Steel is code 1786:2008

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“Invent a New India Using Knowledge”

है”

IS 1786 (2008): High strength deformed steel bars and wires

for concrete reinforcement- [CED 54: Concrete

Reinforcement]

Page 2 of 22

Page 3 of 22

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IS 1786:2008

Indian Standard

HIGH STRENGTH DEFORMED

STEEL BARS AND WIRES FOR

CONCRETEREINFORCEMENT—

SPECIFICATION

(Fourth Revision )

I(X 77.140.15; 91.080.40

‘$’

@ BIS 2008

BUREAU OF INDIAN STANDARDS

MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG

NEW DELHI 110002

May 2008 Price Group 6

Page 5 of 22

Concrete Reinforcement Sectional Committee, CED 54

FOREWORD

This Indian Standard (Fourth 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.

The standard was first published in 1961 and subsequently revised in 1966, 1979 and 1985. In its second revision

of 1979, the title of the standard was modified to ‘Specification for cold-worked steel high strength deformed bars

for concrete reinforcement’.

In the third revision, IS 1139:1966 ‘Specification for hot rolled mild steel, medium tensile steel and high yield

strength steel deformed bars for concrete reinforcement’ was merged in the standard and the title was modified to

‘Specification for high strength deformed steel bars and wires for concrete reinforcement’. The restriction to cold

working was removed in this revision and the manufacturers were allowed to resort to other routes to attain high

strength.

High strength deformed bars and wires for concrete reinforcement are being produced in the country for many

years by cold twisting and by controlled cooling and micro-alloying. A brief note on controlled cooling process is

given in Annex A for information only. In the past few years there has been increasing demand for higher strength

grades with higher elongation for various applications. This revision has been taken up to incorporate various

changes found necessary as a result of experience gained and technological advances made in the field of steel bars

and wires manufacturing, This revision incorporates the properties of high strength deformed steel bars and wires,

and it is left to the manufacturer to adopt any process to satisfy the performance requirements.

Following are some of the important modifications incorporated in this revision:

a) A new strength grade Fe 600 has been introduced.

b) Two categories based on elongation for each grade except Fe 600 have been introduced.

c) A new parameter ‘percentage total elongation at maximum force’ has been introduced.

d) Nominal sizes have been rationalized and nominal sizes 7 rnnL 18 rnq 22 rnrQ 45 mm and 50 mm have

been removed.

In the formulation of this standard, due weightage has been given to international coordination among the standards

and practices prevailing in different countries in addition to relating it to the practices in the field in this country.

The following test methods given in this standard correspond to those given in 1S0 Standards:

SI Title IS No. 1S0 No.

NO,

i) Mechanical testing of metals — Tensile testing 1608 6892

ii) Methods for bend test 1599 7438 and 15630-1

iii) Method for re-bend test for metallic wires and bars 1786 15630-1

The composition of the Committee responsible for the formulation of this standard is given in Annex B.

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 2:1960 ‘Rules for rounding off numerical values (revised)’. The number of significant places retained in

the rounded off value should be the same as that of the specified value in this standard.

Page 6 of 22

AMENDMENT NO. 1 NOVEMBER 2012

IS 1786 : 2008 HIGH STRENGTH DEFORMED BARS AND WIRES

FOR CONCRETE REINFORCEMENT — SPECIFICATION

(Fourth Revision)

(Second cover page, Foreword) ― Insert the following after sixth para as a separate para:

‘Provisions in this standard are at variance with similar provisions in ISO 6935-2 : 2007 ‘Steel for the

reinforcement of concrete — Part 2: Ribbed bars’, in view of the following:

a) Geographical factors which determine the earthquake zoning and consequently the structural design

considerations, structural design method/principles adopted, the design parameters and the required

material properties;

b) Technological factors associated with the process of manufacture of the product (such as through

secondary processes/induction furnace), which influence the product characteristics (like chemical

composition and mechanical properties like yield strength, tensile strength, elongation, ductility, etc);

and

c) Construction techniques and practices adopted in this country, the equipments used and the skill level

of construction workers which also influence the product characteristics (such as bend and bond

strength).

The major deviations are:

a) The steel grades covered are at variance. This standard covers requirements for high strength bars only

whereas ISO 6935-2 also covers bars of lower tensile strengths.

b) Chemical compositions vary from that in ISO 6935-2.

c) Mechanical properties specified in this standard are individual values, whereas the tensile properties in

ISO 6935-2 are primarily the specified characteristic values.

d) Bend and re-bend test requirements vary from those in ISO 6935-2.

e) Bond requirements in this standard are specified on basis of mean area of ribs whereas the

requirements in ISO 6935-2 are for rib geometry. This standard additionally specifies pull out test as a

requirement for approval of new or amended rib geometry.’

(Page 1, clause 1.1) ― Substitute the following for the existing clause:

‘1.1 This standard covers the requirements of deformed steel bars and wires for use as reinforcement in

concrete, in the following strength grades:

a) Fe 415, Fe 415D, Fe 415S;

b) Fe 500, Fe 500D, Fe 500S;

c) Fe 550, Fe 550D; and

d) Fe 600.

NOTES

1 The figures following the symbol Fe indicate the specified minimum 0.2 percent proof stress or yield stress, in N/mm2

2 The letters D and S following the strength grade indicates the categories with same specified minimum 0.2 percent proof stress/yield

stress but with enhanced and additional requirements.’

(Page 2, clause 4.2) ― Substitute the following for the existing clause:

‘4.2 The ladle analysis of steel for various grades, when carried out by the method specified in the relevant

parts of IS 228 or any other established instrumental/chemical method, shall have maximum permissible

percentage of constituents as follows. In case of dispute, the procedure given in IS 228 and its relevant parts

Price Group 2

Page 7 of 22

Amend No. 1 to IS 1786 : 2008

shall be the referee method and where test methods are not specified shall be as agreed to between the purchaser

and the manufacturer/supplier.

Constituent Percent, Maximum

Fe 415 Fe 415D Fe 415S Fe 500 Fe 500D Fe 500S Fe 550 Fe 550D Fe 600

Carbon 0.30 0.25 0.25 0.30 0.25 0.25 0.30 0.25 0.30

Sulphur 0.060 0.045 0.045 0.055 0.040 0.040 0.055 0.040 0.040

Phosphorus 0.060 0.045 0.045 0.055 0.040 0.040 0.050 0.040 0.040

Sulphur and

phosphorus

0.110 0.085 0.085 0.105 0.075 0.075 0.100 0.075 0.075

NOTES

1 For guaranteed weldability, the Carbon Equivalent, CE using the formula:

Mn Cr Mo V Ni Cu   

CE C

6 5 15

  

   

shall not be more than 0.53 percent, when micro-alloy/low alloys are used. When micro-alloys/low alloys are not used,

carbon equivalent using the formula:

CE C

 

shall not be more than 0.42 percent. Reinforcement bars/wires with carbon equivalent above 0.42 percent should, however

be welded with precaution. Use of low hydrogen basic coated electrodes with matching strength bars/wires is

recommended.

