we do not limit the tests; we test the limits; Engineering ...edrcdun.com/wp-content/uploads/2019/07/edrc-Broucher.pdfInfrastructure Pvt. Ltd. To execute NHAI Projects at Chhattisgarh

we do not limit the tests; we test the limits;

Engineering Diagnostic

& Research Center

ISO 9001:2015

Certified Laboratory

I S O / I E C 1 7 0 2 5 : 2 0 1 7 C E R T I F I E D L A B O R A T O R Y

EDRC is an Emerging Trusted Resource Center with

pounding Experience for Various facilities namely as

�engineering diagnostic & research center� nicely

abbreviated as edrc. The venture is established to

provide quality testing service.

EDRC is ISO/IEC 17025:2017 Certi�ed Company, this

International Standard speci�es and ensure the General

Requirements for the Competence of Testing and

Calibration Laboratories and the same International

Standard is adopted by NABL for Accreditation.

EDRC is ISO 9001:2015 Certi�ed Company also, to ensure the Quality of

Process, Services & Customer Satisfaction all the time.

In order to widen up the Capability, Capacity & Scope of Services, EDRC has

made Technological tie-ups and making EDRC as a large Resource Center by

Associating with 'OCE Projects Private Limited, Navi Mumbai' and 'Buildcon

Material Testing & Services Private Limited, Pune', hence EDRC takes up Tests

to be Carried out under the Scope of NABL Accreditation, if at all required as per

contractual requirements through OCE Projects Private Limited which is widely

Experienced in all kind of Geological / Sub-surface Exploration and worked

almost all over India, maintaining an NABL Accredited [in accordance with

ISO/IEC-17025-2005] Material Testing Laboratory at 63, 64, 77, 78,

GAUTAM COMPLEX, PLOT NO-17, SECTOR- 11, CBD � BELAPUR,

NAVI MUMBAI � 400614 & BMTSPL [an NABL Accredited & ISO 9001

Certi�ed Laboratory at Pune], BMTPL- Buildcon Material Testing &

Services Private Limited, Pune' .

EDRC is led by Mr. Girish Chandra Bhatt, Director, having diversi�ed & wide Professional Experience for about more than 38 Years in Lab & Field Testing and worked in Large Sized Projects such as Aamby Valley Lonavla Maharashtra which involved the construction of Two Earthen & 1 Masonry Dam, Airport, Heliport, 7 Star Villas, Restaurants, Timber Chalets, Road / Water & Sewerage Network and almost all type of construction required for World Class City, He have worked as Head Quality Control for Construction of

Quality Control

2 3

M a l e International

A i r P o r t M a l d i v e s

Constructed by M/s GADL-GMR, where apart from Quality

Control he was in key position for selection and approval of material from

neighboring countries like Indonesia, Malaysia & Sri Lanka, Worked in M/s A. L. Technologies for

NDT Tests at Singapore, Worked for M/s R. K. Chauhan Infrastructure Pvt. Ltd. To execute NHAI Projects at Chhattisgarh &Amrawati. He has Experience of establishing a Large Civil Engineering Material Testing Laboratory and successfully Operating for Nine Year

at Vashi Mumbai for Structwell Designer & Consultants Pvt. Ltd. - R&D Centre, He has wide exposure of working with High-rise Construction in South Mumbai for M/s Sahana Group of Companies and working for quite a long time for Ferrous & Non-ferrous Industries like M/s B. R. Metal Industries Wadala Mumbai and M/s EMMES Metal Limited Kandiwali Mumbai.

With this huge and long earned Experience we can assure you to provide the Precised and Genuine Testing & Consulting Services as we �nd ourself competent enough to lead the Laboratory in very Professional manner, broadly in the following Fields:

Aggregate

WA & Speci�c Gravity, Surface Moisture, Total Moisture, Finer Than Passing 75 m / Silt Content (Vol.), DLBD (Dry Loose Bulk Density), Grading (Sieve Analysis), Deleterious Substances, Clay Lumps, Soft Fragment, Impact Value, Crushing Value, Abrasion Value, Flakiness Index, Elongation Index, Soundness Of Aggregate, 10% Fines Value

Material Testing Services

EDRC is an Emerging Trusted Resource Center with

pounding Experience for Various facilities namely as

�engineering diagnostic & research center� nicely

abbreviated as edrc. The venture is established to

provide quality testing service.

EDRC is ISO/IEC 17025:2017 Certi�ed Company, this

International Standard speci�es and ensure the General

Requirements for the Competence of Testing and

Calibration Laboratories and the same International

Standard is adopted by NABL for Accreditation.

EDRC is ISO 9001:2015 Certi�ed Company also, to ensure the Quality of

Process, Services & Customer Satisfaction all the time.

In order to widen up the Capability, Capacity & Scope of Services, EDRC has

made Technological tie-ups and making EDRC as a large Resource Center by

Associating with 'OCE Projects Private Limited, Navi Mumbai' and 'Buildcon

Material Testing & Services Private Limited, Pune', hence EDRC takes up Tests

to be Carried out under the Scope of NABL Accreditation, if at all required as per

contractual requirements through OCE Projects Private Limited which is widely

Experienced in all kind of Geological / Sub-surface Exploration and worked

almost all over India, maintaining an NABL Accredited [in accordance with

ISO/IEC-17025-2005] Material Testing Laboratory at 63, 64, 77, 78,

GAUTAM COMPLEX, PLOT NO-17, SECTOR- 11, CBD � BELAPUR,

NAVI MUMBAI � 400614 & BMTSPL [an NABL Accredited & ISO 9001

Certi�ed Laboratory at Pune], BMTPL- Buildcon Material Testing &

Services Private Limited, Pune' .

EDRC is led by Mr. Girish Chandra Bhatt, Director, having diversi�ed & wide Professional Experience for about more than 38 Years in Lab & Field Testing and worked in Large Sized Projects such as Aamby Valley Lonavla Maharashtra which involved the construction of Two Earthen & 1 Masonry Dam, Airport, Heliport, 7 Star Villas, Restaurants, Timber Chalets, Road / Water & Sewerage Network and almost all type of construction required for World Class City, He have worked as Head Quality Control for Construction of

Quality Control

2 3

M a l e International

A i r P o r t M a l d i v e s

Constructed by M/s GADL-GMR, where apart from Quality

Control he was in key position for selection and approval of material from

neighboring countries like Indonesia, Malaysia & Sri Lanka, Worked in M/s A. L. Technologies for

NDT Tests at Singapore, Worked for M/s R. K. Chauhan Infrastructure Pvt. Ltd. To execute NHAI Projects at Chhattisgarh &Amrawati. He has Experience of establishing a Large Civil Engineering Material Testing Laboratory and successfully Operating for Nine Year

at Vashi Mumbai for Structwell Designer & Consultants Pvt. Ltd. - R&D Centre, He has wide exposure of working with High-rise Construction in South Mumbai for M/s Sahana Group of Companies and working for quite a long time for Ferrous & Non-ferrous Industries like M/s B. R. Metal Industries Wadala Mumbai and M/s EMMES Metal Limited Kandiwali Mumbai.

With this huge and long earned Experience we can assure you to provide the Precised and Genuine Testing & Consulting Services as we �nd ourself competent enough to lead the Laboratory in very Professional manner, broadly in the following Fields:

Aggregate

WA & Speci�c Gravity, Surface Moisture, Total Moisture, Finer Than Passing 75 m / Silt Content (Vol.), DLBD (Dry Loose Bulk Density), Grading (Sieve Analysis), Deleterious Substances, Clay Lumps, Soft Fragment, Impact Value, Crushing Value, Abrasion Value, Flakiness Index, Elongation Index, Soundness Of Aggregate, 10% Fines Value

Material Testing Services

CementConsistency, Setting Time, Compressive Strength, Fineness (By Blains Apparatus/ By Dry Sieving), Speci�c GravityInsoluble Residue, SO3 (Sulphur Tri Oxide), SiO2 (Silica), Al2O3 (Aluminum Oxide), Fe2O3 (Ferro± 95 %us Oxide), CaO (Calcium Oxide), MgO (Magnesium Oxide), Cl (Chloride), Na2O (Sodium Oxide), K2O (Potassium Oxide), LOI (Loss On Ignition)

Bricks (Clay / Calcium Silicate), Concrete Bocks [Hollow / Solid], AAC Light Weight Concrete BlocksWA, Bulk Density, Ef�orescence, Compressive Strength, Density (Oven Dried)

Concrete [Fresh / Hardened]Concrete Mix Design (Fresh Mix Design) with testing of all material, Concrete Mix Design (Veri�cation Of Mix by Accelerated Test) with testing of all material, Concrete Mix Design for Self Compacting Concrete, Compressive Strength (Cubical Samples), Concrete Cylinder Test, Beams (15 x 15 x 75 cms.), pH (Fresh & Hard), Chloride Content of Fresh & Hard concrete (Acid Soluble & Water Soluble), Sulphate, Alkalinity, Compressive Strength by Accelerated Curing Method

Cement Concrete Terrazzo Tiles / Chequred Cement TilesDimensions, WA, Flatness, Straightness, Perpendicularly, WTS, Total Thickness, Wearing Coat Thickness, Resistance to Wear

Ceramic TilesWA, Dimensions, Flatness, Straightness, Perpendicularly, Total Thickness, Impact Test, Surface, Moisture Expansion Using Boiling Water (Unglazed Tiles)

Wood / Timber:Speci�c Gravity, Moisture Content Using Hot Air Oven Method, Static Bending Test, Compression Test (Perpendicular To Grain & Parallel To Grain each), Tension Test, Screw Holding Test, Nail Holding Test, Dry Density at 12 % Moisture Content

Ply WoodResistance To Dry Heat,

Glue Shear Strength, Adhesion

Of Plies, Water Resistance Test, Moisture

Absorption, Density & Adjusted Speci�c Gravity, Tensile Strength

Flush Door (Hollow Core & Solid Core)" Glue Adhesion, End Emersion, Knife Test

Soil� Speci�c Gravity, Grain Size Analysis, Atterberg's Limits (Liquid Limit, Plastic Limit & Shrinkage Limit), Unit Weight, NMC (Natural Moisture Content), Direct

Shear Test, Uncon�ned Compression Test, Triaxial Compression Test, Compaction Test, Free Swell Index Of Soil, California Bearing Ratio Test (Soaked / Un-soaked), Field Compaction Test (Sand Replacement / Core Cutter), pH, Cl (Chloride), SO4 (Sulphate), Alkalinity, Conductivity

RockCompressive Strength, Porosity, WA & Speci�c Gravity, Density

Bitumen & Bituminous ProductsBitumen:Softening Point Test, Flash Point Test, Penetration Test, Marshal Stability Test, Speci�c Gravity, Bitumen Content (By Extraction Method), Ductility TestEmulsion Density by Hydrometer, Viscosity by Saybolt Furol Viscometer @ 250C, Settlement in 5 Days in %age, Particle Charge, Water Content %age by Mass.

Highway Material Tests / DesignJob Mix of BM, DBM, SDBC , DAC, BC, MSS, Mastic as per MORT& H / MORD & MS2, Job Mix of proportioning MDD & designing for soil stabilization, GSB, WMM.

Pozzalanic MaterialsSpeci�c Gravity, Bulk Density, Lime Reactivity, Fineness (Blains Fineness)

4 5

CementConsistency, Setting Time, Compressive Strength, Fineness (By Blains Apparatus/ By Dry Sieving), Speci�c GravityInsoluble Residue, SO3 (Sulphur Tri Oxide), SiO2 (Silica), Al2O3 (Aluminum Oxide), Fe2O3 (Ferro± 95 %us Oxide), CaO (Calcium Oxide), MgO (Magnesium Oxide), Cl (Chloride), Na2O (Sodium Oxide), K2O (Potassium Oxide), LOI (Loss On Ignition)

Bricks (Clay / Calcium Silicate), Concrete Bocks [Hollow / Solid], AAC Light Weight Concrete BlocksWA, Bulk Density, Ef�orescence, Compressive Strength, Density (Oven Dried)

Concrete [Fresh / Hardened]Concrete Mix Design (Fresh Mix Design) with testing of all material, Concrete Mix Design (Veri�cation Of Mix by Accelerated Test) with testing of all material, Concrete Mix Design for Self Compacting Concrete, Compressive Strength (Cubical Samples), Concrete Cylinder Test, Beams (15 x 15 x 75 cms.), pH (Fresh & Hard), Chloride Content of Fresh & Hard concrete (Acid Soluble & Water Soluble), Sulphate, Alkalinity, Compressive Strength by Accelerated Curing Method

Cement Concrete Terrazzo Tiles / Chequred Cement TilesDimensions, WA, Flatness, Straightness, Perpendicularly, WTS, Total Thickness, Wearing Coat Thickness, Resistance to Wear

Ceramic TilesWA, Dimensions, Flatness, Straightness, Perpendicularly, Total Thickness, Impact Test, Surface, Moisture Expansion Using Boiling Water (Unglazed Tiles)

Wood / Timber:Speci�c Gravity, Moisture Content Using Hot Air Oven Method, Static Bending Test, Compression Test (Perpendicular To Grain & Parallel To Grain each), Tension Test, Screw Holding Test, Nail Holding Test, Dry Density at 12 % Moisture Content

Ply WoodResistance To Dry Heat,

Glue Shear Strength, Adhesion

Of Plies, Water Resistance Test, Moisture

Absorption, Density & Adjusted Speci�c Gravity, Tensile Strength

Flush Door (Hollow Core & Solid Core)" Glue Adhesion, End Emersion, Knife Test

Soil� Speci�c Gravity, Grain Size Analysis, Atterberg's Limits (Liquid Limit, Plastic Limit & Shrinkage Limit), Unit Weight, NMC (Natural Moisture Content), Direct

Shear Test, Uncon�ned Compression Test, Triaxial Compression Test, Compaction Test, Free Swell Index Of Soil, California Bearing Ratio Test (Soaked / Un-soaked), Field Compaction Test (Sand Replacement / Core Cutter), pH, Cl (Chloride), SO4 (Sulphate), Alkalinity, Conductivity

RockCompressive Strength, Porosity, WA & Speci�c Gravity, Density

Bitumen & Bituminous ProductsBitumen:Softening Point Test, Flash Point Test, Penetration Test, Marshal Stability Test, Speci�c Gravity, Bitumen Content (By Extraction Method), Ductility TestEmulsion Density by Hydrometer, Viscosity by Saybolt Furol Viscometer @ 250C, Settlement in 5 Days in %age, Particle Charge, Water Content %age by Mass.

Highway Material Tests / DesignJob Mix of BM, DBM, SDBC , DAC, BC, MSS, Mastic as per MORT& H / MORD & MS2, Job Mix of proportioning MDD & designing for soil stabilization, GSB, WMM.

Pozzalanic MaterialsSpeci�c Gravity, Bulk Density, Lime Reactivity, Fineness (Blains Fineness)

4 5

Reinforcement & Structural SteelTensile Test- 0.2% Proof Stress and Ultimate Tensile Stress, % Elongation, Bend Test / Re-bend Test, Unit Weight

Paving BlocksDimensions, WA, C. S.

LimeLOI (Loss On Ignition), CaO (Calcium Oxide), MgO (Magnesium Oxide), SiO2 (Silica), Al2O3 (Aluminum Oxide), Free Moisture

Non-Destructive Tests On ConcreteRebound Hammer Test, Load Test On Concrete Members, In-Situ Core Test on Concrete Member, Ultrasonic Pulse Velocity Test, Half-cell Potentiometer Test (Corrosion Test), Carbonation Test

Road In-situ testBenkelman Beam Test, Bump Indicator Test, Skid Resistance test, Traf�c Census, Core extraction of bituminous surface

Rock BoltsRock Bolt Pullout TestSetting Time of Resin Capsules [by Gilmore Needle- as per ASTM]

Water (Raw / Drinking, Construction, Pond), Effluent

[Available for Construction Water other Proposed]:" Quantity of 0.02 N NaOH to Neutralize 100 ml water, Quantity of 0.02 N H2SO4 to Neutralize 100 ml water, pH Value, Organic Matter, In-organic Matter, Total Dissolved Solids, Total Suspended Solids, Total Alkalinity, Total Acidity, Calcium, Magnesium, Silica, Residual Chlorine, Chloride as 'Cl', Sulphate as 'SO4', Iron as 'Fe', Aluminum as 'Al', Conductivity, Sodium, Potassium, Nitrates as 'NO3', Nitrite as 'NO2', Oxygen Absorbed in 5 Days, Oxygen Absorbed in 4 Hours, Dissolved Oxygen, Free CO2, COD (Chem. . Oxygen Demand), BOD (3 Days at 27 deg.

Cent.), Coliform Bacteria (MPN), E-

Coli Per ml., Temperature, Colour, Odor, Lead, Manganese, Zinc,

Nitrogen, Phosphate, Oil & Grease

Research & DevelopmentPromotion of Industrial waste such as Fly Ash,

Micro Silica, Blast Furnace Slag etc.

Geological & Sub-surface Investigation /

ExplorationBoring in Soil & Drilling in Rock NX Size (76 mm),

Conducting SPT, Collecting UDS, Collecting Water Sample, Providing Core Box, Conducting Trial Pit up to 2 m depth &

collecting Samples. All sort of Sub-Surface Exploration.

Training

Customized Awareness on Concrete Production & Concrete Mix Design as per IS 10262 [Class Room &

Demonstration] Implementation & Field Adjustments of Concrete Mixes

Supervisor Level Awareness Program & On Site Training on Concrete mixes

Training Program on Aggregate Testing (Lab & Field Tests) with Demonstration

Training Program on Soil Testing (Lab & Field Tests) with Demonstration

Training Program on Bitumen Test (Lab & Field Tests) with Demonstration

Organizational Need Based Customized Training Programs

Engineering Diagnostic & Research CenterAmbiwala, behind Aakash Wedding Point,Vill. & P.O.

Ambiwala Via Premnagar, Dehradun, Uttarakhand

Mob: +91-9548325708, 9930671723, 7507408759, 7060466563


ISO/IEC: 17025:2017

GST: 05AAHFE3944J12D; PAN: AAHFE3944J

ISO 9001:2015 Certi�ied Laboratory

For Latest Updates / New Testing Facilities / Services Kindly Visit www.edrcdun.com

6 7

Reinforcement & Structural SteelTensile Test- 0.2% Proof Stress and Ultimate Tensile Stress, % Elongation, Bend Test / Re-bend Test, Unit Weight

Paving BlocksDimensions, WA, C. S.

LimeLOI (Loss On Ignition), CaO (Calcium Oxide), MgO (Magnesium Oxide), SiO2 (Silica), Al2O3 (Aluminum Oxide), Free Moisture

Non-Destructive Tests On ConcreteRebound Hammer Test, Load Test On Concrete Members, In-Situ Core Test on Concrete Member, Ultrasonic Pulse Velocity Test, Half-cell Potentiometer Test (Corrosion Test), Carbonation Test

Road In-situ testBenkelman Beam Test, Bump Indicator Test, Skid Resistance test, Traf�c Census, Core extraction of bituminous surface

Rock BoltsRock Bolt Pullout TestSetting Time of Resin Capsules [by Gilmore Needle- as per ASTM]

Water (Raw / Drinking, Construction, Pond), Effluent

[Available for Construction Water other Proposed]:" Quantity of 0.02 N NaOH to Neutralize 100 ml water, Quantity of 0.02 N H2SO4 to Neutralize 100 ml water, pH Value, Organic Matter, In-organic Matter, Total Dissolved Solids, Total Suspended Solids, Total Alkalinity, Total Acidity, Calcium, Magnesium, Silica, Residual Chlorine, Chloride as 'Cl', Sulphate as 'SO4', Iron as 'Fe', Aluminum as 'Al', Conductivity, Sodium, Potassium, Nitrates as 'NO3', Nitrite as 'NO2', Oxygen Absorbed in 5 Days, Oxygen Absorbed in 4 Hours, Dissolved Oxygen, Free CO2, COD (Chem. . Oxygen Demand), BOD (3 Days at 27 deg.

Cent.), Coliform Bacteria (MPN), E-

Coli Per ml., Temperature, Colour, Odor, Lead, Manganese, Zinc,

Nitrogen, Phosphate, Oil & Grease

Research & DevelopmentPromotion of Industrial waste such as Fly Ash,

Micro Silica, Blast Furnace Slag etc.

Geological & Sub-surface Investigation /

ExplorationBoring in Soil & Drilling in Rock NX Size (76 mm),

Conducting SPT, Collecting UDS, Collecting Water Sample, Providing Core Box, Conducting Trial Pit up to 2 m depth &

collecting Samples. All sort of Sub-Surface Exploration.

