up members in which plates are connected by intermittent fillet welds, continuous side fillet welds shall be used at the ends for a length not less than the width of the plate concerned. 8.6 T Butt Joints 8.4.5 The effective length of fillet weld shall be taken as the overall length less twice the leg length, thereby discounting the contribution of the stop and start positions which are generally of reduced profile. In any case, the effective length shall not be less than four times the leg length, subject to a minimum of 40 mm. Fillet welds terminating at the ends or sides of parts shall be returned continuously around the corners for a distance of not less than twice the leg length of the weld unless access or the configuration render this impracticable. This procedure is particularly important for fillet welds on the tension side of parts carrying a bending load. The weld shall be of full size throughout, and defect free. Butt welds in T joints shall be completed by means of fillet welds each having a size not less than 25 percent of the thickness of the outstanding part. 8.7 Fillet Welds Applied to the Edge of a Plate or Section 8.7.1 Where a fillet weld is applied to the square edge of a part, the specified size of the weld shall generally be at least 1.5 mm less than the edge thickness, in order to avoid melting down of the outer comer. 8.7.2 Whereas toe of a rolled shall generally the section at 8.4.6 For critical applications, the use of full penetration fillet weld shall be considered. In fillet welded joints carrying a compressive load, it shall not be assumed that the part% joined are in contact under the joint. Fillet welds at right angles to the lines of principal stress in a plate subject to tension shall be avoided in dynamically loaded structures. 8.7.3 Where a fillet weld equal in size to the thickness of the section at the toe of a rolled section or at the square edge of a plate is required from design consideration and is specially designated in the drawing, the toe or edge shall be specially built up with weld metal in such a manner as to ensure full throat thickness, full fusion area and no injury to the parent metal. 8.4.7 If side fillets alone are used in end connections, the length of each side fillet shall not be less than the distance between the fillets. Side fillets may be either at the edges of the members or in slots or holes. The weld shall be of full size throughout and defect free. 8.5 Intermittent 8.8 Fillet Welds in Slots or Holes 8.8.1 When welding inside a slot or a hole, in a plate or other part, in order to join the same to an underlying part, fillet welding may be used along the wall or walls of the slot or the hole, but the latter shall not be filled with weld metal or partially filled in such a way as Fillet Welds 8.5.1 Intermittent fillet weld is applied to the rounded section, the specified size of the weld not exceed 314th of the thickness of the toe. fillet welds shall not be used for 6 IS 1024 : 1999 to form a direct opposite wall. weld metal connection 11.3 Approval between 11.3.1 The contractor shall satisfy the customer the welders are suitable for the work upon which shall be employed. For this purpose, the welder have satisfied the relevant requirements of IS (Part 1). 