2 Addition of micro-alloying elements is not mandatory for any of the above grades. When strengthening elements like Nb,

V, B and Ti are used individually or in combination, the total contents shall not exceed 0.30 percent; in such case

manufacturer shall supply the purchaser or his authorized representative a certificate stating that the total contents of the

strengthening elements in the steel do not exceed the specified limit.

3 Low alloy steel may also be produced by adding alloying elements like Cr, Cu, Ni, Mo and P, either individually or in

combination, to improve allied product properties. However, the total content of these elements shall not be less than 0.40

percent. In such case, the manufacturers shall supply the purchaser or his authorized representative a test certificate stating

the individual contents of all the alloying elements. In such low alloy steels when phosphorus is used, it shall not exceed

0.12 percent and when used beyond the limit prescribed in 4.2, the carbon shall be restricted to a maximum of 0.15 percent,

and in such case the restriction to maximum content of sulphur and phosphorus as given in 4.2 and the condition of

minimum alloy content 0.40 percent shall not apply.

User may note that there is a danger of pitting and crevice corrosion when weathering steels (that is those with chemical

composition conforming to IS 11587) are embedded in chloride contaminated concrete.”

4 Nitrogen content of the steel should not exceed 0.012 percent (120 ppm), which shall be ensured by the manufacturer by

occasional check analysis. Higher nitrogen contents up to 0.025 percent (250 ppm) may be permissible provided sufficient

quantities of nitrogen binding elements, like Nb, V, Ti, Al, etc, are present. In order to ascertain whether sufficient

quantities of nitrogen binding elements are present, following formula may be used, where all elements are in ppm.

 

  free

Al Ti V Nb

N 120

10 7 14



   

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Amend No. 1 to IS 1786 : 2008

(Page 4, clause 6.1) ― Substitute the following for the existing clause:

‘6.1 The nominal sizes of bars/wires shall be as follows:

Nominal size, 4 mm, 5 mm, 6 mm, 8 mm, 10 mm, 12 mm, 16 mm, 20 mm, 25 mm, 28 mm, 32 mm, 36 mm,

40 mm, 45 mm, 50 mm.

NOTE — Other sizes may be supplied by mutual agreement.’

(Page 4, Table 1) ― Insert the following at the end of the Table 1:

Sl No. Nominal Size

Cross Sectional Area

mm2

Mass per Metre

(1) (2) (3) (4)

xiv) 45 1591.1 12.49

xv) 50 1964.4 15.42

(Page 6, Table 3) ― Substitute the following for the existing Table 3:

Table 3 Mechanical Properties of High Strength

Deformed Bars and Wires

(Clause 8.1)

Sl No. Property Fe

415 Fe 415D Fe

415S

500

500D

500S

550

550D

600

(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11)

i) 0.2 percent proof stress/ yield

stress, Min, N/mm2

415.0 415.0 415.0 500.0 500.0 500.0 550.0 550.0 600.0

ii) 0.2 percent proof stress/ yield

stress, Max, N/mm2

— — 540.0 — — 625.0 — — —

iii) TS/YS ratio1), N/mm2

≥ 1.10, but

TS not less

than 485.0

N/mm2

≥ 1.12, but

TS not less

than 500.0

N/mm2

1.25 ≥ 1.08, but

TS not less

than 545.0

N/mm2

≥ 1.10, but

TS not less

than 565.0

N/mm2

1.25 ≥ 1.06, but

TS not less

than 585

N/mm2

≥ 1.08, but

TS not less

than 600.0

N/mm2

≥ 1.06, but

TS not less

than 660

N/mm2

iv) Elongation, percent, min. on

gauge length 5.65A, where A is

the cross-sectional area of the

test piece

14.5 18.0 20.0 12.0 16.0 18.0 10.0 14.5 10.0

v) Total elongation at maximum

force, percent, Min, on gauge

length 5.65A, where A is the

cross-sectional area of the test

piece (see 3.9)

— 5 10 — 5 8 — 5 —

1) TS/YS ratio refers to ratio of tensile strength to the 0.2 percent proof stress or yield stress of the test piece

2) Test, wherever specified by the purchaser.

(Page 6, clause 9.1.2.1) ― Insert the following note at the end of clause:

‘NOTE– In case of any dispute, the results obtained from full bar test pieces (without machining to remove deformations) shall be treated as

final and binding.’

(Page 7, clause 9.2.1, line 7) ― Substitute ‘Fe 415, Fe 415D and Fe 415S bars/wires’ for ‘Fe 415 and Fe

415D bars/wires’.

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Amend No. 1 to IS 1786 : 2008

(Page 7, clause 9.2.1, line 8) ― Substitute ‘Fe 500, Fe 500D and Fe 500S bars/wires’ for ‘Fe 500 and Fe

500D bars/wires’.

(Page 7, clause 9.3, line 2) ― Insert ‘maximum’ before ‘mandrel’.

(Page 7, clause 9.3, Table 4) ― Substitute the following for the existing Table 4:

Table 4 Maximum Mandrel Diameter for Bend Test

(Clause 9.3)

Sl No. Nominal Size Maximum Mandrel Diameter for Different Grades

Fe 415 Fe 415D Fe 415S Fe 500 Fe 500D Fe 500S Fe 550 Fe 550D Fe 600

(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11)

i) Up to and including 20 3  2  2  4  3  3  5  4  5 

ii) Over 20 4  3  3  5  4  4  6  5  6 

NOTE —  is the nominal size of the test piece, in mm.

(Page 7, clause 9.4.1) ― Substitute the following for the existing clause:

9.4.1 The maximum diameter of the mandrel shall be as given below:

No.

Nominal Size of

Specimen

Maximum Dia of

Mandrel for

Fe 415 and

Fe 500

Maximum Dia of Mandrel for

Fe 415D,

Fe 415S,

Fe 500D

and Fe 500S

Maximum Dia of

Mandrel for Fe 550

and

Fe 600

Maximum Dia

of Mandrel for

Fe 550D

(1) (2) (3) (4) (5) (6)

i) Up to and

including 10 mm 5  4  7  6 

ii) Over 10 mm

7  6  8  7 

NOTE —  is the nominal size of the test piece, in mm.

(CED 54)

Reprography Unit, BIS, New Delhi, India

Page 10 of 22

IS 1786:2008

Indian Standard

HIGH STRENGTH DEFORMED

STEEL BARS AND WIRES FOR

CONCRETE REINFORCEMENT —

SPECIFICATION

(Fourth Revision)

1 SCOPE

1.1 This standard covers the requirements of deformed

steel bars and wires for use as reinforcement in concrete,

in the following strength grades:

a) Fe415, Fe415D;

b) Fe 500, Fe 500D;

c) Fe 550, Fe 550D; and

d) Fe 600.

