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I. ROAD WORKS
A) Non-Bituminous -
Sl. No. Item / Activity Test Reference Code Acceptance Criteria / Guideline / Special Features
1. Embankment Construction
Embankment Construction should be executed as par IRC -36-2010
and clause 305 of Specifications of Road and Bridge Works -5th.
Revision.
Liquid Limit
Plasticity Index
IS: 2720 (Part 5) Maximum LL should not be greater than 50.
Maximum PI value should not be greater than 25.
Shrinkage Limit
Swelling index
Swelling index should not be greater than 50.
Clay Content IS:2720 (Part 4) Maximum 10 %.
Deleterious Content Test IS: 2720 (Part 27) Material should be free from swamp, marshes and bogs. It should not
be Peat, log, sump and perishable material.
Particle size distribution
& Classification of Soil
IS:1498 Soil should not be classified as OL, OI, OH or Pt
OMC and Maximum Dry
Density
IS: 2720 (Part 8)
and (Part 7)
In case of NH, SH and MDR modified Proctor Density (IS 2720 Part
8) and in case of VR and ODR standard Proctor density (IS 2720 Part
7) to be used.
Density IS: 2720 (Part 8)
Shall not be less than 1.52gm/cc for embankment height upto 3 meter
&
Shall not be less than 1.60gm/cc for embankment height above 3
meter.
Wet Sieve Analysis &
Grading
IS: 2720 (Part 4) The size of coarse material should not exceed 75 mm in embankment
Moisture Content MORT&H
Specification for
Road & Bridge Works
(5th Revision)
The moisture content shall be in the range of-1 % to +2% of the OMC.
Dry Density IS: 2720 (Part 2)
IS: 2720 (Part8)
The dry density shall not be less than 95% of the Maximum Dry
Density (MDD) in the lower layers of embankment and 97% of MDD
in the top 50 cm of the embankment.
Maximum compacted thickness of each layer should not be greater
than 250 mm when vibratory roller is used or 200 mm when static
roller is used.
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2. Subgrade Construction
Embankment Construction should be executed as par IRC -36-2010
and clause 305 of Specifications of Road and Bridge Works -5th.
Revision.
Liquid Limit
Plasticity Index
IS : 2720 (Part 5) Maximum LL should not be greater than 50
Maximum PI value should not be greater than 25
Shrinkage Limit
Swelling index
Shrinkable soil not allowed.
Sub grade soil shall be non-expansive.
Clay Content IS:2720 (Part 4) Maximum 10 %.
Deleterious Content Test IS: 2720 (Part 27)
IS: 383-1970
IS: 2386 (Part II)-1963
Material should be free from swamp, marshes and bogs It should not
be Peat, log, sump and perishable material
Particle size distribution
& Classification of Soil
S:1498 Soil should not be classified as OL, OI, OH or Pt
OMC and Maximum Dry
Density
IS: 2720 (Part 8)
and (Part 7)
In case of NH, SH and MDR modified Proctor Density (IS 2720 Part
8) and in case of VR and ODR standard Proctor density (IS 2720 Part
7) to be used.
Density IS: 2720 (Part 8)
Density of sub grade should be greater than 16.5 km/cum for VR and
ODR and 17.5 km/ cum for of NH and SH.
Wet Sieve analysis &
Grading
IS: 2720 (Part 4) The size of coarse material should not exceed 75 mm in embankment
Moisture Content MORT&H
Specification for
Road & Bridge Works
The moisture content shall be in the range of -1 % to +2% of the OMC.
Dry Density IS: 2720 (Part 2)
IS: 2720 (Part8)
The dry density shall not be less than 97% of the Maximum Dry
Density (MDD)
CBR IS:2720 (Part V) The actual laboratory CBR values of construction subgrade shall be
determined on undisturbed samples cut out from the compacted
subgrade in CBR mould fitted with cutting shoe or on remoulded
samples, compacted to the field density at the field moisture content.
Sub grade should have minimum CBR value of 8% of road having
traffic of CVD of 450 or higher.
If the sub grade soil fails to meet the requirement of CBR, soil
stabilization as per clause 403 & clause 404 of Specifications of road and bridge works of MORTH shall be made.
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3. Granular Sub Base GSB to be constructed as par Clause 401 of Specifications of Road and
Bridge Works -5th. Revision.
The material to be used for the work shall be sand, crushed gravel,
crust stone, crushed slag or combination thereof. Brick metal, Kankar,
Crushed concrete is permitted in lower layer.
a) Liquid Limit
b) Plasticity Index
IS : 2720 (Part V) Minimum liquid limit & plasticity index shall not be greater than 25
and 6 respectively.
Density of compacted
layer
IS:2720 (Part VIII) Density of the compacted layer shall not be less than 98% of
Maximum Dry Density. Rolling with static road roller may be done for
layer upto 100 mm, for layer thickness more than 100 mm and upto
200mm, vibratory roller with static load not less than 80KN shall be
used.
Deleterious constituents. IS: 383-1970
IS: 2386 (Part II)
Free from Organic and other deleterious constituents.
CBR IS:2720 (Part V) At 98% of Maximum dry density CBR value shall be greater than 30%.
Gradation
IS: 383-1970
IS: 2386 (Part I)
As per Table 400-1 of Specifications for Road and Bridge works of
MORT&H. Grading III & IV shall be used in lower sub base layer.
Grading V and VI shall be used as sub base-cum drainage layer.
Thickness of each sub base layer shall not be less than 150 mm.
Aggregate Impact Value
(AIV)
Maximum AIV shall not be more than 40%. For soft aggregate like
brick ballast, laterite, kankar etc. having water absorption greater than
2% wet aggregate impact value (AIV) should be taken.
4. Lime Treated Soil Sub Base Lime Treated Soil Sub Base to be constructed as per IRC:SP-89-2010
and Clause 402 of Specifications of Road and Bridge Works -5th.
Revision.
Soil treated with lime may be used as sub base. Lime treatment is
generally effective for soil which contain relatively high parentage of
clay and silty clay with PI value greeter than 8
Quality of lime/cement - IS: 1514 Lime shall have purity of not less than 70% by wt. of Quick-lime
(CaO).
Lime content The mix design shall be done to arrive at the appropriate quantity of
lime to be added.
Degree of pulverization Minimum percent by weight passing the sieve:
26.5 mm 100% & 5.6 mm 80%.
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Lime Treated Soil Sub Base
(Continued.)
CBR or Unconfined
Compressive Strength test
on a set of 3 specimens
The laboratory CBR/UCS value shall be at least 1.5 times the min.
field value of CBR/UCS Lime treated soil sub base / sub grade shall
be tested for unconfined compressive strength (UCS) at 7 days.
Moisture content prior to
compaction
IS:2720 (Part II) Neither is less than the optimum moisture content corresponding to IS:
2720 (Part VIII) nor more than 2 % above it.
Density of compacted
layer
IS:2720 (Part VIII) At least 98% of the maximum dry density
5. Cement / Cement fly ash
Stabilised Soil Sub-base
Cement / Cement fly ash Stabilised Soil Sub-base is to be constructer
as par IRC: 50-1973 and Clause 402 of Specifications of Road and
Bridge Works -5th. Revision.
Quality of cement IS:269, 455 or 1489 Cement for stabilization shall either is OPC, PSC or PPC.
Cement content Quantity of cement shall be as per design so as to achieve design 7
days unconfined compressive (UCS) and or durability test. The
quantity of cement shall not be less than 2% by weight of mix.
Degree of pulverization Minimum percent by weight passing the sieve:
26.5 mm 100% & 5.6 mm 80%.
CBR or Unconfined
Compressive Strength test
on a set of 3 specimens
IS-2720 (part-8). The minimum UCS value shall be 1.75 MPa when tested on
cylindrical specimen. Laboratory strength shall be 1.5 times greater
than the field UCS.
Moisture content prior to
compaction
IS:2720 (Part II) Neither be less than the optimum moisture content corresponding to
IS: 2720 (Part VIII) nor more than 2 % above it.
Density of compacted
layer
IS:2720 (Part VIII) At least 98% of the maximum dry density.
Liquid limit and plastic
limit
The materials passing through 425 micron sieve shall have liquid limit
and plastic limit shall not be greater than 45 and 20 respectively.
6. Water Bound Macadam
(Base or Sub base)
Water Bound Macadam Base or Sub base is to be constructed as par
IRC 19-2005 and Clause 404 of Specifications of Road and Bridge
Works -5th. Revision.
WBM shall not be laid on an existing bituminous top surface without
scarifying or providing adequate measure for proper bond and
drainage at the interface of existing bituminous surface and WBM
layer should not be laid directly over a silty or clayey sub grade, a
suitable intervening granular layer.