8.8.2 The dimensions of the slot or hole shall comply with the following limits in terms of the thickness of the steel part in which the slot or hole is formed. a) b) The width or diameter to be not less than three times the thickness or 25 mm whichever is greater; Corners-at the enclosed 12 WELDING IN SOLID WEB GIRDERS 12.1.1 Each flange shall as far as possible, particularly in dynamically loaded structures consist of a single section rather than of two or more sections super imposed. The single section may comprise a series of sections laid end to end and effectively welded at their junctions. is greater; and c) that they shall 7310 12.1 Flange Plates ends of slots to not less than 1.5 be rounded with a radius times the thickness or 12 mm whichever and Testing of Welders The distance between the edge of the part and edge of the slot or hole or between adjacent slots and/or holes not to be less than twice the thickness when measured along the direction of stress and five times the thickness when measured normal to the direction of stress. 9 LAP JOINTS 12.1.1.1 When a tension flange consists of several flange plates built up and connected to each other by welds at their edges, an outer flange plate should not be thicker than an inner plate and the above provision should be satisfied for all flange plates. 9.1 The minimum overlap or parts in stress carrying lap joints shall be four times the thickness of the thinner part. Unless opening out of the parts is prevented, they shall be connected by at least two transverse or two longitudinal fillet welds. 12.1.2 In dynamically loaded structures, flange plates laid end to end shall be joined by butt welds, and welded cover plates shall not be used. Joints in flange plates shall be butt welded and dressed flush before assembly. 9.2 If longitudinal fillet welds are used alone in lap joints of end connections, the length of each fillet weld shall be not less than the perpendicular distance between them. The transverse spacing of longitudinal fillet welds used in end connections shall not exceed 16 times the thickness of the thinner part connected. The longitudinal fillet welds may be in slots in addition to those along the edges, to comply with this provision. 12.2 Web Plates 12.2.1 Splice in the webs of plate girders and rolled sections used as beam shall be made by butt welds dressed flush on all faces, ill the case of dynamically loaded structures. 12.3 Intermediate 12.3.1 Where intermediate stiffeners are connected to the web by intermittent fillet welds placed in pairs, one weld on either side of the stiffeners, the effective length of each weld shall be not less than four times the thickness of the stiffener, subject to a minimum of 40 mm. 10 PLUG WELDS Plug welds shall not normally be provided and in any case shall not be designated to carry stresses. 11 WELDING Stiffeners PROCEDURE 12.3.2 Where staggered intermediate fillet welds are used, the effective length of each weld shall be not less than 10 times the thickness of the stiffener, subject to a minimum of 40 mm. 11.1 The welding procedure shall be as given in IS 9595. A typical welding procedure qualification sheet is given in Annex A (see aLro Annex E of IS 9595). 