Description
IS standred
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Jawaharlal Nehru
IS 1786 (2008): High strength deformed steel bars and wires
for concrete reinforcement- [CED 54: Concrete
Reinforcement]
“!?? $ ?? ?' ???? ?? +??-?”
Satyanarayan Gangaram Pitroda
“Invent a New India Using Knowledge”
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??”
?
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“Knowledge is such a treasure which cannot be stolen”
IS 1786:2008
i
k,
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
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
d)
Nominal sizes have been rationalized
been removed.
‘percentage total elongation at maximum force’ has been introduced.
and nominal sizes 7 rnnL 18 rnq
22 rnrQ 45 mm and 50 mm have
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:
i)
Mechanical
1S0 No.
IS No.
Title
SI
NO,
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.
AMENDMENT NO. 1 NOVEMBER 2012
TO
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
1
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:
CE ? C ?
Mn
6
?
?Cr
? Mo ? V?
5
?
? Ni
? Cu ?
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 ?
Mn
6
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.
? N ? 120 ? ?
Al free
10
?
? Ti ? V ?
7
?
Nb
14
2
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
mm
Cross Sectional Area
mm2
Mass per Metre
kg
(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
Fe
500
Fe
500D
Fe
500S
Fe
550
Fe
550D
Fe
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
iv)
Elongation, percent, min. on
gauge length 5.65?A, where A is
the cross-sectional area of the
test piece
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) 2)
1)
2)
? 1.10, but ? 1.12, but
TS not less TS not less
than 485.0 than 500.0
N/mm2
N/mm2
1.25
? 1.08, but ? 1.10, but
TS not less TS not less
than 545.0 than 565.0
N/mm2
N/mm2
1.25
? 1.06, but ? 1.08, but ? 1.06, but
TS not less TS not less TS not less
than 585 than 600.0 than 660
N/mm2
N/mm2
N/mm2
14.5
18.0
20.0
12.0
16.0
18.0
10.0
14.5
10.0
—
5
10
—
5
8
—
5
—
TS/YS ratio refers to ratio of tensile strength to the 0.2 percent proof stress or yield stress of the test piece
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’.
3
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
mm
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:
Sl
No.
Nominal Size of
Specimen
Maximum Dia of
Mandrel for
Fe 415 and
Fe 500
(1)
(2)
i)
Up to and
including 10 mm
ii)
Over 10 mm
Maximum Dia of
Mandrel for Fe 550
and
Fe 600
Maximum Dia
of Mandrel for
Fe 550D
(3)
Maximum Dia of Mandrel for
Fe 415D,
Fe 415S,
Fe 500D
and Fe 500S
(4)
(5)
(6)
5?
4?
7?
6?
7?
6?
8?
7?
NOTE — ? is the nominal size of the test piece, in mm.
(CED 54)
4
Reprography Unit, BIS, New Delhi, India
IS 1786:2008
Indian Standard
HIGH STRENGTH DEFORMED
STEEL BARS AND WIRES FOR
CONCRETE REINFORCEMENT —
SPECIFICATION
(Fourth Revision)
1 SCOPE
2 REFERENCES
1.1 This standard covers the requirements of deformed
steel bars and wires for use as reinforcement in concrete,
in the following strength grades:
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:
a) Fe415, Fe415D;
b) Fe 500, Fe 500D;
c) Fe 550, Fe 550D; and
d) Fe 600.
NOTES
I The fimm+
..=-. . . fnllowing
.. .
minimum
0.2
~h~ cvmhnl
-, .-----
Fe !n~imte
percent proof stress
1S No.
lltle
228 (Parts 1 to 24)
Methods for chemical analysis of
steels
1387:1993
General requirements
supply of metallurgical
(second revision)
1599:1985
Method for bend test (second
revision)
thP gyrifid
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.
. ,-nn
10U6 :2665
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.
for the
materials
Meiaiiic
mateiial~-TeIisiie
testing at ambient temperature
(third revision)
2062:2006
Hot rolled low, medium and high
tensile structural
steel (sixth
revision)
2770 (Part 1) :
Methods
of testing
bond in
1967 reinforced concrete: Part 1
Pull-out test.