Training

Customized Awareness on Concrete Production & Concrete Mix Design as per IS 10262 [Class Room &

Demonstration] Implementation & Field Adjustments of Concrete Mixes

Supervisor Level Awareness Program & On Site Training on Concrete mixes

Training Program on Aggregate Testing (Lab & Field Tests) with Demonstration

Training Program on Soil Testing (Lab & Field Tests) with Demonstration

Training Program on Bitumen Test (Lab & Field Tests) with Demonstration

Organizational Need Based Customized Training Programs



Mob: +91-9548325708, 9930671723, 7507408759, 7060466563


ISO/IEC: 17025:2017

GST: 05AAHFE3944J12D; PAN: AAHFE3944J



6 7

CONSUMPTION OF MATERIAL ON DIFFERENT TYPE OF ITEMS

Ballast

40 mm

Ballast

20 mm Fine Sand

Coarse

Sand Cement Brick Stone

m3 m3 m3 m3 Bag Nos. m3

1 Cement Concrete 1:6:12 1.000 - 0.500 - 2.250 - -

2 Cement Concrete 1:5:10 1.000 - 0.500 - 2.800 - -

3 Cement Concrete 1:4:8 0.940 - - 0.480 3.440 - -

4 Cement Concrete 1:3:6 - 0.920 - 0.460 4.490 - -

5 PCC / RCC 1:2:4 - 0.900 - 0.450 6.620 - -

6 PCC / RCC 1:1.5:3 - 0.950 - 0.480 8.260 - -

7 2.50 cm thick PCC 1:2:4 Floor with 7.50

thick Base Concrete 1:6:120.075 0.023 - 0.050 0.380 - -

8 2.50 cm thick PCC 1:2:4 Floor without

Base Concrete- 0.023 - 0.011 0.219 - -


Base Concrete- 0.039 - 0.020 0.300 - -

10 Cement Plumb Masonry / Concrete with

40% Plumb and 60% Concrete 1:3:7 0.600 - - 0.300 2.330 - 0.400

Ballast

40 mm

Ballast

20 mm Fine Sand

Coarse



11 Brick Work 1:6 - - 0.270 - 1.300 460.000 -

12 Brick Work 1:4 - - - 0.270 1.860 460.000 -

13 Brick Work 1:3 - - - 0.270 2.490 460.000 -

14 RR Stone Masonry 1:6 - - 0.300 - 1.410 - 1.000

15 RR Stone Masonry 1:4 - - 0.300 - 2.170 - 1.000

16 RR Stone Masonry 1:3 - - 0.300 - 2.820 - 1.000

17 RCR Stone Masonry 1:6 - - 0.250 - 1.260 - 1.250


Ballast

40 mm

Ballast

20 mm Fine Sand

Coarse



19 Plaster 12 mm thick 1:2 - - - 0.015 0.225 - -

20 Plaster 12 mm thick 1:3 - - - 0.015 0.152 - -

21 Plaster 12 mm thick 1:4 - - - 0.015 0.115 - -

22 Plaster 12 mm thick 1:6 - - 0.015 - 0.075 - -

23 2 cm Plaster dedo in 1:2 - - - 0.018 0.240 - -

24 Stucko Pointing in 1:2 cm Mortar (ply)- - 0.003 - 0.045 - -

25 Raised Pointing in 1:2 - - 0.004 - 0.110 - -

26 2 cm DPC in Cement and Sand - - 0.020 - 0.280 - -

SN Item

27 Wood for Chaukhats

28 4.00 cm thick Part Panneled and Part

Glazed Shutters

29 4.50 cm thick Fully Panneled Shutters

30 4.50 cm Fully Glazed Shutters

31 MP Jalli Heavy Quality of 3 gauge wire-

Shutters

32 20 mm thick Planking (Wood)


34 40 x 20 mm thick Beading (Wood)

35 25 mm Ceiling (Wood)

36 Ply Ceiling (Ply) (Wood)

37 MS work in Small size

38 MS work in Heavy size

39 MS Work in Plain Work

40 24 BWG CGI Sheets


Brick & Stone Masonry Work Per Cubic MeterSN Item

Plastering Work Per Squrae Meter

Plain / Reinforced Cement Concrete / Flooring Per Cubic MeterSN Item

1.050 Cum -

0.04 Cum -

0.05 Cum -

SN Item

Wood & Roof Work Per Cubic MeterWood (Cum) MS / TOR Steel

0.026 Cum -

0.00084 Cum -

0.037 Cum -

0.037 Cum -

0.032 Cum -

0.021 Cum -

- 1.050 Qtl.

- 7.85 Kg./Sqm

- 3.27 Kg./RMT

1.020 Sqm -

- 1.025 Qtl

- 1.025 Qtl

Paint

Liter

42 Painting in New Work One Coat primer

and 2 Coat Paint0.120

43 Painting in Previously Painted Surface0.070

44 Finishing Wall with water proofing

cement paint for 2 coats-



46 White washing 1 Coat -


48 Oil Bound Distemper 2 Coat with 1 Coat

Primer-

49 Oil Bound Distemper each Coat after

First Coat-

50 Dry Distemper 2 Coat with 1 Coat

Primer-

51 Dry Distemper each Coat after First

Coat-

SN Item Qty. Unit

1.90 Cum

210.00 Kg.

175.00 Kg.

1.30 Cum

120.00 Kg.

110.00 Kg.

1.50 Cum

180.00 Kg.

145.00 Kg.

1.00 Cum

100.00 Kg.

90.00 Kg.

a 1.80 Cum

b 0.90 Cum

c 246.00 Kg.

d 226.00 Kg.

a 1.80 Cum

b 0.90 Cum

c 206.00 Kg.

d 212.00 Kg.

a 0.90 Cum

b 98.00 Kg.

c 42.00 Kg.

a 0.60 Cum

b 68.00 Kg.

c 56.00 Kg.

0.080 - -

- - -

Painting, Varnishing & Colour Washing etc. Per Squrae MeterSN Item Primer Whiting Distemper / Colour

Liter Kg. Kg.

- - 0.110

- - 0.220

- - 0.376

- - 0.180

- 0.110 0.145

- - 0.065

- 0.110 0.160

- - 0.080

Second Coat Painting 11.2 mm Nominal Size Stone grit

Bitumen

Fuel Wood

Consumption of Grit & bitumen vide Letter No. 47 Camp- Pra. A./98; Dated 09-02-98 (by Er. D. S. Batra, Pramukh Abhiyanta), 65-Camp-Pra.

A./99; Dated: 06-03-99 (by Er. R. N. Bhatnagar, Pramukh Abhiyanta) and 219-Camp-Pra. A./99; Dated: 30-07-99 (by Er. R. N. Bhatnagar,

Pramukh Abhiyanta)

Note: Preferably the Painting shall be done with PWD Specification but in case if the material as per PWD Specification is not available the

Painting can be done with MORT&H Specification

First Coat, Second Coat Bituminous Painting & Premix Carpet Per 100 Mt.2

Material

1 First Coat Painting As Per

PWD

13.2 mm Nominal Size Stone grit

Bitumen

Fuel Wood

2


MORT&H


Bitumen

Fuel Wood

4 Second Coat Painting 11.2 mm Nominal Size Stone grit

Bitumen

6 2 cm thick Premix Carpet over

Previously Painted surface including

Tack Coat (Excluding Seal Coat)

Nominal Stone grit size 13.2 mm Passing 22.4

mm Sieve & Retained on 11.2 mm Sieve)



Bitumen

Fuel Wood

Fuel Wood

5 2 cm thick Premix Carpet over WBM

surface including Tack Coat (Excluding

Seal Coat)





Bitumen

Fuel Wood

7 Liquid seal Coat with 6.7 mm size stone

chip (100% Passing through 11.2 mm

Sieve and retained on 2.36 mm Sieve)-

Type A

6.7 mm Stone Chip

Bitumen

Fuel Wood

8 Seal Coat with Premixed Coarse Sand /

Grit (Passing 2.36 mm Sieve and

Retained over 1.80 mm Sieve)- Type B

Coarse Sand / Grit

Bitumen

Fuel Wood


8 9Engineering Diagnostic & Research Center, Ambiwala, Dehradun - 248001

Mob: +91-9548325708, 9930671723, 7507408759, 7060466563Engineering Diagnostic & Research Center, Ambiwala, Dehradun - 248001Engineering Diagnostic & Research Center, Ambiwala, Dehradun - 248001

Mob: +91-9548325708, 9930671723, 7507408759, 7060466563Mob: +91-9548325708, 9930671723, 7507408759, 7060466563Engineering Diagnostic & Research Center, Ambiwala, Dehradun - 248001

Mob: +91-9548325708, 9930671723, 7507408759, 7060466563


Ballast

40 mm

Ballast

20 mm Fine Sand

Coarse



1 Cement Concrete 1:6:12 1.000 - 0.500 - 2.250 - -

2 Cement Concrete 1:5:10 1.000 - 0.500 - 2.800 - -

3 Cement Concrete 1:4:8 0.940 - - 0.480 3.440 - -

4 Cement Concrete 1:3:6 - 0.920 - 0.460 4.490 - -

5 PCC / RCC 1:2:4 - 0.900 - 0.450 6.620 - -

6 PCC / RCC 1:1.5:3 - 0.950 - 0.480 8.260 - -

7 2.50 cm thick PCC 1:2:4 Floor with 7.50

thick Base Concrete 1:6:120.075 0.023 - 0.050 0.380 - -


Base Concrete- 0.023 - 0.011 0.219 - -


Base Concrete- 0.039 - 0.020 0.300 - -

10 Cement Plumb Masonry / Concrete with

40% Plumb and 60% Concrete 1:3:7 0.600 - - 0.300 2.330 - 0.400

Ballast

40 mm

Ballast

20 mm Fine Sand

Coarse



11 Brick Work 1:6 - - 0.270 - 1.300 460.000 -

12 Brick Work 1:4 - - - 0.270 1.860 460.000 -

13 Brick Work 1:3 - - - 0.270 2.490 460.000 -

14 RR Stone Masonry 1:6 - - 0.300 - 1.410 - 1.000

15 RR Stone Masonry 1:4 - - 0.300 - 2.170 - 1.000

16 RR Stone Masonry 1:3 - - 0.300 - 2.820 - 1.000



Ballast

40 mm

Ballast

20 mm Fine Sand

Coarse



19 Plaster 12 mm thick 1:2 - - - 0.015 0.225 - -

20 Plaster 12 mm thick 1:3 - - - 0.015 0.152 - -

21 Plaster 12 mm thick 1:4 - - - 0.015 0.115 - -

22 Plaster 12 mm thick 1:6 - - 0.015 - 0.075 - -

23 2 cm Plaster dedo in 1:2 - - - 0.018 0.240 - -

24 Stucko Pointing in 1:2 cm Mortar (ply)- - 0.003 - 0.045 - -

25 Raised Pointing in 1:2 - - 0.004 - 0.110 - -

26 2 cm DPC in Cement and Sand - - 0.020 - 0.280 - -

SN Item

27 Wood for Chaukhats

28 4.00 cm thick Part Panneled and Part

Glazed Shutters

29 4.50 cm thick Fully Panneled Shutters

30 4.50 cm Fully Glazed Shutters

31 MP Jalli Heavy Quality of 3 gauge wire-

Shutters



34 40 x 20 mm thick Beading (Wood)

35 25 mm Ceiling (Wood)

36 Ply Ceiling (Ply) (Wood)

37 MS work in Small size

38 MS work in Heavy size

39 MS Work in Plain Work



Brick & Stone Masonry Work Per Cubic MeterSN Item

Plastering Work Per Squrae Meter

Plain / Reinforced Cement Concrete / Flooring Per Cubic MeterSN Item

1.050 Cum -

0.04 Cum -

0.05 Cum -

SN Item

Wood & Roof Work Per Cubic MeterWood (Cum) MS / TOR Steel

0.026 Cum -

0.00084 Cum -

0.037 Cum -

0.037 Cum -

0.032 Cum -

0.021 Cum -

- 1.050 Qtl.

- 7.85 Kg./Sqm

- 3.27 Kg./RMT

1.020 Sqm -

- 1.025 Qtl

- 1.025 Qtl

Paint

Liter

42 Painting in New Work One Coat primer

and 2 Coat Paint0.120

43 Painting in Previously Painted Surface0.070







48 Oil Bound Distemper 2 Coat with 1 Coat

Primer-

49 Oil Bound Distemper each Coat after

First Coat-

50 Dry Distemper 2 Coat with 1 Coat

Primer-

51 Dry Distemper each Coat after First

Coat-

SN Item Qty. Unit

1.90 Cum

210.00 Kg.

175.00 Kg.

1.30 Cum

120.00 Kg.

110.00 Kg.

1.50 Cum

180.00 Kg.

145.00 Kg.

1.00 Cum

100.00 Kg.

90.00 Kg.

a 1.80 Cum

b 0.90 Cum

c 246.00 Kg.

d 226.00 Kg.

a 1.80 Cum

b 0.90 Cum

c 206.00 Kg.

d 212.00 Kg.

a 0.90 Cum

b 98.00 Kg.

c 42.00 Kg.

a 0.60 Cum

b 68.00 Kg.

c 56.00 Kg.

0.080 - -

- - -

Painting, Varnishing & Colour Washing etc. Per Squrae MeterSN Item Primer Whiting Distemper / Colour

Liter Kg. Kg.

- - 0.110

- - 0.220

- - 0.376

- - 0.180

- 0.110 0.145

- - 0.065

- 0.110 0.160

- - 0.080

Second Coat Painting 11.2 mm Nominal Size Stone grit

Bitumen

Fuel Wood

Consumption of Grit & bitumen vide Letter No. 47 Camp- Pra. A./98; Dated 09-02-98 (by Er. D. S. Batra, Pramukh Abhiyanta), 65-Camp-Pra.

A./99; Dated: 06-03-99 (by Er. R. N. Bhatnagar, Pramukh Abhiyanta) and 219-Camp-Pra. A./99; Dated: 30-07-99 (by Er. R. N. Bhatnagar,

Pramukh Abhiyanta)

Note: Preferably the Painting shall be done with PWD Specification but in case if the material as per PWD Specification is not available the

Painting can be done with MORT&H Specification

First Coat, Second Coat Bituminous Painting & Premix Carpet Per 100 Mt.2

Material


PWD


Bitumen

Fuel Wood

2


MORT&H


Bitumen

Fuel Wood

4 Second Coat Painting 11.2 mm Nominal Size Stone grit

Bitumen

6 2 cm thick Premix Carpet over

Previously Painted surface including

Tack Coat (Excluding Seal Coat)





Bitumen

Fuel Wood

Fuel Wood

5 2 cm thick Premix Carpet over WBM

surface including Tack Coat (Excluding

Seal Coat)





Bitumen

Fuel Wood

7 Liquid seal Coat with 6.7 mm size stone

chip (100% Passing through 11.2 mm

Sieve and retained on 2.36 mm Sieve)-

Type A

6.7 mm Stone Chip

Bitumen

Fuel Wood

8 Seal Coat with Premixed Coarse Sand /

Grit (Passing 2.36 mm Sieve and

Retained over 1.80 mm Sieve)- Type B

Coarse Sand / Grit

Bitumen

Fuel Wood





Mob: +91-9548325708, 9930671723, 7507408759, 7060466563

Zone-I Zone-II Zone-III Zone-IV

100 100 100 100

90-100 90-100 90-100 95-100

60-95 75-100 85-100 95-100

30-75 55-90 75-100 90-100

15-34 35-59 60-79 80-100

5-20 8-30 12-40 15-50

0-10 0-10 0-10 0-10

- - - -

Grade-I Grade-II Grade-III

13.2 mm 11.2 mm 13.2 mm 11.2 mm

P1 P2 P1 P2

125.00 - - - 100 - - - - - -

90.00 - - - 90-100 100 - - - - -

63.00 100 - - 25-60 90-100 100 - - - -

53.00 - - - - 25-75 95-100 - - - -

45.00 - - - 0-15 0-15 65-90 - - - -

40 85-100 100 - - - - - - - -

22.40 - - 0-5 0-5 0-10 100 - 100 -

20 0-20 85-100 - - - - - - -

16.00 - - - - - - 0 100 - -

13.20 - - - - - - - - 100

12.50 - - 100 - - - - - - -

11.20 - - - - - 0-5 - - 0 -

10 0-5 0-20 85-100 - - - - 0 - -

5.60 - - - - 0

4.75 - 0-5 0-20 - - - - - - -

2.36 - - 0-5 - - - - - - -

Pan - - - - - - - - - -

Fine Aggregate as per IS: 383 Acceptable limits:

IS SievesFine Aggregate As Per IS 383-1970 for Concrete Sand for Masonry

IS: 2250- 1965

Sand for Plaster

IS: 1542- 1985

Surkhi

IS: 3182- 1986

2.36 mm 80-95 95-100 90-100

1.18 mm 70-90 90-100 70-100

10 mm 100 100 100

4.75 mm 100 95-100 100

150 µ 0-10 0-15 0-15

Pan - - -

600 µ 40-85 80-100 40-100

300 µ 5-50 20-65 50-70

Coarse Aggregate Acceptable limits:

IS Sieve

(mm)

Single sized Coarse Aggregate Limits for WBM as per MORT&HAggregate for Bituminous

Painting (As per PWD*)

Aggregate for Bituminous

Painting (As per

MORT&H) Remarks40 mm

CA

20 mm

CA

10 mm

CA 45-90 45-63 22.4-53

Wood / TimberZones (Please See The Note) I II III IV

Structural Element 12 14 17 20

Joinery (Doors and Windows) 10 12 14 16

ZONE - I

ZONE - II

ZONE - III

ZONE - IV

Trade Name Of Wood SAL WOOD TEAK WOOD DEODAR SHISHAM CHIR TOON

Botanical NameShorea Robusta Tectona

Grandis

Cedrus Deodra Dalbergia

Sissoo

Pinus

Roxvurghii

Toona Ciliata

MP 805 617 - - - -

UP 886 660 - 808 525 487

Assam 837 - - - - -

HP - - 557 - - -

West Bengal 895 617 - 748 - -

Bihar 887 - - 774 - -

Orissa - 604 - - - -

Maharashtra - 623 - - - -

Punjab - - - 799 - -

REQUIREMENTS As Per IS 303 & 710Plywood

Average Annual Relative Humidity More Than 67%

Unit Mass At 12% Moisture Content:

Limits For Moisture

Content IS 287: 1993

Note: The country has been broadly devided into the following Zones based on the humidity variation

Average Annual Relative Humidity Less Than 40%

Average Annual Relative Humidity 40% to 50%


5 to 15

110

420

250

Moisture Content %

Glu Shear Strength in Dry State(Kg)

Tensile Strength in the Direction to Face Vaneers (Kg/cm2

Tensile Strength Right Angle Direction to Face Vaneers (Kg/cm2

REQUIREMENTS (As Per IS 883: 1994)

USEFUL IS LIMITS / REQUIREMENTS

VARIOUS ACCEPTABLE LIMITS

TABLE 500-13. PERMISSIBLE VARIATIONS FROM THE JOB MIX FORMULA

Description

Permissible variation

Base/binder course Wearing course

Aggregate passing 19 mm sieve or larger 0.08 0.07

Aggregate passing 4.75 mm 0.06 0.05

Aggregate passing 2.36 mm, 1.18 mm, 0.6 mm

0.05 0.04

Aggregate passing 13.2 mm, 9.5 mm 0.07 0.06

Binder content 0.003 0.003

Mixing temperature + 100C + 100C



Particle shape Flakiness and Elongation Index

(Combined)2Max 30 %

Strength * Loss Angeles Abrasion Value3 Max 35 %

Aggregate Impact Value4 Max 27 %

TABLE 500-14. PHYSICAL REQUIREMENTS FOR COARSE AGGREGATE FOR SEMI DENSE BITUMINOUS

CONCRETE PAVEMENT LAYERSProperty Test Specification

Cleanliness (dust) Grain size analysis1 Max 5 % passing 0.075 mm sieve

Polishing Polished Stone Value5 Min 55

Durability Soundness:6

Sodium Sulphate Max 12 %

Magnesium Sulphate Max 18 %

Water Sensitivity** Retained Tensile Strength8 Min 80 %

TABLE 500-15. COMPOSITION OF SEMI DENSE BITUMINOUS CONCRETE PAVEMENT LAYERS

Grading 1 2

Water Absorption Water absorption7 Max 2 %

Stripping Coating and Stripping of Bitumen

Aggregate Mixtures9

Minimum retained coating 95 %

IS Sieve1 (mm) Cumulative % by weight of total aggregate passing

45 - -

37.5 - -

Nominal aggregate size 13 mm 10 mm

Layer Thickness 35 – 40 mm 25 – 30 mm

13.2 90 – 100 100

9.5 70 – 90 90 – 100

26.5 - -

19 100 -

1.18 15 – 30 15 – 30

0.6 - -

4.75 35 – 51 35 – 51

2.36 24 – 39 24 – 39

0.075 3 – 8 3 – 8

Bitumen content % by mass of total mix2 Min 4.5 Min 5.0

0.3 9 – 19 9 – 19

0.15 - -

Bitumen grade (pen) 65* 65*




Mob: +91-9548325708, 9930671723, 7507408759, 7060466563

Zone-I Zone-II Zone-III Zone-IV

100 100 100 100

90-100 90-100 90-100 95-100

60-95 75-100 85-100 95-100

30-75 55-90 75-100 90-100

15-34 35-59 60-79 80-100

5-20 8-30 12-40 15-50

0-10 0-10 0-10 0-10

- - - -

Grade-I Grade-II Grade-III

13.2 mm 11.2 mm 13.2 mm 11.2 mm

P1 P2 P1 P2

125.00 - - - 100 - - - - - -

90.00 - - - 90-100 100 - - - - -

63.00 100 - - 25-60 90-100 100 - - - -

53.00 - - - - 25-75 95-100 - - - -

45.00 - - - 0-15 0-15 65-90 - - - -

40 85-100 100 - - - - - - - -

22.40 - - 0-5 0-5 0-10 100 - 100 -

20 0-20 85-100 - - - - - - -

16.00 - - - - - - 0 100 - -

13.20 - - - - - - - - 100

12.50 - - 100 - - - - - - -

11.20 - - - - - 0-5 - - 0 -

10 0-5 0-20 85-100 - - - - 0 - -

5.60 - - - - 0

4.75 - 0-5 0-20 - - - - - - -

2.36 - - 0-5 - - - - - - -

Pan - - - - - - - - - -

Fine Aggregate as per IS: 383 Acceptable limits:

IS SievesFine Aggregate As Per IS 383-1970 for Concrete Sand for Masonry

IS: 2250- 1965

Sand for Plaster

IS: 1542- 1985

Surkhi

IS: 3182- 1986

2.36 mm 80-95 95-100 90-100

1.18 mm 70-90 90-100 70-100

10 mm 100 100 100

4.75 mm 100 95-100 100

150 µ 0-10 0-15 0-15

Pan - - -

600 µ 40-85 80-100 40-100

300 µ 5-50 20-65 50-70

Coarse Aggregate Acceptable limits:

IS Sieve

(mm)

Single sized Coarse Aggregate Limits for WBM as per MORT&HAggregate for Bituminous

Painting (As per PWD*)

Aggregate for Bituminous

Painting (As per

MORT&H) Remarks40 mm

CA

20 mm

CA

10 mm

CA 45-90 45-63 22.4-53

Wood / TimberZones (Please See The Note) I II III IV

Structural Element 12 14 17 20

Joinery (Doors and Windows) 10 12 14 16

ZONE - I

ZONE - II

ZONE - III

ZONE - IV

Trade Name Of Wood SAL WOOD TEAK WOOD DEODAR SHISHAM CHIR TOON

Botanical NameShorea Robusta Tectona

Grandis

Cedrus Deodra Dalbergia

Sissoo

Pinus

Roxvurghii

Toona Ciliata

MP 805 617 - - - -

UP 886 660 - 808 525 487

Assam 837 - - - - -

HP - - 557 - - -

West Bengal 895 617 - 748 - -

Bihar 887 - - 774 - -

Orissa - 604 - - - -

Maharashtra - 623 - - - -

Punjab - - - 799 - -

REQUIREMENTS As Per IS 303 & 710Plywood

Average Annual Relative Humidity More Than 67%

Unit Mass At 12% Moisture Content:

Limits For Moisture

Content IS 287: 1993

Note: The country has been broadly devided into the following Zones based on the humidity variation

Average Annual Relative Humidity Less Than 40%



5 to 15

110

420

250

Moisture Content %

Glu Shear Strength in Dry State(Kg)

Tensile Strength in the Direction to Face Vaneers (Kg/cm2

Tensile Strength Right Angle Direction to Face Vaneers (Kg/cm2

REQUIREMENTS (As Per IS 883: 1994)

USEFUL IS LIMITS / REQUIREMENTS

VARIOUS ACCEPTABLE LIMITS

TABLE 500-13. PERMISSIBLE VARIATIONS FROM THE JOB MIX FORMULA

Description

Permissible variation

Base/binder course Wearing course

Aggregate passing 19 mm sieve or larger 0.08 0.07


Aggregate passing 2.36 mm, 1.18 mm, 0.6 mm

0.05 0.04


Binder content 0.003 0.003

Mixing temperature + 100C + 100C



Particle shape Flakiness and Elongation Index

(Combined)2Max 30 %

Strength * Loss Angeles Abrasion Value3 Max 35 %

Aggregate Impact Value4 Max 27 %

TABLE 500-14. PHYSICAL REQUIREMENTS FOR COARSE AGGREGATE FOR SEMI DENSE BITUMINOUS

CONCRETE PAVEMENT LAYERSProperty Test Specification

Cleanliness (dust) Grain size analysis1 Max 5 % passing 0.075 mm sieve

Polishing Polished Stone Value5 Min 55

Durability Soundness:6

Sodium Sulphate Max 12 %

Magnesium Sulphate Max 18 %

Water Sensitivity** Retained Tensile Strength8 Min 80 %

TABLE 500-15. COMPOSITION OF SEMI DENSE BITUMINOUS CONCRETE PAVEMENT LAYERS

Grading 1 2

Water Absorption Water absorption7 Max 2 %

Stripping Coating and Stripping of Bitumen

Aggregate Mixtures9

Minimum retained coating 95 %

IS Sieve1 (mm) Cumulative % by weight of total aggregate passing

45 - -

37.5 - -

Nominal aggregate size 13 mm 10 mm

Layer Thickness 35 – 40 mm 25 – 30 mm

13.2 90 – 100 100

9.5 70 – 90 90 – 100

26.5 - -

19 100 -

1.18 15 – 30 15 – 30

0.6 - -

4.75 35 – 51 35 – 51

2.36 24 – 39 24 – 39

0.075 3 – 8 3 – 8

Bitumen content % by mass of total mix2 Min 4.5 Min 5.0

0.3 9 – 19 9 – 19

0.15 - -

Bitumen grade (pen) 65* 65*




Mob: +91-9548325708, 9930671723, 7507408759, 7060466563

for group ii b shoud not be more than 11%

Dimension ( L x B )

Thickness

Water Absorption

Deviation in % of the average size of each tile 2 sides ±0.6%

Deviation in thickness ± 5 %

CERAMIC TILE IS 13754-13755

MILD STEEL REINFORCEMENT BAR As Per IS 432 (Part-1)-1982

Reinforcement Steel: TOR / Ribbed As Per IS 1786-1985

Ø of Bar

Area mm2

Ultimate Tensile Strength

(in N / mm2)

Ø of Bar GRADE1 GRADE2 GRADE3

% Elongation 23.00 23.00 20.00

IS Sieves Used for GradingHydraulic Cement

Tolerances On Nominal Mass: ( ± )

Difference From IS Limits

1) Upto & Including 10 mm ( ± ) 7% Individual Sample ( - ) 8%; 2) Over 10 mm upto including 16 mm ( ± ) 5%,

Individual Sample ( - ) 6%; 3) Over 16 mm ( ± ) 3% Individual Sample ( - ) 4%

0.2 % P roof S tress

(in N / mm 2 )

Grade 1: 1) Bar upto and including 20 mm = 250; 2) Over 20 mm and including 50 mm = 240


Grade 3: 1) Bar upto and including 16 mm = 350; 2) Over 16 mm and including 32

Ultimate T ensile S trength

(in N / mm 2 )




101 to 200 3

201 to 300 4

Weight of Lot in Tonne No of Sub Lot

Up to 100 2

No of Sub Lot

301 to 500 5

501 to 1000 6

SEQUENCE OF IS SIEVES FOR TEST:

A) WBM GRADE 1: 125, 90, 63, 45, 22.4;

B) WBM GRADE 2: 90, 63, 53, 45, 22.4;

C) WBM GRADE 3: 63, 53, 45, 22.4, 11.2;

D) DENSE BM: 37.5, 26.5, 13.2, 4.75, 2.36, 300 µ, 75 µ

E) BM GRADE 1 & 2: 45, 26.5, 22.4, 11.2, 5.6, 2.8, 90 µ

F) FOR CONCRETE:

a) SINGAL SIZED AGGREGATE:

1) 63 MM: 80, 63, 40, 20, 10;

2) 40 MM: 63, 40, 20, 10;

3) 20 MM: 40, 20, 10, 4.75;

4) 16 MM: 20, 16, 10, 4.75;

5) 12.5 MM: 16, 12.5, 10, 4.75;

6) 10 MM: 12.5, 10, 4.75, 2.36.

b) GRADED AGGREGATE:

1) 40 MM: 80, 40, 20, 10, 4.75;

2) 20 MM: 40, 20, 10, 4.75;

3) 16 MM: 20, 16, 10, 4.75;

4) 12.5 MM: 20, 12.5, 10, 4.75.

C) SAND: 10, 4.75, 2.36, 1.18, 600 µ, 300 µ, 150 µ &

Pan

Asbetaus Concrete Products As per IS 7639-1975

Nos of item in the Lots Sample Size

1501 to 5000 7

501 to 1500 5

Up to 100 2

101 to 500 3

1001 to 2000 7

Aggregate As per IS 2430 -1986

Lot Size in M3

201 to 400 5

401 to 800 7

Up to 100 3

101 to 200 4

3001 to 8000 25

8001 to 20000 35

801 to 1500 10

1501 to 3000 15

% Elongation0.2 % Proof Stress (in N /

mm2)

Tolerances On Nominal Mass: (

± ) Difference From IS Limits

1) Upto & Including 10 mm (±) 7%, individual Sample (-) 8%; 2) Over 10 mm upto including 16 mm (±) 5%,

individual Sample (-) 6%; 3) Over 16 mm (±) 3%, individual Sample (-) 4%

Fe 415-

14.50

415.00

Minimum 485 or more than

10 % of 0.2 % Proof Stress

Fe 550-

8.00

550.00

Minimum 585 or more than 6 %

of 0.2 % Proof Stress

Fe 500-

12.00

500.00



IS-269 IS-8112 IS-12269 IS-455UNIT 33 grade 43 grade 53 grade Portland

Slag Cement

minute Not < 30 Not < 30 Not < 30 Not < 30

minute Not > 600 Not > 600 Not > 600 Not > 600

% Max 10 Max 10 Max 10 Max 10

m² / kg Not < 225 Not < 225 Not < 225 Not < 225

kg / cm² 160 230 270 160

kg / cm² 220 330 370 220

kg / cm² 330 430 530 330OPC 33 Grade

(IS: 269- 1989)

OPC 43 Grade

(IS: 8112- 1989)

OPC 53 Grade

(IS: 12269-

1987)

SRC

(IS: 12330-

1988)

PSC

(IS: 455- 1989)

Max 5 Max 5 Max 4 Max 5 Max 4

Max 2 Max 2 Max 2 Max 4 Max 1.5

2.75 or 3.00 2.50 or 3.00 2.50 or 3.00 Max 2.50 Max 3.00

Max 6 Max 6 Max 6 Max 6 -


Max 0.10 Max 0.10 Max 0.10 Max 0.05 -

Max 0.60 Max 0.60 Max 0.60 Max 0.60 -

Min 0.66 Min 0.66 Min 0.66 Min 0.66 -

0.66 - 1.02 0.66 - 1.02 0.80 - 1.02 0.66 - 1.02 -

%

-

kg/cm²

Compressive Strength:

TEST

Initial Setting Time

Final Setting Time

Fineness (90 m)

Fineness (Blains)

COATING MEASUREMENT IS 1367- 1983 (Part 13)For Mass: Minimum Average Mass 375 g/m2 And for Individual Sample Mass 300 g/m2

For Thickness: Minimum Average Thickness 54 µm And for Individual Sample 43 µm

CEMENT- Physical

Ef�lorescence

Should not be less than for Class Designation Speci�ied as per IS 1077- 1976.

PHYSICAL TEST OF BURNT CLAY BUILDING As per IS:1077-1976 Should not be more than 20 %

Moderate up to class 125 and slight for higher classes.

# Compressive Strength

Water Absorption

Total Water Soluble Alkalies (Expressed as

Na2O):

Proportion Of Al2O3 / Fe2O3:

Lime Saturation Factor:Special Note: Chloride: Chloride Content For Pre Stressed Concrete is 0.05 % (Maximum), SO 3 : If C 3 A is < or = 5 consider First Limit & If C 3 A

is > 5 consider second limit.

CEMENT- Chemical

Loss On Ignition (LOI):

Insoluble Residue (IR):

Sulphur-Tri-Oxide (SO 3):

Ferric Oxide (Fe2O3):

Magnesium Oxide (MgO):

Chloride (Cl -):

3 days

7 days

28 days

Density

451 to 550 N/mm 2 N/mm 2

551 to 650 N/mm 2 N/mm 2

651 to 750 N/mm 2 N/mm 2

751 to 850 N/mm 2 N/mm 2

851 to 1000 N/mm 2 N/mm 2

2) The test result of sample shall be the average of the strength of three specimens. The individual variationshould not be more than ± 15% of the average. If more, the test result of the sample are invalid (IS 456: 2000,Clause 15.4, Page 29)

Flow is maintained to 100 ± 5%.

Average Mesh Size in mm

1) 28 days Compressive Strength of moratar cube having proportion:

1:5 (Cement:Sand) should be 55 Kg/sq.cm.


Cement Mortar

Grade 2

6.00

As Per IS: 2185 (Part 3)- 1984Grade 1

Dimensions

CHAIN LINK MESH As Per IS: 2721- 1979

AUTOCLAVE CELLULAR (AERATED) CONCRETE

50 ± 3 for 50 mm mesh

Average Diameter of Wire in mm 3.10 mm

Zinc Coatiing in gm /M2 110 gm/ mm2

Tensile strenth of wire in N/mm2 444 to 555 N/mm2

2.00

4.00

5.00

6.00

7.00

1.50

3.00

4.00

5.00

± 5 mm in Length & ± 3 mm in Height & Width

Timber/ PlywoodIn general the frequency of sampling for test shall be 5 % of the total quantity.

Nos of specimen for each test shall not be less than 3




Mob: +91-9548325708, 9930671723, 7507408759, 7060466563

for group ii b shoud not be more than 11%

Dimension ( L x B )

Thickness

Water Absorption

Deviation in % of the average size of each tile 2 sides ±0.6%

Deviation in thickness ± 5 %

CERAMIC TILE IS 13754-13755

MILD STEEL REINFORCEMENT BAR As Per IS 432 (Part-1)-1982

Reinforcement Steel: TOR / Ribbed As Per IS 1786-1985

Ø of Bar

Area mm2

Ultimate Tensile Strength

(in N / mm2)

Ø of Bar GRADE1 GRADE2 GRADE3

% Elongation 23.00 23.00 20.00

IS Sieves Used for GradingHydraulic Cement

Tolerances On Nominal Mass: ( ± )

Difference From IS Limits

1) Upto & Including 10 mm ( ± ) 7% Individual Sample ( - ) 8%; 2) Over 10 mm upto including 16 mm ( ± ) 5%,

Individual Sample ( - ) 6%; 3) Over 16 mm ( ± ) 3% Individual Sample ( - ) 4%

0.2 % P roof S tress

(in N / mm 2 )




Ultimate T ensile S trength

(in N / mm 2 )




101 to 200 3

201 to 300 4

Weight of Lot in Tonne No of Sub Lot

Up to 100 2

No of Sub Lot

301 to 500 5

501 to 1000 6

SEQUENCE OF IS SIEVES FOR TEST:

A) WBM GRADE 1: 125, 90, 63, 45, 22.4;

B) WBM GRADE 2: 90, 63, 53, 45, 22.4;

C) WBM GRADE 3: 63, 53, 45, 22.4, 11.2;

D) DENSE BM: 37.5, 26.5, 13.2, 4.75, 2.36, 300 µ, 75 µ

E) BM GRADE 1 & 2: 45, 26.5, 22.4, 11.2, 5.6, 2.8, 90 µ

F) FOR CONCRETE:

a) SINGAL SIZED AGGREGATE:

1) 63 MM: 80, 63, 40, 20, 10;

2) 40 MM: 63, 40, 20, 10;

3) 20 MM: 40, 20, 10, 4.75;

4) 16 MM: 20, 16, 10, 4.75;

5) 12.5 MM: 16, 12.5, 10, 4.75;

6) 10 MM: 12.5, 10, 4.75, 2.36.

b) GRADED AGGREGATE:

1) 40 MM: 80, 40, 20, 10, 4.75;

2) 20 MM: 40, 20, 10, 4.75;

3) 16 MM: 20, 16, 10, 4.75;

4) 12.5 MM: 20, 12.5, 10, 4.75.

C) SAND: 10, 4.75, 2.36, 1.18, 600 µ, 300 µ, 150 µ &

Pan

Asbetaus Concrete Products As per IS 7639-1975

Nos of item in the Lots Sample Size

1501 to 5000 7

501 to 1500 5

Up to 100 2

101 to 500 3

1001 to 2000 7


Lot Size in M3

201 to 400 5

401 to 800 7

Up to 100 3

101 to 200 4

3001 to 8000 25

8001 to 20000 35

801 to 1500 10

1501 to 3000 15

% Elongation0.2 % Proof Stress (in N /

mm2)

Tolerances On Nominal Mass: (

± ) Difference From IS Limits

1) Upto & Including 10 mm (±) 7%, individual Sample (-) 8%; 2) Over 10 mm upto including 16 mm (±) 5%,

individual Sample (-) 6%; 3) Over 16 mm (±) 3%, individual Sample (-) 4%

Fe 415-

14.50

415.00



Fe 550-

8.00

550.00

Minimum 585 or more than 6 %

of 0.2 % Proof Stress

Fe 500-

12.00

500.00



IS-269 IS-8112 IS-12269 IS-455UNIT 33 grade 43 grade 53 grade Portland

Slag Cement

minute Not < 30 Not < 30 Not < 30 Not < 30

minute Not > 600 Not > 600 Not > 600 Not > 600

% Max 10 Max 10 Max 10 Max 10

m² / kg Not < 225 Not < 225 Not < 225 Not < 225

kg / cm² 160 230 270 160

kg / cm² 220 330 370 220

kg / cm² 330 430 530 330OPC 33 Grade

(IS: 269- 1989)

OPC 43 Grade

(IS: 8112- 1989)

OPC 53 Grade

(IS: 12269-

1987)

SRC

(IS: 12330-

1988)

PSC

(IS: 455- 1989)


Max 2 Max 2 Max 2 Max 4 Max 1.5

2.75 or 3.00 2.50 or 3.00 2.50 or 3.00 Max 2.50 Max 3.00

Max 6 Max 6 Max 6 Max 6 -


Max 0.10 Max 0.10 Max 0.10 Max 0.05 -

Max 0.60 Max 0.60 Max 0.60 Max 0.60 -

Min 0.66 Min 0.66 Min 0.66 Min 0.66 -

0.66 - 1.02 0.66 - 1.02 0.80 - 1.02 0.66 - 1.02 -

%

-

kg/cm²

Compressive Strength:

TEST

Initial Setting Time

Final Setting Time

Fineness (90 m)

Fineness (Blains)

COATING MEASUREMENT IS 1367- 1983 (Part 13)For Mass: Minimum Average Mass 375 g/m2 And for Individual Sample Mass 300 g/m2

For Thickness: Minimum Average Thickness 54 µm And for Individual Sample 43 µm

CEMENT- Physical

Ef�lorescence

Should not be less than for Class Designation Speci�ied as per IS 1077- 1976.

PHYSICAL TEST OF BURNT CLAY BUILDING As per IS:1077-1976 Should not be more than 20 %

Moderate up to class 125 and slight for higher classes.

# Compressive Strength

Water Absorption

Total Water Soluble Alkalies (Expressed as

Na2O):

Proportion Of Al2O3 / Fe2O3:

Lime Saturation Factor:Special Note: Chloride: Chloride Content For Pre Stressed Concrete is 0.05 % (Maximum), SO 3 : If C 3 A is < or = 5 consider First Limit & If C 3 A

is > 5 consider second limit.

CEMENT- Chemical

Loss On Ignition (LOI):

Insoluble Residue (IR):

Sulphur-Tri-Oxide (SO 3):

Ferric Oxide (Fe2O3):

Magnesium Oxide (MgO):

Chloride (Cl -):

3 days

7 days

28 days

Density

451 to 550 N/mm 2 N/mm 2

551 to 650 N/mm 2 N/mm 2

651 to 750 N/mm 2 N/mm 2

751 to 850 N/mm 2 N/mm 2

851 to 1000 N/mm 2 N/mm 2

2) The test result of sample shall be the average of the strength of three specimens. The individual variationshould not be more than ± 15% of the average. If more, the test result of the sample are invalid (IS 456: 2000,Clause 15.4, Page 29)

Flow is maintained to 100 ± 5%.

Average Mesh Size in mm

1) 28 days Compressive Strength of moratar cube having proportion:



Cement Mortar

Grade 2

6.00

As Per IS: 2185 (Part 3)- 1984Grade 1

Dimensions

CHAIN LINK MESH As Per IS: 2721- 1979

AUTOCLAVE CELLULAR (AERATED) CONCRETE

50 ± 3 for 50 mm mesh

Average Diameter of Wire in mm 3.10 mm

Zinc Coatiing in gm /M2 110 gm/ mm2

Tensile strenth of wire in N/mm2 444 to 555 N/mm2

2.00

4.00

5.00

6.00

7.00

1.50

3.00

4.00

5.00

± 5 mm in Length & ± 3 mm in Height & Width

Timber/ PlywoodIn general the frequency of sampling for test shall be 5 % of the total quantity.

