Indian Standard IS 16172:2023 PDF

भारतीय मानक IS 16172 : 2023 Indian Standard कंक्रीट में प्रयुक्त इस्पात सरियों के यांत्रिक संबंधन हेतु प्रबलन युग्मक — त्रित्रित्रि ( पहला पनु रीक्षण ) Reinforcement Couplers for Mechanical Splices of Steel Bars in Concrete ― Specificat...

भारतीय मानक IS 16172 : 2023 Indian Standard कंक्रीट में प्रयुक्त इस्पात सरियों के यांत्रिक संबंधन हेतु प्रबलन युग्मक — त्रित्रित्रि ( पहला पनु रीक्षण ) Reinforcement Couplers for Mechanical Splices of Steel Bars in Concrete ― Specification ( First Revision ) ICS 77.140.15  BIS 2023 भारतीय मानक ब्यरू ो BUREAU OF INDIAN STANDARDS मानक भवन, 9 बहादरु शाह ज़फर मार्ग, नई ददल्ली - 110002 MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG NEW DELHI - 110002 www.bis.gov.in www.standardsbis.in November 2023 Price Group 9 Concrete Reinforcement Sectional Committee, CED 54 FOREWORD This Indian Standard (First Revision) was adopted by the Bureau of Indian Standards, after the draft finalized by the Concrete Reinforcement Sectional Committee had been approved by the Civil Engineering Division Council. Various method of reinforcement splicing that are in use include lapping, welding and by mechanical means. Lapping of reinforcement bars using binding wires has been the conventional method and is still widely used in construction projects. Mechanical means of splicing of reinforcement bars involve joining of two reinforcement bars end to end using a reinforcement coupler and is a relatively new method being adopted in various projects. Mechanical splices may be reliable under conditions of cyclic loading into the inelastic range and may also be advantageous at locations where inelastic yielding may occur. Mechanical splicing of large diameter bars are often advantageous as this results in less congestion during concreting and faster construction. However, the condition and quality of the concrete and minimum clear cover requirements are to be ensured even in case of mechanical splicing of bars. Further, the material of the reinforcement coupler should be compatible with the material of the reinforcement bar to be spliced and as well as with the concrete. With increased use of mechanical splicing systems and reinforcement couplers in construction, this standard was first formulated in 2014 so as to cover the requirements for reinforcement couplers for use with reinforcing bars conforming to IS 1786 : 2008 ‘High strength deformed steel bars and wires for concrete reinforcement (second revision)’. In this version of the standard, the requirements for couplers were based on the properties of reinforcing bars of grade Fe 550D of IS 1786. It was so done because the product was new, and the need was felt to rationalize varieties so as to avoid difficulty in storing/stacking; for ease of identification by users (including construction workers); and to avoid inadvertent wrong use of couplers at construction sites. It was therefore decided by the committee to restrict the standard to cover couplers corresponding to the highest commonly used grade, that is Fe 550D. It was, however, also provided then, that for specific projects which may require use of reinforcement bars of grades lower than Fe 550D only, the requirements for such couplers may be as agreed between the purchaser and the manufacturer or as specified by the engineer-in-charge of the project, subject to meeting the minimum requirements specified in the standard. Similarly, in view of limited production and use of reinforcement bars of Fe 600 grade at that time, requirements of couplers to be used with such bars were also not covered, and their specifications were also to be mutually agreed. With the further increased use of couplers in various projects and experience gained over the years, the committee now decided that the standard should cover reinforcement couplers corresponding to each of the grades covered in IS 1786, for appropriate use by the concerned stakeholders. Accordingly, in this revision of the standard the following major changes have been incorporated: a) The title of the standard has been modified from ‘Reinforcement couplers for mechanical splices of bars in concrete — Specification’ to ‘Reinforcement couplers for mechanical splices of steel bars in concrete — Specification’. b) The scope of the standard has been extended to cover reinforcement couplers corresponding to all the grades covered in IS 1786. c) Definitions of some terms have been modified for more clarity and new terms and their definitions have also been added. d) Hybrid couplers have been included. e) Provisions on reducer/transition couplers have been added. f) Disengagement test for threaded couplers has been incorporated. g) The provisions on tensile strength, cyclic test, high cycle fatigue test have been modified to cover requirements for various grades of couplers. h) Slip test requirements have been modified to address swaged coupling sleeves, grout/steel filled coupling sleeve, etc, having length more than 100 mm.  j) Provisions on information to be provided in the test report of static tensile test have been modified, for clarity. k) Provisions on packing of couplers have been added. m) The frequency of sampling and criteria for conformity for acceptance test has been modified considering the requests received from the industry as well as keeping in view the provisions for the same in the international standard. The sampling plan has been based on consignment sizes normally encountered and in accordance with IS 2500 (Part 1) : 2000/ISO 2589-1 : 1999 ‘Sampling procedure for inspection by attributes: Part 1 Sampling schemes indexed by acceptance quality limit (AQL) for lot-by-lot inspection (third revision)’. n) The validity period of various type tests has also been modified in view of practical considerations. p) Quality control checks to be practiced during mechanical splicing of reinforcing bars using couplers have been included for guidance. This standard covers requirements that apply to reinforcement couplers only. This standard does not cover the performance requirements of mechanically spliced joints in the field. Information on commonly used reinforcement couplers are given in Annex A. Users may ascertain the limitations associated with use of different types of reinforcement couplers and are encouraged to follow minimum precautionary installation measures, as applicable. Quality control checks to be practiced at construction site during mechanical splicing of reinforcing bars using couplers covered by this standard have been covered in Annex G for guidance. Users are also encouraged to carry out corrosion test in the coupler-bar connections exposed to marine or severe environmental conditions to rule out any risk of galvanic corrosion. Specialist literature may be referred to in such cases. The provisions on splicing of reinforcement bars are covered in IS 456 : 2000 ‘Plain and reinforced concrete — Code of practice (fourth revision)’. Assistance has been derived from the following International Standards in the formulation of this standard: International Standard Title ISO 