12.3.3 Fillet welds placed on one side only of the stiffener shall not be used. 11.2 Approval and Testing of Welding Procedures 11.2.1 If so required by the customer, the contractor shall carry out procedure tests in accordance with IS 7307(Part I) to demonstrate by means of a specimen weld of adequate length on a steel representative of that to be used, that he can make satisfactory welds with the welding procedure to be used on the contract. 11.2.1.1 After welding, but before the given in IS 7307(Part 1) are carried out, shall be held as long as possible at room but in any case not less than 72 h, and examined for cracking. 12.3.4 Intermediate stiffeners carrying cross bracings or diaphragms shall not he connected.to the web by intermittent fillet welds. 13 SPECIAL qRECAUTIONS IN WELDING 13.1 Sequence of welding shall be so chosen as to minimize locked up stresses, for example by welding from centre outwards. relevant test the test weld temperature, shall then be 13.2 Heavy restraint at joints may cause undue locked up stresses and hence should be avoided. 7 IS 1024 : 1999 13.3 Where butt welds are specified to be ground flush with the surface of the member, adequate reinforcement should be built up and then chipped and ground flush, the grinding being done in the direction of the stress flow till all transverse marks are eliminated. 13.4 Fillet welds shall not be stopped at comers, but shall be returned round them. 13.5 Defective welds shall be chipped out before final welding. 13.6Craters shall be properly filled up. Table 1 Values of fad N for Fluctuating 13.7 Procedure of welding shall ensure avoidance of vertical and overhead welding as far as practicable, where it is unavoidable, it shall be restricted to unimportant joints. 13.8 All the members/joints shall be properly identified and proper records maintained of such identification. 14 STRENGTHENING OF EXISTING BRIDGES All provisions of this standard shall apply equally to strengthening of existing welded bridges subject to the parent metal being of weldable quality and welding shall not have any adverse effect on the structures. Stresses - Class A Constructional Details (Clauses 52.2, 53.1, 5.3.2 and 5.4) f Q f,, lo cycles (7) Compressive, MW 6x10 cycles (8) 2x10 cycles 10 cycles (9) (10) lay cycles (11) -432.4 432.4 -432.4 -432.4 -390.5 I.0 09 0.8 432.4 403.3 377.9 432.4 393.2 360.5 432.4 386. I 348.7 432.4 376.3 333. I 432.4 361.7 310.9 0.7 0.6 0.5 355.5 335.6 317.R 332.8 309.0 288.5 318.0 292.2 270.3 298.8 270.9 247.7 272.6 242.7 218.7 0.4 0.3 0.2 294.3 214.0 2.56.3 267. I 248.1 232.7 250.3 233.0 218.0 229.4 213.6 199.8 202.5 188.5 176.4 0.1 0.0 -0. I 240.8 227.0 214.2 218.6 206. I 194.4 204.8 193. I 182.1 187.7 177.0 166.9 165.7 156.2 147.4 -432.4 -378.3 -324.3 -412.1 -343.4 -294.4 -386. I -321.8 -275.8 -353.9 -294.9 -252.8 -312.4 -260.4 -223.2 -0.2 -0.3 -0.4 202.7 192.4 183. I 184.0 174.6 166.2 172.4 163.6 155.7 158.0 150.0 142.7 139.5 132.4 126.0 -283.8 -252.2 -227.0 -257.6 -228.9 -206. I -241.3 -214.5 -193.1 -221.2 -196.6 -177.0 -195.3 -173.6 -I 56.2 -0.5 -0.6 -0.7 174.6 166.9 199.9 158.5 151.5 145.1 148.5 142.0 136.0 136.1 130.1 124.6 120.2 114.9 I LO.0 -206.4 -189.2 -174.6 -187.3 -171.7 -158.5 -175.5 -160.9 -148.5 -160.9 -147.5 -136.1 -142.0 -130.2 -120.2 -0 8 -0 9 -1.0 153.4 147.4 141.9 179.2 133.8 128.8 130.4 125.4 120.7 119.6 114.9 110.6 105.6 101.4 97.6 -162.1 -151.3 -141.9 -147.2 -137.4 -128.8 -137.9 -128.7 -120.7 -126.4 -I 18.0 -I 10.6 -111.6 -104.1 - 97.6 _ _ NOTES is positive or negative respectively if the maximum and minimum stresses are of like or unlike sign. I The mtio of tJ/,,. 