Nos of specimen for each test shall not be less than 3




Mob: +91-9548325708, 9930671723, 7507408759, 7060466563

301 to 500 5

501 to 1000 6

1001 to 2000 7

Up to 100 2

101 to 200 3

201 to 300 4

501 to 1500 5

1501 to 5000 7

Hydraulic CementWeight of Lot in Tonne No of Sub Lot


Lot Size in M3

No of Sub LotUp to 100 2

101 to 500 3

No. Of

Samples

1

2

3

Dimensional/

Unit Wt

Physical/

Chemcal Testfor cast/ heat

below 100

tonne

for cast/ heat

over100 tonne

10 2 Under 10 mm 1 sample from

each 25 tonne

1 sample from

each 40 tonne

15 3 16 to 16 mm 1 sample from

each 35 tonne

1 sample from

each45 tonne

20 4 over 16 mm 1 sample from

each 45 tonne

1 sample from

each 50 tonne

25 5

1501 to 3000 153001 to 8000 258001 to 20000 35

201 to 400 5401 to 800 7801 to 1500 10

Asbetaus Concrete Products As per IS 7639-1975Nos of item in the Lots Sample SizeUp to 100 3101 to 200 4

10001 to 35000 32 1035001 to 50000 50 15

Over 100

Bricks As per IS 5454

Nos of Bricks in Lot Nos of Bricks to be selected for TestNo of Sample required for

Physical Test2000 to 10000 20 5

Tor Steel/ Mild Steel/Structural Steel As per IS 10790 & 1786Qty in Tonne Nos of Sample Required for Physical Test

Up to 25

25 to 50

50 to 100

1 to 5 31 to 50 4

6 to 15 51 and above 4 + one additional sample for each

additional 50 cubic meter or part

therof16 to 30

Concrete Cube1) The minimum frequency of sampling of concrete of each grade shall be in accordance with the (IS 456: 2000,

Clause 15.2.2 Page 29)

Quantity Of Concrete In The

Work (in cubic meter)


Work (in m3)

Number Of Samples

SAMPLING FREQUENCY

Density Requirements for Suitability of Embankment/sub-grade materials

Type of Work Laboratory Dry Unit Weight

Embankment (height upto 3m) Not less than 14.4 KN / m3 (i.e.1.44 gm/C.C) Embankment (height more than 3m ) Not less than 15.2 KN / m3 (i.e.1.52 gm/C.C)

Sub-grade / Earth shoulders Not less than 14.4 KN / m3 (i.e.1.65 gm/C.C)

(iv) Horizontal Alignment : The alignment shall be reckoned with respect with respect to the centre line of the carriageway. The edges of the roadway, as constructed, shall be within the tolerances as indicated in the following table :-

Permitted Tolerances for Edges

Description Plain & Rolling Terrains Hilly Terrain

Edges of carriageway (+) 20 mm + 30 mm

Edge of roadway & lower layers of pavement (+) 30 mm + 50 mm

(v) Surface Levels : The permitted tolerance in surface level for sub-grade will be (+) 20 mm and (-) 25 mm.(vi) Surface Regularity : The maximum allowable difference between the road surface and under side of 3m straight

edge will be 20mm for the longitudinal profile and 15mm for the cross-profile.(vii) Degree of Compaction : The Embankment shall be compacted to satisfy the density requirements

given in the following table :-

Rolling Laying

(0C) (0C)

160 - 170 160 - 175 170

Maximum

100 Minimum 130 Minimum

150 - 165 150 - 170 165

Maximum


140 - 160 140 - 165 155

Maximum


TABLE 500-4. COMPOSITION OF BITUMINOUS MACADAM

Mix designation Grading 1 Grading 2

Nominal aggregate size Layer thickness 40 mm 19 mm

IS Sieve (mm) 80 – 100 mm 50 – 75 mm

Cumulative % by weight of total aggregate

passing

45 100 -

37.5 90 – 100 -

13.2 35 – 61 56 – 88

4.75 13 – 22 16 – 36

26.5 75 – 100 100

19 - 90 – 100

0.075 0 – 8 0 – 8

Bitumen content, % by weight of total mixture1 3.1 – 3.4 3.3 – 3.5

2.36 4 – 19 4 – 19

0.3 2 – 10 2 – 10

Bitumen grade 35 to 90 35 to 90

Notes: 1. Appropriate bitumen contents for conditions in cooler areas of India may be up to 0.5 % higher subject to the

approval of the Engineer.

TABLE 500-5. MANUFACTURING AND ROLLING TEMPERATURESBitumen Penetration Bitumen

Mixing (0C)

Aggregate

Mixing (0C)

Mixed

Material (0C)

53 100 -

26.5 40 - 75 -

35

65

90

TABLE 500-7. GRADING REQUIREMENTS OF COARSE AND KEY AGGREGATES FOR BUILT-UP SPRAY GROUT

IS Sieve Designation (mm) Cumulative per cent by weight of total aggregate passing

Coarse Aggregate Key Aggregate

5.6 - 0 – 20

2.8 0 - 5 0 – 5

22.4 - 100

13.2 0 - 20 40 – 75




Mob: +91-9548325708, 9930671723, 7507408759, 7060466563

301 to 500 5

501 to 1000 6

1001 to 2000 7

Up to 100 2

101 to 200 3

201 to 300 4

501 to 1500 5

1501 to 5000 7

Hydraulic CementWeight of Lot in Tonne No of Sub Lot


Lot Size in M3

No of Sub LotUp to 100 2

101 to 500 3

No. Of

Samples

1

2

3

Dimensional/

Unit Wt

Physical/

Chemcal Testfor cast/ heat

below 100

tonne

for cast/ heat

over100 tonne

10 2 Under 10 mm 1 sample from

each 25 tonne

1 sample from

each 40 tonne

15 3 16 to 16 mm 1 sample from

each 35 tonne

1 sample from

each45 tonne

20 4 over 16 mm 1 sample from

each 45 tonne

1 sample from

each 50 tonne

25 5

1501 to 3000 153001 to 8000 258001 to 20000 35

201 to 400 5401 to 800 7801 to 1500 10

Asbetaus Concrete Products As per IS 7639-1975Nos of item in the Lots Sample SizeUp to 100 3101 to 200 4

10001 to 35000 32 1035001 to 50000 50 15

Over 100

Bricks As per IS 5454

Nos of Bricks in Lot Nos of Bricks to be selected for TestNo of Sample required for

Physical Test2000 to 10000 20 5

Tor Steel/ Mild Steel/Structural Steel As per IS 10790 & 1786Qty in Tonne Nos of Sample Required for Physical Test

Up to 25

25 to 50

50 to 100

1 to 5 31 to 50 4

6 to 15 51 and above 4 + one additional sample for each

additional 50 cubic meter or part

therof16 to 30

Concrete Cube1) The minimum frequency of sampling of concrete of each grade shall be in accordance with the (IS 456: 2000,

Clause 15.2.2 Page 29)


Work (in cubic meter)


Work (in m3)

Number Of Samples

SAMPLING FREQUENCY

Density Requirements for Suitability of Embankment/sub-grade materials

Type of Work Laboratory Dry Unit Weight

Embankment (height upto 3m) Not less than 14.4 KN / m3 (i.e.1.44 gm/C.C) Embankment (height more than 3m ) Not less than 15.2 KN / m3 (i.e.1.52 gm/C.C)

Sub-grade / Earth shoulders Not less than 14.4 KN / m3 (i.e.1.65 gm/C.C)

(iv) Horizontal Alignment : The alignment shall be reckoned with respect with respect to the centre line of the carriageway. The edges of the roadway, as constructed, shall be within the tolerances as indicated in the following table :-

Permitted Tolerances for Edges

Description Plain & Rolling Terrains Hilly Terrain

Edges of carriageway (+) 20 mm + 30 mm

Edge of roadway & lower layers of pavement (+) 30 mm + 50 mm

(v) Surface Levels : The permitted tolerance in surface level for sub-grade will be (+) 20 mm and (-) 25 mm.(vi) Surface Regularity : The maximum allowable difference between the road surface and under side of 3m straight

edge will be 20mm for the longitudinal profile and 15mm for the cross-profile.(vii) Degree of Compaction : The Embankment shall be compacted to satisfy the density requirements

given in the following table :-

Rolling Laying

(0C) (0C)

160 - 170 160 - 175 170

Maximum


150 - 165 150 - 170 165

Maximum


140 - 160 140 - 165 155

Maximum


TABLE 500-4. COMPOSITION OF BITUMINOUS MACADAM

Mix designation Grading 1 Grading 2

Nominal aggregate size Layer thickness 40 mm 19 mm

IS Sieve (mm) 80 – 100 mm 50 – 75 mm

Cumulative % by weight of total aggregate

passing

45 100 -

37.5 90 – 100 -

13.2 35 – 61 56 – 88

4.75 13 – 22 16 – 36

26.5 75 – 100 100

19 - 90 – 100

0.075 0 – 8 0 – 8

Bitumen content, % by weight of total mixture1 3.1 – 3.4 3.3 – 3.5

2.36 4 – 19 4 – 19

0.3 2 – 10 2 – 10

Bitumen grade 35 to 90 35 to 90

Notes: 1. Appropriate bitumen contents for conditions in cooler areas of India may be up to 0.5 % higher subject to the

approval of the Engineer.

TABLE 500-5. MANUFACTURING AND ROLLING TEMPERATURESBitumen Penetration Bitumen

Mixing (0C)

Aggregate

Mixing (0C)

Mixed

Material (0C)

53 100 -

26.5 40 - 75 -

35

65

90

TABLE 500-7. GRADING REQUIREMENTS OF COARSE AND KEY AGGREGATES FOR BUILT-UP SPRAY GROUT

IS Sieve Designation (mm) Cumulative per cent by weight of total aggregate passing

Coarse Aggregate Key Aggregate

5.6 - 0 – 20

2.8 0 - 5 0 – 5

22.4 - 100

13.2 0 - 20 40 – 75




Mob: +91-9548325708, 9930671723, 7507408759, 7060466563

Compaction Requirements for Embankment/Sub-grade

Type of work Relative Compaction & percentage of maximum laboratory dry density

Embankment Not less than 97 percent of Standard Proctor Density.

Sub-grade (Top 300mm of Not less than 100 percent of Standard Proctor Density.

embankment and Earthen Shoulders

The moisture content of soil layer at the time of rolling can be within (+) 2% of Optimum Moisture Content (O.M.C.) determined in the laboratory

(viii) Quality Control Tests and Their Frequencies :(a) Tests Prior to Construction :-

The quality control tests and their frequencies for borrow material would be as shown in the following table :-

Quality Control Tests and their Frequencies for Borrow Material, Earthwork ForEmbankment And Sub grade (Before Construction)

Type of Test Frequency

A. Earthwork for Embankment1. Soil Classification as per IS:1498 One Test from each source for I) Sieve Analysis (Wet Sieve Analysis expect for one km or part thereof cohesion less soils) ii) LL, PL and PI -do-

2. Standard Proctor Compaction Test (IS:2720 Part7 Test -do- results to ascertain Dry Density Moisture Content Relationship

3. Free Swell Index Test (IS:2720 Part 40)* -do-

4. Deleterious Content ** I) Organic matter content by loss-on-ignition method or as -do-

per IS 2720-Part-22 ii) Total soluble content (IS 2720-Part 27) where -do-

suspected on past experience. This can be easily confirmed by a quick test using barium chloride.

B. Earthwork for Sub grade (Cutting or Filling) I) Testes at 1 to 4 under A above. In case the soil for One test for each km length or

embankment meets the prescripted requirements for the part there of, from each source.*** sub-grade the above four test need not be repeated)ii) CBR Test (IS:2720 Part 16) soaked / unsoaked as One test for each Km: this will comprise testing specified of 3 specimens and the CBR value will be reported as average of three test values.

NOTES * Test for free swell index to be conducted only in case of expansive soils. ** Presence of deleterious content can be initially through color and existence of

any organic matter. Where such observations need for further testing, simple tests at (i) and (ii) above shall be carried out. Detailed testing as per IS : 2720-part 22 and 27 shall be done only after presence of deleterious content is confirmed by simple test.

*** For hill roads, the frequency of tests may be increased depending upon the variability of strata met.

(b) Tests During Construction :The quality Control Tests to be carried out during construction and their frequencies shall be asgiven in the following table :-

Field Quality Control Tests During Construction


1. Placement Moisture (IS:2720 Part 2) At Least 3 tests daily (well spread over the day’s work) Any of the rapid test rapid test methods for determination of moisture content can be used.

2. Insitu Density Measurements -do- (IS: 2720 Part 28) (Each layer) (i) Average of 3 tests results shall not be less than the

specified degree of compaction. (ii) Individual test values of the degrees of compaction obtained shall not be less than 1% of the specified value of degree of compaction. (For example for the specified 100% Proctor density, the individual test value shall not be less than 99% of Proctor density and the average of the three (or more) tests carried out in a day shall not be less than 100% Proctor density)

3. Thickness of Subgrade Layer At random

(ix) It is necessary to achieve the desired quality control, the Executive Engineer and Assistant Engineer should exercise Quality Control checks as per the frequency mentioned in the following table for embankment and Sub-grade construction :-

Quality Control Checks

Stage Test Frequency

(A) Top of the (I) Degree of Compaction Min 3 tests for each Km. length or part there of. Embankment (IS:2720 Part 28) Allowable tolerance in test values as per Table-5 (above). (Before One of the tests shall be carried out at a depth of 150 placing sub- mm from the top. grade layer) (ii) Surface Regularity and Random checking Transverse Profile

(B) Finished (I) Degree of Compaction (a) One test for each 300 m length or part there of, Sub-grade (IS:2720 Part 28) (b) One test for each 1000m. length or part there of. One of Executive the less shall be carried out at

a depth of 150 mm from the top.

(ii) Surface Regularity and Random checking Transverse Profile/

Camber/Cross fall and super elevation.

(x) The Quality Control Tests on Earth work for subgrade (in cutting or filling) and their frequency, prior to construction, shall be as per Table 4 (B) (xi) The Field Quality Control Tests during construction shall be as per Table -5. (xii) The Quality Control checks by AE/EE shall be as per Table-6 (B) for Sub-grade

GRANULAR SUB-BASE (G.S.B.)

The GSB layer is laid on top of sub-grade. It functions as a drainage layer for the pavement. Material for sub-base shall be natural sand, moorum, gravel, crushed stone, crushed slag, brick metal, kankar or combination thereof, depending on grading requirement.




Mob: +91-9548325708, 9930671723, 7507408759, 7060466563

Compaction Requirements for Embankment/Sub-grade

Type of work Relative Compaction & percentage of maximum laboratory dry density

Embankment Not less than 97 percent of Standard Proctor Density.

Sub-grade (Top 300mm of Not less than 100 percent of Standard Proctor Density.

embankment and Earthen Shoulders

The moisture content of soil layer at the time of rolling can be within (+) 2% of Optimum Moisture Content (O.M.C.) determined in the laboratory

(viii) Quality Control Tests and Their Frequencies :(a) Tests Prior to Construction :-

The quality control tests and their frequencies for borrow material would be as shown in the following table :-

Quality Control Tests and their Frequencies for Borrow Material, Earthwork ForEmbankment And Sub grade (Before Construction)


A. Earthwork for Embankment1. Soil Classification as per IS:1498 One Test from each source for I) Sieve Analysis (Wet Sieve Analysis expect for one km or part thereof cohesion less soils) ii) LL, PL and PI -do-

2. Standard Proctor Compaction Test (IS:2720 Part7 Test -do- results to ascertain Dry Density Moisture Content Relationship

3. Free Swell Index Test (IS:2720 Part 40)* -do-

4. Deleterious Content ** I) Organic matter content by loss-on-ignition method or as -do-

per IS 2720-Part-22 ii) Total soluble content (IS 2720-Part 27) where -do-

suspected on past experience. This can be easily confirmed by a quick test using barium chloride.

B. Earthwork for Sub grade (Cutting or Filling) I) Testes at 1 to 4 under A above. In case the soil for One test for each km length or

embankment meets the prescripted requirements for the part there of, from each source.*** sub-grade the above four test need not be repeated)ii) CBR Test (IS:2720 Part 16) soaked / unsoaked as One test for each Km: this will comprise testing specified of 3 specimens and the CBR value will be reported as average of three test values.

NOTES * Test for free swell index to be conducted only in case of expansive soils. ** Presence of deleterious content can be initially through color and existence of

any organic matter. Where such observations need for further testing, simple tests at (i) and (ii) above shall be carried out. Detailed testing as per IS : 2720-part 22 and 27 shall be done only after presence of deleterious content is confirmed by simple test.

*** For hill roads, the frequency of tests may be increased depending upon the variability of strata met.

(b) Tests During Construction :The quality Control Tests to be carried out during construction and their frequencies shall be asgiven in the following table :-

Field Quality Control Tests During Construction


1. Placement Moisture (IS:2720 Part 2) At Least 3 tests daily (well spread over the day’s work) Any of the rapid test rapid test methods for determination of moisture content can be used.

2. Insitu Density Measurements -do- (IS: 2720 Part 28) (Each layer) (i) Average of 3 tests results shall not be less than the

specified degree of compaction. (ii) Individual test values of the degrees of compaction obtained shall not be less than 1% of the specified value of degree of compaction. (For example for the specified 100% Proctor density, the individual test value shall not be less than 99% of Proctor density and the average of the three (or more) tests carried out in a day shall not be less than 100% Proctor density)

3. Thickness of Subgrade Layer At random

(ix) It is necessary to achieve the desired quality control, the Executive Engineer and Assistant Engineer should exercise Quality Control checks as per the frequency mentioned in the following table for embankment and Sub-grade construction :-



(A) Top of the (I) Degree of Compaction Min 3 tests for each Km. length or part there of. Embankment (IS:2720 Part 28) Allowable tolerance in test values as per Table-5 (above). (Before One of the tests shall be carried out at a depth of 150 placing sub- mm from the top. grade layer) (ii) Surface Regularity and Random checking Transverse Profile

(B) Finished (I) Degree of Compaction (a) One test for each 300 m length or part there of, Sub-grade (IS:2720 Part 28) (b) One test for each 1000m. length or part there of. One of Executive the less shall be carried out at

a depth of 150 mm from the top.

(ii) Surface Regularity and Random checking Transverse Profile/

Camber/Cross fall and super elevation.

(x) The Quality Control Tests on Earth work for subgrade (in cutting or filling) and their frequency, prior to construction, shall be as per Table 4 (B) (xi) The Field Quality Control Tests during construction shall be as per Table -5. (xii) The Quality Control checks by AE/EE shall be as per Table-6 (B) for Sub-grade

GRANULAR SUB-BASE (G.S.B.)

The GSB layer is laid on top of sub-grade. It functions as a drainage layer for the pavement. Material for sub-base shall be natural sand, moorum, gravel, crushed stone, crushed slag, brick metal, kankar or combination thereof, depending on grading requirement.




Mob: +91-9548325708, 9930671723, 7507408759, 7060466563

Where the sub-grade is clayey and impermeable with CBR less than 4 and annual rainfall more than 1000mm, it is desirable to provide a drainage layer of dust free coarse to medium sand of 100mm thickness over the sub-grade in full formation width.Quality Control Requirement :1. Materials :- (I) Grading :- The grading for granular sub-grade (GSB) should conform to the requirements given in the following table :-

Grading for Granular sub-bse Materials

IS Sieve Designation Percent by weight passing the IS Sieve

Grading I Grading II Grading III

75 mm 100 - - 53 mm 100 26.5 mm 55-75 50-80 100 4.75mm 10-30 15-35 25-45 0.075 mm (75 micron) <10 <10 <10

(ii) Atterberg Limits :- The material passing 425 micron sieve, when tested according to IS:2720 (Part-5) shall have liquid limit and plasticity index not more than 25 and 6 respectively. (iii) On clayey sub-grades, the percent passing IS Sieve 0.075 mm shall not exceed 5. (iv) The wet aggregate impact value (IS :5640) shall not exceed 5. (v) CBR value : The Material with a minimum soaked CBR value of 20 will be acceptable for Granular sub- base. In case, the sub-base material of the requisite soaked CBR value is not available within economical leads, the base material, meeting any of the specified grading and other requirements with a soaked CBR value of not less than 15 can be permitted, with the approval of the competent authority. (vi) For drainage layer, grading should confirm to the requirements given in the following table :-

Grading of Coarse to medium sand for Drainage layer

IS Sieve Designation Percent by Weight passing IS Sieve

11.2 mm 100 5.6 mm 80-100 2.36 mm 70-90 180 micron (0.180 mm) <5

(2) Horizontal Alignment : The edges of the sub-base shall be correct withing a tolerance limit of (+) 30 mm in plain and rolling terrain and (+) 50 mm for hilly terrain.(3) Surface Levels :- The tolerance in surface level for granular sub-base will be restricted sub-base will be restricted (+) 10mm and (-) 20 mm. A grid of 10m by 2.5 m may be formed to check the surface level.

The cross profile should confirm to the required camber.

(4) Surface Regularity :- The maximum permitted between the finished sub-base layer and 3m straight edge shall be 12mm for longitudinal profile and 10mm for cross profile. The cross profile should confirm to the required camber.(5) Compaction Requirement of GSB :- (I) The moisture content of mix at the time of rolling can be within a range of 1% above or 2% less than the Optimum Moisture Content (OMC) determined for the mix in the laboratory as per IS 2720 (Part -7) (ii) Rolling os to continue till 100% density is achieved at site, when comparted with laboratory Maximum Dry Density (MDD) determined for the GSB mix as per IS 2720 (Part - 7)(6) Quality Control Tests : (I) Tests Prior to Construction The quality control tests to be carried out prior to construction are indicated in the following Table :-

Quality Control Tests Prior to Construction

Sl.No. Type of Test Frequency of Tests

1. Soil Classification as per IS:1498, Average of three tests from each I) Wet Sieve Analysis, except for cohesion less soils source. ii) Liquid and Plastic Limits

2. Combined Grading and Plasticity tests on materials from One test on the combined different sources, mixed in the design proportions. This material for 500 m length of road shall be done when materials from more than one source or part Thereof. are combined.

3. Proctor Compaction Test (IS:2720 Part -7) One test on the material from each source or on the combined material, as the case may be.

4. Wet Aggregate Impact Value Test (IS:5640) where soft/ One test from each source marginal aggregates are used e.g. Laterite, Kankar, Brick identified by the Contractor. Ballast etc.

5. CBR test (IS:2720 Part 16) on representative sample One test per km length (average compacted at 100% Proctor dry density of a set of three specimens).