NOTES

I The fimm+ ..=-. . .

fnllowing . . . ~h~ cvmhnl -, .----- Fe !n~imte thP gyrifid

minimum 0.2 percent proof stress or yield stress in

N)mm:.

2 ‘he letter D following the strength grade indicates the category

wth same specified minimum 0.2 percent proof stress/yield stress

but with enhanced specified minimum percentage elongation.

1.2 ibis standard ailows the chemical composition and

carbon equivalent to be limited so that the material can

be readily welded by conventional welding procedures.

Material not conforming to these Iimits is generally

difficuh to weld for which special care and precautions

will have to be exercised.

1.3 This standard applies to hot-rolled steel without

subsequent treatment, or to hot-rolled steel with

controlled cooling and tempering and to cold-worked

steel. The production process is at the discretion of the

manufacturer.

1.4 This standard also applies to reinforcing bars and

wires supplied in coil form but the requirements of this

Indian Standard apply to the straightened product.

1.5 Tiik standard AU applies to reinforcing bars arid

wwes which maybe subsequently coated.

1.6 Deformed bars produced by re-rolling finished

products such as plates and rails (virgin or used or scrap),

or by rolling material for which the metallurgical history

is not fully documented or not known, are not acceptable

as per this Indian Standard.

2 REFERENCES *

The standards listed below contain provisions, which

through reference in this text constitute provisions of

this standard. At the time of publication, the editions

mdlcated were vaiid. Ali 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:

1S No.

228 (Parts 1 to 24)

1387:1993

1599:1985

. ,-nn 10U6 :2665

2062:2006

2770 (Part 1) :

9417:1989

11587:1986

lltle

Methods for chemical analysis of

steels

General requirements for the

supply of metallurgical materials

(second revision)

Method for bend test (second

revision)

Meiaiiic mateiial~-TeIisiie

testing at ambient temperature

(third revision)

Hot rolled low, medium and high

tensile structural steel (sixth

revision)

Methods of testing bond in

1967 reinforced concrete: Part 1

Pull-out test.

Recommendations for welding

cold-worked steel bars for

reinforced concrete construction

(first revision)

Structural weather resistant steels

3 TERMINOLOGY

For the purpose of this standard, the following

definitions shall apply.

3.1 Batch — Any quantity of barshvires of same size

and grade whether in coils or bundles presented for

examination and test at one time.

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IS 1786:2008

3.2 Bundle—Two or more coils or a number of

lengths properly bound together.

3.3 Elongation —lleincrease inlengthofa tensile

test piece under stress. The elongation at fracture is

conventionally expressed as a percentage of the original

gauge length of a standard test piece.

3.4 Longitudinal Rib — A uniform continuous

protrusion, parallel to the axis of the bar/wire (before

cold-working, if any).

3.5 Nominal Diameter or Size — The diameter of a

plain round bar/wire having the same mass per metre

length as the deformed bar/wire.

3.6 Nominal Mass — The mass of the bar/wire of

nominal diameter and of density 0.00785 kghrtm2 per

meter.

3.7 Nominal Perimeter of a Deformed Bar/Wire —

3.14 times the nominal diameter.

3.8 0.2 Percent Proof Stress — The stress at which a

non-proportional elongation equal to 0.2 percent of the

original gauge length takes place.

3.9 I’ercentage Total Elongation at Maximum

Force — The elongation corresponding to the

maximum Ioad reached in a tensile test (also termed as

uniform elongation).

3.10 Tensile Strength — The maximum load reached

in a tensile test divided by the effective cross-sectional

area of the gauge length portion of the test piece (also

termed as ultimate tensile stress).

3.11 Transverse Rib — Any rib on the surface of a

bar/wire other than a longitudinal rib.

3.12 Yield Stress — Stress (that is, load per unit cross- sectional area) at which elongation first occurs in the

test piece without increasing the load during the tensile

test. In the case of steels with no such definite yield

point, proof stress shall be applicable.

4 MANUl?ACHJREANDCHEMICALCOMPOSJHON

4.1 Steel shall be manufactured by the open-hearth,

electric, duplex, basic-oxygen process or a combination

of these processes. In case any other process is employed

by the manufacturer, prior approval of the purchaser

should be obtained.

4.1.1 Steel shall be supplied, semi-killed or killed. *

4.1,2 The bars/wires shall be manufactured from

properly identified heats of mould cast, continuously

cast steei or roiieci semis.

4.1.3 The steel barshvires for concrete reinforcement

shall be manufactured by the process of hot rolling. It

may be followed by a suitable method of cold working

andlor in-line controlled cooling.

4.2 Chemical Composition

The ladle analysis of steel for various grades, when made

as per relevant parts of IS 228 shall have maximum

permissible percentage of constituents as follows:

Constituent Percent, Maximum

~e4~5 Fe 415D ~e yJj Fe 500D Fe 550 Fe 550D Fe 60<

Cat-bon 0.30 0.25 0.30 0.25 0.30 0.25 0.30

Sulphur 0.060 0.045 0.055 0.040 0.055 0.040 ,0.040

Phosphorus 0.060 0.045 0.055 0.040 0.050 0.040 0.040

Sulphur and 0.110 0.085 0.105 0.075 0.100 0.075 0.075

phosphorus

NOTES

1 For guaranteed weldability, the Carbon Equivalent, CE using the formula

Mn +(Cr+Mo+V) ~ @i+Cu)

CE=C+—

6 5 15

shall not be more than 0,53 percent, when microalloys/low alloys are used. Whim microalloysflow alloys are not used, carbon equivalmt

using the formula:

shall not be more than 0.42 percent. Reinforcement bars/wires with carbon equivahmt above 0.42 percent should, however be welded with

precaution. Use of low hydrogen basic coated electrodes with matching strength barahvires is recommended.

2 Addition of microalloying elements is not mandatory for any of the above grades. When strengthening elements like Nb, V, B and Ti are

used individually or in combination, the total contents shall not exceed 0.30 percent; in such case manufacturer shall supply the purchaser

or his authorized representative a certificate stating that the total contents of the strengthening elements in the steel do not exceed the

specified limit.

Page 12 of 22

IS 1786:2008

3 Low-alloy s[eelmayalso reproduced byadding alloying elements like Cr, Cu, Ni, Moand P,either individually orincombination, to

i!mprove allied product properties. However, the total content of these elements shall not be less than 0.40 percent. In such case, manufacturers

shall supply the purchaser or his authorized representative a test certificate stating the individual contents of all the alloying elements. In

such low alloy steels when phosphorus is used, itshall not exceed 0.12 percent and when used beyond the limit prescnbedin 4.2, the

carbon shalibe restricte{l toamaximum of 0.15percent, andinsuch case tl]erestiction tomaximum content ofsulphur andphosphoms

asglven in4.2and thecondition ofminimum alloy content 0.40percent shall not apply.