2 The value given above include the maximum working stresses for alibi steels including those of strength higher than that conforming to IS 8500. IS 1024 : 1999 Table 2 Values of f andN for Fluctuating Stresses - Class B Constructional (Clauses 52.2, 5.3.1, 5.3.2 and 5.4) f oc f,., I .o 0.9 0.X 432.4 40 I .2 374.2 432.4 383.9 345.2 432.4 37 I .6 32S.8 432.4 354.4 300.2 432.b 328.4 264.7 0.7 0.6 0.5 350.6 329.X 311.4 3 13.6 287.3 265.0 290. I 261.4 237.9 260.4 229.9 205.8 221.7 190.7 167.3 0.4 0.3 0.2 288.3 268.4 251.1 245.4 228.5 213.7 220.2 205.0 191.8 190.6 177.4 166.0 154.9 144.2 134.9 0. I 0.0 -0. I 235.9 222.4 209.8 200.8 189.3 178.6 180.2 169.9 160.3 155.9 147.0 138.7 126.8 119.5 112.7 -0.2 -0.3 -0.4 198.6 188.5 179.4 169.0 160.4 152.7 151.7 144.0 137.0 131.3 124.6 118.6 106.7 101.3 96.4 -0.S -0.6 -0.7 171.1 163.5 156.6 145.6 139.2 133.3 130.7 124.9 119.6 113.1 108.1 103.5 -0.x -0.Y -1.0 I so.3 144.4 139.0 127.9 122.9 118.3 114.8 110.3 106.2 99.3 9S.S 91.9 Compressive, Details MPu _ _ -432.4 -432.4 424.7 -432.4 -361.5 432.4 -398.4 -298.8 -432.4 -370.7 -317.7 -378.6 -315.5 -270.4 -339.8 -283. I -242.7 -294.0 -245.0 -210.0 -239.0 -199.2 -170.7 -278.0 -247. I -222.4 -236.6 -210.3 -189.3 -212.3 -188.8 - 169.9 -183.8 -163.3 -147.0 -149.4 -132.8 -I 19.5 91.9 87.9 84.2 -202.2 -185.3 -171.1 -172.1 -157.8 -145.6 -154.4 -141.6 -130.7 -133.6 - 122.5 -I 13.1 -108.7 - 99.6 - 91.9 80.8 77.6 74.7 -I 58.9 -148.3 -139.0 -13.5.2 -126.2 -I 18.3 -121.4 -I 13.3 -106.2 -105.0 - 98.0 - 91.9 - 85.4 - 79.7 - 14.7 NOTES 1 The ratio .fJfMu, is positive or negative respectively of 2 if the muximum and minimum stresses are of like or unlike sign. The value given above include the maximum working strcsscs for all steels including those of strength higher than that conforming to IS 8xX). IS 1024 : 1999 Table 3 Values of f and N for Fluctuating Stresses - Class C Constructional Details (Clauses 5.2.2, 5.3.1, 5.3.2 and 5.4) p Q /_ lo cycles (2) I.0 Ten&+ 6x10 cycles (3) 2x10 cycles (4) MPa 10 cycles (5) f cr &_ lo cycles (6) 10 cycles 6x10 cycles (8) (7) Compresslve, 2x1@ cycles (9) MPa 10 cycles (10) IOX cycles (11) 0.9 0.8 432.4 400.9 373.7 432.4 378.6 336.7 432.4 362.5 312.0 432.4 339.7 279.8 432.4 305.4 236.1 - 0.7 0.6 0.S 349.9 329.0 310.4 303.1 275.6 252.7 273.9 244. I 220.1 237.8 206.8 182.9 192.4 162.4 140.4 - 0.4 0.3 0.2 282.2 258.7 238.8 229.7 210.6 194.4 200.1 183.4 169.3 166.3 152.5 140.7 127.7 117.0 108.0 432.4 -432.4 -421.2 432.4 -366.8 -432.4 -406.5 -304.9 432.4 -312.1 -234. I 0.1 0.0 -0.1 221.7 207.0 195.2 180.5 168.5 158.9 157.2 146.7 138.4 130.7 122.0 115.1 100.3 93.6 88.3 -413.9 -344.9 -295.6 -336.9 -280.8 -240.7 -293.4 -244.5 -209.6 -243.9 -203.3 -174.2 -187.3 -156.1 -133.8 -0.2 -0.3 -0.4 184.8 175.4 166.9 150.4 1 42.8 135.9 131.0 124.3 118.3 108.9 103.4 98.4 83.6 79.4 75.5 -258.7 -230.0 -207.0 -210.6 -187.2 -168.5 -183.4 -163.2 -146.7 -152.4 -135.5 -122.0 -117.0 -104.0 - 93.6 -0.5 -0.6 -0.7 159.2 152.2 14.5.7 