15835-1 : 2018 Steels for the reinforcement of concrete — Reinforcement couplers for mechanical splices of bars — Part 1: Requirements ISO 15835-2 : 2018 Steels for the reinforcement of concrete — Reinforcement couplers for mechanical splices of bars — Part 2: Test methods ISO 15835-3 : 2018 Steels for the reinforcement of concrete — Reinforcement couplers for mechanical splices of bars — Part 3: Conformity assessment scheme Keeping in consideration the design principles applicable for reinforced concrete, construction practices followed, installation techniques and equipment used in field and the skill level of construction workers, deviations have been made in this standard from the International Standards. The major deviations are: a) Requirements have been aligned for use of couplers with reinforcement bars conforming to IS 1786; b) Varieties as covered in the previous version of IS 16172, that is, Class L and Class H have been retained, unlike the ISO standard which now covers three varieties, namely, basic, fatigue and seismic. As most parts of the country is earthquake prone, low cycle fatigue test requirement has been specified for all classes of couplers; c) Changes have been made in the requirement of low cycle fatigue test, considering the earthquake vulnerability of India and relevant testing facilities available in the country; d) A cyclic test of 100 cycles in tension has been specified which simulate to loading experienced in tall and stack like structures; and e) Standard temperature conditions prevailing in the country have been adopted in the test methods. The technical committee responsible for the formulation of this standard has opined that use of reinforcement couplers conforming to the requirements given in this standard is very important for ensuring structural safety of structures wherein they are adopted. The composition of the Committee and the Working Group responsible for formulation of this standard is given in Annex H. For the purpose of deciding whether a particular requirement of this standard is complied with, the final value, observed or calculated, expressing the result of a test or analysis shall be rounded off in accordance with IS 2 : 2022 ‘Rules for rounding off numerical values (second revision)’. The number of significant places retained in the rounded off value should be the same as that of the specified value in this standard.  IS 16172 : 2023 Indian Standard REINFORCEMENT COUPLERS FOR MECHANICAL SPLICES OF STEEL BARS IN CONCRETE ― SPECIFICATION ( First Revision ) 1 SCOPE IS No. Title 1.1 This standard covers the requirements and tests IS 12872 : 2021 Metallic materials — applicable to reinforcement couplers to be used in /ISO 9513 : 2012 Calibration of extensometer reinforced concrete constructions for mechanical systems used in uniaxial splicing of reinforcement bars conforming to testing (second revision) IS 1786. 3 TERMINOLOGY 1.2 The provisions of this standard applies to tension and tension-compression couplers subject to For the purpose of this standard, the terms and satisfying the performance criteria of this standard. definitions given in IS 1786 and the following shall apply. 1.3 This standard does not cover compression-only couplers such as end bearing sleeves and coupling 3.1 Mechanical Splice — Complete assembly of a sleeve and wedge. coupler including any additional intervening material or other components providing a splice of 2 REFERENCES two reinforcing bars. The standards given below contain provisions 3.2 Reinforcement Coupler — Coupling sleeve or which, through reference in this text, constitute threaded coupler or hybrid coupler for mechanical provision of this standard. At the time of splices of reinforcement bars (see Annex A) for the publication, the editions indicated were valid. All purpose of providing transfer of axial tensile force standards are subject to revision, and parties to and compressive force from one bar to the other. agreements based on this standard are encouraged to investigate the possibility of applying the most 3.3 Coupler Length — Actual length of the reinforcement coupler including all load transferring recent editions of these standards: parts, if more than one, and including lock nuts, if IS No. Title any. IS 1608 (Part 1) : 2022 Metallic materials — 3.4 Length of Mechanical Splice — Length of /ISO 6892-1 : 2019 Tensile testing: Part 1 reinforcement coupler plus two times the nominal Method of test at room bar diameter at both ends of the coupler temperature (fifth revision) (see Fig. 1). IS 1786 : 2008 High strength deformed NOTE — This is a conventionally accepted definition to steel bars and wires take into account the affected zone in an approximate way. for concrete reinforcement — Specification (fourth 3.5 Slip — The permanent extension of a revision) mechanical splice after being loaded to a defined load level. IS 1828 (Part 1) : 2022 Metallic materials — /ISO 7500-1: 2018 Calibration and verification 3.6 Slip Measurement Device — The assembly of static uniaxial testing constituted by the extensometer and any system used machines: Part 1 Tension/ to fix it to the mechanical splice. Compression testing 3.7 Tests machines — Calibration and verification of the 3.7.1 Type Tests — Tests carried out to prove force-measuring system conformity with the standard. These are intended for (fifth revision) product/type approval and are carried out whenever a change is made in the type of the reinforcement IS 4905 : 2015 Random sampling and coupler or manufacturing process/conditions or /ISO 24153 : 2009 randomization procedures crimping method or forging or threading machine. (first revision) 1 IS 16172 : 2023 3.7.2 Acceptance Tests — Tests carried out on 8 NOMINAL SIZES samples taken from a lot passing type tests for the The nominal sizes of reinforcement couplers based purpose of acceptance of the lot. on their internal diameter shall correspond to the 4 TYPES OF REINFORCEMENT COUPLERS nominal sizes of bars covered under IS 1786. There are various types of reinforcement couplers 9 PERFORMANCE REQUIREMENTS used in mechanical splicing of bars in reinforced 9.1 All reinforcement couplers shall meet the concrete constructions. Some of the commonly used performance requirements of 9.2, 9.3, 9.4 and 9.5.1. mechanical splicing systems based on the type of Class H couplers in addition to above, shall also reinforcement coupler used in them have been meet the requirements of 9.5.2. described in Annex A. 9.1.1 The requirements apply to the reinforcement 5 CLASSIFICATION coupler even though the above tests on the coupler are carried out on a mechanical splice that has been 5.1 Reinforcement couplers supplied in accordance installed in accordance with the manufacturer’s with this standard shall be classified into the written instructions. following classes: 9.2 Static Tensile Test a) Class H; and b) Class L. 9.2.1 Tensile Strength The tensile strength of the mechanical splice when 5.1.1 Couplers which meet both low cycle fatigue tested in accordance with the details given in Annex test and high cycle fatigue