User may note that there is a danger of pitting and crevice corrosion when weathering steels (that is those with chemical composition

confornnngto IS 11587) are embedded in chloride contaminated concrete.

4 Nitr[]gen content of thesteel should notexceed O.012percent, which shall bemsured bytbemnufacturer byoccasional check analysis.

4.2.1 [n case of product analysis, the permissible

variation from the limits specified under 4.2 shall be as

follows:

Constituent Variation, Over Spec@ed

Maximum Limit,

Percent, Max

Carbon 0,02

Sulplmt’ 0.005

T)-h-”..ha,...” r\ r,l-ic LL1u.p,LuLUo V,WU2

Skdphttr and phosphorus 0.010

4.2.2 For welding of deformed bars, the

recommendations ofIS9417 iihallbe ff)llowcd.

4.2.3 In case of deviations from the specified rnaxim~

two additional test samples shall be taken from the same

batch and subjected to the test or tests in which the

original sample failed. Should both additional test

samples pass the test, the batch from which they were

taken shall be deemed to comply with this standard.

Should either of them fail, the batch shall be deerned

not to comply with this standard.

4.3 Rolling and Cold-Working of Bars/Wires

~,7~ A11 Lo... (,; ,;oooo 0}!”11 ha <Troll ““A “1-” T!l. , lmll.d

r,,. “CUo, YY,,uo .3,,**, “U ,, e,, IAL, u W, VC4LL.J L“..*U

and shall be sound and free from surface defects and

pipe, or other defects detrimental to its subsequent

processing and to its end use. Rust, seams, surface

irregularities or mill scale shall not be the cause for

rejection provided a hard wire brushed test specimen

fulfils all the requirements of this specification.

4.3.2 Stretching may or may not be combined with cold- working. The unworlcecl length at each end of the barl

wire shall not exceed 100 mm or 4 times the nominal

diameter, whichever is greater.

5 REQUIREMENTS FOR BOND

5.1 High strength deformed bars/wires shall satis~ the

requirements given in either 5.2 or 5.7 for routine testing.

Fldi-out test in accordance wifh ~,~ shaii be done in

addition to 5.2 for approval of new or amended geometry

for first time.

5.2 Deformations and Surface Characteristics

For high strength deformed bars/wires, the mean area

of ribs (in mm2) per unit length (in mm) above the core

of the bar/wire, projected on a plane normal to the axis

of the bar/wire calculated in accordance with 5.4 shall

not be less than the following values:

a) 0.12 $for$<10rraq

b) 0.15$ for10mm<$S16rnqand

c) 0.17 $for$> 16mm.

where @ is the nominal diameter of bar fwire,

in mm.

The -mean projected area of transverse ribs alone than

be not less than one-third of the values given above.

5.3 The ribs contributing the projected area considered

in 5.2 shall consist OE

Two longitudinal ribs in the form of continuous

helix in case of twisted barslwires, and optional

longitudinal ribs in case of untwisted barslwires

which may be continuous or discontinuous; and

Transverse rills which ailer hot-rolling or coici- working are uniform in size and shape in each

row along the length of the barlwire, and are

spaced along the barhire at substantially uniform

distance, except in the area of marking.

5.4 The mean projected rib area per unit length, A, (in

mrnz/mm) may be calculated f[orn tile fuiiuwing

fhrmula :

where

n[, =

Ah=

S,r=

n,, =

d,, =

$’, =

number of rows of transverse ribs;

area of longitudinal section of a transverse rib

on its own axis (see Fig. 1) or area of transverse

rib of uniform height on its own axis, in mm2;

inclination of the transverse rib to the bar axis

(after twisting for cold-worked twisted bars)

in degrees, Average value of two ribs from each

row of transverse ribs shall be taken;

spacing of transverse ribs, in M,

number of longitudinal ribs;

height of longitudinal ribs, in -,

nominal diameter of the bar/wire, in mm;

pitch of the twist, in m, and

variablt

Page 13 of 22

IS 1786:2008

NOTES where

1 lnthccase ofhotrolled bars/wires w,hichare notsubjectedto

cold twi ~ting, the value of sPin the second term of the expression

for ,4,shall be taken as infinity rendering the value of the second

tcmrto mm.

.2 .f,,mayb ecalculateda s2/3/,rdUwherel Uandd bares how in

Fig.1 or, A,r maybe calculated as l,, dmwhere transverse ribs

areofunit’orm heighten its own axis.

3 Inthecaseofcold-worked bars/ti~swith somediscontinuous

longitudinal ribs, the number of longitudinal ribs, rrtishall be

calculated as an equivalent number using the following fonmda

and accounted for in the exprmsion fbr A,:

n l’d’

j, =~ + Number of continuous longitudinal

1, .s’ d

k 1, ribs

n’,, = number ofdiscontinuous longitudinal ribs,

1’ = average length ofdiscontinuous longitudinal ribs,

d’,,= heightofdiscontinuouslongitudinalribs,

sk– average spacing of discontinuous longitudinal ribs, and

d,, = height ofcontinuous longitudinal ribs,

4 ~eaverage len~hofdiscontinuous lon~tudinalt ibsshallbe

determined by dividing a measured length of the bar equal to at

Icast 10~bythe number ofdiscontinuous longitudinal ribsin

themeasured length, $beingthe nominal diameter of the bar,

The measured length of the bar shall be the distance from the

centre of one rib to the centre of another rib,

TRANSVERSE *

RIB

At, dtr

+%i%pq

\ AXIS OF

BAR

‘r *

x SECT!ON XX ENLARGED

WITHOUT LONGITUDINAL SECTION

LONGITUDINAL OF TRANSVERSE RIB ON

RIBS ITS OWN AXIS

NOIW—AU,dk and lVrepresent longitudinal sectional area, height and length respectively of transverse rib

FIG. 1 DETERMINATIONOFLONGITUIXNAL

5.5 The heights of longitudinal and transverse ribs shall

be obtained in the following manner:

a) The average height of longitudinal ribs shall be

obtained from measurements made at not less than

4 points, equally spaced, over a length of 10$ or

pitch of rib, whichever is greater.

b) The height of transverse ribs shall be measured

at the centre of 10 successive transverse ribs.

5.6 The average spacing of transverse ribs shall be

determined by dividing a measured length of the bar/

wire equal to at least 10 $ by the number of spaces

between ribs in the measured length, $ being the nominal

diameter of the bariwire. The measured length of the

bar/wire shall be the distance from the centre of one rib

to the centre of another rib.

5.7 When subjected to pull-out testing in accordance

% CTIONAI.AREAAmOFA TRANSVERSERIB

with IS 2770 (Part 1), the bond strength calculated from

the load’at a measured slip of 0.025 mm and 0.25 mm

for deformed bars/wires shall exceed that of a plain

round bar of the same nominal size by 40 percent and

80 percent respectively.