129.6 123.9 118.6 112.9 107.9 103.3 93.8 89.7 85.9 72.0 68.9 65.9 -188.1 -172.5 -150.2 -153.2 -140.4 -129.6 -133.4 -122.3 -I 12.9 -110.9 -101.6 - 93.9 - 85.1 - 78.0 - 72.0 -0.8 -0.9 -1.0 139.8 134.4 129.3 113.8 109.4 105.3 99.1 95.3 91.7 82.4 79.2 76.2 63.3 60.8 85.5 -147.8 -138.0 -129.3 -120.3 -112.3 -LOS.3 -104.8 - 97.8 - 91.7 - 87.1 - 81.3 - 16.2 - 66.9 - 62.4 - 58.5 _ _ _ NOTES 1 The ratio of &,J&, 2 The value given above include the maximum woticing stressa to IS 8500. is positive or negative respectively if the maximum 10 and minimum stresses are of like or unlike sign. for all steels including those of strength higher thnn that conforming IS 1024 : 1999 Table 4 Values of f * li cr f, f and iVfor Fhctuating Stresses - Class D Constructional (Clauses 5.2.2, 5.3.1, 5.3.2 and 5.4) Tensile, MPa f oc /, Compressive. Details MPa I IO 10 cycles 6x10 cycles 2x10 cycles IO cycles (1) (2) (3) (4) (5) I .o 0.9 0.8 432.4 392.7 359.7 432.4 367.3 319.2 432.4 349.0 292.5 432.4 323.2 258.0 432.4 284.7 212.2 _ _ 0.7 0.6 0.S 331.8 307.9 287.3 282.3 253.0 229.2 251.8 221.0 196.9 214.7 183.9 160.8 169.1 140.6 120.3 _ _ 0.4 0.3 0.2 261.1 239.4 221.0 208.4 191.0 176.3 179.0 164.1 151.5 146. I 134.0 123.7 109.3 100.2 92.5 0.1 0.0 -0. I 205.2 191.5 180.7 163.7 152.8 144.1 140.7 131.3 123.9 114.8 107.2 101.1 -0.2 -0.3 -0.4 171.0 162.3 154.4 136.4 129.5 123.2 117.2 III.3 105.9 -0.5 -0.6 -0.7 147.3 140.8 134.9 117.5 112.3 107.6 -0.8 -0.9 -1.0 129.4 124.4 119.7 103.2 99.2 95.5 cycles &X10 cycles (7) l(r cycles (6) (8) IO cycles (10) 2x10 cycles (9) 10 cycles (11) 432.4 -432.4 -432.4 -382.0 -432.4 -328.2 -432.4 -357.2 -267.9 400.9 -267.2 -200.4 85.9 80.2 75.6 -383.0 -319.2 -273.6 -305.6 -254.7 -218.3 -262.6 -218.8 -187.5 -214.3 -178.6 -153.1 -160.3 -133.6 -I 14.5 95.7 90.9 86.4 71.6 68.0 64.7 -239.4 -212.8 -191.5 -191.0 -169.8 -152.8 -164.1 -145.9 -131.3 -I 34.0 -I 19.1 -107.2 -100.2 - 89.1 - 80.2 101.0 96.5 92.4 82.0 78.8 75.5 61.7 59.0 56.5 -174.1 -I 59.6 -147.3 -138.9 -127.3 -I 17.5 -I 19.3 -109.4 -101 .o - 97.4 - 89.3 - 82.4 -72.9 -66.8 41.7 88.7 85.2 82. I 72.4 69.6 67.0 54.2 52. I 50. I -136.8 -127.7 -119.7 -109.1 -101.9 - 95.5 - 93.8 - 87.5 - 82.1 - 76.6 - 71.5 - 67.0 - 57.3 _ 53.5 - 50.1 _ NOTES 1 The do 2 of .f,&,. is Positive or negative respectively if the maximum and minimum stresses ure of like or unlike sign. The value given above include the maximum working stresses for all steels including those of strength higher than that conforming to IS 8500. 11 IS 1024 : 1999 Table 5 Values of f nr f,, f andN for Fluctuating Stresses - Class E Constructional (Clauses 5.2.2, 5.3.1, 5.3.2 and 5.4) Tensile, MPs f nr f,, Compressive, IOt cycles 10 cycles 6x10 cycles 2x1@ cycles (6) (7) (8) (9) IO cycles (2) 6x10 cycles (3) 2x1@ cycles (4) 0.8 432.4 383.7 344.8 432.4 348.5 291.9 432.4 323.1 257.9 432.4 287.6 215.4 432.6 236.0 162.3 0.7 0.6 0.9 313.1 286.7 264.4 251.1 220.3 196.2 214.6 183.7 160.6 172.2 143.4 122.9 123.7 99.9 83.8 0.4 0.3 0.2 236. I 213.2 194.4 175.2 158.3 144.3 143.4 129.5 118.1 109.7 99.1 90.4 74.8 67.6 61.6 -432.4 -413.1 -432.4 -408.8 -3066 0. I 0.0 -0. I 178.7 165.3 155.9 132.6 122.7 115.7 108.5 100.4 94.7 83.0 76.8 72.5 56.6 52.4 49.4 -330.5 -215.4 -236. I -0.2 -0.3 -0.4 147.6 140.0 133.3 109.5 103.9 98.9 89.6 8.5.1 