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Water Bound Macadam
(Base or Sub base)
(Continued.)
Grading of aggregate IRC: 19- 2005 Grading requirements of coarse aggregate for WBM shall be as per
table-2 of IRC: 19- 2005 and that of screening shall be as per table 3 of
IRC 19-2005.
Los Angeles Abrasion
Value
Aggregate Impact Value
Flakiness Index
IS: 2386 (Part IV)
IS : 5640
IS: 2386 (Part I)
Maximum value of Los Angeles abrasion value shall not be greater
than 50% for sub base & 40% for base. Aggregate impact value (AIV)
shall be 40% and 30% respectively for Sub base and Base.
Combined Flakiness &
Elongation Indices
IS: 2386 (Part I) Maximum combined flakiness and elongation indices of 30%
Atterbergs Limits of binding Material
IS:2720 (Part V) Pl 6 Material finer than 425 micron shall have maximum PI value of 6.
Atterbergs Limit of screenings
IS: 383-1970
IS: 2386 (Part I)-1963
Maximum 10%
Compaction of Stone WBM is made in following stages Spreading and
Rolling of stone aggregates > Spreading and rolling of stone screening
> Application and rolling of screening with sprinkle of water until the
course aggregates are bonded and firmly set and a grout of screening
and water forms ahead of the wheels of the roller.
7. Wet Mix Macadam
(Base or Sub base)
Wet Mix Macadam (Base or Sub base) is to be constructed as par IRC
109-2015 and Clause 406 of Specifications of Road and Bridge Works
-5th. Revision.
Coarse aggregate shall be crushed stone / crusted gravel / shingle. In
case of grovel and shingle not less than 90% by eight should retain on
4.75 mm sieve and shall have at least two fractured surface.
Grading of aggregate IS: 383-1970
IS: 2386 (Part I)
As per Table 400-13 of MORT&H or Table 2 IRC 109
Los Angeles Abrasion
value
IS: 2386 (Part IV) 40 % Maximum by Weight
Aggregate Impact Value IS: 2386 (Part IV) 30 % Maximum by Weight
Combined Flakiness
Index & Elongation Index
IS: 2386 (Part I) 30 % Maximum by Weight
Atterberg Limits for
portion of aggregate
passing 425 micron sieve
IS:2720 (Part V) Pl 6
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Wet Mix Macadam
(Base or Sub base)
(Continued.)
Optimum moisture
content
IS 2720 (Part-VIII) Optimum moisture for mixing shall be determined in accordance with
IS: 2720 (Part-VIII) after replacing the course aggregate fraction
retained on 19 mm, water in the mix during rolling shall not vary 1%. The layer thickness may be checked by depth blocks during
construction.
Density of compacted
layer
IS:2720 (Part VIII) At least 98 % of MDD, Thickness of single compacted layer should not
exceed 100 mm when smooth wheel roller of 80 to 100 KN weight is
used. However, thickness of single layer up to 200 mm may be
compacted using vibratory Roller of minimum 80-100 KN static
weight.
Laying of WMM course over an existing thick bituminous layer should
be avoided since it will cause problems of bonding and internal
drainage of the pavement at the interface of two courses.
B) Bituminous -
1. Prime Coat over granular base i) Quality of binder
ii) Binder temperature for application
iii) Rate of spread of Binder
IRC: 16 (2008)
[Standard
Specifications and
Code of practice for
prime and tack coat
(Second revision)]
partially modified by
Cl. 502 of 5th
Revision.
Table 500-3 & Table 500-4 of 5th Revision of Specifications for Road
and Bridge Works of Ministry of Road Transport & Highways.
(Henceforth only referred as 5th. Revision )
2. Tack Coat Do IRC: 16 (2008)
[Standard
Specifications and
Code of practice for
prime and tack coat
(Second revision)]
partially modified by
Cl. 503 of 5th
Revision.
Table 500-5 of 5th Revision.
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3. Bituminous Macadam i) Quality of binder
ii) Aggregate Impact Value or Los Angeles Abrasion
Value
iii) Combined Flakiness and Elongation Indices
iv) Stripping value
v) Water absorption of aggregates
vi) Water Sensitivity of mix
vii) Grading of aggregates
viii) Soundness (Magnesium Sulphate/ Sodium
Sulphate)
ix) Percentage of fractured Faces
x) Binder content
xi) Control of temperature of binder and aggregate for
mix and of the mix at the
time of laying and rolling
xii) Density of Comp layer
xiii) Rate of spread of Mixed Material
Cl. 504 of 5th
Revision. Physical properties of coarse aggregate: Table 500-6 (5th Revision.)
Aggregate grading and bitumen content: Table 500-7 (5th Revision.)
Rolling & compaction: Cl. 504.3.6 of (5thRevision.)
Protection of the layer: Cl. 504.5 of (5thRevision.)
4. Dense Bituminous Macadam
i) Quality of binder
ii) Aggregate Impact Value or Los Angeles Abrasion
Value
iii) Flakiness and Elongation Indices
iv) Water absorption of aggregates
v) Soundness test (Magnesium or Sodium
Sulphate)
vi) Sand equivalent test
IRC: 111 (2009)
Specifications for
dense graded
bituminous mixes and
/ or Cl.505 of 5th
Revision.
Physical properties of coarse aggregate: Table 5 of IRC: 111 and /or,
Table 500-8 of 5th Revision.
Grading of mineral filler: Table 6 of IRC: 111 and/or, Table 500-9 of
5th Revision.
Aggregate grading and bitumen content (composition): Table 7 of IRC:
111 and/or, Table 500-10 of 5th Revision.
Requirement of DBM Mix: Table 8 of IRC: 111 and/or, Table 500-11
of 5th Revision.
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Dense Bituminous Macadam
(Continued.)
vii) Plasticity Index
viii) Polished stone value
ix) Percentage of fractured Faces
x) Mix grading
xi) Stability and voids analysis of mix including theoretical maximum
specific of loose mix
xii) Moisture Susceptibility of mix (AASHTO T283)
xiii) Temperature of binder in boiler, aggregate in dryer
and mix at the time of
laying and compaction
xiv) Binder content
xv) Rate of spread of Mixed Material
xvi) Density of Comp. layer
IRC: 111 (2009)
Specifications for
dense graded
bituminous mixes and
/ or Cl.505 of 5th
Revision.
Plant trial- permissible variation in Job Mix Formula:
Table 9 of IRC: 111 and/or, Table 500-13 of 5th Revision.
Compaction Criteria: Cl. 4.5.2 of IRC: 111 and /or Cl.505.3.5 of 5th
Revision.
5. Marshall Method of Asphalt mix
design
MS-2 (Asphalt
Institute) (Chapter-5),
ASTMD 5581
Table 8 of IRC: 111 and/or Table 500-11 of 5th Rev. For maximum
size or aggregate is > 26.5 mm. (Cl.505.3.5 of 5th Rev.) Modified
Marshall Method as per Cl. 5.16 of MS-2 shall apply.
6. Tests related to Marshall Method
of Mix Design
i) Determination of Bulk
Specific Gravity,
Apparent specific
gravity and water
absorption of mineral
aggregates.
IS: 2386 (Part-III)
1963 and/or ASTM C-
127 for Coarse
aggregates ASTM C
128 for Fine
aggregate.
As such no specified Acceptant criteria are there.
ii) Determination of
Maximum theoretical
specific gravity of the
mix.
ASTM D 2041
(Standard test method
for theoretical
maximum specific
gravity and density of
bituminous paving
mixtures).
As such no specified Acceptant criteria are there.
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iii) Marshall stability &
flow determination.
AASHTO T
245(Resistance to
Plastic flow of
Bituminous mixture
using Marshall
Apparatus)
Table 500-11 of 5th Revision.
Table 8 of IRC: 111.
iv) Tensile strength ratio AASHTO T
283(Resistance of
compacted Hot Mix
asphalt (MMA) to
Moisture induced
Damage)
Table 500-11 of 5th Revision.
Table 8 of IRC: 111.
Modified Marshall Method Cl. 505.3.2 of 5th
Revision. (2nd
paragraph) to be read
along with Cl. 5.16 of
MS-2.
When maximum size of aggregate used in aggregate graduation is
more than 26.5 mm. Modified Marshall Method of 150 mm. Diameter
specimen to be used.
7. Bituminous Concrete Same as Sl. 4 IRC: 111 (2009) and
/or Cl. 507 of 5th
Revision.
Physical properties of coarse aggregate : Table 5 of IRC :111 and /or
Table 500-16 of 5th Rev.
Grading of mineral filler: Table 6 of IRC: 111 and /or Table 500-9 of
5th Revision.