test requirements of 9.5.1 B shall meet either of the following requirements: and 9.5.2 respectively shall be classified and designated as class H coupler. a) It shall not be less than 130 percent of fy (where, fy = specified minimum yield stress 5.1.2 All other couplers which meet only low cycle or 0.2 percent proof stress given in IS 1786 fatigue test requirement of 9.5.1 shall be classified for the grade of reinforcement bar to be and designated as class L coupler. spliced) irrespective of the location of NOTE — Class H couplers are recommended for use in failure; or concrete structures which are subjected to high cycle of b) If it is less than 130 percent of fy (where, fatigue like road bridges, railway bridges, machine foundations, tall buildings, slender structures like stack, etc. fy = specified minimum yield stress or 0.2 percent proof stress given in IS 1786 for 6 MANUFACTURE the grade of reinforcement bar to be Reinforcement couplers shall have adequate spliced), the failure shall occur in the bar strength, length and internal threads (in case of outside the length of the mechanical splice threaded couplers) as per manufacturer’s design to (see 3.4). be able to meet the performance requirements of this In case of reducer/transition coupler which are used standard. for splicing reinforcement bars of two different 7 WORKMANSHIP AND FINISH sizes, the above criteria as in Sl No. (a) or (b) shall be measured with respect to lower size bar. 7.1 All reinforcement couplers shall be finished 9.2.1.1 Disengagement test for threaded couplers smooth and shall be free from burrs, cracks and other manufacturing defects. The threads of threaded The safety margin in threading of reinforcing bar couplers and hybrid coupler (wherever applicable) and coupler design shall be such that required shall be cleanly formed and shall be free from performance for static tensile test as per Annex B is imperfections. ensured even if 15 percent of the total thread’s length, equally distributed on both sides (7.5 percent 7.2 The thread quality of the coupler, wherever on both sides), are out of coupler. applicable shall be verified after manufacturing, with the help of suitable ‘GO’ and ‘NO GO’ gauge 9.2.2 Percentage Elongation duly calibrated. The test frequency shall be 1 piece The minimum percentage elongation at maximum at production start-up and 5 pieces per hour of force (also termed as uniform elongation) when manufacturing per diameter of the same cast of the measured in accordance with the method given in raw material. Whenever desired by the purchaser, Annex B in the reinforcing bar outside the length of the records of these tests shall be made available to the mechanical splice shall be minimum 3 percent them by the manufacturer. before the failure of the test piece. 2  IS 16172 : 2023 9.3 Slip Test 10 TESTS The total slip value, ∆Ls, when measured in 10.1 Classification of Tests accordance with the test procedure described in Annex C shall be as given below: 10.1.1 The static tensile test shall constitute acceptance test. a) ∆Ls ≤ 0.10 mm for coupler length ≤ 100 mm; b) ∆Ls ≤ 0.20 mm for coupler length 10.1.2 The following shall constitute type tests: ≥ 300 mm; and a) Static tensile test; c) Slip value shall be interpolated for coupler b) Slip test; lengths between 100 mm and 300 mm (see c) Cyclic tensile test; Note below). d) Low cycle fatigue test; and NOTE — This standard applies to tension and e) High cycle fatigue test for class H couplers tension-compression couplers such as threaded only. couplers, swaged coupling sleeves, grout/steel filled coupling sleeve, etc. Length of threaded 10.2 Selection and Preparation of Test Sample coupler used for splicing of reinforcement bars in civil construction is less than 100 mm. Swaged for Performance Tests coupling sleeves, grout/steel filled coupling sleeves are more than 100 mm in length, where 10.2.1 All tests specified under 10.1.1 and 10.1.2 higher slip value can be permitted. Longer the and described in Annex B to Annex E shall be coupler length, larger the volume of concrete carried out on mechanical splices assembled in the through which the coupler slip will dissipate. manner as they are prepared for normal use, with a 9.4 Cyclic Tensile Test reinforcement bar conforming to minimum yield stress or 0.2 proof stress in IS 1786 for the grade of The mechanical splice shall withstand 100 cycles of reinforcement bar to be spliced. The above tests the stress variation from 5 percent to 90 percent of shall be conducted on selected sample to ensure fy (where, fy = specified minimum yield stress or conformity with the performance requirements laid 0.2 percent proof stress given in IS 1786 for the down in 9.2 to 9.5. grade of reinforcement bar to be spliced) when tested in accordance with the details given in NOTE — Assembled and prepared for normal use implies Annex D without loss of static tensile strength to carry out the assembling according to the manufacturer’s capacity when compared with like specimen. The installation instructions. static tensile strength capacity of the test piece shall be determined by testing it statically to failure in 10.2.2 A reference bar from the same heat and accordance with the procedure given in Annex B conforming to the grade of IS 1786 for which the after subjecting it to stress cycles. coupler is intended, shall be tested to determine its actual mechanical properties. The performance of 9.5 Fatigue Test some types of mechanical splices is dependent on There are two types of fatigue tests namely low the rib geometry of the steel reinforcing bar. The cycle fatigue test and high cycle fatigue test. All specified rib geometry shall be provided by the reinforcement couplers shall satisfy the requirement supplier and recorded with the test results, however, for low cycle fatigue test as specified in 9.5.1. this requirement shall not apply to threaded Couplers of class H in addition to above shall also couplers. meet the high cycle fatigue test requirement as specified in 9.5.2. 10.2.3 The test pieces shall be prepared according to 9.5.1 Low Cycle Fatigue Test the installation instructions provided by the manufacturer. The coupler shall be positioned in the The mechanical splice shall withstand 10 000 middle of the test piece. cycles of alternating tension and compression load when tested in accordance with the method given in 11 SAMPLING AND CRITERIA FOR Annex E. CONFORMITY 9.5.2 High Cycle Fatigue Test for Class H Reinforcement Coupler Only 11.1 The sampling procedure and the criteria for conformity shall be as given in Annex F. The mechanical splice, when tested in accordance with the method given in Annex E, shall withstand 11.2 Where at a project site, reinforcement coupler 2 000 000 cycles of varying axial tensile load with a is used for splicing of two different sizes of stress range, 2σa , of 60 MPa without failure. The reinforcing bars (referred as reducer or transition upper stress, σMax , in the test shall be 0.6fy, where coupler), as the weaker section will be the lower fy = specified minimum yield stress or 0.2 percent diameter, type test reports of higher diameter bar proof stress given in IS 1786 for the grade of coupler shall be acceptable. reinforcement bar to be spliced. 