Note : Where Materials from more than one source are to be combined in the desired proportions, the tests at SI.Nos. 2,3 and 5 should be carried out in the combined material. (ii) tests During Construction The field quality control tests during construction are indicated in the following Table :-

Quality Control Tests During Construction

SI.No. Type of Test Frequency of Tests

1. Wet Sieve Analysis (IS:2720 Part 4) on the GSB At least one test to be carried out material combined in the design proportions daily. from carious sources. 2. Liquid and Plastic Limit tests (IS:2820 Part 5). -do- 3. Placement Moisture Content : Any of the At least 3 tests to be carried out daily, rapid methods for determination of moisture well spread over the day’s work. content can be used (IS:2720 Part 2) 4. Insitu Density measurements (IS:2720 Part 28) -do- 5. Thickness of Compacted layer At random

(iii) Quality Control checks by AE/EE :-


Stage Test Frequency of Tests

(1) Top of the First (I)Degree of (I)Minimum 3 tests for two Km length or part thereof. Layer before compaction (ii) Individual test values of the degree of compaction. attained placing the next GSB layer shall not be less than 1% of the specified degree of compaction, (IS: 2720-Part- 28) For example, for the required degree of compaction of 100% Proctor Density, the individual test values shall not be less than 99% of Proctor Density and the average of three (or more) tests carried out in a day shall not be less than 100% Procter Density) less than 100% Proctor Density)

(ii) Surface random Checking Regularity and Transverse Profile




Mob: +91-9548325708, 9930671723, 7507408759, 7060466563

Where the sub-grade is clayey and impermeable with CBR less than 4 and annual rainfall more than 1000mm, it is desirable to provide a drainage layer of dust free coarse to medium sand of 100mm thickness over the sub-grade in full formation width.Quality Control Requirement :1. Materials :- (I) Grading :- The grading for granular sub-grade (GSB) should conform to the requirements given in the following table :-

Grading for Granular sub-bse Materials

IS Sieve Designation Percent by weight passing the IS Sieve

Grading I Grading II Grading III

75 mm 100 - - 53 mm 100 26.5 mm 55-75 50-80 100 4.75mm 10-30 15-35 25-45 0.075 mm (75 micron) <10 <10 <10

(ii) Atterberg Limits :- The material passing 425 micron sieve, when tested according to IS:2720 (Part-5) shall have liquid limit and plasticity index not more than 25 and 6 respectively. (iii) On clayey sub-grades, the percent passing IS Sieve 0.075 mm shall not exceed 5. (iv) The wet aggregate impact value (IS :5640) shall not exceed 5. (v) CBR value : The Material with a minimum soaked CBR value of 20 will be acceptable for Granular sub- base. In case, the sub-base material of the requisite soaked CBR value is not available within economical leads, the base material, meeting any of the specified grading and other requirements with a soaked CBR value of not less than 15 can be permitted, with the approval of the competent authority. (vi) For drainage layer, grading should confirm to the requirements given in the following table :-

Grading of Coarse to medium sand for Drainage layer

IS Sieve Designation Percent by Weight passing IS Sieve

11.2 mm 100 5.6 mm 80-100 2.36 mm 70-90 180 micron (0.180 mm) <5

(2) Horizontal Alignment : The edges of the sub-base shall be correct withing a tolerance limit of (+) 30 mm in plain and rolling terrain and (+) 50 mm for hilly terrain.(3) Surface Levels :- The tolerance in surface level for granular sub-base will be restricted sub-base will be restricted (+) 10mm and (-) 20 mm. A grid of 10m by 2.5 m may be formed to check the surface level.

The cross profile should confirm to the required camber.

(4) Surface Regularity :- The maximum permitted between the finished sub-base layer and 3m straight edge shall be 12mm for longitudinal profile and 10mm for cross profile. The cross profile should confirm to the required camber.(5) Compaction Requirement of GSB :- (I) The moisture content of mix at the time of rolling can be within a range of 1% above or 2% less than the Optimum Moisture Content (OMC) determined for the mix in the laboratory as per IS 2720 (Part -7) (ii) Rolling os to continue till 100% density is achieved at site, when comparted with laboratory Maximum Dry Density (MDD) determined for the GSB mix as per IS 2720 (Part - 7)(6) Quality Control Tests : (I) Tests Prior to Construction The quality control tests to be carried out prior to construction are indicated in the following Table :-


Sl.No. Type of Test Frequency of Tests

1. Soil Classification as per IS:1498, Average of three tests from each I) Wet Sieve Analysis, except for cohesion less soils source. ii) Liquid and Plastic Limits

2. Combined Grading and Plasticity tests on materials from One test on the combined different sources, mixed in the design proportions. This material for 500 m length of road shall be done when materials from more than one source or part Thereof. are combined.

3. Proctor Compaction Test (IS:2720 Part -7) One test on the material from each source or on the combined material, as the case may be.

4. Wet Aggregate Impact Value Test (IS:5640) where soft/ One test from each source marginal aggregates are used e.g. Laterite, Kankar, Brick identified by the Contractor. Ballast etc.

5. CBR test (IS:2720 Part 16) on representative sample One test per km length (average compacted at 100% Proctor dry density of a set of three specimens).

Note : Where Materials from more than one source are to be combined in the desired proportions, the tests at SI.Nos. 2,3 and 5 should be carried out in the combined material. (ii) tests During Construction The field quality control tests during construction are indicated in the following Table :-


SI.No. Type of Test Frequency of Tests

1. Wet Sieve Analysis (IS:2720 Part 4) on the GSB At least one test to be carried out material combined in the design proportions daily. from carious sources. 2. Liquid and Plastic Limit tests (IS:2820 Part 5). -do- 3. Placement Moisture Content : Any of the At least 3 tests to be carried out daily, rapid methods for determination of moisture well spread over the day’s work. content can be used (IS:2720 Part 2) 4. Insitu Density measurements (IS:2720 Part 28) -do- 5. Thickness of Compacted layer At random

(iii) Quality Control checks by AE/EE :-



(1) Top of the First (I)Degree of (I)Minimum 3 tests for two Km length or part thereof. Layer before compaction (ii) Individual test values of the degree of compaction. attained placing the next GSB layer shall not be less than 1% of the specified degree of compaction, (IS: 2720-Part- 28) For example, for the required degree of compaction of 100% Proctor Density, the individual test values shall not be less than 99% of Proctor Density and the average of three (or more) tests carried out in a day shall not be less than 100% Procter Density) less than 100% Proctor Density)

(ii) Surface random Checking Regularity and Transverse Profile




Mob: +91-9548325708, 9930671723, 7507408759, 7060466563


(2) Finished (i) Degree of (a) Three tests per 2Km length or part thereof GSB Layer Compaction (b) One test for each Km. length or part thereof

(ii) Surface Random Checking Regularity and Transverse Profile (Camber)/Cross fall/ super elevation.

WATER BOUND MACADAM (W.B.M.)

WBM is laid over GSB as a base coarse. It is the metaling layer for the road. Coarse aggregates form the major part of the pavement structure and this is the prime material used in pavement construction. Aggregates have to rimarily bear load stresses occurring on the road pavement. The aggregate used in the pavement layers are subject to impact due to heavy moving wheel loads, thereof, the aggregates used in pavement layers should have resistance to impact of toughness. The physical requirements of course aggregates for WBM would be as per the following table :-

Physical Requirements of Course aggregates for Water Bound Macadam

Sl. Test Test Requirements No. Method Sub-base Base Surfacing (WBM-I) (WBM-II, III) (WBM-III)

1. Aggregate Impact IS:2386-Part-4 Less than 50 Less than 40 Less than30 value (or IS:5640) 2. Flakiness Index IS:2386-Part-I Less than 30 Less than 25 Less than20 3. Soundness Test IS:2386 Part-I (Iloss with sodium Less than Less than 12% Less than Sulphate 12% 12% (ii) Loss with Less than Less than 18% Less than Magnesium Sulphate 18% (Grading :- The coarse aggregates should confirm to the grading number specified in the contract and meet the requirements given in the following table :

Physical Requirements of Coarse (Aggregates for WBM)

Grading No. Size Range IS:Sieve Percent by Weight Designation passing

I. (For sub-base only) 90mm to 45mm 125mm 100 Compacted layer 90mm 90-100 thickness = 100mm 63mm 25-60 45mm 0-15 22.4mm 0-5

II. (For base as WBM-II) 63mm to 45mm 90mm 100 Compacted layer 63mm 90-100 thickness = 75mm. 53mm 25-75 45mm 0-15 22.4mm 0-5

III. (For top layer 53mm to 22.4mm 63mm 100 of Base as WBM -III) 53mm 95-100 Compacted layer 45mm 65-90 thickness = 75mm. 22.4mm 0-5

(ii) Screening :- (a) Physical Requirements; Screening material is used in WBM to fill the voids in coarse aggregates. Screening

should normally consist of same material as the coarse aggregate. However, where economic considerations so warrant, non plastic material such as marum or gravel with liquid limit less than 20 and plasticity index less than 6 may be used. Fraction passing 75 micron should not exceed 10 percent.

(b) Grading : The screening should conform the grading specified in the following table :

Grading Requirement of Screening Material

Grading classification Size of Screening IS sieve Designation Percent by weight passing the IS Sieve

A 13.2 mm 13.2mm 100 11.2mm 95-100 5.6mm 15-35 180 micron 0-10 B 11.2 mm 11.2mm 100 5.6mm 90-100 180 micron 15-35

Approximate quantities of coarse aggregates and screening required for 75 mm compacted thickness of Water Bound Macadam (WBM) base course for 10m2 area specified in the following table :-

2Approximate Quantities of Aggregates and Screening for 10m Area

Classifi- Size Compacted Loose Stone Screening Crush able type cation of Range Thickness Quantity Screenings such as WBM (mm) (mm) (cum.) marum or gravel

Grading For WBM Loose Properties Classifi- Sub-Base/ Qty. cation & Base-Course (Cum.) Size (Loose Qty. (Cum).

Grading 90 to 45 100 1.21 to Type A 0.27 to 0.30 0.3. to L.L.<20, I 1.43 13.2 0.30 to P.I.<6 Percent Passing 75 micron sieve<10

Grading 63 to 45 75 0.91 to Type-A 0.12 to 0.15 0.22 to -do- II 1.07 13.2mm 0.24

Grading II 63 to 45 75 0.91 to Type-B 0.20 to 0.22 0.22 to -do- 1.07 to 11.2mm 0.24

Grading 53 to 75 0.91 to Type-B 0.20 to 0.22 0.22 to -do III 22.4 1.07 11.2mm 0.24

(iii) Binding Material :- Application of binding material may not be necessary when the screening used are of crush able type. Binding material of used as a filler material shall comprise of a suitable material approved by the Engineer having a Plasticity Index (PI) of value less than 6 for subbase/ base course and 4-10 for surfacing course as determined in accordance with IS 2720 (Part-5). The quantity of binding material will depend the type of screening, for estimation of quantities, the following may be adopted : Quantity for 75mm Compacted thickness WBM = 0.06 - 0.09 m3 / 10m2 Quantity for 100mm Compacted thickness WBM = 0.08 - 0.10 m3 / 10m2




Mob: +91-9548325708, 9930671723, 7507408759, 7060466563


(2) Finished (i) Degree of (a) Three tests per 2Km length or part thereof GSB Layer Compaction (b) One test for each Km. length or part thereof

(ii) Surface Random Checking Regularity and Transverse Profile (Camber)/Cross fall/ super elevation.

WATER BOUND MACADAM (W.B.M.)

WBM is laid over GSB as a base coarse. It is the metaling layer for the road. Coarse aggregates form the major part of the pavement structure and this is the prime material used in pavement construction. Aggregates have to rimarily bear load stresses occurring on the road pavement. The aggregate used in the pavement layers are subject to impact due to heavy moving wheel loads, thereof, the aggregates used in pavement layers should have resistance to impact of toughness. The physical requirements of course aggregates for WBM would be as per the following table :-

Physical Requirements of Course aggregates for Water Bound Macadam

Sl. Test Test Requirements No. Method Sub-base Base Surfacing (WBM-I) (WBM-II, III) (WBM-III)

1. Aggregate Impact IS:2386-Part-4 Less than 50 Less than 40 Less than30 value (or IS:5640) 2. Flakiness Index IS:2386-Part-I Less than 30 Less than 25 Less than20 3. Soundness Test IS:2386 Part-I (Iloss with sodium Less than Less than 12% Less than Sulphate 12% 12% (ii) Loss with Less than Less than 18% Less than Magnesium Sulphate 18% (Grading :- The coarse aggregates should confirm to the grading number specified in the contract and meet the requirements given in the following table :

Physical Requirements of Coarse (Aggregates for WBM)

Grading No. Size Range IS:Sieve Percent by Weight Designation passing

I. (For sub-base only) 90mm to 45mm 125mm 100 Compacted layer 90mm 90-100 thickness = 100mm 63mm 25-60 45mm 0-15 22.4mm 0-5

II. (For base as WBM-II) 63mm to 45mm 90mm 100 Compacted layer 63mm 90-100 thickness = 75mm. 53mm 25-75 45mm 0-15 22.4mm 0-5

III. (For top layer 53mm to 22.4mm 63mm 100 of Base as WBM -III) 53mm 95-100 Compacted layer 45mm 65-90 thickness = 75mm. 22.4mm 0-5

(ii) Screening :- (a) Physical Requirements; Screening material is used in WBM to fill the voids in coarse aggregates. Screening

should normally consist of same material as the coarse aggregate. However, where economic considerations so warrant, non plastic material such as marum or gravel with liquid limit less than 20 and plasticity index less than 6 may be used. Fraction passing 75 micron should not exceed 10 percent.

(b) Grading : The screening should conform the grading specified in the following table :

Grading Requirement of Screening Material

Grading classification Size of Screening IS sieve Designation Percent by weight passing the IS Sieve

A 13.2 mm 13.2mm 100 11.2mm 95-100 5.6mm 15-35 180 micron 0-10 B 11.2 mm 11.2mm 100 5.6mm 90-100 180 micron 15-35

Approximate quantities of coarse aggregates and screening required for 75 mm compacted thickness of Water Bound Macadam (WBM) base course for 10m2 area specified in the following table :-

2Approximate Quantities of Aggregates and Screening for 10m Area

Classifi- Size Compacted Loose Stone Screening Crush able type cation of Range Thickness Quantity Screenings such as WBM (mm) (mm) (cum.) marum or gravel

Grading For WBM Loose Properties Classifi- Sub-Base/ Qty. cation & Base-Course (Cum.) Size (Loose Qty. (Cum).

Grading 90 to 45 100 1.21 to Type A 0.27 to 0.30 0.3. to L.L.<20, I 1.43 13.2 0.30 to P.I.<6 Percent Passing 75 micron sieve<10

Grading 63 to 45 75 0.91 to Type-A 0.12 to 0.15 0.22 to -do- II 1.07 13.2mm 0.24

Grading II 63 to 45 75 0.91 to Type-B 0.20 to 0.22 0.22 to -do- 1.07 to 11.2mm 0.24

Grading 53 to 75 0.91 to Type-B 0.20 to 0.22 0.22 to -do III 22.4 1.07 11.2mm 0.24

(iii) Binding Material :- Application of binding material may not be necessary when the screening used are of crush able type. Binding material of used as a filler material shall comprise of a suitable material approved by the Engineer having a Plasticity Index (PI) of value less than 6 for subbase/ base course and 4-10 for surfacing course as determined in accordance with IS 2720 (Part-5). The quantity of binding material will depend the type of screening, for estimation of quantities, the following may be adopted : Quantity for 75mm Compacted thickness WBM = 0.06 - 0.09 m3 / 10m2 Quantity for 100mm Compacted thickness WBM = 0.08 - 0.10 m3 / 10m2




Mob: +91-9548325708, 9930671723, 7507408759, 7060466563

Quality Control Tests(i) Tests Prior to Construction : The quality control tests to be carried out prior to construction are indicated in the following Table :

Quality Control Tests prior to Construction

Sl.No. Type of Test Frequency

1. Aggregate Impact Value Test (IS:2386 Part 4) One test from each identified source. 2. Aggregate Water Absorption Test (IS:2386 Part 3) -do- 3. Grading Test of Aggregates (where water -do- absorption, as at 2 above, exceeds 2%) (IS:2386 Part 5) 4. Grading, LL and PI of Crush able Screening (IS: 2720 Part 5) (where -do- Screening are to be used from the same source as the Stone Aggregates, this test is not needed 5. LL and PI of the Binding Material, when used. -do-

(ii) Tests During Construction

The quality Tests to be carried out during construction are indicated in the following Table :



1. Grading of Stone Aggregates and At least 2 tests to be carried Screening (IS:2386 Part I) out for a day’s work. 2. Flakiness Index of Stone aggregates (IS:2386 Part I) -do- 3. PI of Crush able Screening / binding -do- material ) IS: 2720 Part 5) 4. Aggregate imapct value (IS:2386 - Part 4) At random one test per km. 5. Thickness of Compacted layer At random.

(iii) Quality Control Checks :- The quality control to be carried out :-



Top of the (i) Volumatric (a) One test for each 200m length of the layer Finished analysis (b) One test for each 500m length of the layer. WBM layer (ii) Plasticity One test for each 500 m length of the layer Index (mean of two tests)

(iii) Surface Regularity Random checking and Transverse Profile

Volumetric Analysis :

The test is conducted to make sure that the adequate quantity and composition of material have been used in the construction. For conducting the test, dig a pit 0.5m * 0.5m in the area, where random checking is to be carried out. Take out all the WBM material from the pit. refill the pit with the dug material without camp acting. If the pit can be filled by using not more than 65% of the dug material, it is indicative of adequate compaction and use of specified of all materials combined together.

BITUMINOUS CONSTRUCTION - PRIME COAT The Surface of all granular layers, on which a bituminous course is to be laid, should be cleaned of all loose material and dust by air-jet or wire brushes or other approved means and should be correct to line, level and camber, within the tolerances specified for base-course. Prime Coat over Granular Base :

The work shall consist of application of a single coat of low-viscosity liquid bituminous material to a porous granular surface, preparatory of a single coat of low-viscisity liquid bituminous material to a porous granular surface, preparatory to the super-imposition of bituminous treatment or mix. The primer to be applied on the WBM surface, before laying BT, shall be slow-setting bitumen emulsion-Grade : SS-1, complying with IS 2887.

Normal temperature range of spraying emulsion should be 20U C to 60U C. It shall not be applied, when weather is foggy, rainy, windy, temperature in shade is less than 10U C or when there is standing water on the surface of WBM, Primed surface shall be allowed to cure for atleast 24 hours. unabsorbed primer should be blotted with sand using the minimum quantity possible.

The rate of application of bituminous - emulsion for prime coat for WBM/WMM surface shall be 6-9 Kg. per 10 Sqm. surface area.

Quality Control Requirements : (i) Tests Prior to Construction : The quality control tests to be carried out prior to construction are indicated in the following table. These tests shall be carried out on the bitumen binders (Emulsion) brought on the site by the Contractor for use in the work.


SI.No. Type of Test Frequency

1. Viscosity (using Saybolt Furol One test for each lot Viscometer) (IS:8887) 2. Residue on 600 micron sieve (IS:8887) -do- 3. Storage Stability Test (IS:8887) -do-

(ii) Tests During Construction : The Quality Control Tests to be carried out during construction are indicated in the following Table :-



1. Rate of Spread of Binder At least two tests per day 2. Curing of Primer Before any subsequent treatment

(ii) Quality Control Checks : The Junior Engineer shall carry out checks daily and record the result in the own handwriting.

TACK COAT

This work shall consist of the application of 2 single coat of low viscosity liquid bituminous material to an existing bituminous road surface preparatory to another bituminous construction. Tack coat is to applied over primed WBM surface immediately before taking up PMC.

The biner for tack coat shall be Rapid Setting Bituminous Emulsion Grade : RS-1 complying with IS - 1887. The normal range of sparying temperature for emulsion shall be 20U C to 60 U C. The surface shall be slightly damp, but not wet.




Mob: +91-9548325708, 9930671723, 7507408759, 7060466563

Quality Control Tests(i) Tests Prior to Construction : The quality control tests to be carried out prior to construction are indicated in the following Table :



1. Aggregate Impact Value Test (IS:2386 Part 4) One test from each identified source. 2. Aggregate Water Absorption Test (IS:2386 Part 3) -do- 3. Grading Test of Aggregates (where water -do- absorption, as at 2 above, exceeds 2%) (IS:2386 Part 5) 4. Grading, LL and PI of Crush able Screening (IS: 2720 Part 5) (where -do- Screening are to be used from the same source as the Stone Aggregates, this test is not needed 5. LL and PI of the Binding Material, when used. -do-

(ii) Tests During Construction

The quality Tests to be carried out during construction are indicated in the following Table :



1. Grading of Stone Aggregates and At least 2 tests to be carried Screening (IS:2386 Part I) out for a day’s work. 2. Flakiness Index of Stone aggregates (IS:2386 Part I) -do- 3. PI of Crush able Screening / binding -do- material ) IS: 2720 Part 5) 4. Aggregate imapct value (IS:2386 - Part 4) At random one test per km. 5. Thickness of Compacted layer At random.

(iii) Quality Control Checks :- The quality control to be carried out :-



Top of the (i) Volumatric (a) One test for each 200m length of the layer Finished analysis (b) One test for each 500m length of the layer. WBM layer (ii) Plasticity One test for each 500 m length of the layer Index (mean of two tests)

(iii) Surface Regularity Random checking and Transverse Profile

Volumetric Analysis :

The test is conducted to make sure that the adequate quantity and composition of material have been used in the construction. For conducting the test, dig a pit 0.5m * 0.5m in the area, where random checking is to be carried out. Take out all the WBM material from the pit. refill the pit with the dug material without camp acting. If the pit can be filled by using not more than 65% of the dug material, it is indicative of adequate compaction and use of specified of all materials combined together.