Aggregate grading and bitumen content (composition): Table 7 of IRC:
111 and /or Table 500-17 of 5th Revision.
Requirement of BC Mix: Table 8 of IRC: 111 and/or Table 500-11 of
5th Revision.
Plant trial- permissible variation in Job Mix Formula:
Table 9 of IRC: 111 and/or Table 500-18 of 5th Revision.
Compaction Criteria: Cl. 5.6.4 of IRC: 111 and /or Cl.507.3.5 &
Cl.903.4.2 of 5th Revision.
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8. Close-graded premix surfacing
/ Mixed seal surfacing
i) Quality of binder
ii) Aggregate Impact Value or Los Angeles Abrasion Value
iii) Combined Flakiness and Elongation Indices
iv) Stripping value
v) Water absorption of aggregates
vi) Water Sensitivity of mix
vii) Grading of aggregates
viii) Soundness (Magnesium Sulphate and Sodium
Sulphate)
ix) Polished stone value
x) Temperature of binder at application
xi) Binder content
xii) Percentage of fractured faces
IRC : SP: 78 (2008)
Specifications for
Mixed seal surfacing
(MSS) Close-graded
premix surfacing
(CGPS) and/ or,
Cl. 508 of 5th
Revision.
Aggregate gradation: Table: 3 of IRC: SP: 78 and /or Table 500-19 of
5th Rev. For annual rainfall more than 1500 mm. Type A, and for
annual rainfall upto 1500 mm. Type B aggregate gradation has to be
followed.
Proportioning of Material: Cl. 3.3 of IRC: SP: 78 and/or Cl. 508.2.5 of
5th Revision.
N.B.: Quantity of aggregates shall be 0.27 m3 / 10 m
2 [ in 5
th Rev., it is
mis-printed as 0.27 m3 / m
2 ]
Physical requirement of aggregates :Cl. 3.2.1 of IRC: SP: 78
9. Open-graded premix surfacing Cl. 510 of 5th
Revision.
Aggregate: Cl. 510.1.2.2 of 5th Revision.
Binder: Cl. 510.1.2.1 of 5th Revision.
Proportioning of Material :Table 500-23 of 5th Rev.
10. Seal Coat i) Quality of binder
ii) Aggregate Impact Value or Los Angeles Abrasion Value
iii) Combined Flakiness and Elongation Indices
iv) Stripping value of aggregates (Immersion Tray Test)
v) Water absorption of aggregates
vi) Water Sensitivity of mix
vii) Grading of aggregates
viii) Soundness(Magnesium Sulphate and Sodium
Sulphate)
ix) Polished stone value
x) Temperature of binder in boiler, aggregate in dryer and
mix at the time of laying and
compaction
Cl. 511 of 5th
Revision.
Binder: Cl. 511.2.1 of 5th Revision.
Stone chips for Type A seal coat: Cl. 511.2.2 of 5th Revision.
Stone chips for Type B seal coat: Cl. 511.2.3 of 5th. Revision
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11. Slurry Seal i) Quality of Aggregate Sand Equivalent Value Water
Absorption Soundness
Test (Sodium /
Magnesium Sulphate Test)
ii) Quality of Emulsion
iii) Aggregate Moisture
iv) Aggregate Gradation
v) Binder content
vi) Calibration of Machine
vii) Quantity of Slurry (By weight of aggregate)
IRC:SP:81 (2008)
[Tentative
specifications for
Slurry Seal and micro
surfacing] and/or
Cl. 512 of 5th
Revision.
Different types of Slurry Seals: Table 1 of IRC: SP: 81 and/or Table
500.25 of 5th Revision.
Binder :Cl. 4.2.1 of IRC : SP: 81 and /or Cl. 512.3.1 5th Rev. [SS2
type slow setting bituminous emulsion conforming to IS ; 8887]
Properties of Aggregate: Table 2 of IRC: SP: 81 and/or Table 500.26
of 5th Revision.
Aggregate grading: Table 3 of IRC: SP: 81 and/or Table 500.27 of 5th
Revision.
Mix Design Criteria: Table 4, Appendix 1, 3,4,5,6 of IRC: SP:
81(2008).
Indicative Quantity of Ingredients: Table 5 of IRC: SP: 81 and/or Table
500.30 of 5th Revision.
12. Micro Surfacing Do IRC : SP: 81 (2008) Different types of Micro Surfacing: Table7 of IRC: SP: 81 and / or
Table 500-31 of 5th Revision.
Binder: Cl. 5.2.1 and Table 8 of IRC: SP: 81 and / or Table 500-32 of
5th Revision.
Aggregate grading: Type II and type III grade of Table 3of IRC: SP:
81.
Type II and type III grade of Table 500-27.
Mix design criteria for Micro Surfacing Mix :
Table 9 of IRC: SP: 81 and / or Table 500-33of 5th Revision.
Indicative Ingredients in Mix: Table 10 of IRC: SP: 81 and / or Table
500-34 of 5th Revision.
13. Surface Dressing Same as Sl. 10 IRC : 110 (2005)
[Standard
specifications and
code of practice for
design and
construction of surface
dressing]
And/ or Cl. 509 of 5th
Revision.
Binder: Cl. 4.1 of IRC: 110 and / or Cl. 509.2.1 of 5th Revision.
Aggregate: Cl. 4.2 of IRC: 110 and / or Cl. 509.2.2 of 5th Revision.
Physical requirements of aggregates : Table 2 of IRC: 110
Recommended Nominal Size of aggregate: Table 3 of IRC: 110 and /
or Table 500-20 of 5th Revision.
Grading requirements of aggregates used for surface dressing: Table 4
of IRC: 110 and / or Table 500-21 of 5th Revision.
Approximate rate of application of binder and aggregates: Table 5(a) &
5(b) of IRC: 110 and / or Table 500-22 of 5th Revision.
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14. Mastic Asphalt
i) Quality of binder
ii) Aggregate Impact Value or Los Angeles Abrasion
Value
iii) Combined Flakiness and Elongation Indices
iv) Stripping value
v) Water Sensitivity of mix
vi) Grading of aggregates
vii) Water absorption of aggregates
viii) Soundness (Magnesium Sulphate and Sodium
Sulphate)
ix) Percentage of fractured faces
x) Binder content and aggregate grading
xi) Control of temperature of binder and aggregate for
mix and of the mix at the
time of laying and rolling
xii) Rate of spread of Mixed Material
IRC: 107 (2013)
(Specification for
bitumen mastic
wearing course) and /
or Cl. 516 of 5th
Revision.
Physical properties of binder: Table 1 of IRC: 107(2013) should be
followed instead of Table 500-39 of 5th Revision.
Physical requirements of course aggregates : Table 2 of IRC : 107
(2013)
Grading and percentage of course aggregates: Table 3 of IRC: 107
(2013) and Table 500-40 of 5th Revision.
N.B. In case of conflict, IRC: 107 (2013) should be guiding.
Grading of fine aggregate including filler: Table 4 of IRC: 107 (2013)
and Table 500-41 of 5th Revision.
N.B. In case of conflict, IRC: 107 (2013) should be guiding.
Composition of Bitumen Mastic Blocks without coarse aggregates:
Table 5 of IRC: 107 (2013) and / or Table 500-42 of 5th Revision.
N.B. Bitumen content given in the tables are without coarse aggregate
and not with respect to the total mix including coarse aggregate.
Lying the Bitumen Mastic: Cl. 6.2 of IRC: 107(2013) should be
followed.
Joints of Mastic Asphalt: Cl. 6.3 of IRC: 107(2013) a better detailing
of joints has been provided in IRC: 107, so it should be followed rather
than Cl. 516.4.6 of 5th Revision.
For mechanised construction operation of Mastic Asphalt: Annexure-II
of IRC-107(2013) may be referred.
xiii) Hardness number IS: 1195-1978 Hardness Number: Cl. 4 of IRC: 107 (2013) and Cl. 516.3.1 of 5th
Revision.
15. Crack Prevention Course Cl.517 of 5th Revision. Quality of Materials required for 10 sq.m. of road surface for stress
Absorbing Membrane: Table 500-43 of 5th
Revision.
16. Stone Matrix Asphalt (SMA)
i) Quality of binder
ii) Aggregate Impact Value or Los Angeles Abrasion
Value
iii) Flakiness and Elongation Indices
iv) Water absorption of aggregates
IRC: SP: 79 (2008)
(Tentative
Specifications for
Stone Matrix Asphalt)
and/or Cl. 515 of 5th
Revision.
Bitumen: Cl. 3.1 of IRC: SP: 79.
Cl. 515.2.1 of 5th Revision.