6 NOMINAL SIZES

6.1 The nominal sizes of bars/wires shall be as follows:

Nominal size, 4~5mq6rnq8~ 10~

12m16rrQ 20mm+25~28nuq 32mq

36 m 40 mm.

NOTE -– Other sizes may be supplied by mutual agreement,

6.2 The values for the nominal cross-sectional area and

nominal mass of individual bars/wires shall be as given

in Table 1 subject to the tolerance on nominal mass given

in Table 2.

Page 14 of 22

IS 1786:2008

6.3 Effective Cross-Sectional Area and Mass of

Deformed Bars and Wires

6.3.1 For barshvires whose pattern of deformation is

such that by visual inspection, the cross-sectional area

is substantially uniform along the length of the bar/wire,

the effective cross-sectional area shall be the gross

sectional area determined as follows, using a bar/wire

not less than 0.5 m in length:

Gross cross-sectional area, in rnd = w

0.00785 L

where

w = mass weighed to a precision of +0.5 percent,

in kg; and

L = length measured to a precision of+O.5

percent, in m.

Table 1 Nominal Cross-Sectional Area and Mass

(Chwe 6.2)

s! NO.

(1)

Nominal Cross- Mass per

Sk5e Sectional Mdre

mm Area !qj

mmz

(2,J (3) (4)

ii)

iii)

iv)

vi)

vii)

viii)

ix)

‘ x)

xi)

xii)

xiii)

12.6

19.6

28.3

50.3

78.6

113,1

201.2

314.3

491.1

615.8

804.6

1018.3

1257.2

0.099

0.154

0.’222

0.395

0.617

0.88S

1.58

2.47

3.85

4.83

6.31

7.99

9.86

6.3.2 For a barhire whose cross-sectional area varies

along its length, a sample not less than 0.5 m long shall

be weighed (w) and measured to a precision of +0.5

percent in the as rolled andJor cold-worked condition,

and after the transverse ribs have been removed, it shall

be reweighed (w’). The effective cross-sectional area

shall then be found as follows:

a) Where the difference between the two masses

(w - w’) is less than 3 percent of w’, the effective

cross-sectional area shall be obtained as in 6.3.1.

b) Where the difference is equal to or greater than

3 percent, the etfective cross-sectional area in mmz

shall be taken as:

1.03 w’

0.00785 L

-mass of the bar with transverse ribs

removed, in kg; and

length, in m.

[

For routine test purposes, a nominal ratio of effective

to gross cross-sectional area of bars/wires covered

~y 6.3.2(b) above shall be declared and used by

the manufacturer.

7 TOLERANCES ON DIMENSIONS AND

NOMINAL MASS

7.1 Specified Lengths

[f barslwires are specified to be cut to certain lengths,

each barlwire shall be cut within deviations of +75m

–25

on the specified length, but if minimum lengths are

specified, the deviations shall be ~~” mm,

7.2 Nominal Mass

7.2.1 For the purpose of checking the nominal mass,

the density of steel shall be taken as 0.00785 kghnrnz

of the cross-sectional area per metre.

7.2.2 Unless otherwise agreed to between the

manufacturer and the purchaser, the tolerances on

tmminai mass shaii be as in Tabie 2. For barsiwires

whose effective cross-sectional area is determined

as in 6.3.2(b), the nominal mass per metre shall

correspond to the gross mass and the deviations in

Table 2 shall apply to the nominalmm.

7.2.3 The nominal mass per metre of individual sample,

batch and coil shall be determined as given in 7.2.3.1

to 7.2.3.3.

‘Ihbk 2 ‘l%ieraiices 00. Nolmiiial Mass

(Clauses 6.2 and 7.2.2 )

sl Nominal Size Tolerance on the Nominal

No. mm Maas, Percent

‘Batch hrdividu~l Individua~

Sample Sample

for Coils

Only2)

(1) (2) (3) (4) (5)

i) Up to and including 10 *7 -8 *8

ii) Over 10 up to and *5 -6 56

including 16

iii) Over 16 *3 -4 +4

‘)For individual sample plus tolerance is not specified. A single

sample taken from a batch as defined in 3.1 shall not be

considered as individual sample.

2)For coils batch tolerance is not specified.

7.2.3.1 Individual sample

The nominal mass of an individual sample shall be

calculated by determining the mass of any individual

sample taken at random as specified in 11.1 and dividing

the same by the actual length of the sample. The sample

shall be of length not less than 0.5 m.

7.2.3.2 Batch

The nominal mass of a batch shall be calculated from

the mass of the test specimens taken as specified in 11.1

and dividing the same by the actual total length of the

specimens, Each specimen shall be of length not less

than 0.5 m.

Page 15 of 22

IS 1786:2008

7.2.3.3 Coils

The nominal mass of a coil shall be calculated by

determining the mass of two samples of minimum one

mctre length taken horn each end of the coil and dividing

the same by the actual total length of the samples.

8 PHYSICAL PROPERTIES

8.1 Mechanical properties for all sizes of deformed

bars/wires determined on effective cross-sectional area

(see 5.3) and in accordance with 9.2 shall be as specified

in Table 3.

8.2 The bars/wires shall withstand the bend test

specified in 9.3 and the rebend test specified in 9.4.

8.3 Bond

Bars/wires satisfying the requirements given in 5 shall

be deemed to have satisfied the bond requirements of a

deformed bar/wire.

y ——~.u~~~

9.1 Selection and Preparation of Test Sample

Unless otherwise specified in this standard, the

requirements of 1S 2062 shall apply.

9.1.1 All test -pieces shall be selected by the purchaser

or his authorized representative, either:

a) from the cuttings of barshvires; or

b) if, he so desires, from any barlwire after it has

been cut to the required or specified size and the

test piece taken tiom any part of it.

In neither case, the test piece shall be detached from

the barfwire except in the presence of the purchaser or

his authorized representative.

9.1.2 The test pieces obtained in accordance with 9.1.1

shall be full sections of the bars/wires and shall be

subjected to physical tests without any further

modifications. No reduction in size by machining or

otherwise shall be permissible, except in case of bars of

size 28 mm and above (see 9.1.2.1). No test piece shall

be annealed or otherwise subjected to heat treatment

except as provided in 9.1.3. Any straightening which a

test piece may require shall be done cold.

9.1.2.1 For the purpose of carrying out tests for tensile

strength, proof stress, percentage elongation and

percentage elongation at maximum force for bars

28 mm in diameter and above, deformations of the bars

only may he machined. For such bars, the physical

properties shall be calculated using the actual area

obtained atler machining,

Table 3 Mechanical Properties of High Strength

Deformed Bars and Wires

(Clause 8.1)

S1 Property Fe Fe Fe Fe Fe Fe Fe

No. 415 415D 500 500D 550 550D 600

(~) .- .