3 IS 16172 : 2023 12 PACKING indelibly and clearly marked indicating the class All couplers shall be protected against rust by designation of the coupler and the nominal size and application of rust prevention methods/measures or the highest grade of reinforcing bar for which it is by packing in volatile corrosion inhibitor (VCI) intended. bags. The couplers shall be packed in stackable 15.2 Each reinforcement coupler shall be indelibly wooden boxes for delivery to site as per and clearly marked by the manufacturer or supplier manufacturer’s delivery lot size. with its nominal size and batch number from which 13 INSTALLATION INSTRUCTIONS the original cast of the raw material and the date of manufacturing can be traced. Every facility shall be The manufacturer/supplier shall provide written given to the purchaser or his authorized installation instructions. The installation representative for tracing the reinforcement couplers instructions shall be clear and understandable. The to the cast from which they were made. Each coupler described installation procedure of the shall be identifiable by marks/brands which indicate reinforcement coupler shall be repeatable and able the name of the manufacturer or their brand name. to achieve its performance under different job site circumstances. 15.3 BIS Certification Marking 14 QUALITY CONTROL AT SITE The reinforcement coupler conforming to the The quality control checks to be practiced at project requirements of this standard may be certified as per site during mechanical splicing of reinforcing bars the conformity assessment schemes under the using couplers covered by this standard, are given in provisions of the Bureau of Indian Standards Act, Annex G for guidance. 2016 and the Rules and Regulations framed thereunder, and the reinforcement coupler may be 15 IDENTIFICATION AND MARKING marked with the Standard Mark. 15.1 Each reinforcement coupler container shall be 4  IS 16172 : 2023 ANNEX A (Foreword and Clause 4) DIFFERENT MECHANICAL SPLICING SYSTEMS BASED ON TYPE OF REINFORCEMENT COUPLER USED A-1 MECHANICAL SPLICING SYSTEMS thread length is not through and through and the BASED ON THREADED COUPLER middle portion of the coupler is solid. NOTE — The effect of reduction in bar diameter at the ends A-1.1 In these types of mechanical splicing systems, due to threading, on strength capacity of the reinforcement the threaded ends of the reinforcing bar are joined bars should be kept in consideration when using such together using internally threaded coupler and with splicing systems. appropriate tightening (see A-1.1.1, A-1.1.2 and A-2 MECHANICAL SPLICING SYSTEMS A-1.1.3). BASED ON COUPLING SLEEVE A-1.1.1 Mechanical Splicing Systems with Parallel A-2.1 Mechanical Splicing Systems with a Threaded Couplers Crimped Sleeve A mechanical splice system with parallel threaded Use of mechanical splicing systems with a crimped couplers is one in which the ends of the sleeve is applicable to all deformed reinforcing bars. reinforcement bars are sawn square and a parallel It consists of the introduction of the bars to be thread is formed on the ends, which are then spliced into a sleeve which is crimped by means of connected by a coupler having matching internal a hydraulic crimping tool onto the deformed bars in parallel threads. order to fill the voids between them and the inner NOTE — The occurrence and impact of play between the surface of the sleeve. The deformations on the bar reinforcement bars and the coupler should be kept in penetrate into the relatively softer steel of the sleeve consideration when using such splicing systems. The effect and the deformations work in shear. of reduction in bar diameter at the ends due to threading, on NOTE — The impact of lengthening of the sleeve during strength capacity of the reinforcement bars should also be crimping should be kept in consideration while using such considered. splicing systems. A-1.1.2 Mechanical Splicing Systems with Upset A-2.2 Mechanical Splicing Systems with Injected Parallel Threaded Couplers Sleeves A mechanical splice system with upset parallel In these mechanical splicing systems, the space threaded coupler is one in which the ends of the between the reinforcing bars and the sleeve is reinforcement bars are sawn square and then filled/injected with special molten metal or grout or hydraulically enlarged by cold forging, such that epoxy resin, which forms a rigid interlocking layer the core diameter of the bar is increased to a pre- between the bar deformations surface and the determined diameter. A parallel thread is cut or preformed frictional surface inside the sleeve. formed onto the upsized/enlarged end of the reinforcing bars, which are then connected by a A-3 MECHANICAL SPLICING SYSTEMS coupler having matching internal parallel threads. BASED ON SHEAR BOLTING NOTE — The occurrence and impact of play between the In these mechanical splicing systems, the sleeve reinforcement bars and the coupler should be kept in contains high-strength radially-arranged shear bolts consideration when using such splicing systems. of appropriate sizes which are tightened by using appropriate torque to provide an interlocking A-1.1.3 Mechanical Splicing Systems with Tapered mechanism between the reinforcing bar Threaded Couplers deformations and the interior surface of the sleeve. A mechanical splice system with tapered threaded A-4 MECHANICAL SPLICING SYSTEMS coupler is one in which the ends of reinforcement BASED ON HYBRID CONNECTIONS bars are sawn square and a tapered thread is formed onto the bar to suit the taper threads inside the A-4.1 In this mechanical splicing systems, the rebars coupler. The reinforcement bars are then connected are connected with combination of any of the by the coupler having matching internal threads. The systems specified in A-1, A-2 and A-3. 5 IS 16172 : 2023 ANNEX B (Clauses 9.2.1, 9.2.1.1, 9.2.2, 9.4, 10.2.1, D-3.2 and E-3.1) METHOD OF STATIC TENSILE TEST B-1 PREPARATION OF TEST PIECE same bar used for the preparation of spliced specimen shall be performed to establish actual The test piece for the tensile test shall be prepared in tensile strength of the reinforcing bar. accordance with 10.2. It shall be sufficiently long to ensure a free length between the grips of the testing For the calculation of stresses, the effective cross- machine to allow determination of percentage sectional area of the reinforcing bar shall be used. elongation at maximum force. The minimum B-3.2 Percentage Elongation at Maximum Force sufficient free length of the test piece for the tensile test (L3) in millimeters shall be 400 + L, where L is The gauge length for determining percentage the length of the mechanical splice (see 3.4 and elongation at maximum force for both spliced and Fig. 1). un-spliced specimens shall be the same. In spliced specimens, it shall be located outside the length of B-2 TESTING EQUIPMENT the mechanical