Physical requirement of coarse aggregates: Table 1 of IRC:SP:79
Table 500-35 of 5th Revision.
Stabilizer additive: Cl. 3.5 of IRC: SP: 79.
Cl. 515.2.5 of 5th Revision.
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Stone Matrix Asphalt (SMA)
(Continued.)
v) Soundness (Magnesium Sulphate and Sodium
Sulphate)
vi) Sand equivalent test
vii) Plasticity Index
viii) Polished stone value
ix) Percentage of fractured faces
x) Mix grading
xi) Air voids and VMA analysis of mix including
theoretical maximum
specific gravity of loose
mix
xii) Moisture Susceptibility of mix (AASHTO T 283)
xiii) Temperature of binder at application
xiv) Binder content
xv) Rate of spread of Mixed Material
xvi) Density of Comp. layer
SMA Mix Design Composition of Stone Matrix asphalt: Table 3 of IRC: SP: 79 and/or Table 500-37 of 5
th Revision.
SMA Mix Requirements: Table 4 of IRC: SP: 79 and/or Table 500-38 of
5th Revision.
17. Recycling of Bituminous
pavement
Cl. 519 of 5th Revision
For all the above items, frequency
of test and quality control criteria
are guided by section 900 of 5th.
Revision.
N.B. Dedicated IRC publication for recycling of bituminous pavement
is under process of publication. Interested Engineers may see "RAP
Manual" Publication No FHWA-SA-98-042 in website of Federal
Highway Administration. USA, Mix design method using RAP is also
there in Appendix of MS-2.
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C) Construction Material -
Sl. No. Item / Activity Test Reference Code Acceptance Criteria / Guideline / Special Features
1. Paving Grade bitumen IS: 73(2013)
[ASTM 3381 / 3381
M-13]
Table 1 of IS: 73(2013)
Characteristics of Bitumen i) Penetration IS: 2013
[ASTMD 5]
-DO-
ii) Absolute viscosity IS: 1206 [Part-2]
[ASTMD 2171]
-DO-
iii) Kinetic viscosity IS: 1206 [Part-3]
[ASTMD 2170]
-DO-
iv) Flash point
(Cleveland open cup)
IS: 1209
[ASTMD 90]
-DO-
v) Solubility in
trichloroethylene
IS: 1216
[ASTMD 2042]
-DO-
vi) Softening point (R &
B)
IS: 1205
[ASTMD 36]
-DO-
vii) Rolling Thin-Film
Oven Test
ASTMD 2872 -DO-
viii) Viscosity Ratio Cl. 3.1. of IS: 73 * Viscosity ratio & ductility tests have to performed on the samples
after RTFOT
ix) Ductility IS: 1208
[ASTMD 113]
-DO-
x) Specific gravity /
density of
bituminous material
IS: 1202
[ASTMD 70]
IS: 73 does not specific any acceptable criteria for specific gravity.
N.B. In Indian context, IS codes should be followed for acceptance
criteria in general. However, interested engineers may follow relevant
ASTMs for detailed procedure of testing.
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2. Industrial Grade Bitumen IS: 702(1988)
Table 1 of IS: 702
Industrial grade bitumen is used for Mastic Asphalt Works.
Characteristics of Industrial grade bitumen and testing procedures are
same as that of Paving grade bitumen.
3. Polymer and Rubber modified
Bitumen
IS: 15462(2004) and
/or IRC: SP: 53 (2002)
N.B. Though IRC: SP: 53 (2010) version is there, it is industry practice
to follow 2002 version which is much similar to IS: 15462.
4. Classification of rubber and
polymer based bitumen
modifiers.
Table 1 of IRC: SP: 53
(2002)
As such no acceptance or selection criteria of natural rubber, crumb
rubber or polymer based bitumen modifiers have been specified in
code.
Instructed engineers may see ASTM D 6373.15 [standard specification
for performance graded Asphalt binder ]
5. Requirements of PMB (P)
(Plastomeric thermoplastic
based)
IRC: SP: (2002)
And/or IS:
15462(2004)
Table 3 (page 9)
Table 1 (page 2)
6. Requirements of PMB (E)
(Elastomeric thermoplastic
based)
IRC: SP: (2002)
and/or IS:
15462(2004)
Table 2 (page 8)
Table 2 (page 3)
7. Requirements of natural Rubber
modified Bitumen (NRMB)
IRC: SP: (2002)
and/or IS:
15462(2004)
Table 4 (page 10)
Table 3 (page 3)
8. Requirements of Crumb rubber
modified Bitumen
IRC: SP: (2002)
and/or IS:
15462(2004)
Table 5 (page 11)
Table 4 (page 4)
9. Special (extra) characteristics of
PMBs apart from the usual
characteristics of paving grade
bitumen.
i) Frass breaking point
IS: 9381 For different kinds of PMBs, as specified in the above mentioned
tables.
ii) Elastic Recovery test. Appendix A of IS:
15462
-DO-
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iii) Separation test Appendix B of IS:
15462 and / or
Appendix 2 of IS: SP:
53 (2002)
For different kinds of PMBs, as specified in the above mentioned
tables.
iv) Complex Modulus
(G*/ Sin) Appendix C of IS:
15462
This test is specified for PMB (Plastomeric) variety only, as per IS:
15462
N.B. The acceptance criteria of Elastic recovery test of different kinds
of PMBs specified in IS: 15462 (2004) and IRC: SP: 53 (2002) are a
bit different. The valves specified in IRC: SP: 53 (2002) seems to be
more rational.
10. Bitumen Emulsion- Cationic type IS: 8887(2004)
updated as per
IRC: SP: 100 (2014)
[ASTMD 2397
AASHTO M208]
11. Recommended Uses Of Cationic
Emulsion
IS: 8887(2004)
IRC: SP: 100 (2014)
Annex A of IS: 8887(2004) (page 4)
And/or Table 3.1 (page 13) also should be read along with Annexure-I
of IRC: SP: 100 (2014) page 67.
Specification of Cationic
Bituminous Emulsion
IS: 8887 and/or
IRC: SP: 100 (2014)
Table 1 (page 2)
Table 3.2 (page 13)
Properties of Modified Bitumen
Emulsion for Micro surfacing
IRC: SP: 100 (2014) Table 3.2 (page 14)
12. Properties of Bitumen Emulsion i) Viscosity by say bolt Furol Viscometer
Annex A of IS: 3117
(2004)
[Bitumen emulsion for
roads and allied
applications (anionic
type)]
Table 3.2 of IRC: SP: 100 (2014) and/or IS: 8887(2004)
ii) Residue on 600 micron IS sieve (%
mass), Max
Annex B of IS: 8887 -DO-
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Properties of Bitumen Emulsion
(Continued..)
iii) Coagulation of Emulsion at low
temperature
Annex C of IS: 8887 Table 3.2 of IRC: SP: 100 and/or Table 1of IS: 8887(2004)
iv) Storage stability after 24 hrs, %
Maximum
Annex D of IS: 8887 -DO-
v) Particle Charge Annex E of IS: 8887 -DO-
vi) Coating ability & water resistance
Annex F of IS: 8887 -DO-
vii) Stability to mixing with cement (%
Coagulation),
Maximum
Annex G of IS: 8887 -DO-
viii) Miscibility with water
Annex H of IS: 8887 -DO-
Test on Residue:
ix) Residue by evaporation
(Minimum)
Annex J of IS: 8887 -DO-
x) Penetration 250C /
100 gm./ 5 sec.
IS: 1203 -DO-
xi) Ductility 270C, cm
Minimum
IS: 1208 -DO-
13. New tests for Bituminous
emulsion (Cationic type) and
mixes with Bituminous emulsion.
i) Test Method for determination of bond
strength
IRC: SP: 100(2014) Appendix 1
ii) Method for determination of Mixing time
IRC: SP: 100(2014) Appendix 2
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iii) Method for determination of consistency
IRC: SP: 100(2014) Appendix 3
iv) Method for determination of curing time
IRC: SP: 100(2014) Appendix 4
v) Method of wet stripping of cured slurry
IRC: SP: 100(2014) Appendix 6
vi) Method for wet track Abrasion test
IRC: SP: 100(2014) Appendix 6
vii) Test Method for determination of torsional
Elastic Recovery of Residual
Binders
IRC: SP: 100(2014) Appendix 7
viii) Calibration of slurry seal and Micro surfacing Machine
IRC: SP: 100(2014) Appendix 8
ix) Method for design of cold Mixes
IRC: SP: 100(2014) Appendix 9
x) Preparation of storable Mixture at site for
intermediate use
IRC: SP: 100(2014) Appendix 10
xi) Water Resistance test IRC: SP: 100(2014) Appendix 11
xii) Work ability test IRC: SP: 100(2014) Appendix 11
xiii) Binder content in cold mixes IRC: SP: 100(2014) Appendix 12
14. Cationic Bituminous Emulsion-
Anionic type
IS:3117(2004) N.B. Anionic type of Bituminous emulsion is preferable for calcareous
Varity of aggregate (i.e. lime stone) which are not generally used in
India. The reference code for Anionic type of Bituminous emulsion is
IS: 3117 (2004). Method of testing of different properties of
bituminous emulsion are provided in Annex "A" to Annex "K" of IS:
3117 (2004).