(L) ,. . .,. (2) (4J ,.. (J) . . .

(cl) (7) ,0, {0) ,,,. (Y)

—. .

i) 0.2 percent proof stress/ 415.0

yield skess, &fin, N/mm’

II) Elongatmn, percent, Min. on gauge 14.5

length 5.651~, where A is the

cross-sectional area of the

test piece

Iii) Tensile strength, Mirr 10 percent

more than

the actual

0.2 percent

proof Xr’eW

yield stress

but not

less than

485.0

N/mm2

iv) !ITota] elongation at maXimLIm

force, percent,

Min on auge length

5.65 ?A, where A is the cross- s’,ct]onai area of the test piece

(see 3.9)

4150

18.0

12 percmt

more than

the actual

02 percent

proof stmsw’

yield stress

but not

less than

500.0

N/mm2

500.0 500.0 5.50.0

12.0 16.0 10.0

8 percent 10 percent 6 percent

more than more than more than

the actual the actual the actual

0.2 percent 0.2 percent 0.2 percent

prmf NrexJ proof s@ss/ preof stmsd

y]eld stress yield stress yield stress

but not but not but not

less than less than less than

545.0 565.0 585.0

N/mm~ N/mm2 N/mmz

.- 5 —

550.0 600.0

14.5 10.0

8 percent 6 percent

more than more than

the actual the actual

0.2 percent 0.2 percent

preof SreW prcof Strrsd

yield stress yield stress

but not but not

less than less than

600.0 660.0

N/mmz N/mm’

5 —

‘lTcst where~er specified by the purchaser

Page 16 of 22

9.1.3 Notwithstanding the provisions in 9.1.2, test

pieces may be subjected to artificial ageing at a

temperature not exceeding 10O°C and for a period not

exceeding 2 h.

9.1.4 Before the test pieces are selected, the

manufacturer or supplier shall furnish the purchaser or

his authorized representative with copies of the mill

records giving the mass of barslwires in each bundlel

cast with sizes as well as the identification marks,

whereby the barslwires from that cast can be identified.

9.2 Tensile Test

The tensile strength, percentage elongation, percentage

total elongation at maximum force and 0.2 percent proof

stress of bars/wires shall be determined in accordance

with requirements of IS 1608 read in conjunction with

IS 2062,

9.2.1 Alternatively and by agreement between the

purchaser and the supplier, for routine testing, the proof

stress may be determined in conjunction with the tensile

strength test and may be taken as the stress measured

on the specimen whilst under load corresponding to an

increase measured by an extensometer of 0.4 percent

for Fe 415 and Fe 4 15D bars/wires, 0.45 percent for

grade Fe 500 and Fe 500D bars/wires and 0.47 percent

for grade Fe 550, Fe 550D and Fe 600 barslwires the

+-+-1 .+..”:.., ,.* -... , ,. A... ,:a. +a-+ _.., mo la~o+l. xx~hoti +L; o

,“ WLLa u all, “,, CA,,yti”u vbLL,ti,, L&bu~ti .tiL.&,... , , ,,ti,, ,,,,0

IS 1786:2008

alternative is availed, the total strain shall be measured

only by extensometer and not by any other means. In

case of dispute the proof stress determined in accordance

with IS 1608 shall be the deciding criteria.

9.2.2 The stresses shall be calculated using the effective

cross-sectional area of the barlwire.

9.3 Bend Test

The bend test shall be performed in accordance with

the requirements of IS 1599 and the mandrel diameter

for different grades shall be as specified in Table 4. The

test piece, when cold, shall be doubled over the mandrel

by continuous pressure until the sides are parallel. The

specimen shall be considered to have passed the test if

there is no rupture or cracks visible to a person of normal

or corrected vision on the bent portion.

9.4 Rebend Test

Tine test piece snail be bent to an inciucied angie of i 35 c

(see Fig. 2) using a mandrel of appropriate diameter

(see 9.4.1). The bent piece shall be aged by keeping in

boiling water (l OO°C) for 30 tin and then allowed to

cool. The piece shall then be bent back to have an

included angle of 157Yz”. The specimen shall be

considered to have passed the test if there is no rupture

or cracks visible to a person of normal or corrected

vi~i~n on t_hercben.t pclrti~n..

Table 4 Mandrel Diameter for Bend Test

(Clause 9.3)

SI No$ Nominal Siw Msmdrel Diameter for Different Grades

fie 415 Fe415D Fe500 Fe500D Fe550 Fe5501) Fe600>

(1) [2j (31 (4) (5) (6) (7) (8) (9)

i) Up to and including 20 3$ 2$ 44 3$ 5$ 44 5+

ii) over 20 44 3+ 54 441 64 54 6$

where $ is the nominal size of the test piece, in mm.

9.4.1 The diameter of the mandrel shall be as given below:

S1 No. Nominal Size of Dia of Mandrel Dia ofMandrel Dia of Mandrel Dia of Mandrel

Specimen for Fe 415 for Fe 415D for Fe550 for Fe 550D

and Fe 500 and Fe 500D and Fe 600

(1) (2) (3) (4) (5) (6]

i) Up to and including 10 mm 54 40 74 6$

ii) Over 10 mm 74 6$ 80 7$

where $ is the nominal size of the test piece, in mm.

Page 17 of 22

IS 1786:2008

REBEND TO

INCLUDEQ

ANGLE OF 157.5° A

MANDREL

BEND TO INCLUDED

~ ANGLE OF ,35°

NOMINAL IYA OF

SPECIMEN = +

1 ——.—-_-—-—-—- L-._Z. _—___ .-—---- .1 -—

NOTE—$ Represents the nominal size in mm of the test piece.

FIG. 2 REBENDTEST

9.5 Retest

Should any one of the test pieces first selected fail to

pass any of the tests specified in this standard, two

further samples shall be selected for testing m respect

of each failure. Should the test pieces from both these

additional samples pass, the material represented by the

test samples shall be deemed to comply with the

requirements of that particular test. Should the test piece

from either of these additional samples fail, the material

pe~er,t~d by t~,e ~~~lpl~~~~l~~!& ~Qn~i&~~~as n~~

having complied with this standard.

10 ROUTINE INSPECTION AND TESTING

All material shall be subjected to routine inspection and

testing by the manufacturer or supplier in accordance

with this standard and a record of the test results of

material conforming to this standard shall be kept by

tile manufacturer or the supplier. The records shall be

available for inspection by the purchaser or his

representative,

In the case of material delivered to a supplier, the

manufacturer shall supply a certificate containing the

results of all the required tests on samples taken from

the delivered material.