splice in both the bars (see Fig. 1). The testing equipment shall conform to IS 1608 (Part 1). The percentage elongation at maximum force shall be tested and measured according to IS 1608 (Part 1) B-3 TEST PROCEDURE outside the length of the mechanical splice on both B-3.1 Tensile Strength sides of the connection. Both values shall be The tensile strength shall be determined by means of recorded and the largest shall be used to assess test carried out in accordance with IS 1608 (Part 1). conformity. A tensile test on an un-spliced specimen from the FIG. 1 DEFINITION OF LENGTHS FOR MEASURING ELONGATION AND SLIP OF THE MECHANICAL SPLICE 6  IS 16172 : 2023 B-4 Test Report c) Load-extension curve to the smaller of B-4.1 Each individual test report on both the spliced 2 percent strain or the strain at and un-spliced specimens shall include at least the specified tensile strength of the following information: reinforcing bar; and a) Tensile strength; d) Location of failure for spliced b) Total percentage elongation at specimen. maximum force; ANNEX C (Clause 9.3) METHOD OF SLIP TEST C-1 PRINCIPLE 10.2. The gauge length of the extensometers shall be between (L1 + 2d) and (L1 + 6d), as close to (L1 + 2d) The slip (∆Ls) across the mechanical splice shall be as possible. The minimum sufficient free length of found as the difference between the measured gauge the test piece for the slip test (L3) in millimeters shall length after unloading the mechanical splice from a be 250 + L, where L is the length of mechanical load level of at least 0.6 fy (where splice (see 3.4 and Fig. 1). fy = specified minimum yield stress or 0.2 percent proof stress in IS 1786 for the grade of NOTE — Some types of extensometers have a fixed gauge length, which may not be equal to the length of the reinforcement bar to be spliced) and the gauge mechanical splice (see 3.4). In case of choice, a shorter length prior to loading: gauge length is preferable. Ls Lg2 Lg1 C-3 TESTING EQUIPMENT where Lg2 = gauge length measured after releasing the C-3.1 The tensile testing machine to be used shall load; and conform to IS 1608 (Part 1). Lg1 = gauge length measured after gripping the C-3.2 The extensometer used shall be of Class 1 or sample in the tensile testing machine and better and shall be in accordance with IS 12872. The prior to loading. extensometer used to determine the slip shall be at C-2 PREPARATION OF TEST PIECE least a two-point (averaging) type, but preferably a three-point (averaging) type (see Fig. 2). The test piece shall be prepared in accordance with FIG. 2 PRINCIPLE OF SLIP MEASUREMENT 7 IS 16172 : 2023 C-3.3 The slip measurement device shall be rigid d) The gauges shall be set to zero after closure enough, and fixed securely, so that the slip can be of the jaws of the tensile testing machine. measured with an accuracy of not less than 0.01 mm. e) An axial tensile load shall be applied such C-3.3.1 The accuracy of slip measurement device that the tensile stress in the reinforcing bar should be checked periodically (for example, equals 0.6 fy (where fy = specified minimum annually and always, if there is a change in the yield stress or 0.2 percent proof stress in testing conditions) by performing the test on a IS 1786 for the grade of reinforcement bar to control bar with the same gauge length. The be spliced). The force to be applied shall be measurement accuracy is computed as the sum of determined using the nominal cross-sectional the accuracy of the extensometer (as stated by its area of the reinforcing bar. The load shall be manufacturer) plus the error that could be generated maintained until a steady reading is obtained by the fixing devices. The measurement accuracy is on both dial indicators, and shall not deviate the reading after the load is returned to zero. from the theoretical load by more than C-4 TEST PROCEDURE ± 3 percent. The recommended maximum speed of loading is 500 MPa/min. a) The test piece shall be gripped in the tensile testing equipment in such a way that the load f) The load shall then be reduced to 10 MPa is transmitted axially and as much as and the readings of the two/three possible free of any bending moment on the extensometers, as applicable shall be taken. whole length of the test piece. g) Sum the value of the readings and divide the b) The slip measurement device shall then be resultant sum by two or three as the case attached such that the dial indicators are may be. The result shall be reported as total 180º apart in case of two-point slip. extensometers and 120º apart in case of three-point extensometers. Zero them out. h) The slip measurement device shall then be removed and an axial tensile load sufficient c) The slip measurement shall be conducted to cause failure of the test piece shall be with the minimum possible pre-load applied applied to it. to the test piece. Any load applied to the sample during gripping shall not exceed j) The load shall be recorded and the type and 10 MPa. location of failure and any necking of the bar NOTE — Preloading of the test piece will shall be noted. The maximum load attained normally take most of the slip out. A preloading shall be recorded as maximum test load. does not normally occur for spliced bars in a structure. ANNEX D (Clause 9.4) METHOD OF CYCLIC TENSILE TEST D-1 PREPARATION OF TEST PIECE is defined as an increase from the lower load to higher load and return. The load shall vary cyclically The test piece shall be prepared in accordance with according to a wave-form of constant frequency. B-1. The frequency shall be 0.5 Hz for bar sizes ≥ 36 mm D-2 TESTING EQUIPMENT and 0.7 Hz for bars of smaller size. The testing equipment shall conform to IS 1608 (Part 1). D-3.2 If the specimen does not fail at the end of 100 cycles, the axial tensile load shall be increased D-3 TEST PROCEDURE statically to cause failure in the specimen and its D-3.1 The test specimen shall be subjected to 100 static tensile strength capacity shall be determined in cycles of stress variation specified in 9.4. One cycle accordance with Annex B. 8  IS 16172 : 2023 ANNEX E (Clauses 9.5.1 and 9.5.2) METHOD OF FATIGUE TEST E-1 The purpose of fatigue testing of mechanical testing machine shall be calibrated as per IS 1828 splices for steel reinforcing bars is to determine the (Part 1) and the accuracy shall be ± 1 percent or fatigue strength of the mechanical splice. The better and the machine shall be capable of fatigue performance of a mechanically spliced bar maintaining the upper stress level, σMax , within will normally be lower than that of the un-spliced bar. ± 2 percent of the specified value and the lower stress level, σMin, within ± 2 percent of the E-2 PREPARATION OF TEST PIECE specified value. The test piece for the fatigue test shall be prepared in accordance with 10.2 and shall be sufficiently E-4.3 Test Procedure long to ensure a free length between the grips of the a) The test piece shall be gripped in the testing testing machine, which is larger than the length of equipment in such a way that the load is the mechanical splice. transmitted axially