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15. Cutback Bitumen IS: 217 (1998) N.B. Because of environmental issues, use of cutback bitumen is
generally restricted sub-zero temperature and some special cases.
(i) Requirements of rapid curing (RC) cutback bitumen
IS: 217 Table 1 of IS: 217 (Pages 2 & 3)
(ii) Requirements of Medium curing (MC) cutback
bitumen
IS: 217 Table 1 of IS: 217 (Page 3)
(iii) Requirements for Slow Curing (SC) cutback
bitumen
IS: 217 Table 1 of IS: 217 (Page 4)
D) Concrete Pavement -
1. Construction of Concrete Road IRC:15 (2011) Three codes IRC: 61 (tentative guideline for construction of cement
concrete pavements in Hot weather, IRC: 91 (tentative guideline for
construction of cement concrete pavements in cold weather), IRC:
84(code of practice for curing of cement concrete pavements) have
been withdrawn and amalgamated in IRC: 15 (2011).
(i) Flexural Strength of concrete (design criteria for concrete
road)
IRC:15 (2011) Cl. 4.1.4 page 11 (should be determined by third point loading of
flexural beam 150 mm. x 150 mm. x 700 mm. as per IS:516 for all
major projects)
N.B. Determination of flexural strength by co-relating compressive
cube strength is not allowed for major prospects.
Cl. 4.1.6 for small size project.
(ii) Expected values of standard deviation of Flexural
strength
IRC:15 (2011) Table 5 of page 12
(iii) Expected values of deviation of compressive strength
IRC:15 (2011) Table 6 of page 13
(iv) Joint in concrete pavements IRC:15 (2011) Cl. 8 of page 30-38
(v) Dowel Bars IRC:15 (2011) Cl.8.3.6 of page 38
(vi) Recommended dimensions of dowel bars for rigid
pavements for an axel load
of 10.2 Ton
IRC:15 (2011)and /or
IRC:58 (2011)
Table 12 of page 39
Table 5 of page 28
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(vii) Details of Tie bars for longitudinal joints of two-
lane rigid pavements
IRC:15 (2011)and /or
IRC:58 (2011)
Table 13 of page 42
Table 6 of page 30
(viii) Acceptance criteria of strength :-
Flexural strength
IRC:15 (2011) Cl. 12.8.1 page 74
(ix) Compressive strength IRC:15 (2011) Cl. 12.8.2 page 74& 75
(x) Quality control tests for paving Quality concrete
IRC:15 (2011) Table 19 of page 90, 91
2. Design of Plain jointed rigid
pavement
IRC:58 (2011)
3. Dry lean concrete as sub-base for
rigid pavement
IRC:SP:49 (2014) Cl.601 of 5th.Revision should also be read, however IRC: SP: 49 is the
guiding for DLC.
(i) Grading of aggregates IRC:SP:49 Table 1
(ii) Cement to be used IRC:SP:49 Cl. 3.1
(iii) Concrete compressive strength
IRC:SP:49 Cl. 4.1
(iv) Concrete mix proportions IRC:SP:49 Cl. 4.2
(v) Trial mix IRC:SP:49 Cl. 7.1
(vi) Placing IRC:SP:49 Cl. 7.5
(vii) Compaction IRC:SP:49 Cl. 7.6
(viii) Control of Thickness, density and strength
IRC:SP:49 Cl. 7.10
(ix) Tests of DLC results with different cements with
different proportions
IRC:SP:49 Annex 'B'
4.1 Cement concrete design for
pavements (Pavement Quality
Concrete, PQC)
IRC:44 (2008) to be
referred along with
IS:10262 (2009)
Minimum grade of concrete for PQC: M 40 (Flexural strength 4.5
MPa), for Rural road: M: 30 for white topping: M: 50.
(i) Cement to be used IRC:44 Cl. 4.1
(ii) Coarse aggregate requirements
IRC:44 Table 1
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(iii) Fine aggregate requirements IRC:44 Table 2
(iv) Mineral Admixtures IRC:44 Cl. 4.6. (Fly Ash, GBFS, Silica Fume, Metakaoline.)
(v) Admixtures IRC:44 Cl. 4.2. (Chemical admixture, air entraining admixture fibres.)
4.2 Data for Mix proportioning IRC:44 Cl. 5.
(i) Preliminary selection of Water-Cement ratio for
given grade of concrete
IRC:44 Table 4
(ii) Selection of Water content IRC:44 Cl. 7.2
(iii) Calculation of cementations Material content
[With the range of minimum
cementations material
content and maximum
cement content excluding
mineral admixtures such as
fly ash, silica fume or
g.g.b.f.s.]
IRC:44 Cl. 7.3
(iv) Estimation of coarse and fine aggregate contents
IRC:44 Cl. 7.4 and Table 6
4.3 Procedure for mix proportioning IRC:44 Cl. 9
4.4 Illustrative examples with and
without mineral aggregate
IRC:44 Annexure 'C' & Annexure 'D'
5. Guidelines for Maintenance,
Repairs and rehabilitation of
cement concrete pavements
IRC:SP:83 (2008)
6. Tentative guidelines for
conventional, this and ultra-thin
white topping
IRC:SP:76 (2008)
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7. Guidelines for the use of high
performance concrete in bridges
IRC:SP:76 (2008)
8. Recommended Practice for
sealing of joints in concrete
pavements
IRC:7 (2006)
9. Structural Evaluation of Rigid
pavement by Falling Weight
Deflectometer
IRC: 117 (2015)
10. Design and construction of
continuously reinforced concrete
Pavement (CRCP)
IRC: 118 (2015)
11. Design of continuously
reinforced concrete pavement
with elastic joint.
IRC: 101 (1988)
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II. BUILDING
Sl. No. Item / Activity Test Reference Code Acceptance Criteria / Guideline / Special Features
1. Soil Exploration and Testing
Number and Disposition of Test
Locations
Depth of Exploration
The number and disposition of
various tests shall depend upon
type of structure / buildings and
the soil strata variations in the
area. General guidelines are,
however, given below:
a) For a compact building site covering an area of about 0.4
hectare (4000m2) one bore
hole or trial pit in each comer
and one in the centre should
be adequate.
b) For smaller and less important buildings, even one bore hole
or trial pit in the centre will
suffice.
c) For very large areas covering industrial and residential
colonies, the geological nature
of the terrain will help in
deciding the number of bore
holes or trial pits.
NBC: SP7-2005
Part 6: Structural
Design
Section 2 Soils &
Foundation
The depth of exploration required depends on the type of proposed
structure, its total weight, the size, shape and disposition of the loaded
areas, soil profile, and the physical properties of the soil that
constitutes each individual stratum. Normally, it should be one and a
half times the width of the footing below foundation level. In weak
soils, the exploration should be continued to a depth at which the loads
can be carried by the stratum in question without undesirable
settlement and shear failure.
Sl. Type of Foundation Depth of Foundation
i) Isolated spread footing or
raft
1 times the width
of footing.
ii) Adjacent footings with clear
spacing less than twice the
width
1 times the length of the
footing.
iii) Pile foundation To a depth of 1 times the
width of structurefrom toe of
pile.
Subsurface Investigation for
Foundations IS1892
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Classification and Identification
of Soils IS 1498
Method of different tests for Soils IS 2720
2. Material -
i) Cement
a) 33 Grade ordinary Portland Cement
IS 269
Where chloride is encountered along with sulphates in soil or ground
water, OPC with C3A content from 5 to 8% shall be desirable to be
used in concrete instead of sulphate resisting cement.
b) 43 Grade ordinary Portland Cement
IS 8112
c) 53 Grade ordinary Portland Cement
IS 12269
d) Rapid hardening Portland Cement
IS 8041 Used in cold weather concreting.
e) Portland Slag Cement IS 455 Exhibits better sulphate resisting properties if slag content is more than 50%.
f) Portland Pozzolana Cement (fly ash based)
IS 1489
(Part 1)
g) Portland Pozzolana Cement (calcined clay based)
IS 1489
(Part 2)
h) Low heat Portland Cement IS 12600 Adequate precaution shall be taken regarding removal of formwork.
i) Sulphate resisting Portland Cement
IS 12330
j) Supersulphated Cement IS 6909 Use is generally restricted where the prevailing temperature is above 40 C.