BITUMINOUS CONSTRUCTION - PRIME COAT The Surface of all granular layers, on which a bituminous course is to be laid, should be cleaned of all loose material and dust by air-jet or wire brushes or other approved means and should be correct to line, level and camber, within the tolerances specified for base-course. Prime Coat over Granular Base :

The work shall consist of application of a single coat of low-viscosity liquid bituminous material to a porous granular surface, preparatory of a single coat of low-viscisity liquid bituminous material to a porous granular surface, preparatory to the super-imposition of bituminous treatment or mix. The primer to be applied on the WBM surface, before laying BT, shall be slow-setting bitumen emulsion-Grade : SS-1, complying with IS 2887.

Normal temperature range of spraying emulsion should be 20U C to 60U C. It shall not be applied, when weather is foggy, rainy, windy, temperature in shade is less than 10U C or when there is standing water on the surface of WBM, Primed surface shall be allowed to cure for atleast 24 hours. unabsorbed primer should be blotted with sand using the minimum quantity possible.

The rate of application of bituminous - emulsion for prime coat for WBM/WMM surface shall be 6-9 Kg. per 10 Sqm. surface area.

Quality Control Requirements : (i) Tests Prior to Construction : The quality control tests to be carried out prior to construction are indicated in the following table. These tests shall be carried out on the bitumen binders (Emulsion) brought on the site by the Contractor for use in the work.


SI.No. Type of Test Frequency

1. Viscosity (using Saybolt Furol One test for each lot Viscometer) (IS:8887) 2. Residue on 600 micron sieve (IS:8887) -do- 3. Storage Stability Test (IS:8887) -do-

(ii) Tests During Construction : The Quality Control Tests to be carried out during construction are indicated in the following Table :-



1. Rate of Spread of Binder At least two tests per day 2. Curing of Primer Before any subsequent treatment

(ii) Quality Control Checks : The Junior Engineer shall carry out checks daily and record the result in the own handwriting.

TACK COAT

This work shall consist of the application of 2 single coat of low viscosity liquid bituminous material to an existing bituminous road surface preparatory to another bituminous construction. Tack coat is to applied over primed WBM surface immediately before taking up PMC.

The biner for tack coat shall be Rapid Setting Bituminous Emulsion Grade : RS-1 complying with IS - 1887. The normal range of sparying temperature for emulsion shall be 20U C to 60 U C. The surface shall be slightly damp, but not wet.




Mob: +91-9548325708, 9930671723, 7507408759, 7060466563

Rate of Application of Binder The rate of application of binder for tack coat would be as per the following table :

Rate of Application of Binder For Tack Coat

Type of Surface Quantity of emulsion per Sqm. Area (kg)

Normal Bituminous surfaces 0.20 to 0.25 dry & hungry bituminous surface 0.25 to 0.30 Granular (primed) 0.25 to 0.30 Cement Concrete pavement 0.30 to 0.35

The tack coat shall br left to cure until all the volatilize have evaporated before any subsequent construction is started. No plats or vehicle shall be allowed on the tack-coat.

Quality Control Tests :- The quality control tests their frequencies would be the same as for Prime Coat in Table 19 & 20.

PREMIX CARPET

The work shall consist of preparation, laying and compaction of an open graded premix surfacing of 20mm thickness, using penetration grade bitumen on a previously prepared base to serve as wearing souse. PMC is to be laid over primed WBM surface, after application of tack coat.

The quantities of material required for 20 mm thick required for 20 mm premix carpet should be as indicated in the following table :-

2Quantity of Material required for 10m Area.

2 Aggregates of Carpet Quantity per 10 m

3 (a) Normal size 13.2mm (Passing 22.4 mm sieve and retained 0.18 m on 11.2 mm sieve)

3 (b) Normal size 11.2mm (passing 13.2 mm sieve and retained 0.09 m on 5.6 mm sieve)

3 Total 0.27 m

Binder3 (a) For 0.18m of 13.2 mm normal size 9.5 kg

3 stone at 52 kg bitumen per m 3 (b) 0.09m of 11.2 mm normal size stone at 5.1 kg

3 56Kg. bitumen per m

Total 14.6 kg

Quality Control Requirements :- (1) Mixing :- Mixing should be through to ensure that a homogeneous mixture is obtained. The temperature of bitumen T the time of mixing should be in the range of 150°C to 163°C and that of aggregates 155°C to 163°C, provided that the difference between the temperature of aggregates and the binder should not exceed 14°C. The temperature at the time of discharge of the mixture should be between 130°C and 160°C.

(2) Rolling :- The rolling should commence with 80-100 KN static roller, beginning from the edge and progressing to wards the centre longitudinally (on super elevated potions rolling should progress from lower to upper edge, parallel to centre line of the pavement). The rolling should be completed before the temperature of the mix falls below 100°C.

(3) Aggregates :- Aggregates shall conform to the physical requirements same as per the table 23 given below :-

Physical Requirements of Stone-Chippings

Property Test Specification

Particle Shape Flakiness Index (IS:2386-Part-I) Max. 25 percent Strength Aggregates Impact Value (IS:2386-Part-4) Max. 12 percent Durability Soundness (IS:2386-Part-5) (i) Loss in weight with sodium Max. 12 Pecent sulphate-5 cycles (ii) Loss in weight with Magnesium Max. 18 Pecent Sulphate-5 cycles Water absorption Water absorption- (IS:2386-Part-3) Max. 1 Pecent Stripping Coating and stripping of bitumen Min retained coating aggregate mixture (IS:6241) 95 percent

(4) Binder :- The binder shall be a penetration grade bitumen of a suitable grade S-65/90, depending on climate condition of the area or of the type as specified in the contract.

(5) Quality Control Tests :-

(i) Tests Prior to Construction : The quality control tests to be carried out prior to construction are indicated in the following table :-



1. Quality of Binder (Straight-run Bitumen) (a) Penetration Test (IS:73) One set of tests per lot (b) R & B Softening Point Test (IS:73) -do- (c) Ductility Test (IS:73) -do-

2. Quality of Binder (Bitumen Emulsion) (a) viscosity (IS:8887) -do- (b) Residue on 600 micron sieve (IS:8887) -do- (c) Storage Stability Tests (IS:8887) -do-

3. Aggregate Impact Value Test (IS:2386 Part-4) One test per km length on representative sample from each Source identified by the Contractor.

4. Flakiness Index Test (IS:2386 Part I) -do-

5. Bitumen Striping of Aggregate Test (IS:6241) -do-

6. Water Absorption (IS:2386 Part 3) -do-

(ii) Tests During Construction The quality control tests to be carried out during construction are indicated In the following table :-




Mob: +91-9548325708, 9930671723, 7507408759, 7060466563

Rate of Application of Binder The rate of application of binder for tack coat would be as per the following table :

Rate of Application of Binder For Tack Coat

Type of Surface Quantity of emulsion per Sqm. Area (kg)

Normal Bituminous surfaces 0.20 to 0.25 dry & hungry bituminous surface 0.25 to 0.30 Granular (primed) 0.25 to 0.30 Cement Concrete pavement 0.30 to 0.35

The tack coat shall br left to cure until all the volatilize have evaporated before any subsequent construction is started. No plats or vehicle shall be allowed on the tack-coat.

Quality Control Tests :- The quality control tests their frequencies would be the same as for Prime Coat in Table 19 & 20.

PREMIX CARPET

The work shall consist of preparation, laying and compaction of an open graded premix surfacing of 20mm thickness, using penetration grade bitumen on a previously prepared base to serve as wearing souse. PMC is to be laid over primed WBM surface, after application of tack coat.

The quantities of material required for 20 mm thick required for 20 mm premix carpet should be as indicated in the following table :-

2Quantity of Material required for 10m Area.

2 Aggregates of Carpet Quantity per 10 m

3 (a) Normal size 13.2mm (Passing 22.4 mm sieve and retained 0.18 m on 11.2 mm sieve)

3 (b) Normal size 11.2mm (passing 13.2 mm sieve and retained 0.09 m on 5.6 mm sieve)

3 Total 0.27 m

Binder3 (a) For 0.18m of 13.2 mm normal size 9.5 kg

3 stone at 52 kg bitumen per m 3 (b) 0.09m of 11.2 mm normal size stone at 5.1 kg

3 56Kg. bitumen per m

Total 14.6 kg

Quality Control Requirements :- (1) Mixing :- Mixing should be through to ensure that a homogeneous mixture is obtained. The temperature of bitumen T the time of mixing should be in the range of 150°C to 163°C and that of aggregates 155°C to 163°C, provided that the difference between the temperature of aggregates and the binder should not exceed 14°C. The temperature at the time of discharge of the mixture should be between 130°C and 160°C.

(2) Rolling :- The rolling should commence with 80-100 KN static roller, beginning from the edge and progressing to wards the centre longitudinally (on super elevated potions rolling should progress from lower to upper edge, parallel to centre line of the pavement). The rolling should be completed before the temperature of the mix falls below 100°C.

(3) Aggregates :- Aggregates shall conform to the physical requirements same as per the table 23 given below :-

Physical Requirements of Stone-Chippings

Property Test Specification

Particle Shape Flakiness Index (IS:2386-Part-I) Max. 25 percent Strength Aggregates Impact Value (IS:2386-Part-4) Max. 12 percent Durability Soundness (IS:2386-Part-5) (i) Loss in weight with sodium Max. 12 Pecent sulphate-5 cycles (ii) Loss in weight with Magnesium Max. 18 Pecent Sulphate-5 cycles Water absorption Water absorption- (IS:2386-Part-3) Max. 1 Pecent Stripping Coating and stripping of bitumen Min retained coating aggregate mixture (IS:6241) 95 percent

(4) Binder :- The binder shall be a penetration grade bitumen of a suitable grade S-65/90, depending on climate condition of the area or of the type as specified in the contract.

(5) Quality Control Tests :-

(i) Tests Prior to Construction : The quality control tests to be carried out prior to construction are indicated in the following table :-



1. Quality of Binder (Straight-run Bitumen) (a) Penetration Test (IS:73) One set of tests per lot (b) R & B Softening Point Test (IS:73) -do- (c) Ductility Test (IS:73) -do-

2. Quality of Binder (Bitumen Emulsion) (a) viscosity (IS:8887) -do- (b) Residue on 600 micron sieve (IS:8887) -do- (c) Storage Stability Tests (IS:8887) -do-

3. Aggregate Impact Value Test (IS:2386 Part-4) One test per km length on representative sample from each Source identified by the Contractor.

4. Flakiness Index Test (IS:2386 Part I) -do-

5. Bitumen Striping of Aggregate Test (IS:6241) -do-

6. Water Absorption (IS:2386 Part 3) -do-

(ii) Tests During Construction The quality control tests to be carried out during construction are indicated In the following table :-




Mob: +91-9548325708, 9930671723, 7507408759, 7060466563



1. Grading of Aggregates (IS:2386 Part I) At least two tests per day 2. Binder Content before seal coat At least two tests per day 3. Temperature of Binder Regular close intervals 4. Thickness of layer Regularly close intervals 5. Aggregates Impact value (IS:2386 Part-4) At random, one tests per km

(6) The quality checks to be exercised indicated in the following table :-



Finished premix (i) Binder content before providing seal One test for every 500m carpet surfacing coat. length of the layer (ii) Visual inspection of finished surface. Full length (iii) Surface Regularity and Transverse Profile Random checking

SEAL COAT :- This work shall consist of the application of a coat for sealing the voids in the PMC surface laid to the specified levels, grades and cross falls (camber/super elevation) The seal coat should be applied to the surface immediately after laying the carpet. (I) The seal coat shall be any of the 3 type i.e. Type A, Type B & Type C. (ii) The binder for seal coat shall be penetration grade bitumen of suitable grade (S-65/90 - 60/70 or 80/100) or bitumen emulsion (RS grade for Type A seal coat, SS grade for Type B and Type C seal coats). (iii) The rate of application of materials for seal coat would be as given in the following table :-

Quantity & Gradation Requirements of Aggregates and Binder For Seal Coat

(1) Type A : Liquid Seal Coat Quantity per 10 m2

2 (a) Stone Chipping 6.7mm size (100% passing through 0.09 m 11.2 mm sieve and retained on 2.36 mm sieve) (b) Bitumen 9.80 Kg

(2) Type B: Premix Seal Coat Quantity per 10 32

3 (a) The aggregate shall pass 100% through 2.36 mm 0.06 m sieve and retained on 180 micron sieve (b) Bitumen 6.8 0Kg

(3) Type C : Premix Seal Coat Quantity per 10 32

3 (a) Stone Chipping 6.7 mm size 100% passing through 0.09 m 9.5 mm sieve and retained on 2.36 mm sieve. (b) Bitumen 4.5% of the weight of total Mixture.

(a) Quality Control Tests The quality control tests and their frequencies would be as per the following tables for Type ‘A’ Seal Coat :-



1 Quality of binder (Straight-run Bitumen) (IS:73)

(a) Penetration One Set of tests per lot (Average of three tests) (b) R & B Softening Point Test -do- (c) Ductility Test -do-

2 Quality of Binder (Bitumen Emulsion) (a) Viscosity (IS:8887) -do (b) Residue on 600 micron sieve (IS:15462) -do- (c) Storage Stability Test (IS:8887) -do-

3 Quality of Binder (Modified Bitumen) (IS:15462) (a) Penetration Test -do- (b) R & B Softening Point Test -do- (c) Elastic Recovery Test -do- (d) Separation Test -do-

4 Aggregate Impact Value Test (IS:2386 Part-4) One Test per km length on representative sample from each source identified by the Contractor

5 Flakiness Index Test (IS:2386 Part I) -do-

6 Bitumen Stripping of Aggregate Test (IS:6241) -do-

7 Water Absorption (IS:2386 Part 3) -do-

Quality Control Test During Construction


1 Rate of Spread of binder (Annex-IV) At least two tests per day 2 Rate of Spread of Aggregate (Annex-I) -do- 3 Grading of Aggregate (IS:2386 Part I) At least on tests per day 4 Temperature of binder during sparing (Annex-I) Regularly, at close intervals 5 Storage stability Test for Bitumen Emulsion One test per day 6 Aggregate impact value (IS23:86-Part 4) At random one test per km


Stage Test

1. Finished Course of (i) Uniform spread of aggregate Surface Dressing (ii) Any defects in the form of Loss of Agregate / Streaking etc. (iii) Surface Regularity and Transverse profile




Mob: +91-9548325708, 9930671723, 7507408759, 7060466563



1. Grading of Aggregates (IS:2386 Part I) At least two tests per day 2. Binder Content before seal coat At least two tests per day 3. Temperature of Binder Regular close intervals 4. Thickness of layer Regularly close intervals 5. Aggregates Impact value (IS:2386 Part-4) At random, one tests per km

(6) The quality checks to be exercised indicated in the following table :-



Finished premix (i) Binder content before providing seal One test for every 500m carpet surfacing coat. length of the layer (ii) Visual inspection of finished surface. Full length (iii) Surface Regularity and Transverse Profile Random checking

SEAL COAT :- This work shall consist of the application of a coat for sealing the voids in the PMC surface laid to the specified levels, grades and cross falls (camber/super elevation) The seal coat should be applied to the surface immediately after laying the carpet. (I) The seal coat shall be any of the 3 type i.e. Type A, Type B & Type C. (ii) The binder for seal coat shall be penetration grade bitumen of suitable grade (S-65/90 - 60/70 or 80/100) or bitumen emulsion (RS grade for Type A seal coat, SS grade for Type B and Type C seal coats). (iii) The rate of application of materials for seal coat would be as given in the following table :-

Quantity & Gradation Requirements of Aggregates and Binder For Seal Coat

(1) Type A : Liquid Seal Coat Quantity per 10 m2

2 (a) Stone Chipping 6.7mm size (100% passing through 0.09 m 11.2 mm sieve and retained on 2.36 mm sieve) (b) Bitumen 9.80 Kg

(2) Type B: Premix Seal Coat Quantity per 10 32

3 (a) The aggregate shall pass 100% through 2.36 mm 0.06 m sieve and retained on 180 micron sieve (b) Bitumen 6.8 0Kg

(3) Type C : Premix Seal Coat Quantity per 10 32

3 (a) Stone Chipping 6.7 mm size 100% passing through 0.09 m 9.5 mm sieve and retained on 2.36 mm sieve. (b) Bitumen 4.5% of the weight of total Mixture.

(a) Quality Control Tests The quality control tests and their frequencies would be as per the following tables for Type ‘A’ Seal Coat :-



1 Quality of binder (Straight-run Bitumen) (IS:73)

(a) Penetration One Set of tests per lot (Average of three tests) (b) R & B Softening Point Test -do- (c) Ductility Test -do-

2 Quality of Binder (Bitumen Emulsion) (a) Viscosity (IS:8887) -do (b) Residue on 600 micron sieve (IS:15462) -do- (c) Storage Stability Test (IS:8887) -do-

3 Quality of Binder (Modified Bitumen) (IS:15462) (a) Penetration Test -do- (b) R & B Softening Point Test -do- (c) Elastic Recovery Test -do- (d) Separation Test -do-

4 Aggregate Impact Value Test (IS:2386 Part-4) One Test per km length on representative sample from each source identified by the Contractor

5 Flakiness Index Test (IS:2386 Part I) -do-

6 Bitumen Stripping of Aggregate Test (IS:6241) -do-

7 Water Absorption (IS:2386 Part 3) -do-

Quality Control Test During Construction


1 Rate of Spread of binder (Annex-IV) At least two tests per day 2 Rate of Spread of Aggregate (Annex-I) -do- 3 Grading of Aggregate (IS:2386 Part I) At least on tests per day 4 Temperature of binder during sparing (Annex-I) Regularly, at close intervals 5 Storage stability Test for Bitumen Emulsion One test per day 6 Aggregate impact value (IS23:86-Part 4) At random one test per km


Stage Test

1. Finished Course of (i) Uniform spread of aggregate Surface Dressing (ii) Any defects in the form of Loss of Agregate / Streaking etc. (iii) Surface Regularity and Transverse profile




Mob: +91-9548325708, 9930671723, 7507408759, 7060466563

Temperature Control during construction of Seal Coat with penetration grade bitumen :

(i) Type A Seal Coat : Bitumen is to be heated to 150°C to 163°C as appropriate for the grade and sprayed.

(ii) Type B Seal Coat & C Type C Seal Coat : Temperature of bitumen shall be in the range of 150°C to 163°C and temperature of aggregate is to remain in the rage of 155°C to 163°C Difference in temperature between the binder and aggregates shall not exceed 14°C.

(iii) Opening to traffic : (I) Traffic shall not be allowed on type A seal coat till next

day.

(ii) Traffic can be allowed on type B and type C seal coat after the premix material has cooled down.

Disclaimer : Any Reference Limits Provided in the Barouches are Compiled herewith for using as ready reference, however it is adviced to Engineers whosoever referring these limits to the work for making Decisions are adviced to Verify the Limits wrt Relevant Codes / Reference Books/Speci�cations/ Revision Year of Codes as applied. Every care has been taken in compiling the limits but in any case EDRC shall not be held Responsible for any error in Compilation / Printing error. Any error / revision in code comes/brought in to notice shall be amended in next revision of brochure.

Engineering Diagnostic & Research Center, Ambiwala, Dehradun - 248001Engineering Diagnostic & Research Center, Ambiwala, Dehradun - 248001Mob: +91-9548325708, 9930671723, 7507408759, 7060466563Mob: +91-9548325708, 9930671723, 7507408759, 7060466563

Engineering Diagnostic & Research Center, Ambiwala, Dehradun - 248001Mob: +91-9548325708, 9930671723, 7507408759, 7060466563


SCHEDULE OF TESTS

Address

Ambiwala, Behind Aakash wedding Point, Vill & PO-Ambiwala, Via

Premnagar, Dehradun- 248007; Uttarakhand

+91-9548325708, +91-9930671723, +91-7507408759, +91-7447760133

[email protected]; [email protected]; Web: www.edrcdun.com

engineering diagnostic & research center

[ISO/IEC: 17025:2017 Certified Company]General Requirements for the Competence of Testing and Calibration

Laboratories

ISO 9001:2015 Certified Company

we do not limit the tests; we test the limits.

Sample Collection Centres:

1] EDRC Sample Collection Center Sugam Plaza, 'A' Block Nehru Colony, Near St. Annie School Nehru Colony Dehradun- 248001 Uttarakhand

2] EDRC Sample Collection Center, C/o Engineering Masters, 50 Balliwala Chowk Adjacent to LG Showroom, Dehradun- 248001 Uttarakhand

3] EDRC Sample Collection Center, Bhagwati Complex, Uncha Pul, Kaladhungi Road Haldwani District Nainital PIN 263139 Uttarakhand

31

General Conditions:

Samples for Testing can be Directly Submitted to the Laboratory / Collection Centers at EDRC Collection Center Sugam Plaza, 'A' Block Nehru Colony, Near St. Annie School Nehru Colony Dehradun 248001, EDRC Sample Collection Center, C/o Engineering Masters, 50 Balliwala Chowk Adjacent to LG Showroom, Dehradun 248001 Uttarakhand & EDRC Collection Center, Bhagwati Complex, Uncha Pul, Kaladhungi Road Haldwani District Nainital PIN 263139 Uttarakhand or else can be intimated to the Laboratory and Laboratory shall Collect during Monthly Round Trip Across the Uttarakhand (as and when planned please conform from Laboratory).

Samples shall be Sealed and shall nor bear any Identi�ication Marks or otherwise Laboratory shall transfer the Samples to UnIdentifyable Bags with Extra Cost.