and as much as possible E-3 LOW CYCLE FATIGUE TEST free of any bending moment on the whole test piece. E-3.1 Test Procedure b) The temperature in the testing laboratory The fatigue test shall be conducted on the sample should be 27 °C ± 2 °C. by loading it to + 173 MPa to - 173 MPa for 10 000 c) The test piece shall be subjected to cycles. The load shall vary cyclically according to a waveform of constant frequency. The frequency sinusoidally varying axial tensile load with a shall be 0.5 Hz for bars of size ≥ 36 mm and stress range, 2σa, of 60 MPa. The upper 0.35 Hz for bars size < 36 mm. If the specimen stress, σMax, in th atest shall be as specified in does not fail at the end of 10 000 cycles, the axial 9.5.2 (see Fig. 3). tensile load shall be increased statically to cause d) The frequency of load cycles shall be failure in the specimen and its static tensile strength constant during the test and shall be between capacity shall be determined in accordance with 1 Hz and 200 Hz. Annex B. NOTE — A frequency of less than 60 Hz normally gives an acceptable temperature of the E-4 HIGH CYCLE FATIGUE TEST samples throughout the test. E-4.1 Principle e) The test is terminated upon fracture of the In the high cycle fatigue test, the test piece is test piece or upon reaching the specified subjected to an axial tensile load which varies number of cycles (2 000 000 cycles) without cyclically according to a sinusoidal waveform of fracture. constant frequency in the elastic range. f) If the test piece fails in the gripping zone, and the mechanical splice is still intact, the E-4.2 Testing Equipment test may be continued after re-gripping the The fatigue test shall be carried out by means of test piece. a hydraulic ram under load control. The fatigue FIG. 3 LOAD CYCLE DIAGRAM FOR HIGH CYCLE FATIGUE TEST 9 IS 16172 : 2023 ANNEX F (Clause 11) SAMPLING AND CRITERIA FOR CONFORMITY F-1 ACCEPTANCE TESTS defectives found in the first sample lies between the F-1.1 Acceptance tests are carried out on samples corresponding acceptance and rejection numbers selected from a lot for the purpose of acceptance of given in col (6) and (7), a second sample of the size the lot. given in col (4) shall be taken and examined for these requirements. The lot shall be considered to F-1.2 Lot have satisfied these requirements if the number of In any consignment, all the reinforcement couplers defectives found in the cumulative sample is less of the same size, type, grade, class, material than or equal to the corresponding acceptance traceable to the same cast and manufactured under number given in col (6), otherwise not. similar conditions of production shall be grouped F-2 TYPE TESTS together to constitute a lot. A lot shall represent a maximum number of 10 000 couplers. F-2.1 Type tests are intended to prove the suitability F-1.3 For ascertaining the conformity of the lot to and performance of a new type of coupler or a new the requirements of the standard, samples shall be manufacturing process. Such tests therefore need to tested from each lot separately. The number of be applied only when a change is made in the type couplers to be selected from the lot shall depend on of the coupler or in manufacturing process the size of the lot and shall be according to Table 1. conditions or crimping method or forging or threading machine. F-1.4 The couplers shall be selected at random from the lot and in order to ensure the randomness of F-2.1.1 Slip Test selection, random number table shall be used. For For this type test, the manufacturer or the supplier guidance and use of random number tables, IS 4905 shall furnish to the testing authority a minimum of may be referred to. three samples of coupler of all sizes, grades, types and classes (selected preferably from a regular F-1.4.1 Static Tensile Test production lot). For the purpose of static tensile test, the number of samples given for the first sample in col (4) of F-2.1.1.1 The samples so selected shall be tested for Table 1 shall be taken from the lot and subjected to compliance with requirements of slip test as given in this test. A coupler failing to satisfy the requirements 9.3. given in 9.2.1, 9.2.1.1 (wherever applicable) or 9.2.2 F-2.1.1.2 If all the samples pass the requirements of shall be considered as defective. The lot shall be slip test, the type of coupler or the change under deemed to have satisfied the requirement if the consideration shall be considered to be eligible for number of defectives found in the first sample is less type approval which shall be normally valid for a than or equal to the corresponding acceptance period of one year. number given in col (6). The lot shall be deemed not to have met these requirements, if the number of F-2.1.1.3 At the end of the validity period (normally defectives found in the first sample is greater one year) or earlier, if necessary, the testing than or equal to the corresponding rejection authority may call for fresh samples for type test number given in col (7). If, however, the number of for the purpose of type approval. Table 1 Scale of Sampling and Criteria for Conformity (Clauses F-1.3 and F-1.4.1) Sl No. of Couplers Sample Sample Size Cumulative Acceptance Rejection No. in the Lot Number Sample Size Number Number (1) (2) (3) (4) (5) (6) (7) i) Up to 500 First 5 5 0 2 Second 5 10 1 2 ii) 501 to 3 200 First 8 8 0 2 Second 8 16 1 2 iii) 3 201 to 10 000 First 13 13 0 2 Second 13 26 1 2 10  IS 16172 : 2023 F-2.1.2 100 Cycle Test F-2.1.3.2 If all the samples pass the requirements of For this type test, the manufacturer or the supplier low cycle fatigue test, the type of coupler or the shall furnish to the testing authority a minimum of change under consideration shall be considered to be three samples of coupler of the largest size, three eligible for type approval which shall be normally samples of the medium size and three samples of the valid for a period of five years. smallest size of each grade (selected preferably from F-2.1.3.3 At the end of the validity period (normally a regular production lot). five years) or earlier, if necessary, the testing F-2.1.2.1 The samples so selected shall be tested for authority may call for fresh samples for type test for compliance with requirements of 100 cycle test as the purpose of type approval. given in 9.4. F-2.1.4 High Cycle Fatigue Test (for Class H F-2.1.2.2 If all the samples pass the requirements of Coupler only) 100 cycle test, the type of coupler or the change For this type test, the manufacturer or the supplier under consideration shall be considered to be shall furnish to the testing authority a minimum of eligible for type approval which shall be normally three samples of coupler of the largest size, three valid for a period of five years. samples of the medium size and three samples of the F-2.1.2.3 At the end of the validity period (normally smallest size of each grade (selected preferably from five years) or earlier, if necessary, the testing a regular production lot). authority may call for fresh samples for type test for F-2.1.4.1 The samples so selected shall be tested for the purpose of type approval. compliance with requirements of high cycle fatigue F-2.1.3 Low Cycle Fatigue Test test as given in 9.5.2. For this type test, the manufacturer or the supplier F-2.1.4.2 If all the samples pass the requirements of shall furnish to the testing authority a minimum of high cycle fatigue test, the type of coupler or the three samples of coupler of the largest size, three change under consideration shall be considered to be samples of the medium size and three samples of the eligible for type approval which shall be normally smallest size of each grade (selected preferably from valid for a period of five years. a regular production lot). F-2.1.4.3 At the end of the validity period (normally F-2.1.3.1 The samples so selected shall be tested for five years) or earlier, if necessary, the testing compliance with requirements of low cycle fatigue authority may call for fresh samples for type test for test as given in 9.5.1. the purpose of type approval. 