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Testing of Cement
Determination of fineness of
cement by dry sieving
IS 4031 (Part 1)
Determination of soundness IS 4031 (Part 3)
Determination of consistency of
standard cement paste
IS 4031 (Part 4)
Determination of initial and final
setting time
IS 4031 (Part 5)
Determination of compressive
strength
IS 4031 (Part 6)
ii) Coarse and Fine Aggregates
Specification for coarse and fine
aggregates
IS 383
Testing of aggregates
Methods of test for aggregates for
concrete
IS 2386
(Part 1 to 8)
iii) Concrete Reinforcement and
Detailing
Mild steel and medium steel bars IS 432: Part 1
High strength deformed steel bars IS 1786
Handbook on Concrete
Reinforcement and Detailing
SP 34
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iv) Concrete and Admixture
Plain and Reinforced Concrete IS 456 Apart from strength requirement grade of concrete shall be selected on the basis of environmental exposure condition of the structural
members.
The concrete shall be deemed to comply with the strength
requirements when both the following conditions are met.
a) The mean strength determined from any group of four non-overlapping
consecutive test results complies with the appropriate limits in col 2 of the
following Table.
b) Any individual test result complies with the appropriate limits in col 3 of
the following Table.
Characteristic Compressive Strength Compliance Requirement
Specified
Grade
Mean of the Group of 4 Non-Overlapping
Consecutive Test Results in N/mm2 Individual Test
Results in N/mm2
M 15 or
above
fck + 0.825 x established standard deviation (rounded off to nearest 0.5 N/mm
2) or fck + 3
N/mm2 whichever is greater.
fck 3 N/mm2
Note- In the absence of established value of standard deviation, the values
given in the following Table may be assumed, and attempt should be made to
obtain results of 30 samples as early as possible to establish the value of
standard deviation. Three test specimens shall be made for each sample
for testing at 28 days. The test results of the sample shall be the average
of the strength of three specimens.
Minimum Frequency of Sampling of Concrete
Quantity of Concrete in the
Work (m) Number of Samples
1-5
6-15
16-30
31-50
51 and above
1
2
3
4
4 plus one additional sample for each
additional 50 m or part thereof.
Note- At least one sample shall be taken from each shift. When concrete is
produced at continuous production unit, such as ready mixed plant, frequency
of sampling may be agreed upon mutually by suppliers and purchasers.
Ready Mixed Concrete IS 4926
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Concrete Mix Proportioning Guidelines
IS 10262
The mix shall be designed to produce the grade of concrete having the
required workability and a characteristic strength. The target mean
strength of concrete mix should be equal to the characteristic strength
plus 1.65 times the standard deviation.
Assumed Standard Deviation
Grade of concrete Assumed Standard
Deviation, N/mm2
M10, M15 3.5
M20, M25 4.0
M30, M35, M40,
M45, M50, M55
5.0
Concrete Admixtures (Chemical ) IS 9103 Doses of retarders, plasticisers and super plasticisers shall be restricted
to 0.5, 1.0 and 2.0% respectively by weight of cement.
3. Falsework and Scaffolding
Guideline for falsework for
concrete structures
IS 14687
Steel tubular scaffolding IS 4014: Part1
4. Construction of Foundation
Construction of Shallow
Foundation in soils
IS 1080
Construction of foundation in
soils on plane and sloping ground
General Requirements
IS1904
Construction of Raft Foundations IS 2950(Part I)
Construction of Driven cast-in
situ concrete piles
IS2911: Part1:Sec 1
The L- bends in the reinforcements at the bottom of the piles should
not be provided to avoid formation of soft toe.
Construction of Bored cast-in situ
concrete piles
IS 2911: Part1:Sec 2
Construction of Timber piles IS 2911:Part2
Static Load Test on piles IS 2911: Part 4 Initial load test on piles shall ensure safe pile capacity as well as
greater economy in foundation.
Non- Destructive Integrity Test of
Piles
IS 14893 Pile integrity test may be recommended to ascertain the structural
integrity of piles.
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5. Provision for Lift
Guidelines for outlinedimensions
of passenger, goods, service and
hospital lifts
IS 14665: Part 1 Clear dimensions of lift well shall be verified before construction
6. Fire Safety of Building
Fire Safety of building : General
guidelines
IS 1641, IS1642,
IS 1643, IS 1644
Fire safety norms shall be strictly adhered to while planning and
designing a building, deciding sizes of different structural and non-
structural elements as well as selecting finishing items.
Fire Safety of Educational
Building
IS 14435
7. Earthquake Resistant Structure
Criteria for earthquake resistant
design of structures
IS 1893 To make a building earthquake resistant the provisions given in the
codes shall be strictly followed while planning, designing and
construction.
Earthquake resistant design and
construction of buildings
IS 4326
Ductile detailing of reinforced
concrete structures subjected to
seismic force
IS 13920 Building frame systems shall be designed as special R C moment
resisting frame complying with the ductile detailing to reduce the dead
weight of the structure.
Seismic Evaluation, Repair and
Strengthening of Masonry
Buildings - Guideline
IS 13935 Cost wise the building construction including the seismic code
provisions in the first instance, works outthe cheaper in terms of its
own safety and that of theoccupants. Retrofitting an existing
inadequate buildingmay involve as much as 2.5 to 3 times the initial
extraexpenditure required on seismic resisting features.
Repair and seismic strengthening of a damagedbuilding may even be 4
to 6 times as expensive. It istherefore very much safe as well as cost-
effective toconstruct earthquake resistant buildings at the initialstage
itself according to the relevant seismic IndianStandards.
Seismic Evaluation and
Strengthening of Existing
Reinforced Concrete Buildings
- Guideline
IS 15988
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III. BRIDGE WORKS
Sl. No. Item / Activity Test Reference Code Acceptance Criteria / Guideline / Special Features
1. Sub-Surface Exploration
A. INVESTIGATION
i) Preliminary Investigation Stage
study geological information.
data of nearby structures, if any.
site investigation about river bed and banks, etc.
IRC:78-2014
Cl. No 704
ii) Detailed Investigation Stage
determine the characteristics of the existing geo-materials
establish the design parameters
Rotary drills with casing diameter not less than 150 mm shall be used
upto the level of rock.
iii)
Construction Stage
confirm the characteristics of geo-materials at foundation
locations.
B. TESTS FOR DEEP
FOUNDATION
i) Bed level to anticipated maximum
scour depth
Soil Classification
Particles size distribution
Permeability, where dewatering is expected
In-situ Tests :-
Permeability tests.
Laboratory Tests -
Classification Tests,
including particle size
distribution.
IRC:78-2014
Appendix-2
Sampling -
Disturbed samples may be collected.
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ii) Maximum anticipated scour level
to the foundation level
Soil Classification.
Particles size distribution
Moisture content, density, void ratio.
Shear strength.
Compressibility.
Permeability where dewatering is expected.
Chemical analysis of soil and ground water (for
aggressive elements).
Laboratory Tests :
a) Classification Tests
including particle size
distribution.
b) Moisture content,
density, void ratio
c) Shear strength -
Triaxial tests to be
done on undisturbed
samples. Unconfined
compression tests to
be done on
undisturbed and/or
remoulded samples
d) Consolidation tests.
In-situ Tests for
Cohesionless soils :
a) Dynamic Cone
Penetration Test.
b) Standard Penetration
Test.
c) Down hole/Cross hole
seismic surveys.
d) Permeability tests.
IRC:78-2014
Appendix-2
Sampling for Laboratory Tests :
Same as above & Undisturbed samples shall be collected.
Notes:
1) Laboratory tests to be conducted according to the relevant parts
of IS 2720,
2) Use of sophisticated equipment like, pressure meter may be made,
if suitable co-relations for interpretation of data collected are
available.
3) Down hole/Cross hole seismic surveys shall be as per ASTM
4428/D 4428 M
4) Seismic Methods and/or Electrical Resistivity Method can be used
for soil/rock profiling. Down hole/Cross hole seismic surveys
could be used for establishing elastic moduli and rock profiling at
greater depths.
5) Down hole/Cross hole seismic surveys are useful for long bridges
(i.e. of the order of 1 km and above) and for reducing the number
of bores taken in the portions that are permanently under water.
For these applications, geotechnical profiles obtained by seismic
methods shall be calibrated /confirmed with actual profiles taken
by bores at intermediate locations.