A Lab No. can be quarried from the Laboratory to trace the Test Report from the Reception.

Use Lab No. for getting the status of Test from Laboratory. All the samples, Test Requisition, Observation Sheets & Test Reports in the Laboratory are Traceable through Lab No. linked Identi�ication code.

The Tests shall be initiated only after the Payments are Received

The Price Groups mentioned in 'Schedule of Test' are excluding GST / IGST. Prevailing GST / IGST Rates shall Apply. Ask the Laboratory for Current PGC [Price Group Cof�icient] for Calculating Current Rate.

All the Rates metioned in 'Schedule of Tests' are for the case, when Samples are Submitted in the Laboratory at our Registered Address: Ambiwala, Behind Aakash wedding Point, Vill & POAmbiwala, Via Premnagar, Dehradun 248007; Uttarakhand

Requests for On Site Sampling by Laboratory is Accepted, which shall attract additional Cost as below:

1] Rs. 15.00 Per Km. [Total To & Fro Distance from Laboratory to Sampling Location] + Rs. 2000.00 Per Day [Net time taken in Sampling + To & Fro Trevelling], Lodging & Fooding for Laboratory Staff shall be done by the Client. Any applicable GST / IGST shall be Extraq In Case if the Samples are submitted to EDRC Authorised Collection Center, the Sampe shall be Transported by the Sample Collection Center with additional Cost as Below:

1] Rs. 500.00 [GST/IGST Extra] Per Sample for Sample weight Limiting to 20 Kgs., after 20 Kgs. Rs. 15.00 Per Kgs. [GST/IGST Extra] shall be Charged. This Transportation Cost shall be Paid in Cash to Sample Collection Center.

32

Mobilisation Cost shall be Extra for Manpower and Equipments in case of Field Tests e.g. Subsurface / Geotechnical Investigation, Field Soil Tests, Higway/ Road Field Tests, NonDestructive Tests etc. Please Ask for Quotationq Emmergency Testngs are Conducted at 50% additional Cost, however the minimum Required time involved in Testing Process can not be Reduced.

However all the care is taken in preparing the Test Report but we would suggest to cross check the Informations of upper part of Report, Discription Of Sample & Test Results w.r.t. the Test Requisition and in the event of error discovery please notify the Laboratory immediately with a covering letter and indicating the error observed. Attach original Test Report along with the letter. The Laboratory will issue the amended Test Report. In case the information provided in the Test Requisition is wrong please correct & sign the Test Requisition.

The Testing & Reporting time indicated in this Testing Catalogue are considered during normal sample in�low. Please make sure to submit samples well in advance as far as possible. The �inal Testing & reporting time will be worked out based on the workload on the Laboratory.

The samples submitted after 4:30 pm will be received on next working day and in case of declared holidays or Sundays the sample will be entered on next working day / Monday 9:30 am. However samples will be entertained till the Laboratory is open.

The Laboratory shall be closed on Republic Day, Holi, Rangapanchami, May Day, Independence Day, Janmashtami, Dasehara, Deepawali and Bhaidooj. Laboratory will be open rest all Holidays & Sundays.

Any sample size depends on the required parameters to be tested, as indicated 2 litre for water sample against every parameters means, if only that parameter is required, the sample size shall be 2 liters. If many perameters are to be determined only 2 litre sample will be insuf�icient, hence we suggest to consult Laboratory in case of such doubts regarding sample sizes and avoid excess sampling.

The counterpart of samples (for NonDestructive only) is preserved for 90 days.

Wood / Timber & Steel / Structural Steel Samples are required to be submitted as per enclosed drawings. As it is indicated as "Refer Drawing" under 'Minimum Size Of Sample' in this Testing Catalogue. If required Raw sample can be be submitted and with Extra Cost Laboratory will arrange to prepare the sample as required

Please call back to Laboratory For Any clari�ication required.33

Issue No.: 01 1-Nov-18Date Of Issue:

Laboratory Quality Policy

we do not limit the tests; we test the limits

Engineering Diagnostics & Research Centre commonely & widely known as edrc is an emmerging Venture of Providing Testing / Investigation / Training Services.Engineering Diagnostics & Research Centre Committed to conducts Tests for construction material under conditions and by using techniques that are conducive to high degree of reliability through skilled personnel and follows Indian standards issued by Bureau Of Indian Standards, documented Laboratory Quality System and generally recognized good laboratory practices maintaining good professional practice at all times.It is our Policy to provide highest quality Testing services attainable to our internal customers through continual improvement of the Laboratory Quality System. Quality in our services is a constant efforts & focus. We shall endeavour to maintain impartiality and a high degree of credibility while servicing our clients.edrc shall afford clients or their representative’s cooperation to clarify the client’s request and to monitor the Laboratory’s performance in relation to the work performance.edrc is committed to ensure impartial & transparant Testing Services all the time• Consistently provide quality testing services related to mechanical testing that conforms to customer and regulatory requirements.To provide accurate, reliable and repeatable results by applying standard Methods through technically competent staff .• Ensure the compliance to speci�ied and implied standard of Quality such as ISO/IEC 17025 2017.• To strive for continual improvement in quality of services related to laboratory functions by enabling the personnel involvement at all levelsedrc is committed to maintain high degree of professional ethics and perational integrity, impartiality & con�identially by requisite Competence with consistent operation of Laboratory.In pursuit of the above, our Laboratory commits to adhere to the ISO 9001:2015 & ISO17025 standard.Our aim is to ensure Holistic Proactive Management and Total Employee Involvement.edrc shall offer free access to its client to witness the Tests.It is the responsibility of the members of the Laboratory to acquaint themselves with the contents of the Laboratory Quality System, Documentation & Implementation at all time.

G. C. Bhatt 1 / N o v / 1 8Director

34

Document No.: QMS/QFT/QCL/237/00

Issue No.: 01 Issued On: 1Nov18 wef 1Nov18

SKU

Code

Test

Code

Product / Materials

For Test

Speci�ic Test Performed

NA

BL Minimum Size Of

Sample

Reporting

Time

Tested As

Per IS

Price Group

Excluding

GST

Concrete (Fresh / Hardened):1000 CC01 Concrete Concrete Mix Design (Fresh

Mix Design) + *Sub-Testing

(Testing Code CC04) if

Required- this cost to be

added Extra on this Rate [for

Grade Upto M30]

Yes Cement 1 Bag, Sand 2

Bags, CA 3 bags (each

fraction), Admixture 1

litre (if required)

Interim

Report 8 to

10 Days

Final Report

60+2

IS 10262

250

1001 CC02 Concrete Concrete Mix Design

(Veri�ication Of Submitted

Mix Design by Accelerated

Test) and Comparison with

28 Days Results+ *Sub-

Testing (Testing Code CC04)

if Required- this cost to be

added Extra on this Rate




litre (if required)

2+1 IS 10262

100

1002 CC03 Concrete Concrete Mix Design (Self

Compacting Concrete) with

testing of all material




litre (if required)

Interim

Report 8 to

10 Days

Final Report

60+2

IS 10262

300

1003 CC04 Concrete *Sub-Tesing [for all Concrete

making materia eg Cement

Physical & Chemical,

Aggregate, Water etc.]

Yes As Submitted with Mix

Design

As per Relevent

Codes

150

1004 CC05 Concrete Compressive Strength

(Cubical Samples)

Yes 3 Cubes for 1 sample 2+1 IS 516

11

1005 CC06 Concrete Concrete Cylinder Test Yes 3 Cylinder for 1 sample 2+1 IS 516 125

1006 CC07 Concrete Beams (15 x 15 x 75 cms.)-

Flexural Strength

Yes 3 Beams for 1 sample 2+1 IS 516

45

1007 CC08 Concrete (Chem.) pH (Fresh & Hard) No > 5 Kgs. 1+1, 4+1

IS 14959 5

1008 CC09 Concrete (Chem.) Chloride Content of Fresh &

Hard concrete (Acid Soluble

& Water Soluble)

No > 5 Kgs. 1+1, 4+1 IS 14959

8

1009 CC10 Concrete (Chem.) Sulphate No > 5 Kgs. 5+1 IS 14959 8

1010 CC11 Concrete (Chem.) Alkalinity No > 5 Kgs. 5+1 IS 456 8

1011 CC12 Concrete CS by Accelerated Curing

Method

Yes 3 Cubes for 1 sample with

mould (Mould Returnable)2+1 IS: 516

50

1012 CC13 Concrete Concrete Mix Design (Fresh

Mix Design) + *Sub-Testing

(Testing Code CC04) if

Required- this cost to be

added Extra on this Rate [for

Grade > M30




litre (if required)

Interim

Report 8 to

10 Days

Final Report

60+2

IS 10262

375

1013 CC14 Concrete Field Demonstration of Mix

Design- Within Uttarakhand

No - 2 Days at Site -

150

1014 CC15 Concrete Feld Training of Supervisory

Staff for Volumatric

Conversion & Field

Adjustment of Mix (Moisture

adjustments)- Within

Uttarakhand

No - 2 Days at Site -

250

1015 CC16 Concrete Training of Supervisory Staff

for Volumatric Conversion &

Field Adjustment of Mix

(Moisture adjustments)

No - 1 Day at

EDRC

Dehradun

-

100

Alluminium Section:1041 AL01 Aluminium Aluminium Section-

Dimension, Thickness, Unit

Weight, Coating Thickness

2+1

35

Test Facilities Available


Abbreviation Used: WA: Water Absorption; Chem.: Chemical; Sp. Gr.: Speci�ic Gravity; C. S.: Compressive Strength; WTS: Wet Transverse Strength; NDT: Non Destructive Test; UDS: UnDisturbed Sample

35



SKU

Code

Test

Code

Product / Materials

For Test


NA

BL Minimum Size Of

Sample

Reporting

Time

Tested As

Per IS

Price Group

Excluding

GST




Aggregate:1051 AG01 Aggregates WA & Sp. Gr. Yes 10 Kgs. 2+1 IS: 2386 15

1052 AG02 Aggregates Surface Moisture, Total

Moisture

Yes 10 Kgs. 1+1 IS: 2386

8

1053 AG03 Aggregates Finer Than Passing 75 m /

Silt Content (Vol.)

Yes 15 Kgs. 1+1 IS: 2386

8

1054 AG04 Aggregates DLBD (Dry Loose Bulk

Density)

Yes Upto 20 mm- 30 Kgs. &

>20 mm 50 Kgs.3+1 IS: 2386

29

1055 AG05 Aggregates Grading (Sieve Analysis) Yes Upto 20 mm- 20 Kgs. &

>20 mm 50 Kgs.3+1 IS: 2386

13

1056 AG06 Aggregates Deleterious Substances No Upto 20 mm- 20 Kgs. &

>20 mm 50 Kgs.4+1 IS: 2386

34

1057 AG07 Aggregates Clay Lumps No Upto 20 mm- 20 Kgs. &

>20 mm 50 Kgs.3+1 IS: 2386

8

1058 AG08 Aggregates Soft Fragment No Upto 20 mm- 20 Kgs. &

>20 mm 50 Kgs.4+1 IS: 2386

13

1059 AG09 Aggregates Impact Value Yes Upto 20 mm- 20 Kgs. &

>20 mm 50 Kgs.4+1 IS: 2386

13

1060 AG10 Aggregates Crushing Value Yes Upto 20 mm- 20 Kgs. &

>20 mm 50 Kgs.4+1 IS: 2386

13

1061 AG11 Aggregates Abrasion Value Yes Upto 20 mm- 20 Kgs. &

>20 mm 50 Kgs.4+1 IS: 2386

13

1062 AG12 Aggregates Flakiness Index Yes Upto 20 mm- 20 Kgs. &

>20 mm 50 Kgs.4+1 IS: 2386

9

1063 AG13 Aggregates Elongation Index Yes Upto 20 mm- 20 Kgs. &

>20 mm 50 Kgs.4+1 IS: 2386

9

1064 AG14 Aggregates Soundness Of Aggregate Yes Upto 20 mm- 20 Kgs. &

>20 mm 50 Kgs.

5+1, 11+1 & 15+1 IS: 2386

13

1065 AG15 Aggregates 10% Fines Value Yes Upto 20 mm- 20 Kgs. &

>20 mm 50 Kgs.2+1 IS: 2386

13

1066 AG16 Aggregates Alkali Aggregate Reaction Yes Upto 20 mm- 20 Kgs. &

>20 mm 50 Kgs.15+1 IS: 2386

34

1067 AG17 Aggregates Bulkage of Sand Yes 20 Kgs. 2+1 IS: 2386 8

Building Stone:1081 BS01 BS WA & Sp. Gr. Yes 10 Kgs. 2+1 IS: 2386 25

1082 BS02 BS Compressive strength Yes 3 nos 2+1 IS 516 13

Cement:1091 C01 Cement- P Cement Physical Complete Yes 20 Kgs. In sealed

Container or Sealed Bag1+1 IS 4031

75

1092 C02 Cement- P Cement Chemical Complete Yes 20 Kgs. In sealed


75

1093 C03 Cement- P Cement Physical + Chemical Yes 20 Kgs. In sealed


130

1094 C04 Cement- P Consistency Yes 20 Kgs. In sealed


13

1095 C05 Cement- P Setting Time Yes 20 Kgs. In sealed


38

1096 C06 Cement- P C. S. Yes 20 Kgs. In sealed

Container or Sealed Bag

5+1, 9+1 & 30+1 IS 4031

63

1097 C07 Cement- P Fineness (By Blains

Apparatus / By Dry Sieving)

Yes 20 Kgs. In sealed


20

1098 C08 Cement- P Sp. Gr. Yes 20 Kgs. In sealed


13

1099 C09 Cement- C Insoluble Residue No From above sample 5+1 IS 4032 13

1100 C10 Cement- C SO3 (Sulphur Tri Oxide) No From above sample 5+1 IS 4032 13

1101 C11 Cement- C SiO2 (Silica) No From above sample 5+1 IS 4032 13

1102 C12 Cement- C Al2O3 (Aluminium Oxide) No From above sample 5+1 IS 4032 13

1103 C13 Cement- C Fe2O3 (Ferro± 95 %us Oxide) No From above sample 5+1 IS 4032

13

1104 C14 Cement- C CaO (Calcium Oxide) No From above sample 5+1 IS 4032 8

1105 C15 Cement- C MgO (Magnesium Oxide) No From above sample 5+1 IS 4032 8

1106 C16 Cement- C Cl (Chloride) No From above sample 5+1 IS 4032 13

1107 C17 Cement- C Na2O (Sodium Oxide) No From above sample 5+1 IS 4032 13

1108 C18 Cement- C K2O (Potassium Oxide) No From above sample 5+1 IS 4032 13

1109 C19 Cement- C LOI (Loss On Ignition) No From above sample 5+1 IS 4032 13

36

Bricks (Clay / Calcium Silicate):1121 BR01 Bricks WA, Bulk Density,

Ef�lorescence, C. S.

Yes 20 Bricks 5+1 IS 3495

38

Concrete Blocks (Hollow / Solid):1131 CB01 Concrete Blocks Dimensions, WA, C. S.,

Density

Yes 20 Blocks 5+1 IS 2185

113

1132 CB02 Paver Blocks Dimensions, WA, C. S.,

Density


113

1133 CB03 Paver Blocks Compressive Strength Yes 8 Blocks 5+1 IS 15658 40

1134 CB04 Kerb Stone Complete Test- Physical Yes 20 Blocks 5+2 IS 15658 200

1135 CB05 Kerb Stone Compressive Strength Yes 8 Blocks 5+2 IS 8758 63

Aerated Autoclaved Light Weight Concrete Blocks:1151 ACB01 AAC Light Weight

Concrete Blocks

Density (Oven Dried),

Dimensions, Moisture

Content, WA, C. S.


150

Cement Concrete Terrazo Tiles / Chequered Cement Tiles:1171 CCT01 Cement Concrete

Terrazzo Flooring

Tiles / Chequered

Cement Concrete

Tiles

Dimensions, WA, Flatness,

Straightness,

Perpendicularly, WTS, Total

Thickness, Wearing Coat

Thickness, Resistance To

Wear

Yes 12 Tiles 5+1 IS 1237, 13801

75

Ceramic Tiles:1181 CT01 Ceramic Tiles: WA, Dimensions, Flatness,

Straightness,

Perpendicularly, Total

Thickness, Impact Test,

Surface, Moisture Expansion

Using Boiling Water

(Unglazed Tiles)

Yes 15 Tiles 5+1 IS 13753

100

1182 CT02 Vitri�ied Tiles WA, Dimensions, Flatness,

Straightness,

Perpendicularly, Total

Thickness, Impact Test,

Surface, Moisture Expansion

Using Boiling Water

(Unglazed Tiles)

Yes 15 Tiles 5+1 IS 13753

113

Wood / Timber:1201 T01 Timber Moisture Content Using Hot

Air Oven Method

Yes Refer Drawings 4+1 IS 1708

25

1202 T02 Timber Static Bending Test Yes Refer Drawings 4+1 IS 1708 23

1203 T03 Timber Compression Test

(Perpendicular To Grain &

Parallel To Grain each)-

Sample Preperation Extra if

Required


13

1204 T04 Timber Tension Test- Sample

Preperation Extra if

Required


23

1205 T05 Timber Screw Holding Test Yes Refer Drawings 4+1 IS 1708 23

1206 T06 Timber Nail Holding Test Yes Refer Drawings 4+1 IS 1708 23

1207 T07 Timber Dry Density at 12 %

Moisture Content


25

1208 T08 Timber Sample Preperation No 1 Sample consist of 3 Test

Specimen2 IS 1708

25

Pozzalanic Materials [Flyash, BF Slag, Micro Silica etc.]:1221 PM01 Pozzolana Physical + Chemical No > 1 kg. 4+1 IS 1727 / 3812 113

1222 PM02 Pozzolana Physical Only No > 5 kg. 4+1 IS 1727 / 3813 63

1223 PM03 Pozzolana Chemical Only No > 5 kg. 15+1 IS 1727 / 3814 63

1224 PM04 Pozzolana Fineness (Blains Fineness) No > 1 kg. 2+1 IS 1727 / 3815 38

1225 PM05 Pozzolana Sp. Gr. No > 1 kg. 4+1 IS 1727 / 3816 19



SKU

Code

Test

Code

Product / Materials

For Test


NA

BL Minimum Size Of

Sample

Reporting

Time

Tested As

Per IS

Price Group

Excluding

GST




37



SKU

Code

Test

Code

Product / Materials

For Test


NA

BL Minimum Size Of

Sample

Reporting

Time

Tested As

Per IS

Price Group

Excluding

GST




1226 PM06 Pozzolana Bulk Density No > 5 kg. 4+1 IS 1727 / 3817 19

1227 PM07 Pozzolana Lime Reactivity No > 5 kg. 15+1 IS 1727 / 3818 50

Ply Wood / Board:1241 PW01 Ply Wood / Board Moisture Absorption Yes Refer Drawings 4+1 IS 1734 38

1242 PW02 Ply Wood / Board Density & Adjusted Sp. Gr. Yes Refer Drawings 4+1 IS 1734 38

1243 PW03 Ply Wood / Board Tensile Strength- Sample


Required


30

1244 PW04 Ply Wood / Board Boiling Water Test Yes Refer Drawings 10+1 IS 1734 50

1245 PW05 Ply Wood / Board Physical Complete- Sample


Required


125

1246 PW06 Ply Wood / Board Sample Preperation No 1 Sample consist of 3 Test

Specimen2 IS 1734

25

Admixture / Plasticizers / Superplasticizers1261 AD01 Admixture Physical + Chemical No > 1 kg. / 1 Lts. 4+1 IS 9103 113

1262 AD02 Admixture Physical Only No > 1 kg. / 1 Lts. 4+1 IS 9103 63

1263 AD03 Admixture Chemical Only No > 1 kg. / 1 Lts. 15+1 IS 9103 63

1264 AD04 Admixture Performance Test + Test of

Material

No > 1 kg. / 1 Lts. Provosional

Report 15+1 &

Final 40 Days

IS 9103

475

1265 AD05 Admixture Performance Test Only No > 1 kg. / 1 Lts. Provosional

Report 15+1 &

Final 40 Days

IS 9103

375

1266 AD06 Admixture Uniformity Test No > 1 kg. / 1 Lts. 4+1 IS 9103 100

1267 AD07 Admixture Waterproo�ing Compound No > 1 kg. / 1 Lts. 4+1 IS 2645 100

Flush Door (Hollow Core & Solid Core):1281 FD01 Flush Door Complete Test Yes 1 No. Full Door 10+1 IS 4020 125

1282 FD02 Flush Door Glue Adhesion Yes 1 No. Full Door 4+1 IS 4020 38

1283 FD03 Flush Door End Emersion Yes From above sample 18+1 IS 4020 100

1284 FD04 Flush Door Knife Test Yes From above sample 4+1 IS 4020 25

Rock Bolt Test:1301 RB01 Rock Bolt Physical [Sample preperation

Extra for dia > 30mm]

Yes 1 Rock Bolt / 1 Mts.