11 IS 16172 : 2023 ANNEX G (Clause 13) QUALITY CONTROL CHECKS AT SITE G-1 The quality control checks as given in G-2 to The major diameter of threads on parallel G-6 shall be followed for mechanical splicing threaded reinforcing bars shall be checked systems with different types of couplers. by ‘GO’ and ‘NO GO’ gauges. Threads that G-2 QUALITY CHECKS FOR THREADING failed the control shall be cut-off and the OF REINFORCING BARS AT SITE rebars shall be reprocessed. The following shall be the minimum process d) Proof load check of threaded reinforcing requirement for threading of reinforcing bars at site. bars — Every threaded reinforcing bar end Each manufacturer may stipulate additional shall undergo a load test prior to actual use. processes that should also be followed. The minimum test loading shall be equivalent to 80 percent of the minimum a) Cutting — The ends of reinforcement bars specified yield strength/proof strength of shall be sawn cut or square cut by suitable reinforcing bar. The proof load test cutting machine to get a perfect plain end equipment shall have digital display for surface, perpendicular to the axis of the bar. automatic setting and control of pressure The tolerance to perpendicular axis cutting and proof load imparted to each reinforcing to be as per manufacturer’s design and bar. The equipment shall be managed in recommendation. Disc-cutting or gas automatic mode with display of setting cutting is not permitted as these raise pressure and actual pressure applied, and quality risks due to over-heating of rebars shall be accepted if applied pressure is equal and non-perpendicular cut. to or higher than setting pressure. A positive NOTE — The tolerance to perpendicularity indication shall be punched on the is generally maintained within ± 3 degrees. reinforcing bar by the load testing machine b) Cold forging (wherever applicable) — to indicate that this operation has been After cutting, the ends of the bar shall be carried out and the bar end has qualified for hydraulically enlarged by cold forging so specified strength. No manual punching of that the area of cross-section after threading the bars shall be permitted. shall not be less than the area of cross- section of the parent bar. The length of cold e) Disengagement test — Disengagement test forging shall be adequate for proposed as given in 9.2 shall be carried out as per the thread length as per manufacturer’s design. frequency given in Annex F. In case ribs of reinforcing bar are too big, f) After threading is completed, the threaded these can be smoothened before the cold- length of the bars shall be protected by forging activity so as to ensure uniform providing plastic caps before taking the bars geometry throughout the required length, as out of the fabrication shop. This cap shall be per manufacturer’s recommendation. removed only when next bar is to be Double cold forging of bars is not permitted. attached and then cleaned before joining the In case of improper cold forging, the end of next bar. the bar shall be square or sawn cut and fresh G-3 SWAGING OF THE REINFORCING cold forging shall be undertaken. A visual BARS WITH SWAGED COUPLER inspection shall be carried out after cold forging to ensure that there is no obvious G-3.1 Swaging of reinforcing bars shall be done at cracking of the rebar. site. The various stages involved in swaging shall be as given below: c) Threading process to create the required profile on the end of the reinforcing bar — a) Straighten and clean the rebars to be swaged. The threads in bars shall be parallel type in b) Each rebar end to be marked at a distance case of parallel threaded couplers and equal to half the length of swaging coupler. tapered in case of taper threaded couplers c) Swaging to be done from centre towards as per manufacturer's design and the end of the coupler. The hydraulic jack recommendations. The thread length and used for swaging operation should depth shall also be as per manufacturer's have adequate dies and preparation as per design. 12  IS 16172 : 2023 manufacturer’s design and recommendation. followed including the specification and The pressure to be applied for swaging shall preparation of the non-shrink grout to be used. be as per manufacturer’s design and Alternative grouts, even with the same recommendation. compressive strength, may not provide equivalent G-4 SPLICING OF THE REINFORCING performance, and therefore shall not be permitted. BARS WITH BOLTED COUPLER The location of the starter bars and the couplers shall be carefully controlled using templates to The bolted coupler’s dimensions, number of bolts, ensure the position and alignment. Prior to etc, shall be as per manufacturer’s design. The installation of the grouted coupler, the grout coupler shall be provided with suitable arrangement material’s quality checks including compressive inside the coupler to ensure that the connecting strength shall be carried out. Also, the length of reinforcing bars are at centre. This is particularly important to ensure proper tightening and the starter bar should be verified to ensure connection. The first rebar to be inserted in the sufficient engagement. A visual check on the bolted coupler shall be pushed inside the coupler inside of the grout coupler shall also be carried until the centre of the coupler. The tightening of the out to ensure absence of foreign materials. bolts shall then to be carried out in accordance with Formwork and seals may be necessary to ensure the manufacturer’s installation instruction. that the grout is confined in the areas where it is intended to be used. Temporary supports for the In case the reinforcing bars inside the fixed coupler elements shall be left in place until the minimum are not straight or the bolts do not shear-off, it is grout strength is achieved, as per manufacturer’s recommended to gas cut the reinforcing bar and recommendations. replace the coupler. In case some bolt heads do not shear-off, but the recommended torque specified by G-6 SPLICING OF REINFORCING BARS manufacturer’s design is achieved, it is