9417:1989
Recommendations
for welding
cold-worked
steel bars for
reinforced concrete construction
(first revision)
11587:1986
Structural weather resistant steels
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.
*
3 TERMINOLOGY
For the purpose of this standard,
definitions shall apply.
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.
the following
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.
1
*
IS 1786:2008
of
3.11 Transverse Rib — Any rib on the surface of a
bar/wire other than a longitudinal rib.
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.
3.12 Yield Stress — Stress (that is, load per unit crosssectional 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.
3.2 Bundle—Two
or more coils or a number
lengths properly bound together.
3.4 Longitudinal
Rib — A uniform continuous
protrusion, parallel to the axis of the bar/wire (before
cold-working, if any).
4 MANUl?ACHJREANDCHEMICALCOMPOSJHON
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.
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.
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
3.14 times the nominal diameter.
Bar/Wire
4.1.1 Steel shall be supplied, semi-killed or killed.
—
4.1,2
The bars/wires
shall be manufactured
j
f
*
from
properly identified heats of mould cast, continuously
cast steei or roiieci semis.
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.
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.
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).
4.2 Chemical
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).
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:
Percent, Maximum
Constituent
~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
phosphorus
0.110
0.085
0.105
0.075
0.100
0.075
0.075
NOTES
1 For guaranteed weldability, the Carbon Equivalent, CE using the formula
CE=C+—
Mn +(Cr+Mo+V)
6
5
~ @i+Cu)
15
shall not be more than 0,53 percent, when microalloys/low
using the formula:
alloys are used. Whim microalloysflow
alloys are not used, carbon equivalmt
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.
2
$
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
4.2.3
In case of deviations
c) 0.17 $for$>
where @ is the nominal
in mm.
4.3 Rolling and Cold-Working
A11 Lo...
,;oooo 0}!”11 ha
r,,.
“CUo,(,;YY,,uo
.3,,**,
“U
,,
e,,
IAL,
u
b) Transverse rills which ailer hot-rolling
working are uniform in size and shape
row along the length of the barlwire,
spaced along the barhire at substantially
distance, except in the area of marking.
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.
where
n[, = number of rows of transverse ribs;
4.3.2 Stretching may or may not be combined with coldworking. 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
Ah=
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;
e=
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;
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
or coiciin each
and are
uniform
5.4 The mean projected rib area per unit length, A, (in
mrnz/mm) may be calculated
f[orn tile fuiiuwing
fhrmula :
“1-” T!l. , lmll.d
W,
of bar fwire,
a) 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
rnaxim~
of Bars/Wires
llC, tkd~ lG1lG V1ll~ WC
:-1--_+
“A,...,--11111~1~111 >L1G3>G>
PROCESS
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.
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.
...—.4 . .. . ..-
COOLING
1 -..1.-,3
lUbliCU
10
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
SHRIG. SHARAN(Chairman)