11 SELECTION OF TEST SPECIMENS

11.1 For checking nominal mass, mechanical

properties, bend test and rebend test, test specimen of

sufficient length shall be cut from each size of the

hished bar/wu-e at random at a frequency not less than

that specified below:

Nominal Size Quantity

‘For Casts/ For Casts>

Heats Below u~~fs Qf

100 tonnes 100 tonnes

or More

For all sizes 2 per cast 3 per cast

11.2 Bond Test

The frequency of bond test as required in 5.7 shall be

as agreed to between the manufacturer and the

purchaserhesting authority.

12 DELIVERY, INSPECTION AND TESTING

FACILITIES

12.1 Unless otherwise specified, general requirements

relating to the supply of material, inspection and testing

shall conform to IS 1387.

12.2 No material shall be dispatched from the

manufacturer’s or supplier’s premises prior to its being

certified by the purchaser or his authorized

representative as having fulfilled the tests and

requirements laid down in this standard except where

the bundle containing the barshires is marked with the

Standard Mark (see 13.4).

12.3 The purchaser or his authorized representative

shall .be at liberty to inspect and veri~ the steel maker’s

certificate of cast analysis at the premises of the

manufacturer or the supplier. When the purchaser

requires an actual analysis of ftished material, this shall

be made at a place agreed to between the purchaser and

the manufacturer or the supplier.

Page 18 of 22

IS 1786:2008

12.4 Manufacturer’s Certificate

In the case of barshires which have not been inspected

at the manufacturer’s works, the manufacturer or

supplier, as the case maybe, shall supply the purchaser

or his authorized representative with the certificate

stating the process of manufacture and also the test sheet

signed by the manufacturer giving the result of each

mechanical test applicable to the material purchased,

and the chemical composition, if required. Each test

certificate shall indicate the number of the cast to which

it applies, corresponding to the number or identification

mark to be found on the material. The test certificate

shall contain the following information:

a) Place of manufacture of the reinforcing steel,

b) Nominal diameter of the steel,

c) Grade of the steel,

d) Rolled-in marking on the steel,

e) Cast/heat number,

O Date of testing,

g) Mass of the tested Iot, and

h) Individual test results for all the properties,

13 IDENTIFICATION AND MARKING

13.1 The manufacturer or supplier shall have ingots,

billets and bars or bundles of barskvires marked in such

a way that all finished barshvires can be traced to the

cast from which they were made. Every facility shall be

given to the purchaser or his authorized representative

for tracing the barslwires to the cast from which they

were made.

13.2 For each bundlelcoil of barslwires a tag shall be

attached indicating castilot number, grade and size.

13.3 All bars/wires should be identifiable by marks/

brands introduced during rolling which indicate the

name of the manufacturer or their brand name.

13.3.1 Identification marks like brand name, tiade-mark,

etc, that are introduced during rolling shall be designed

and located in such a manner that the performance in

use of the bar is not affected.

13.4 BIS Certification Marking

Each bundle containing the barsfwires may also be

suitablymarkedwith the StandardMark in whichcase

theconcew,ed test cerdficate sk-11 L**. , Q,.” -1.fi h--. “.* ●u’. ha C+.. wW,ucb. IA..Au

Mark.

13.4.1 The use of the Standard Mark is governed by the

provisions of the Bureau ofindian Standards Act, 1986

and the Rules and Regulations made thereunder. The

details of conditions under which a license for the use

of Standard Mark may be granted to manufacturers or

producers may be obtained from the Bureau of Indian

strmcimk .

Page 19 of 22

IS 1786:2008

ANNEX A

(Forewor~

INFORMATION ON CONTROLLED COOLING PROCESS

A-1 The processing of reinforcing steel is usually

through one or combination of processes which may

include hot rolling after microalloying, hot rolling

followed by controlled cooling (TMT process) and hot

rolling followed by cold work.

Heat treatment is a thermal process undergone by the

steel in the solid state, The most common practice is

finishing online heat treatment while rolling, commonly

known as therrnomechanical treatment (TMT) process.

After leaving the last stand of the rolling mill, the bars

are quenched (rapidly cooled) in water from a final

rolling temperature of about 950°C. The quenching is

partial, only until a surface layer has been transformed

from austenite (a steel phase stable only at very high

temperatures] to martensite (stabie at temperatures

below 350°C). This controlled quenching is achieved

in one or more online water cooling devices through

which the steel passes at a very high speed before

reaching the cooling bed!

Because the quenching is only partial, a part of the

original, heat remains in the core of the steel and, on the

cooling bed, this heat migrates towards the surface. This

results in an automatic self-tempering process where

the surface layer of martensite is tempered; this

‘tempering temperature’ (or equalization temperature)

refers to the maximum temperature attained by the bar

surface after quenching. Tempering enables a partial

difiusion efcarbon out of the extremely brittle but strong

...—.4 . .. . ..- --1: -..: —.- .I. - :-1- --_+ “A,...,--- 1-..1.-,3

Illdl LGI1>llC, tkd~ lG1lGV1ll~ WC 11111~1~111 >L1G3>G> lUbliCU

in during the sudden quenching of the red-hot steel in

cold water. The resulting tempered-martensite shows

improved deformability compared to the as-quenched

martensite.

The core of the heat treated reinforcing bars fwires

consist of ferrite and perlite – more ductile but less

strong than the martensite. Computerized process

control is used to dynamically adjust the many rapidly

changing parameters depending on the chemical

composition of the steel, the desired grade and size of

the reinforcing bar/wire etc. For the larger diameters,

small addition of microalloys is usual.

Sometimes it becomes necessary to determine if a

particular reinforcing barhire, or lot, has undergone

prop& heat treatment or is only a mild steel deformed

bar. Because the two cannot be distinguished visually,

the following field test may be used for purposes of

identification. A small piece (about 12 mm long). can

be cut and the transverse face lightly ground flat on

progressively Freer emery papers up to ‘O’ size. The

sample can be macroetched with nital (5 percent nitric

acid in alcohol) at ambient temperature for a few seconds

which should then reveal a darker annular region

corresponding to martensite/bainite microstructure and

a lighter core region. However, this test is not to be

regarded as a criterion for rejection. The material

conforming to the requirements of this standard for

chemical and physical properties shall be considered

---.--.-L1- &W~LWIC.