acceptable to WITH HYBRID COUPLERS install the coupler. The installation instructions shall be in accordance G-5 SPLICING OF REINFORCING BARS with the combination of two respective splice WITH GROUTED COUPLERS methods, given in G-2 to G-5. The manufacturer’s installation instructions shall be 13 IS 16172 : 2023 ANNEX H (Foreword) COMMITTEE COMPOSITION Concrete Reinforcement Sectional Committee, CED 54 Organization Representative(s) In Personal Capacity (No. 17, Nalanda Apartments, SHRI G. SHARAN (Chairperson) D-Block, Vikaspuri, New Delhi 110018) Central Public Works Department, New Delhi SHRI A. K. RAJDEV SHRI SAUROBH KUMAR (Alternate) Central Water Commission, New Delhi DIRECTOR (HCD-NW&S) DIRECTOR (HCD-N&W) (Alternate) Construction Industry Development Council, SHRI SUNIL MAHAJAN New Delhi SHRI O. P. GUPTA (Alternate) CSIR - Central Building Research Institute, Roorkee DR S. R. KARADE DR R. SIVA CHIDAMBARAM (Alternate) CSIR - Central Electrochemical Research Institute, SHRI K. SARAVANAN Karaikudi DR J. DANIEL RONALD JOSEPH (Alternate I) DR M. ASHOK (Alternate II) CSIR - Central Road Research Institute, New Delhi DR RAJEEV GOEL SHRI S. S. GAHARWAR (Alternate) CSIR - National Metallurgical Laboratory, Jamshedpur REPRESENTATIVE CSIR - Structural Engineering Research Centre, DR B. H. BHARATH KUMAR Chennai DR SMITHA GOPINATH (Alternate) Delhi Development Authority, New Delhi CHIEF ENGINEER (DESIGN) SUPERINTENDING ENGINEER (DESIGN) II/ CDO (Alternate) Delhi Metro Rail Corporation, New Delhi SHRI NAVNEET KUMAR KOTHARI SHRI SANJEEV KUMAR GARG (Alternate) Delhi Tourism and Transportation Development SHRI SHISHIR BANSAL Corporation Ltd, New Delhi Dextra India Pvt Ltd, Mumbai SHRI SUNIL DESAI SHRI JITENDRA H. PATHAK (Alternate) Engineers India Limited, New Delhi SHRI ANURAG SINHA SHRI DEEPAK AGRAWAL (Alternate I) SHRI VISHAL KUMAR (Alternate II) Gammon Engineers and Contractors Pvt Ltd, Mumbai SHRI ANIRWAN SENGUPTA SHRI GIRISH JOSHI (Alternate) Hindustan Construction Company, Mumbai SHRI MUKESH VALECHA 14  IS 16172 : 2023 Organization Representative(s) Indian Association of Structural Engineers, SHRI HARI OM GUPTA New Delhi SHRI MANOJ K. MITTAL (Alternate) Indian Institute of Technology Delhi, New Delhi DR DIPTI RANJAN SAHOO PROF B. BHATTACHARJEE (Alternate) Indian Institute of Technology Hyderabad, Hyderabad DR SURIYA PRAKASH DR MEENAKSHI SHARMA (Alternate) Indian Institute of Technology Madras, Chennai DR RADHAKRISHNA G. PILLAI DR RUPEN GOSWAMI (Alternate) Indian Institute of Technology Roorkee, Roorkee PROF PRAMOD KUMAR GUPTA PROF AKHIL UPADHYAY (Alternate) Indian Stainless Steel Development Association, SHRI ROHIT KUMAR New Delhi SHRI KARAN KUMAR PAHUJA (Alternate) Institute of Steel Development and Growth SHRI LAKSHMANA RAO PYDI (INSDAG), Kolkata SHRI SAJAL KUMAR GHORAI (Alternate) IRCON Ltd, New Delhi SHRI ROHIT KHANNA SHRI NRIPENDRA KUMAR ROY (Alternate) Jindal Steel and Power Ltd, New Delhi SHRI AJAY AGARWAL SHRI S. K. PRADHAN (Alternate) JSW Steel Ltd, Raigad SHRI PRATAP K. PATRA Larsen and Toubro Ltd (ECC Construction Division), SHRI S. KANAPPAN Chennai SHRI STHALADIPTI SAHA (Alternate) Military Engineer Services, Engineer-in-Chief's SHRI P. K. JAIN Branch, Integrated HQ of MOD (Army), SHRI SOMESH KUMAR (Alternate) New Delhi Ministry of Road Transport & Highways, New Delhi DR S. K. VERMA DR SANJAY WAKCHAURE (Alternate) Ministry of Steel (Govt of India), New Delhi SHRI S. K. BHATNAGER SHRI ANIL KUMAR MISHRA (Alternate) National Council for Cement and Building Materials, SHRI P. N. OJHA Ballabgarh SHRI AMIT TRIVEDI (Alternate I) SHRI BRIJESH SINGH (Alternate II) National Highways and Infrastructure Development REPRESENTATIVE Corporation Ltd, New Delhi National Highways Authority of India, New Delhi SHRI R. K. PANDEY SHRI S. K. MISHRA (Alternate) National Institute of Secondary Steel Technology, SHRI RAJIB KUMAR PAUL Mandi Gobindgarh SHRI SANDEEP PAL SINGH (Alternate) NBCC (India) Ltd, New Delhi SHRI ARUN KUMAR SHARMA SHRI PRANAY JAIN (Alternate) Nirma University, Ahmedabad DR URMIL V. DAVE 15 IS 16172 : 2023 Organization Representative(s) NTPC Limited, Noida SHRI S. KHADANGA SHRI A. P. SRIVASTAVA (Alternate) Nuclear Power Corporation India Limited, Mumbai SHRI Y. T. PRAVEENCHANDRA SHRI R. N. SARANGI (Alternate) P.S.L. Limited, Mumbai SHRI R. RADHAKRISHNAN SHRI RAMNATH BHAT (Alternate) Rashtriya Ispat Nigam Ltd, Visakhapatnam SHRI C. H. SRINIVASA RAO SHRI G. RAJA LINGAM (Alternate) Research Design and Standards Organization, SHRI MAHENDRA PRATAP SINGH Ministry of Railways, Lucknow SHRI ASHOK KUMAR PANDEY (Alternate) Steel Authority of India Limited, Durgapur Steel Plant, SHRI A. N. BANARJEE Durgapur SHRI ABHIJIT DATTA (Alternate) Steel Authority of India Limited, R&D Centre for Iron DR V. KUMAR and Steel, Ranchi DR P. SARAVANAN (Alternate) Steel Re-Rolling Mills Association of India, Kolkata SHRI B. M. BERIWALA SHRI SWAPAN KUMAR CHAKRAVORTY (Alternate) STUP Consultants Pvt Limited, Mumbai SHRI AMIT KUMAR CHAKRABORTY SHRI ANIRBAN SENGUPTA (Alternate) Sunflag Iron and Steel Co Ltd, New Delhi SHRI R. K. MALHOTRA SHRI JAGANNATHAN SOMU (Alternate) Tata Steel Limited, Jamshedpur SHRI BISWAJIT GHOSH DR ANUP KUMAR (Alternate) Tata Steel Global Wires, Mumbai SHRI SHISHIR V. DESAI SHRI SURESH MAHAJAN (Alternate) Weldmesh Manufacturer’s Association, Mumbai SHRI VIJAY LACHMANDAS DODEJA SHRI ZAKIR NISSAR AHMED (Alternate I) SHRI BIPIN KEDIA (Alternate II) In Personal Capacity (House No. 131, Sector 11D, SHRI V. V. ARORA Faridabad - 121006) In Personal Capacity (CJ-331 Salt Lake City, Kolkata DR ANIL K. KAR - 700091) BIS Directorate General SHRI ARUNKUMAR S., SCIENTIST 'E'/DIRECTOR AND HEAD (CIVIL ENGINEERING) [REPRESENTING DIRECTOR GENERAL (Ex-officio)] Member Secretary SHRIMATI MADHURIMA MADHAV SCIENTIST ‘D’/JOINT DIRECTOR (CIVIL ENGINEERING), BIS 16  IS 16172 : 2023 Working Group for Review of IS 16172, CED 54/WG 4 Organization Representative(s) Nuclear Power Corporation of India Limited, SHRI Y. T. PRAVEENCHANDRA (Convener) Mumbai CSIR - Central Building Research Institute, DR SUKHDEO R. KARADE Roorkee DR R. SHIVA CHIDAMBARAM (Alternate) Dextra India Private Limited, Mumbai SHRI JITENDRA H. PATHAK HCC Limited, Mumbai SHRI MUKESH VALECHA Leviat India Pvt Ltd, Thane SHRI SACHET PAWAR SHRI ANIL VISHE (Alternate) National Council for Cement and Building SHRI P. N. OJHA Materials, Ballabgarh SHRI AMIT TRIVEDI (Alternate I) SHRI BRIJESH SINGH (Alternate II) 17 Bureau of Indian Standards BIS is a statutory institution established under the Bureau of Indian Standards Act, 2016 to promote harmonious development of the activities of standardization, marking and quality certification of goods and attending to connected matters in the country. Copyright BIS has the copyright of all its publications. No part of these publications may be reproduced in any form without the prior permission in writing of BIS. This does not preclude the free use, in the course of implementing the standard, of necessary details, such as symbols and sizes, type or grade designations. 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