Bhilai Steel Plant (SAIL), Bhilai
SHRIJAGDISHSrNGH
(Afternate)
SHRID. B. SHRIVASTAVA
Central Building Research Institute, Roorkee
SHIUB. S. GUFTA
DR B. KAMESHWAR
RAO (Alterrru?e)
Central Electrochemical
DR K. KOMAR
SHIUK. SARAVANAN
(Alternate)
ADG (ROADTRANSPORT)
Research Institute. Karaikudi
Central Public Works Department, New Delhi
SUPERINTENDING
ENGINEER(CDO)
EXSCOTKJEENGINEER(CDO)
Central Road Research Institute, New Delhi
Central Water Commission, New
SHRISATAND~R
KOMAR
DmmroN(IiCD-NW&S)
Delhi
DRKTOR (HCD-~&Wj
Construction
(Alternaie)
Industry Development Corporation Ltd, New Delhi
@lernare)
SHRIP. R. SWARUP
SHRISUNILMAHAJAN(Alternate)
Durgapur Steel Plant (SAIL), Durgapur
SHKIAMITABHBHATTACHARYYA
Engineer-in-Chief’s
BRIG. A. L. SANDHAL
SHKIR. S. Tmxiw
Branch, New Delhi
(A[ternate)
MAIORK. C. TIWARI(Alternafe)
DR VIMALKOMAR
Fly Ash Utilization Progrmmne (TIFAC), New Delhi
Sti?C!ML!!~w M,wHLT.(.’t!fe.V?I~!g)
Gammon India Limited, Mumbai
SHN V. N. HEGGADE
SHRIS. T. BAGASRAWALA
(Alternate)
Indian Stainless Steel Development Association,
New Delhi
SHRIRAMESHR. GOPAL
Institute of Steel Development and Growth (lNSDAG), Kolkata
DR T. K. BANOYOPAOHYAY
SHRIARUITGUHA(A/ferrrafe)
.———
Larsen and ioubro Ltd (!sUC Division), Chennai
SW S. KANAPPAN
SHRI%srALAorPTlSAHA(Akerrrate)
MECON L[mited, Ranchi
Ministry of Shipping, Road Transport&
SHRIU. CHAKRABORTY
SHRIJ. K. JHA (Alternate)
SHRIA. B. YAOAV
SHRISATISHKUMAR(Alternate)
Highways, New Delhi
National Councd for Cement and Building Materials, Ballabhgarh
SHRIH. K. JOLKA
SHSUV. V. ARORA(Alternate)
National Highways Authority of India, New Delhi
SHRIASHOKKOMAR
SHRIKARAMVEERSHAIWA(Alternate)
National Metallurgical
SHR[D. D. N. StNGH
Laboratory, Jamahedpur
National Thermal Power Corporation, New Delhi
SHRIA. VUAYWAN
Nuclear Power Corporation India Limited, Mumbai
SHRIY. T. PRAVEENCHANDRA
SHRIR. N. S.m.mwr (Alternate)
P.S. L. Limited. Mumim
SW R. K.
B.AHS.I
.%Rr R. R.ADHAKRISHNAN
(Alternate)
SHRIG. V. N.
REDDY
SHRICI-ISruNrvAsARAO (Alternate)
Rashtriya Ispat Nigam Ltd, Visakhapatnam
Research, Designs and Standards Organization,
DUWTOR (B&S) CB II
Lucknow
ASSISTANT
DWIGNENGINEER(B&S) CS-11
SHRTVtVEKP. K.ARAMA
DR h’fOKESHBHAI B. JOSHI(Alternate)
Sardar Sarovar Narrnada Nigam, Gandhinagar
11
(Alternate)
IS 1786:2008
Organization
SAIL Research & Development Centre, Ranchi
SHRIDEBASISMUKHBRJ8E
Steel Re-Roll mg ,MilIs Association
SHRIR. P. BHATtA
SHRIS. K. CtWIOHARY(Alternate)
of India, Mandi Gobindgarh
SHFORANJEEVBHATtA(Alternate)
DR N. LAKSHAMANAN
Structural Engineering Research Centre, Chennai
SHRIT. S. KRISHNAMOORTHY
(Alternate)
STUP Consultants
SHrHC. R. ALIMCHANOANI
Llmitedj Mumbai
SHRtS. G. JOOLEKAR(Alternate)
SHRIINDRANIL
CHAKRARARTI
Tata Steel Limited, Jamshedpur
SHUITANMAYBHATTACHARYYA
(Alternate)
SHJUVIPOLJOSHI
Tata Steel Ltd (Wire Division), Mumbai
SHRIS. V. DESAI(Alternate)
DR P. C. CHOWDHURY
Torsteel Research Foundation in India, Bangalore
SHRJM. S. SUDARSHAN
(A[ternate)
SHRIA. K. SAN, SCIENTIST‘F’& HEAD(CED)
[REPRESENTING
DIRSCTORGENERAL(Ex-oficio)]
BIS Directorate General
12
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IS standred
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in order to promote transparency and accountability in the working of every public authority,
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IS 1786 (2008): High strength deformed steel bars and wires
for concrete reinforcement- [CED 54: Concrete
Reinforcement]
“!?? $ ?? ?' ???? ?? +??-?”