81.0 68.6 65.1 61.9 46.8 44.4 42.2 -0.5 -0.6 -0.7 127.1 121.5 116.4 94.4 90.2 86.4 77.2 73.8 70.7 s9.1 S6.S 54.1 -0.x -0.9 -I .o I1 1.7 82.9 79.7 76.7 67.8 6.5.2 62.7 51.9 49.9 48.0 I .o 0.9 107.3 103.3 10 cycles (5) Details MPu IO cycles (10) 10 cycles (ii) _ -432.4 -432.4 -432.4 -334.6 -251.0 -384.0 -256.0 -192.0 -261.8 -174.5 -130.9 -245.3 -204.4 -175.2 -200.8 -167.3 -143.4 -153.6 -128.0 -109.7 -104.7 - 87.3 - 74.8 -206.6 -183.6 -165.3 -153.3 -136.3 -122.7 -125.5 -111.6 -100.4 - 96.0 - as.3 - 76.8 - 65.5 - 58.2 - 52.4 40.3 3a.s 36.9 -150.2 -137.7 -127.1 -111.5 -102.2 - 94.4 - 91.3 - 83.7 - 77.2 - 69.8 - 64.0 - 59.1 - 47.6 - 43.6 - 40.3 35.4 34.0 32.7 -I 18.0 -I 10.2 -103.3 - 87.6 - 81.8 - 76.7 - 71.7 - 66.9 - 62.7 - 54.9 - 51.2 - 48.0 - 37.4 - 34.9 - 32.7 NOTES 1 The ratio .tM,&, is positive or negntive respectively of 2 if the maximum and minimum sttesses ure of like or unlike sign. The value gtven above include the muximum working stresses for uli steels including those of strength higher thun thnt conforming to IS 8.500. 12 ..-_.-- _____.___yII_____ IS 1024 : 1999 Table 6 Values of f and N for Fluctuating Stresses - Class F Constructional (Clauses 5.2.2, 5.3.1, 5.3.2 and 5.4) f or f,., IO cycles (2) 6~10~ cycles (3) 0.9 0.8 432.4 377. I 334.3 432.4 330.3 267.3 0.7 0.6 0.S 300.2 212.5 249.4 0.4 0.3 0.2 Tensile, MPn far f, I 2x10 cycles IO cycles (4) (5) lox cycles (6) 432.4 296.4 225.5 432.4 250.0 175.8 432:4 190.9 122.5 224.4 193.4 169.9 182.0 152.5 131.3 135.6. 110.3 93.0 90.2 71.3 59.0 218.8 194.9 175.7 149.0 132.7 119.7 I IS.2 102.5 92.5 81.6 72.7 65.5 50.9 44.7 40.0 0. I 0.0 -0. I 159.9 146.7 137.5 108.9 99.9 93.7 84.2 77.2 12.4 59.6 54.7 51.3 -0.2 -0.3 -0.4 129.5 122.3 115.8 88.2 83.3 78.9 68.1 64.4 61.0 -0.5 -0.6 -0.7 110.0 IOO.0 75.0 71.4 68.1 -0.8 -0. ) -I .o YS.7 91.7 88.0 65.2 62.5 60.0 I .o 104.8 IO cycles (7) 6x10 cycles (8) Compressive, 2x10 cycles (9) Details MPn 10 cycles (10) 10 cycles (11) _ _ _ -432.4 -432.4 -432.4 -382.2 -432.4 -200.4 -432.4 -400. I -3 14.4 -374.8 -272.5 -214.2 -289.6 -210.5 -165.5 -205.1 -149.2 -I 17.2 -125.2 - 91.1 - 71.6 36.4 33.4 31.3 -258.9 -220. I -191.4 -176.4 -149.9 -130.4 -136.3 -I 15.8 -100.7 - 96.5 - 82.1 - 71.4 - 58.9 - so.1 - 43.6 48.3 45.6 43.2 29.5 27.8 26.4 -169.3 -151.8 -137.6 -I 15.3 -103.4 - 93.7 - 89.1 - 80.0 - 72.4 - 63.1 - 56.6 - 51.3 - 38.5 - 34.6 - 31.3 57.9 55.2 52.7 41.0 39.1 37.3 25.1 23.9 22.8 -125.8 -I 15.8 -107.4 - 85.7 - 78.9 - 73.1 - 66.2 - 61.0 - 56.5 - 46.9 - 43.2 - 40.0 - 28.6 - 26.4 - 24.4 so.4 48.3 46.3 35.7 34.2 32.8 21.8 20.9 20.0 -100.0 - 93.7 - 88.0 - 68.1 - 63.8 - 60.0 - 52.7 - 49.3 - 46.3 - 37.3 - 34.9 - 32.8 - 22.8 - 21.3 - 20.0 NOTES is positive or negative respectively if the maximum and minimum sttesses are of like or unlike sign. 1 The ratio of .&J&, 2 The value given ubove include the maximum working stresses for ull steels including those of strength higher thnn that conforming 10 IS x500. 