Page 20 of 22

IS 1786:2008

ANNEX B

(Forewor~

COMMITTEE COMPOSITION

Concrete Reinforcement Sectional Committee, CED 54

Organization

Ministry of Sh]pping, Road Transport and Highways, New Delhi

Bhilai Steel Plant (SAIL), Bhilai

Central Building Research Institute, Roorkee

Central Electrochemical Research Institute. Karaikudi

Central Public Works Department, New Delhi

Central Road Research Institute, New Delhi

Central Water Commission, New Delhi

Construction Industry Development Corporation Ltd, New Delhi

Durgapur Steel Plant (SAIL), Durgapur

Engineer-in-Chief’s Branch, New Delhi

Fly Ash Utilization Progrmmne (TIFAC), New Delhi

Gammon India Limited, Mumbai

Indian Stainless Steel Development Association, New Delhi

Institute of Steel Development and Growth (lNSDAG), Kolkata

Larsen and ioubro Ltd (!sUC Division), Chennai

.———

MECON L[mited, Ranchi

Ministry of Shipping, Road Transport& Highways, New Delhi

National Councd for Cement and Building Materials, Ballabhgarh

National Highways Authority of India, New Delhi

National Metallurgical Laboratory, Jamahedpur

National Thermal Power Corporation, New Delhi

Nuclear Power Corporation India Limited, Mumbai

P.S. L. Limited. Mumim

Rashtriya Ispat Nigam Ltd, Visakhapatnam

Research, Designs and Standards Organization, Lucknow

Sardar Sarovar Narrnada Nigam, Gandhinagar

SHRIG. SHARAN(Chairman)

ADG (ROADTRANSPORT)

SHRIJAGDISHSrNGH

SHRID. B. SHRIVASTAVA(Afternate)

SHIUB. S. GUFTA

DR B. KAMESHWARAO(Alterrru?e)

DR K. KOMAR

SHIUK. SARAVANAN(Alternate)

SUPERINTENDINGENGINEER(CDO)

EXSCOTKJEENGINEER(CDO) (Alternaie)

SHRISATAND~RKOMAR

DmmroN(IiCD-NW&S)

DRKTOR (HCD-~&Wj @lernare)

SHRIP. R. SWARUP

SHRISUNILMAHAJAN(Alternate)

SHKIAMITABHBHATTACHARYYA

SHKIR. S. Tmxiw (A[ternate)

BRIG. A. L. SANDHAL

MAIORK. C. TIWARI(Alternafe)

DR VIMALKOMAR

Sti?C!ML!!~w M,wHLT.(.’t!fe.V?I~!g)

SHN V. N. HEGGADE

SHRIS. T. BAGASRAWALA(Alternate)

SHRIRAMESHR. GOPAL

DR T. K. BANOYOPAOHYAY

SHRIARUITGUHA(A/ferrrafe)

SW S. KANAPPAN

SHRI%srALAorPTlSAHA(Akerrrate)

SHRIU. CHAKRABORTY

SHRIJ. K. JHA(Alternate)

SHRIA. B. YAOAV

SHRISATISHKUMAR(Alternate)

SHRIH. K. JOLKA

SHSUV. V. ARORA(Alternate)

SHRIASHOKKOMAR

SHRIKARAMVEERSHAIWA(Alternate)

SHR[D. D. N. StNGH

SHRIA. VUAYWAN

SHRIY. T. PRAVEENCHANDRA

SHRIR. N. S.m.mwr (Alternate)

SW R. K. B.AHS.I

.%Rr R. R.ADHAKRISHNAN(Alternate)

SHRIG. V. N. REDDY

SHRICI-ISruNrvAsARAO(Alternate)

DUWTOR (B&S) CB II

ASSISTANTDWIGNENGINEER(B&S) CS-11 (Alternate)

SHRTVtVEKP. K.ARAMA

DR h’fOKESHBHAI B. JOSHI(Alternate)

Page 21 of 22

IS 1786:2008

Organization

SAIL Research & Development Centre, Ranchi

Steel Re-Roll mg ,MilIs Association of India, Mandi Gobindgarh

Structural Engineering Research Centre, Chennai

STUP Consultants Llmitedj Mumbai

Tata Steel Limited, Jamshedpur

Tata Steel Ltd (Wire Division), Mumbai

Torsteel Research Foundation in India, Bangalore

BIS Directorate General

SHRIDEBASISMUKHBRJ8E

SHRIS. K. CtWIOHARY(Alternate)

SHRIR. P. BHATtA

SHFORANJEEVBHATtA(Alternate)

DR N. LAKSHAMANAN

SHRIT. S. KRISHNAMOORTHY(Alternate)

SHrHC. R. ALIMCHANOANI

SHRtS. G. JOOLEKAR(Alternate)

SHRIINDRANILCHAKRARARTI

SHUITANMAYBHATTACHARYYA(Alternate)

SHJUVIPOLJOSHI

SHRIS. V. DESAI(Alternate)

DR P. C. CHOWDHURY

SHRJM. S. SUDARSHAN(A[ternate)

SHRIA. K. SAN, SCIENTIST‘F’& HEAD(CED)

[REPRESENTINGDIRSCTORGENERAL(Ex-oficio)]

Page 22 of 22

Bureau of Indian Standards

BIS k a statutory institution established under the Bureau of Indian Standards Act, 1986 to promote harmonious

development of the activities of standardization, marking and quality certification of goods and attending to

connected matters in the country.

BIS has the copyright of all its publications. No part of these publications maybe reproduced in any form without

the prior permission in writing of BIS. This does not preclude the free use, in course of implementing the standard,

of necessary details, such as symbols and sizes, type or grade designations. Enquiries relating to copyright be i

addressed to the Director (Publications), 131S.

Review of Indian Standards

Amendments are issued to standards as the need arises on the basis of comments. Standards are also reviewed

periodically; a standard along with amendments is reaffirmed when such review indicates that no changes are

needed; if the review indicates that changes me needed, it is taken up for revision. Users of Indian Standards 8

should ascertain that they are in possession of the latest amendments or edition by referring to the latest issue of

‘BIS Catalogue’ and ‘Standards: Monthly Additions’.

This Indian Standard has been developed from Doc : CED 54 (7303).

Amendments Issued Since Publication

——.

Amendment No. Date of Issw Text Affected

—

BUREAU OF INDIAN STANDARDS

Headquarters:

Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi-1 10002

Telephones: 23230131,23233375,2323 9402 Website: www.bis.org.in

Regional Offices Telephones

Central :

Eastern :

Northern :

Southern :

Western :

Branches :

Manak Bhavan, 9 Bahadur Shah Zafar Marg

{

23237617

NEW DELHI-1 10002 23233841

1/14, C.I.T. Scheme VII M, V.I.P. Road, Kanyurgachi

{

23378499,23378561

KOLKATA-700 054 23378626,23379120

SCO 335-336, Sector 34-A, CHANDIGARH-160 022

{

2603843

2609285

C.I.T. Campus, IV Cross Road, CHENNAI-600 113

{

22541216,22541442

22542519,22542315

Manakalaya, E9 MIDC, Marol, Andheri (East)

{

28329295,28327858

MUMBAI-400 093 28327891,28327892

AHMEDABAD. BANGALORE. BHOPAL. BHUBANESHWAR. COIMBATORE. FARIDABAD.

GHAZIABAD. GUWAHATI. HYDERABAD. JAIPUR. KANPUR. LUCKNOW. NAGPUR.

PARWANOO. PATNA. PUNE. RAJKOT. THIRUVANANTHAP W. VISAKHAPATNAM.

Printedat Governmentof India Press, Faridabad