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IS 1786:2008
i
k,
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
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
d)
Nominal sizes have been rationalized
been removed.
‘percentage total elongation at maximum force’ has been introduced.
and nominal sizes 7 rnnL 18 rnq
22 rnrQ 45 mm and 50 mm have
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:
i)
Mechanical
1S0 No.
IS No.
Title
SI
NO,
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.
AMENDMENT NO. 1 NOVEMBER 2012
TO
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
1
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:
CE ? C ?
Mn
6
?
?Cr
? Mo ? V?
5
?
? Ni
? Cu ?
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 ?
Mn
6
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.
? N ? 120 ? ?
Al free
10
?
? Ti ? V ?
7
?
Nb
14
2
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
mm
Cross Sectional Area
mm2
Mass per Metre
kg
(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
Fe
500
Fe
500D
Fe
500S
Fe
550
Fe
550D
Fe
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
iv)
Elongation, percent, min. on
gauge length 5.65?A, where A is
the cross-sectional area of the
test piece
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) 2)
1)
2)
? 1.10, but ? 1.12, but
TS not less TS not less
than 485.0 than 500.0
N/mm2
N/mm2
1.25
? 1.08, but ? 1.10, but
TS not less TS not less
than 545.0 than 565.0
N/mm2
N/mm2
1.25
? 1.06, but ? 1.08, but ? 1.06, but
TS not less TS not less TS not less
than 585 than 600.0 than 660
N/mm2
N/mm2
N/mm2
14.5
18.0
20.0
12.0
16.0
18.0
10.0
14.5
10.0
—
5
10
—
5
8
—
5
—
TS/YS ratio refers to ratio of tensile strength to the 0.2 percent proof stress or yield stress of the test piece
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’.
3
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
mm
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:
Sl
No.
Nominal Size of
Specimen
Maximum Dia of
Mandrel for
Fe 415 and
Fe 500
(1)
(2)
i)
Up to and
including 10 mm
ii)
Over 10 mm
Maximum Dia of
Mandrel for Fe 550
and
Fe 600
Maximum Dia
of Mandrel for
Fe 550D
(3)
Maximum Dia of Mandrel for
Fe 415D,
Fe 415S,
Fe 500D
and Fe 500S
(4)
(5)
(6)
5?
4?
7?
6?
7?
6?
8?
7?
NOTE — ? is the nominal size of the test piece, in mm.
(CED 54)
4
Reprography Unit, BIS, New Delhi, India
IS 1786:2008
Indian Standard
HIGH STRENGTH DEFORMED
STEEL BARS AND WIRES FOR
CONCRETE REINFORCEMENT —
SPECIFICATION
(Fourth Revision)
1 SCOPE
2 REFERENCES
1.1 This standard covers the requirements of deformed
steel bars and wires for use as reinforcement in concrete,
in the following strength grades:
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:
a) Fe415, Fe415D;
b) Fe 500, Fe 500D;
c) Fe 550, Fe 550D; and
d) Fe 600.
NOTES
I The fimm+
..=-. . . fnllowing
.. .
minimum
0.2
~h~ cvmhnl
-, .-----
Fe !n~imte
percent proof stress
1S No.
lltle
228 (Parts 1 to 24)
Methods for chemical analysis of
steels
1387:1993
General requirements
supply of metallurgical
(second revision)
1599:1985
Method for bend test (second
revision)
thP gyrifid
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.
. ,-nn
10U6 :2665
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.
for the
materials
Meiaiiic
mateiial~-TeIisiie
testing at ambient temperature
(third revision)
2062:2006
Hot rolled low, medium and high
tensile structural
steel (sixth
revision)
2770 (Part 1) :
Methods
of testing
bond in
1967 reinforced concrete: Part 1
Pull-out test.
9417:1989
Recommendations
for welding
cold-worked
steel bars for
reinforced concrete construction
(first revision)
11587:1986
Structural weather resistant steels
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.
*
3 TERMINOLOGY
For the purpose of this standard,
definitions shall apply.
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.
the following
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.