13 IS 1024 : 1999 Table 7 Values of f and N for Fluctuating Stresses - Class G Constructional 5.2.2, 5.3.1, 5.3.2 and 5.5) (Clauses f er &_, Compressive, I8 6x10 cycles cycles (2) I .o 2x10 cycles (4) (3) Details MPa 10 cycles lo* cycles 10 cycles 6x10 cycles 2xloh cycles IO cycles IO cycles (5) (6) (7) (8) (9) (10) (11) 0.9 0.8 432.4 356.0 302.5 432.4 292.6 221.1 432.4 248.1 174.0 432.4 190.9 122.5 0.7 0.6 0.5 263.0 232.6 208.5 177.7 148.5 127.6 134.0 108.9 91.7 90.2 71.3 59.0 90.2 71.3 59.0 0.4 0.3 0.2 179.7 158.0 140.9 I 10.0 94.7 86.2 79.1 69.5 62.0 50.9 44.7 39.9 0. I 0.0 -0.1 127.1 I IS.8 107.9 77.8 10.9 66.0 55.9 51.0 47.5 -0.2 -0.3 -0.4 100.9 94.8 89.4 61.8 58.0 54.7 -0.5 -0.6 -0.7 84.6 80.2 76.3 -0.8 -0.9 -1.0 72.8 69.5 66.6 _ _ 432.4 190.9 122.5 _ -432.4 -432.4 -296.4 -366.3 -213.1 -235.7 -137.1 -235.1 -137.1 50.9 44.7 39.9 -341.6 -263.8 -214.9 -209.0 -161.4 -131.5 -150.3 -116.1 - 94.5 - 96.7 - 74.7 - 60.8 - 96.7 - 74.1 - 60.8 36.0 32.8 30.5 36.0 32.8 30.5 -181.2 -I 56.7 -138.0 -I 10.9 - 95.9 - 84.5 - 79.7 - 69.0 - 60.7 - 51.3 - 444 - 39.1 - 51.3 - 44.4 - 39.1 44.4 41.7 39.3 28.6 26.8 25.3 28.6 26.8 25.3 -123.3 -I II.5 -101.7 - 75.5 - 68.2 - 62.2 - 54.3 - 49.1 - 44.7 - 34.9 - 31.6 - 28.8 - 31.6 - 28.8 51.8 49.1 46.7 37.2 35.3 33.6 23.9 22.7 21.6 23.9 22.7 21.6 - 93.5 - 86.5 - 80.5 - 51.2 - 53.0 - 49.3 - 41.1 - 38.1 - 35.4 - 26.5 - 24.5 - 22.8 - 26.5 - 24.3 - 22.8 44.6 42.6 40.8 32.0 30.6 29.3 20.6 19.7 18.9 20.6 19.7 18.9 - 75.3 - 70.7 - 66.6 - 46.1 - 43.3 - 40.8 - 33.1 - 31.1 - 29.3 - 21.3 - 20.0 - 18.9 - 21.3 - 20.0 - 18.9 . - 34.9 NOTES 1 The mtio of j,,J_ 2 The value given above include the maximum working stresses for all steels including those of strength higher than that conforming to IS 8500. is positive or negative Table 8 respectively Minimum Over mm 0) 6 12 18 36 56 IS0 of Thicker and minimum sttesses are of like or unlike sign. Size of First Run of a Fillet Weld (Clauses Thickness if the maximum 8.4.3 and 8.5.4) Part Size of Fillet Weld Up to and Including mm (21 mm (3) 3 4 6 8 10 12 16 6 12 18 36 56 150 14 IS 1024 : 1999 ANNEX A (CZuuse11.1) TYPICAL Specification Welding WELDING PROCEDURE No . .......................................................................Date. ..... ...........,....................................................... Process . ... ... .. .. .... ..... .... .. .... ...... ...... ...... ....... ....... ....... ...Manual Material Specification:Grade.. Thickness DATA SHEET ..................... of IS. ................................. or Machine .. .... .... .. ... ..... ... .... .. .. ... .. ..... .... . Batch/Cast No. ....................................... .. ... ............................................................................................................................................................. Filler Metal Specification ... ... .... ...... ...... ...... ....... ....... ... .. ...... ....... .... ... ... .. ... ... ... ...... ..... ... .. ... ..... .. ... .. ..... ... ................. Weld Metal Analysis . ....._....................................................... FLUX OR SHIELDING ......,........................................................................... GAS Flux Trade Name or Composition ................. .................................................................................................................... Inert Gas Composition.. ........................................................................................................................................... Trade Name.. ...................................... Is Backing Flow