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In-situ Tests for
Cohesive Soils :
a) Dynamic Cone
Penetration Test.
b) Static Cone Penetration
Test - cone and skin
resistance
c) Field Vane Shear Test.
d) Permeability tests.
e) Down hole/Cross hole
seismic surveys
IRC:78-2014
Appendix-2
CLASSIFICATION AND CHARACTERISTICS
OF ROCKS
Rock
Type Description
Unconfined
Compressive
Strength (UCS) in
MPa
Extremely
Strong
Cannot be scratched with knife or
sharp pick. Breaking of specimen
could be done by sledge hammer
only.
> 200
Very
Strong
Cannot be scratched with knife or
sharp pick. Breaking of specimens
requires several hard blows of
geologists' pick.
100 to 200
Strong Can be scratched with knife or pick
with difficulty. Hard blow of
hammer required to detach hand
specimen.
50 to 100
iii) Foundation level to about 1.5
times of the width of foundation
and below it.
Soil Classification
Shear Strength
Compressibility
Same as above.
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2. Open Foundations
i) Construction
IRC:78-2014
Cl. No 707
The protective works shall be completed before the floods so that the foundation does not get undermined.
Excavation on open foundations shall be done after taking necessary safety precautions for which guidance may be taken
from IS 3764.
Where blasting is required to be done for excavation in rock, and is likely to endanger adjoining foundations or other structures,
necessary precautions, such as, controlled blasting, providing
suitable mat cover to prevent flying of debris, etc. shall be taken
to prevent any damage.
ii) Condition for laying of
foundations
IRC:78-2014
Cl. No 707
Normally, the open foundations should be laid dry. Dewatering by pumping or depression of water by well point, etc. may be
resorted to.
If foundations cannot be laid dry the foundation concrete may be laid under water only by tremie pipe. No pumping of water shall
be permitted from the time of placing of concrete upto 24 hours
after placement.
iii) Backfilling trenches around the
footing
IRC:78-2014
Cl. No 707
All spaces excavated and not occupied by abutments, pier or other permanent works shall be refilled with earth upto the surface of
the surrounding ground, with sufficient allowance for settlement.
All backfill shall be thoroughly compacted and in general, its top
surface shall be neatly graded.
In case of excavation in rock, the trenches around the footing shall be filled-up with concrete of M 15 grade upto top of the
rock.
If the depth of fill required is more than 1.5 m in soft rock or 0.6 m in hard rock above the foundation level, then concrete may be
filled upto this level by M 15 concrete and portion above may be
filled by concrete or by boulders grouted with cement.
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3. Well Foundations
i) SAND ISLAND
IRC:78-2014
Appendix-4
Sand island where provided shall be protected against scour and the top level shall be sufficiently above the prevailing water level
so that it is safe against wave action.
The dimension of the sand island shall not be less than three times the dimension in plan of the well.
ii) Tilts and Shifts
IRC:78-2014
Cl. No 708
As far as possible, the wells shall be sunk plumb without any tilts and shifts. However, a tilt of 1 in 80 and a shift of 150 mm due to
translation shall be allowed.
If the actual tilts and shifts exceed the above limits, then the remedial measures have to be resorted to bring the well within
that limit.
If it is not possible then its effect on bearing pressure, steining
stress and other structural elements shall be examined.
iii) Bottom Plug
IRC:78-2014
Cl. No 708
The bottom plug shall be provided in all wells and the top shall be kept not lower than 300 mm in the centre above the top of the
curb. A suitable sump shall be below the level of the cutting edge.
Before concerting the bottom plug, it shall be ensured that its inside faces have been cleaned thoroughly.
The concrete mix used in bottom plug shall have a minimum cement content of 330 kg/m
3 and a slump of about 150 mm to
permit easy flow of concrete through tremie to place fill-up all
cavities.
Concrete shall be laid in one continuous operation till dredge hole is filled to required height.
For under water concreting, the concrete shall be placed by tremie under still water condition and the cement content of mix be
increased by 10 percent.
If any dewatering is required it shall be carried out after 7 days
have elapsed after bottom plugging.
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iv) Construction stage
Cutting edge and the top of the well curb shall be placed
truly horizontal.
The cutting edge shall be placed on dry bed.
Well steining shall be built in lifts and the first lift shall
be laid after sinking the curb
at least partially for stability.
The steining shall be built in one straight line from bottom
to top right angle to the
plane of the curb.
Sand blowing in wells can often be minimized by
keeping the level of water
inside the well higher than
the water table and also by
adding heavy kentledge.
IRC:78-2014
Cl. No 704 &
Appendix-4
The well shall as far as possible be sunk true to position and vertical.
Sinking should not be started till the steining has been cured for at least 48 hours.
Dredged material shall be deposited evenly around the well.
Sumps made by dredging below cutting edge shall preferably not be more than half the internal diameter.
A complete record of sinking operation including tilt and shifts, kentledge, dewatering, blasting, etc. done during sinking shall be
maintained.
During the construction of wells when it has not reached the founding level or has not been plugged, the wells are likely to be
subjected to full pressure due to water current upto full scour.
This may result in tilting, sliding and shifting. Safety of well must
be ensured by suitable methods, where required.
4. Pile Foundation [Bored Piles]
i) Diameter
The minimum diameter shall be
1.0 m for river/marine bridges.
For bridges beyond the water
zone and for bridges on land, the
diameter may be reduced upto
750 mm.
Max. W.C. ratio 0.4
Slump (mm) 150-200
Min. Cement contents 400 kg/m3
IRC:78-2014
Cl. No 709
Tolerances
Permissible tolerances for piles :-
For vertical piles 75 mm at piling platform level and tilt not exceeding
1 in 150.
In the exceptional case of interruption of concreting, which can be resumed within 1 or 2 hours, time to time the tremie shall be raised
and lowered slowly and Concreting should be resumed by
introducing a little richer concrete with a slump of about 200 mm.
If the concreting cannot be resumed before final set of already
placed concrete, the pile so cast may be rejected or accepted with
modifications.
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In case of withdrawal of tremie out of the concrete, either accidentally or to remove a choke in the tremie, the tremie may be
reintroduced in the following manner
i) The tremie shall be gently lowered on to the old concrete with very little penetration initially.
ii) A vermiculite plug / surface retarders should be introduced in the tremie.
iii) Fresh concrete of slump between 150 mm to 175 mm should be filled in the tremie which will push the plug forward and
will emerge out of the tremie displacing the laitance/scum.
iv) The tremie will be pushed further in steps.
v) When tremie is buried by about 60 to 100 cm. concreting may be resumed.
ii) Construction stage
IRC:78-2014
Cl. No 709
When concreting is carried out for a pile, a temporary casing should be installed to sufficient depth.
Minimum 200 mm diameter Tremie shall be used.
The first charge of concrete should be placed with a sliding plug.
The tremie pipe should always penetrate well into the concrete.
The pile should be concreted wholly in one continuous operation
All tremie tubes should be scrupulously cleaned after use.
The 'L' bends in the reinforcements at the bottom of the piles should not be provided.
iii) Routine load test
Routine load test should be done at foundations of
bridges to reconfirm or
modify the allowable loads.
The lateral load test may be conducted on two adjacent
piles.
IS : 2911 ( Part 4 ) -
1985
Total number of Piles
for the Bridge
Minimum No. of Test
Piles
Upto 50 2
Upto150 3
Beyond 150 2 percent of total piles
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iv) Pile dynamic test & Pile
integrity test
The test procedure is standardized as per ASTM
D4945 and ASTM D5882
The number of tests shall be
decided by the Engineer - in -
charge.
IRC:78-2014
Appendix-7
5. Substructure
IRC:78-2014
Cl. No 710 &
Appendix-6
In case of plain concrete substructure, surface reinforcement at the rate of 2.5 kg/m
2 shall be provided in each direction, i.e., both
horizontally and vertically. Spacing of such bars shall not exceed
200 mm.
The backfill behind the wing and return walls shall conform to the specifications in Appendix-6 with provision for proper drainage.
Adequate number of weep holes not exceeding one metre spacing in both directions should be provided. The weep holes should be
provided above the low water level.
Wing walls may be laid at any suitable angle to the abutment. In case of river bridges, these are normally splayed in plan at 45.
Two layers of mesh reinforcement shall be provided - one at 20 mm and other at 100 mm from top of pedestal or pier cap, which
support bearings and at jack location for lifting of superstructure,
each consisting of 8 mm bars at 100 mm in both directions.
6. Superstructure
The factors influencing
durability of concrete include:
The environment
The cover to embedded steel
The type and quality of materials
The cement content and w/c ratio
Compaction and efficient curing
The shape and size of the member.