1
*
IS 1786:2008
of
3.11 Transverse Rib — Any rib on the surface of a
bar/wire other than a longitudinal rib.
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.
3.12 Yield Stress — Stress (that is, load per unit crosssectional 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.
3.2 Bundle—Two
or more coils or a number
lengths properly bound together.
3.4 Longitudinal
Rib — A uniform continuous
protrusion, parallel to the axis of the bar/wire (before
cold-working, if any).
4 MANUl?ACHJREANDCHEMICALCOMPOSJHON
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.
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.
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
3.14 times the nominal diameter.
Bar/Wire
4.1.1 Steel shall be supplied, semi-killed or killed.
—
4.1,2
The bars/wires
shall be manufactured
j
f
*
from
properly identified heats of mould cast, continuously
cast steei or roiieci semis.
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.
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.
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).
4.2 Chemical
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).
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:
Percent, Maximum
Constituent
~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
phosphorus
0.110
0.085
0.105
0.075
0.100
0.075
0.075
NOTES
1 For guaranteed weldability, the Carbon Equivalent, CE using the formula
CE=C+—
Mn +(Cr+Mo+V)
6
5
~ @i+Cu)
15
shall not be more than 0,53 percent, when microalloys/low
using the formula:
alloys are used. Whim microalloysflow
alloys are not used, carbon equivalmt
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.
2
$
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
4.2.3
In case of deviations
c) 0.17 $for$>
where @ is the nominal
in mm.
4.3 Rolling and Cold-Working
A11 Lo...
,;oooo 0}!”11 ha
r,,.
“CUo,(,;YY,,uo
.3,,**,
“U
,,
e,,
IAL,
u
b) Transverse rills which ailer hot-rolling
working are uniform in size and shape
row along the length of the barlwire,
spaced along the barhire at substantially
distance, except in the area of marking.
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.
where
n[, = number of rows of transverse ribs;
4.3.2 Stretching may or may not be combined with coldworking. 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
Ah=
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;
e=
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;
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
or coiciin each
and are
uniform
5.4 The mean projected rib area per unit length, A, (in
mrnz/mm) may be calculated
f[orn tile fuiiuwing
fhrmula :
“1-” T!l. , lmll.d
W,
of bar fwire,
a) 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
rnaxim~
of Bars/Wires
llC, tkd~ lG1lG V1ll~ WC
:-1--_+
“A,...,--11111~1~111 >L1G3>G>
PROCESS
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.
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.
...—.4 . .. . ..-
COOLING
1 -..1.-,3
lUbliCU
10
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
SHRIG. SHARAN(Chairman)
Bhilai Steel Plant (SAIL), Bhilai
SHRIJAGDISHSrNGH
(Afternate)
SHRID. B. SHRIVASTAVA
Central Building Research Institute, Roorkee
SHIUB. S. GUFTA
DR B. KAMESHWAR
RAO (Alterrru?e)
Central Electrochemical
DR K. KOMAR
SHIUK. SARAVANAN
(Alternate)
ADG (ROADTRANSPORT)
Research Institute. Karaikudi
Central Public Works Department, New Delhi
SUPERINTENDING
ENGINEER(CDO)
EXSCOTKJEENGINEER(CDO)
Central Road Research Institute, New Delhi
Central Water Commission, New
SHRISATAND~R
