inspection and testing plan for civil work

Ready Reckoner of Codal Reference and Acceptance Criteria of different works including salient Construction Material

Public Works Department, Govt. of West Bengal Page 1

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.




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.




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%.




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.


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.


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.




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




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.


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.




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


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,


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.




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.




iii) Marshall stability &

flow determination.

AASHTO T

245(Resistance to

Plastic flow of

Bituminous mixture

using Marshall

Apparatus)


Table 8 of IRC: 111.

iv) Tensile strength ratio AASHTO T

283(Resistance of

compacted Hot Mix

asphalt (MMA) to

Moisture induced

Damage)


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.




8. Close-graded premix surfacing

/ Mixed seal surfacing


ii) Aggregate Impact Value or Los Angeles Abrasion Value


iv) Stripping value




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


iv) Stripping value of aggregates (Immersion Tray Test)




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




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


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.




14. Mastic Asphalt



Value


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)



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


Stabilizer additive: Cl. 3.5 of IRC: SP: 79.

Cl. 515.2.5 of 5th Revision.




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.



C) Construction Material -


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.




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-




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-




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





iii) Method for determination of consistency


iv) Method for determination of curing time


v) Method of wet stripping of cured slurry


vi) Method for wet track Abrasion test


vii) Test Method for determination of torsional

Elastic Recovery of Residual

Binders


viii) Calibration of slurry seal and Micro surfacing Machine


ix) Method for design of cold Mixes


x) Preparation of storable Mixture at site for

intermediate use


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).




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




(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




(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)




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)



II. BUILDING


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




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.




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




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




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.



Sl. No. Item / Activity Test Reference Code Acceptance Criteria / Guideline /Special Features

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



III. BRIDGE WORKS


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.




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.




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.




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.




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.




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.




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




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




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



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



Sl. No. Item / Activity Test Reference Code Acceptance Criteria / Guideline /Special Features

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.




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


than 565 MPa) 16.0

Fe 550 IS: 1786-

2008 550 MPa

106% (not less

than 585 MPa) 10.0


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.




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.




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




NOTES

1. In case product thickness / diamet

inspection and testing plan for civil work

Documents