IRC:112-2011
Durability Recommendations for Service Life of at Least 100 Years
(20 mm Aggregate) (IRC:112-2011)
Exposure
Condition
Maximum
water/cement
ratio
Minimum
cement
content kg/m3
Minimum
grade of
concrete
Minimum
Cover,
mm
Moderate 0.45 340 M25 40
Severe 0.45 360 M30 45
Very Severe 0.40 380 M40 50
Extreme 0.35 400 M45 75
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PRESTRESSING
Prestressing steel may be tensioned by means of
hydraulic or mechanical jacks.
The tension apparatus shall be such that it facilitates
measurement and control of
application of force.
.The anchorage provided for the temporary gripping of
tendons on the tensioning
apparatus shall be secured and
such as not to damage the
tendon.
IS 1343 : 2012
Cl. No 13.2
In practice, the force and elongation of tendon may not exactly match with the expected values given in stressing schedule and
either the force (or the elongation) will be achieved first and the
other value lag behind. In such cases the force (or elongation) shall
be further increased, but not exceeding 5 percent of the design
value till the elongation (or force), which had lagged behind
reaches the design value. If, even lagged quantity does not reach
the design value, reference should be made to the designer for
review and corrective action.
i) The initial tension required to remove slackness shall be taken as the starting point for measuring elongation.
ii) Further increase of tension shall be carried out in suitable steps and corresponding elongations noted.
iii) The force-elongation relationship shall be recorded in tabular and/or graphical form.
iv) The magnitude of initial effective elongation corresponding to initial tension applied to remove slackness shall be obtained from
the recorded and linearized portion of measured tension
elongation relationship and added to the measured elongation to
give the total elongation.
7. Material
i) Cement
Ordinary Portland Cement 33 Grade conforming to IS 269
Ordinary Portland Cement 43 Grade conforming to IS 8112
Ordinary Portland Cement 53 Grade conforming to IS 12269
Rapid Hardening Portland Cement conforming to IS
8041
Sulphate Resistant Portland Cement conforming to IS
12330
IRC:112-2011
Cl. No 18.4 & 14.3.2.5
Chemical admixtures
To improve properties of fresh concrete such as workability, admixtures conforming to IS 9103 may be used.
Mineral admixtures
Fly ash conforming to Grade-I of IS 3812-2003
Ground Granulated Blast-Furnace Slag (GGBS) conforming to IS 12089
Silica fume conforming to IS 15388.
Maximum cement content
Cement content shall not exceed 450 kg/m3
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Portland Pozzolana Cement conforming to IS 1489 (Part-I)
Portland Blast Furnace Slag Cement conforming to IS 455
Low Heat Portland Cement conforming to IS 12600
ii) Concrete
Procedure for Design of Mix
Procedures as per any national code
The target mean strength of concrete shall exceed the
specified characteristic strength
by at least the margin (called
current margin) taken as 1.645
times the standard deviation
Where the standard deviation is not available, the current
margin for the initial mix design
shall be taken as 10 MPa
(IRC:112-2011)
Minimum Frequency of Sampling of Concrete
Quantity of Concrete in Work
(m) Number of Samples
1-5
6-15
16-30
31-50
51 and above
1
2
3
4
4 plus one additional sample for
each additional 50 m or part thereof.
Concreting in Hot Weather
The temperature of concrete at the time of placement should be as low as possible, but in no case more than 30C
Concreting in Cold Weather
concrete shall have a temperature of at least 5C at the time of placing
Curing and Protection of Concrete
The concrete shall be kept constantly wet for a minimum period of 14 (fourteen) days by ponding or covering with a
layer of wet sacking, canvas, hessian or similar absorbent
material.
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iii) Reinforcement
IRC:112-2011 Mechanical Properties :
Ty
pe
of
Ste
el
Gra
de
/ D
esig
na
tio
n
Rel
ev
an
t B
IS S
tan
da
rd
Min
imu
m Y
ield
Str
ess
/
0.2
% P
roof
Str
ess
fyk
Min
imu
m T
ensi
le
Str
eng
th,
as
% o
f th
e
act
ua
l 0
.2%
Pro
of
Str
ess
/
Yie
ld S
tress
bu
t n
ot
less
tha
n
Min
. %
Elo
ng
ati
on
Mild
Steel Grade - I
IS:432
(Part-1) -
1982
Bars upto&
20 mm dia.
= 250 MPa
410 MPa 23
20 mm dia 50 mm
= 240 MPa
410 MPa 23
High
Yield
Strength
Deformed
Steel
(HYSD
Steel)
Fe 415
IS: 1786 415 MPa
110% (not less
than 485 MPa) 14.5
Fe 415D 112% (not less
than 500 MPa) 18.0
Fe 500
IS: 1786 500 MPa
108% (not less
than 545 MPa) 12.0
Fe 500D 110% (not less
than 565 MPa) 16.0
Fe 550 IS: 1786-
2008 550 MPa
106% (not less
than 585 MPa) 10.0
Fe 550D 108% (not less
than 600 MPa) 14.5
Fe 600
IS: 1786-
2008 600 MPa
106% (not less
than 600 MPa) 10.0
For seismic zones III, IV & V
HYSD steel bars having minimum elongation of 14.5 percent and
conforming to other requirements of IS 1786 shall be used.
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Chemical Composition :
Constituent Percent Maximum
Fe 415 Fe 415D Fe 500 Fe 500D Fe 550 Fe 550D Fe 600
Carbon 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
iv)
Prestressing Steel
Stress relieved multiply strands of normal relaxation
IS: 6006
Stress-relieved multiply strands of low relaxation
IS:14268
IRC:112-2011
Cla
ss
Designation
Nominal
area
mm
Nominal relaxation Low relaxation
Breaking
Load, kN
0.2% Proof
Load, kN
Breaking
Load, kN
0.2% Proof
Load, kN
I 11.1 mm 7 ply 70.0 124.54 105.86 120.1 108.0
12.7 mm 7 ply 92.9 166.18 139.9 160.1 144.1
15.2 mm 7 ply 139.0 226.86 192.83 240.2 216.2
II 11.1 mm 7 ply 74.2 137.89 117.21 137.9 124.1
12.7 mm 7 ply 98.8 183.71 156.11 183.7 165.3
15.2 mm 7 ply 140.0 261.44 222.23 260.7 234.6
v) Structural Steel
GRADES
There shall be nine grades of steel.
For grades E 250 to E 410, there shall be four sub-
qualities (A, BR, B0 and C).
For grades E 450 to E 650, there shall be two sub-
qualities (A and BR).
Sub-qualities A, BR, B0 and C indicate requirement of
impact test and mode of de-
oxidation as indicated below:
IS 2062 : 2011
For semi-killed steel, silicon shall be less than 0.10 percent.
For killed steel, when the steel is killed by aluminium alone, the total aluminium content shall not be less than 0.02 percent. When
the steel is killed by silicon alone, the silicon content shall not be
less than 0.10 percent. When the steel is silicon-aluminium killed,
the silicon content shall not be less than 0.03 percent and total
aluminium content shall not be less than 0.01 percent.
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1. A: Impact test not required, semi-
killed/killed
2. BR: Impact test optional; if required at
room temperature;
semi-killed/killed.
3. B0: Impact test mandatory at 0C, semi-
killed/killed.
4. C: Impact test mandatory at 20C, killed.
Gra
de
Des
ign
atio
n
Qu
alit
y
Ten
sile
Str
eng
th
Rm
, M
in M
Pa
(See
Note
1)
Yie
ld S
tres
s
RH
, M
in
MP
a
Per
cen
tage
Elo
ng
atio
n A
, M
in
at G
aug
e L
eng
th, L
o =
5.6
5
Inte
rnal
Ben
d D
iam
eter
Min
(See
Note
2)
Char
py
Im
pac
t T
est
(See
Note
3)
40 25 >25 Temp
C Min
J
E250
A
410 250 240 230 23 2t 3t
- -
BR RT 27
B0 0 27
C (-) 20 27
E275
A
430 275 265 255 22 2t 3t
- -
BR RT 27
B0 0 27
C (-) 20 27
E 00
A
440 300 290 280 22 2t -
- -
BR RT 27
B0 0 27
C (-) 20 27
E350
A
490 350 330 320 22 2t -
- -
BR RT 27
B0 0 27
C (-) 20 27
E410
A
540 410 390 380 20 2t -
- -
BR RT 25
B0 0 25
C (-) 20 25
E450 A
570 450 430 420 20 2.5t - - -
BR RT 20
E550 A
650 550 530 520 12 3t - - -
BR RT 20
E600 A
730 600 580 570 12 3.5t - - -
BR RT 15
E650 A
780 650 630 620 12 4t - - -
BR RT 15
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NOTES
1. In case product thickness / diamet