KOMAR
DmmroN(IiCD-NW&S)
Delhi
DRKTOR (HCD-~&Wj
Construction
(Alternaie)
Industry Development Corporation Ltd, New Delhi
@lernare)
SHRIP. R. SWARUP
SHRISUNILMAHAJAN(Alternate)
Durgapur Steel Plant (SAIL), Durgapur
SHKIAMITABHBHATTACHARYYA
Engineer-in-Chief’s
BRIG. A. L. SANDHAL
SHKIR. S. Tmxiw
Branch, New Delhi
(A[ternate)
MAIORK. C. TIWARI(Alternafe)
DR VIMALKOMAR
Fly Ash Utilization Progrmmne (TIFAC), New Delhi
Sti?C!ML!!~w M,wHLT.(.’t!fe.V?I~!g)
Gammon India Limited, Mumbai
SHN V. N. HEGGADE
SHRIS. T. BAGASRAWALA
(Alternate)
Indian Stainless Steel Development Association,
New Delhi
SHRIRAMESHR. GOPAL
Institute of Steel Development and Growth (lNSDAG), Kolkata
DR T. K. BANOYOPAOHYAY
SHRIARUITGUHA(A/ferrrafe)
.———
Larsen and ioubro Ltd (!sUC Division), Chennai
SW S. KANAPPAN
SHRI%srALAorPTlSAHA(Akerrrate)
MECON L[mited, Ranchi
Ministry of Shipping, Road Transport&
SHRIU. CHAKRABORTY
SHRIJ. K. JHA (Alternate)
SHRIA. B. YAOAV
SHRISATISHKUMAR(Alternate)
Highways, New Delhi
National Councd for Cement and Building Materials, Ballabhgarh
SHRIH. K. JOLKA
SHSUV. V. ARORA(Alternate)
National Highways Authority of India, New Delhi
SHRIASHOKKOMAR
SHRIKARAMVEERSHAIWA(Alternate)
National Metallurgical
SHR[D. D. N. StNGH
Laboratory, Jamahedpur
National Thermal Power Corporation, New Delhi
SHRIA. VUAYWAN
Nuclear Power Corporation India Limited, Mumbai
SHRIY. T. PRAVEENCHANDRA
SHRIR. N. S.m.mwr (Alternate)
P.S. L. Limited. Mumim
SW R. K.
B.AHS.I
.%Rr R. R.ADHAKRISHNAN
(Alternate)
SHRIG. V. N.
REDDY
SHRICI-ISruNrvAsARAO (Alternate)
Rashtriya Ispat Nigam Ltd, Visakhapatnam
Research, Designs and Standards Organization,
DUWTOR (B&S) CB II
Lucknow
ASSISTANT
DWIGNENGINEER(B&S) CS-11
SHRTVtVEKP. K.ARAMA
DR h’fOKESHBHAI B. JOSHI(Alternate)
Sardar Sarovar Narrnada Nigam, Gandhinagar
11
(Alternate)
IS 1786:2008
Organization
SAIL Research & Development Centre, Ranchi
SHRIDEBASISMUKHBRJ8E
Steel Re-Roll mg ,MilIs Association
SHRIR. P. BHATtA
SHRIS. K. CtWIOHARY(Alternate)
of India, Mandi Gobindgarh
SHFORANJEEVBHATtA(Alternate)
DR N. LAKSHAMANAN
Structural Engineering Research Centre, Chennai
SHRIT. S. KRISHNAMOORTHY
(Alternate)
STUP Consultants
SHrHC. R. ALIMCHANOANI
Llmitedj Mumbai
SHRtS. G. JOOLEKAR(Alternate)
SHRIINDRANIL
CHAKRARARTI
Tata Steel Limited, Jamshedpur
SHUITANMAYBHATTACHARYYA
(Alternate)
SHJUVIPOLJOSHI
Tata Steel Ltd (Wire Division), Mumbai
SHRIS. V. DESAI(Alternate)
DR P. C. CHOWDHURY
Torsteel Research Foundation in India, Bangalore
SHRJM. S. SUDARSHAN
(A[ternate)
SHRIA. K. SAN, SCIENTIST‘F’& HEAD(CED)
[REPRESENTING
DIRSCTORGENERAL(Ex-oficio)]
BIS Directorate General
12
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r
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i
Review of Indian Standards
Amendments are issued to standards as the need arises on the basis
periodically; a standard along with amendments is reaffirmed when
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should ascertain that they are in possession of the latest amendments
‘BIS Catalogue’ and ‘Standards: Monthly Additions’.
This Indian Standard has been developed
of comments. Standards are also reviewed
such review indicates that no changes are
up for revision. Users of Indian Standards
or edition by referring to the latest issue of
8
from Doc : CED 54 (7303).
Amendments
Issued Since Publication
——.
Amendment No.
Text Affected
Date of Issw
—
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Printed at Governmentof India Press, Faridabad
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