Rate.. .................................................................................................... .............................................................................................................................................. Strip Used ? Preheat Temperature Interpass Temperature Range.. ....................................................................................................................................... Range.. ..................................................................................................................................... Postheat Treatment ................................................................................................................................................... WELDING PROCEDURE Single or Multiple Pass .... .. .. ..... .... ... .. ..... ...... ....... .. .. .. ..... ...... ... ... .... .... ...... ..... ... . ... ...... .. ...... .. ..... .. .... .. .. ... . .. ... .... ....... 15 IS 1024 : 1999 Single or Multiple Welding Arc . .. ..... ..... .... .. .... .. ... ... .... ...... ... ...... .... ... .... .........~..................................................................... Position(s) .. .... ... ..... .... ....... .. ... ... ... ... .. ....... ...... ....... ...... ...... ..... ........ ..... ...... ... ...... ... .. ... .... .. .. ..... ..... ... ..... ..... . FOR INFORMATION Electrode/Filler ONLY Wire Diameter .............................................................................................................................. Trade Name.. ............................................................................................................................................................ Type of Backing .. ..... ...... .. ... ..... ... ...... ..... ....... ... .... .. ... ..... .... ... ....... ... ... ...... .. .... .. .... .. .... .. ... ...... .................................. * Forehand WELDING or Backhand ... ...... ..... ..... ....... .... ....... ... ....... .. ....... ........ ..... ...... ..... .. .... .... ... ... .... .... ... ... ... ... ... ....................... TECHNIQUES Joint Details ... ... .. .. . ..... ... .. .. ...... ..... ...... ...... .... ... ....... ...... ....... ...... .... ... ... ... ... ........ ...... ...... ....... ..... ....... .... .... .... .... ... ..... Amps ,.........,.............,..,,............ Volts .. .. .... ......... ....... ....... .... .. ...... ... .... ... ...... ..... .. ...................................................... Electrode Consumed (cm/m) ..... .. .. .. ....... ...... .. ............... ..... .... ................... .. .. ............. ......... .. .... .. .. .... ... .. .. .. .. ................. Current .. .... .. .. ..... ... .. ... ..... .... .....Polarity .. ..... .... .... ..*.................................................................................................... Size of Reinforcement .......................... Whether Removed.. ................................................................................... Inspection and Test Schedules.. .................................................................................................................................. Signature 16

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