Length 3 Pcs.4+1

38

1302 RB02 Rock Bolt Chemical Yes From above sample 4+1 30

1303 RB03 Rock Bolt Pull Out Test minimum 5

Tests Rate is for each Test +

Mobilisation Extra

[Negotiable for Regular Jobs]

Yes On Site 4+1

25

1304 RB04 Rock Bolt Resin Capsule- Setting Time Yes 3 Resin Capsules ASTM

38

1305 RB05 Rock Bolt Resin Capsule Performance

Test by Pull Out on Rocks for

Approval Purpose

[Installation of rock Bolts by

Client + Mobilisation Extra]-

Quoted seperately

Yes On Site / Prefered Nearest

Location by Client

88

1306 RB06 Rock Bolt Sample Preperation for Dia >

30 mm

No 1 Sample consist of 3 Test

Specimen2

50

Soil:1321 S01 Soil Sp. Gr. Yes > 40 Kgs. 4+1 SP 36 13

1322 S02 Soil Grain Size Analysis Yes > 40 Kgs. 4+1 SP 36 38

1323 S03 Soil Atterberg’s Limits (Liquid

Limit, Plastic Limit &

Shrinkage Limit)

Yes > 40 Kgs. 4+1 SP 36

25

1324 S04 Soil Unit Weight Yes > 40 Kgs. 4+1 SP 36 8

1325 S05 Soil NMC (Natural Moisture

Content)

Yes > 40 Kgs. 4+1 SP 36

8

1326 S06 Soil Direct Shear Test Yes > 40 Kgs. 4+1 SP 36 163

38



SKU

Code

Test

Code

Product / Materials

For Test


NA

BL Minimum Size Of

Sample

Reporting

Time

Tested As

Per IS

Price Group

Excluding

GST




1327 S07 Soil Uncon�ined Compression

Test

Yes 4 UDS 4+1 SP 36

23

1328 S08 Soil Triaxial Compression Test Yes 4 UDS or > 40 Kgs.

Disturb sample4+1 SP 36

175

1329 S09 Soil Compaction Test light Yes > 40 Kgs. 4+1 SP 36 40

1330 S10 Soil Compaction Test Modi�ied Yes > 40 Kgs. 4+1 SP 36 40

1331 S11 Soil Free Swell Index Of Soil Yes > 40 Kgs. 4+1 SP 36 23

1332 S12 Soil California Bearing Ratio Test

(Unsoaked)

Yes > 40 Kgs. 6+1 SP 36

75

1333 S13 Soil California Bearing Ratio Test

(Soaked)

Yes > 40 Kgs. 6+1 SP 36

88

1334 S14 Soil (Field Test) Field Compaction Test (Sand

Replacement / Core Cutter)

Depend upon site distance

and number of test, the

mobisetion charges will be

extra for mobilising toos,

equipments and manpower

etc,)

Yes As per Area / Specs.

[Charged for Minimum 5

Samples Rate for Each

Sample + Mobilisation

Core Drawing Cost Extra

as per Distance]

5+1 SP 36

38

1335 S15 Soil (Chem.) pH No > 5kgs. 5+1 IS 2720 13

1336 S16 Soil (Chem.) Cl (Chloride) No > 5kgs. 5+1 IS 2720 13

1337 S17 Soil (Chem.) SO4 (Sulphate) No > 5kgs. 5+1 IS 2720 13

1338 S18 Soil (Chem.) Alkalinity No > 5kgs. 5+1 IS 2720 13

1339 S19 Soil (Chem.) Conductivity No > 5kgs. 5+1 IS 2720 13

1340 S20 Soil Uncon�ined Compression

Test

Yes > 40 Kgs. Disturbed

Sample6+1 SP 36

63

1341 S21 Soil Design & Proportioning of

Additives for Soil

Stabilisation with Complete

Tests [Atterberg Limits, UCS,

Classi�ication, CBR- Soaked]

Yes 10 Bags of Soil 15+1 SP 36

1,125

Rock:1381 ROK01 Rock Test Complete Test- CS, Porosity,

WA, Sp.Gr., Density [Core

Extraction minimum 3 Cores

Extra]

Yes Stone size 300 mm

minimum lateral

dimension- 6 Stones

5+1 IS 9143

125

1382 ROK02 Rock Test C. S. [Core Extraction

minimum 3 Cores Extra]

Yes Stone size 300 mm

minimum lateral

dimension- 6 Stones

5+1 IS 9143

60

1383 ROK03 Rock Test Porosity Yes From above sample 5+1 IS 13030 38

1384 ROK04 Rock Test WA & Sp. Gr. Yes From above sample 5+1 IS 13030 25

1385 ROK05 Rock Test Density Yes From above sample 5+1 IS 13030 20

1386 ROK06 Rock Test Sample Preperation- Core

Extraction

No From above sample 5+1 IS 13030

60

Bitumen & Bituminous Products:1401 B01 Bitumen Softening Point Test No > 1 kg. 4+1 IS 1201-1220 38

1402 B02 Bitumen Flash Point Test No > 1 kg. 4+1 IS 1201-1220 50

1403 B03 Bitumen Viscosity Grade Yes > 1 kg. 4+1 IS 1201-1220 50

1404 B03 Bitumen Penetration Test Yes > 1 kg. 4+1 IS 1201-1220 50

1405 B04 Bitumen Penetration of Residue > 1 kg. 63

1406 B05 Bitumen Marshal Stability Test Yes 8 Moulded samples 4+1 IS 1201-1220 75

1407 B06 Bitumen Sp. Gr. Yes > 1 kg. 4+1 IS 1201-1220 38

1408 B07 Bitumen Ductility test Yes > 1 kg. 4+1 IS 1201-1220 50

1409 B08 Bitumen Bitumen Content (By

Extraction Method)

Yes 5 Kgs. Mix 4+1 IS 1201-1220

38

1410 B09 Bitumen Job Mix Formula for

DBM/SDBC/BC

Yes 5 Bags from each Bin 15+1 MORT&H / MS2

363

1411 B10 Bitumen Job Mix Formula for GSB/

WMM

Yes 5 Bags from each Bin 15+1 MORT&H / MS2

250

39



SKU

Code

Test

Code

Product / Materials

For Test


NA

BL Minimum Size Of

Sample

Reporting

Time

Tested As

Per IS

Price Group

Excluding

GST




1412 B11 Emulsion Density by Hydrometer Yes 1 Liter- Representative

Sample from Various

Drums

4+1 -

38

1413 B12 Emulsion Viscosity by Saybolt Furol

Viscometer @ 250C

Yes 1 Liter- Representative

Sample from Various

Drums

4+1 IS 3117

63

1414 B13 Emulsion Settlement in 5 Days in %age Yes 1 Liter- Representative

Sample from Various

Drums

8+1 IS 8857

38

1415 B14 Emulsion Particle Charge Yes 1 Liter- Representative

Sample from Various

Drums

4+1 IS 8857

38

1416 B15 Emulsion Water Content %age by Mass Yes 1 Liter- Representative

Sample from Various

Drums

4+1 IS 1211

38

1417 B16 Bitumen Core Extraction / Sampling

[Minimum 5 Cores are

Chargeable Rate is for 1

Core] + Mobilisation Extra

No On Site

30

Reinforcement & Structural Steel:1441 ST01 Steel Reinforcement

Bar

Physical- Tensile Test (Unit

Weight, % Elongation, Yield

Stress / 0.2% Proof Stress,

Tensile Stress)- Charges

Extra for Bar Sample

Preperation for Dia > 30 mm

Yes 3 Bars of 1 Meter Length

(hacksaw cut) + 3 Bars 40

cms. Length for 1 sample

4+1 IS 1608 / 1786

38

1442 ST02 Steel Reinforcement

Bar

Chemical Analysis- Carbon,

Sulphor, Phosphorus

Yes 3 Bars 40 cms. Length for

1 sample 4+1 IS 1608 / 1786

125


Bar

Physical + Chemical Analysis Yes 3 Bars of 1 Meter Length

(hacksaw cut) + 3 Bars 40

cms. Length for 1 sample

4+1 IS 1608 / 1786

150


Bar

Bend Test / Re-bend Test Yes 3 Bars 40 cms. Length

(Hacksaw cut) for 1

sample

4+1 IS 1608 / 1786

25


Bar

Sample Preperation for Dia >

30 mm

No 1 Sample consist of 3 Test

Specimen2 -

50

1446 ST06 Structural Steel Physical + Chemical Analysis Yes 1 Mt. Piece- 3 Nos. 4+1 IS 2062

150

1447 ST07 Structural Steel Physical- Tensile Test (Unit

Weight, % Elongation, Yield

Stress / 0.2% Proof Stress,

Tensile Stress)- Charges

Extra for Sample Preperation

Yes 1 Mt. Piece- 3 Nos. 4+1 IS 2062

38

1448 ST08 Structural Steel Chemical Analysis Yes 0.50 Mt. Piece- 3 Nos. 4+1 IS 2062 125

1449 ST09 Structural Steel Sample Preperation No 1 Sample consist of 3 Test

Specimen2 -

63

Paving Blocks:1471 PB01 Paving Blocks Complete Physical Yes 10 Paver 4+1 As per BS 50

1472 PB 01 Paving Blocks Dimensions Yes 10 Paver 4+1 As per BS 20

1473 PB 02 Paving Blocks WA Yes From above sample 4+1 As per BS 18

1474 PB 03 Paving Blocks C. S. Yes From above sample 4+1 As per BS 25

Lime:1491 LIM 01 Lime Complete Physical Test No > 5 Kgs. 5+1 IS 4032 100

1492 LIM 01 Lime LOI (Loss On Ignition) No > 5 Kgs. 5+1 IS 4032 20

1493 LIM 02 Lime CaO (Calcium Oxide) No From above sample 5+1 IS 4032 20

1494 LIM 03 Lime MgO (Magnesium Oxide) No From above sample 5+1 IS 4032 20

1495 LIM 04 Lime SiO2 (Silica) No From above sample 5+1 IS 4032 20

1496 LIM 05 Lime Al2O3 (Aluminium Oxide) No From above sample 5+1 IS 4032 20

1497 LIM 06 Lime Free Moisture No From above sample 5+1 IS 4032 13

40

Water (Raw / Drinking, Construction, Pond), Ef�luent:



SKU

Code

Test

Code

Product / Materials

For Test


NA

BL Minimum Size Of

Sample

Reporting

Time

Tested As

Per IS

Price Group

Excluding

GST




1511 W01 Water (Chem.) Quantity of 0.02 N NaOH to

Neutralize 100 ml water

Yes 2 liters 5+1 IS 3025

15

1512 W02 Water (Chem.) Quantity of 0.02 N H2SO4 to

Neutralize 100 ml water


15

1513 W03 Water (Chem.) pH Value Yes 2 liters 5+1 IS 3025 8

1514 W04 Water (Chem.) Organic Matter Yes 2 liters 5+1 IS 3025 8

1515 W05 Water (Chem.) In-organic Matter Yes 2 liters 5+1 IS 3025 8

1516 W06 Water (Chem.) Total Dissolved Solids Yes 2 liters 5+1 IS 3025 11

1517 W07 Water (Chem.) Total Suspended Solids Yes 2 liters 5+1 IS 3025 15

1518 W08 Water (Chem.) Total Alkalinity Yes 2 liters 5+1 IS 3025 8

1519 W09 Water (Chem.) Total Acidity Yes 2 liters 5+1 IS 3025 8

1520 W10 Water (Chem.) Calcium No 2 liters 5+1 IS 3025 11

1521 W11 Water (Chem.) Magnesium No 2 liters 5+1 IS 3025 11

1522 W12 Water (Chem.) Silica No 2 liters 5+1 IS 3025 19

1523 W13 Water (Chem.) Residual Chlorine Yes 2 liters 5+1 IS 3025 8

1524 W14 Water (Chem.) Chloride as 'Cl' Yes 2 liters 5+1 IS 3025 8

1525 W15 Water (Chem.) Sulphate as 'SO4' Yes 2 liters 5+1 IS 3025 19

1526 W16 Water (Chem.) Iron as 'Fe' Yes 2 liters 5+1 IS 3025 19

1527 W17 Water (Chem.) Aluminium as 'Al' No 2 liters 5+1 IS 3025 19

1528 W18 Water (Chem.) Conductivity No 2 liters 5+1 IS 3025 11

1529 W19 Water (Chem.) Sodium No 2 liters 5+1 IS 3025 11

1530 W20 Water (Chem.) Potassium No 2 liters 5+1 IS 3025 11

1531 W21 Water (Chem.) Nitrates as ‘NO3’ No 2 liters 5+1 IS 3025 19

1532 W22 Water (Chem.) Nitrite as 'NO2' No 2 liters 5+1 IS 3025 19

1533 W23 Water (Chem.) Oxygen Absorbed in 5 Days Yes 2 liters 5+1 IS 3025

75

1534 W24 Water (Chem.) Oxygen Absorbed in 4 Hours Yes 2 liters 5+1 IS 3025

30

1535 W25 Water (Chem.) Dissolved Oxygen No 2 liters 5+1 IS 3025 15

1536 W26 Water (Chem.) Free CO2 No 2 liters 5+1 IS 3025 19

1537 W27 Water (Chem.) COD (Chem.. Oxygen

Demand)


45

1538 W28 Water (Chem.) BOD (3 Days at 27 deg. Cent.) Yes 2 liters 5+1 IS 3025

45

1539 W29 Water (Chem.) Coliform Bacteria (MPN) Yes 180 ml in Sterile Bottle 5+1 IS 3025 23

1540 W30 Water (Chem.) E- Coli Per ml. Yes 180 ml in Sterile Bottle 5+1 IS 3025 23

1541 W31 Water (Chem.) Temperature No 2 liters 5+1 IS 3025 8

1542 W32 Water (Chem.) Colour No 2 liters 5+1 IS 3025 8

1543 W33 Water (Chem.) Odour No 2 liters 5+1 IS 3025 8

1544 W34 Water (Chem.) Lead No 2 liters 5+1 IS 3025 23

1545 W35 Water (Chem.) Manganese No 2 liters 5+1 IS 3025 23

1546 W36 Water (Chem.) Zinc No 2 liters 5+1 IS 3025 23

1547 W37 Water (Chem.) Nitrogen No 2 liters 5+1 IS 3025 38

1548 W38 Water (Chem.) Phosphate No 2 liters 5+1 IS 3025 23

1549 W39 Water (Chem.) Oil & Grease Yes 2 liters 5+1 IS 3025 23

Non-Destructive Tests On Concrete:1571 NDT01 NDT Rebound Hammer Test for

10 points minimum Rate for

10 Points- Mobilisation Extra

No As per site 2+1 IS 13311

63

1572 NDT02 NDT Load Test On Concrete

Members for one test-

Mobilisation Extra

Yes As per site 5+1 IS 456

200

1573 NDT03 NDT In-Situ Core Test on Concrete

Member for one test-

Mobilisation Extra

Yes As per site (minimum 3

cores per member- Rate

for 1 Core)

5+1 IS 516

45

41



SKU

Code

Test

Code

Product / Materials

For Test


NA

BL Minimum Size Of

Sample

Reporting

Time

Tested As

Per IS

Price Group

Excluding

GST




1574 NDT04 NDT Ultrasonic Pulse Velocity

Test for 10 points Rate for 10

Points- Mobilisation Extra

Yes As per site 2+1 IS 13311

63

1575 NDT05 NDT Halfcell potantiometer test to

check the extent of corrosion-

Mobilisation Extra

Yes As per site per test 2+1 IS 13311

63

1576 NDT06 NDT Carbonation Test-

Mobilisation Extra

Yes As per site/ per test 2+1 IS 13311

25

1582 GEO01 Geotech Carrying out Geotechnical

Investigation i.e. conducting

three Bore Hole, Cone

Penration Test, Collecting

Disturbed & Un- disturbed

Sample for Laboratory Test,

Monitoring Water Table and

Furnishing the Complete

Test Report including

Mobilisation of Manpower &

Equipments.

No As Per Site Requirements 10+1

As Per Quotation

Petroleum Products:1601 POL01 Petroleum Density No 1 Liter 2+1 13

In-situ test on Roads& Highway:1621 RD01 Roads Bankleman Beam Test*

[Testing Charge will include

Mobilisetion charges extra]

No 10 points in 1 km length,

Rate Per Kilometer

Minimum (3 Kms.)

3+1 MORT&

H,/MORD

125

1622 RD02 Roads Bump Test [Testing Charge

will include Mobilisetion

charges extra]


Rate Per Kilometer

Minimum (3 Kms.)

3+1 MORT&

H,/MORD

125

1623 RD03 Roads Skid Resistance Test [Testing

Charge will include

Mobilisetion charges extra]


Rate Per Kilometer

Minimum (3 Kms.)

MORT&

H,/MORD

125

Sample Collection1650 SC01 Sampling Sample Collection by EDRC

from Site

1] Rs. 15.00 Per Km. [Total To & Fro Distance from LoabSoarmaptolirnyg t

Location] + Rs. 2000.00 Per Day [Net time taken in oSa&mpFlirnog + T

Trevelling], Lodging & Fooding for Laboratory Staff sehadlol nbe by the Client.

Any applicable GST / IGST shall be Extra

2] In Case if the Samples are submitted to EDRC AuthorleiscetidonCoClenter,

the Sample shall be Transported by the Sample CollectionteCrewn ith additional

Cost: Rs. 500.00 [GST/IGST Extra] Per Sample for SamplehtwLeiimgiting to 20

Kgs., after 20 Kgs. Rs. 15.00 Per Kgs. [GST/IGST Extbrae] Cshhaarllged. This

Transportation Cost shall be Paid in Cash to Sample Collection Center.

42

30

50 mm

50 mm 50 mm

20 mm 50 mm

20 mm50 mm

50 mm

50 mm50 mm

Consistency

20 mm

20 mm 20 mm

20 mm 20 mm

20 mm20 mm

20 mm

MOISTURE CONTENT (20 X 20 X 50mm) COMPRESSIVE STRENGTH (50 X 50 X 150 m m)

engineering diagnostic & research center[ISO/IEC: 17025:2017 Certi�ed Company] General Requirements for the Competence of Testinga nd Calibration Laboratories ISO 9001:2015 Certi�ed Company

DRAWING FOR PREPARED SAMPLES FOR TESTS FOR WOOD / TIMBERSample Sizes Where Maximum Timber Thickness Is More Than 50 mm

50 mm

150 mm 200 mm

SPECIFIC GRAVITY & DENSITY (50 X 50 X 150 m m) COMPRESSIVE STRENGTH (50 X 50 X 200m m)(PARALLEL TO GRAINS)

50 mm150 mm

COMPRESSIVE STRENGTH (20 X 20 X 100m m)

(PERPANDICULAR TO GRAINS)

150 mm750 mm

NAIL WITHDRAWAL TEST (50 X 50 X 150mm) STATIC BENDING (50 X 50 X 400mm)

TENSILE STRENGTH

Sample Sizes Where Maximum Timber Thickness Is Less Than 50 mm & More Than 20 mm

20 mm

60 mm 100 mm

TENSILE STRENGTH

Note : Minium 3 Samples To Be Prepared Of Each Drawing For Each Test

(PERPANDICULAR TO GRAINS)

20 mm

SPECIFIC GRAVITY & DENSITY (20 X 20 X 60m m) (PARALLEL TO GRAINS)

25 mm80 mm

MOISTURE CONTENT (20 X 20 X25mm) COMPRESSIVE STRENGTH (20 X 20 X 80mm)

7.0mm15.0mm

50.0 mm

325.0 mm

90.0 mm 37.0mm 65.0mm 37.0mm 90.0 mm

50.0mm Gauge LengthR-50mm

7.0mm

7.0mm15.0mm

50.0 mm

325.0 mm

90.0 mm 37.0mm 65.0mm 37.0mm 90.0 mm


7.0mm

7.0mm15.0mm

50.0 mm

325.0 mm

90.0 mm 37.0mm 65.0mm 37.0mm 90.0 mm


7.0mm

7.0mm15.0mm

50.0 mm

325.0 mm

90.0 mm 37.0mm 65.0mm 37.0mm 90.0 mm


7.0mm

100

mm

250

mm

50 m

m

50 m

m

25.5

mm

25.5

mm

2] E

DR

C S

ampl

e C

olle

ctio

n C

ente

r, C

/o E

ngin

eerin

g M

aste

rs, 5

0 B

alliw

ala

Cho

wk

Adj

acen

t to

LG S

how

room

, Deh

radu

n- 2

4800

1 U

ttara

khan

d

3mm

3mm

BO

ILIN

G W

AT

ER

TE

ST

R

ES

IST

AN

CE

TO

DR

Y H

EA

T

en

gin

ee

rin

g d

iag

no

stic

& r

ese

arc

h c

en

ter

[ISO/

IEC:

170

25:2

017

Certi

�ed

Com

pany

] Gen

eral

Req

uire

men

ts fo

r the

Com

pete

nce

of T

estin

g and

Cal

ibra

tion

Labo

rato

ries

ISO

9001

:201

5 Ce

rti�e

d Co

mpa

ny

DR

AW

ING

FO

R P

RE

PA

RE

D S

AM

PL

ES

FO

R T

ES

TS

FO

R P

LY

WO

OD

225

mm

250

mm

(250

X 2

50 m

m W

ITH

FU

LL

TH

ICK

NE

SS

)(2

25 X

100

mm

WIT

H F

UL

L T

HIC

KN

ES

S)

250

mm

250

mm

AD

HE

SIO

N O

F P

ILE

SM

OIS

TU

RE

CO

NT

EN

TY &

SP

EC

IFIC

GR

AV

IT

82m

m

TE

NS

ILE

ST

RE

NG

TH

GL

UE

AD

HE

SIO

N T

ES

T

No

te :

Min

ium

3 S

amp

les

To

Be

Pre

par

ed O

f E

ach

Dra

win

g F

or

Eac

h T

est

(250

X 2

50 m

m W

ITH

FU

LL

TH

ICK

NE

SS

)(5

0 X

50

mm

WIT

H F

UL

L T

HIC

KN

ES

S)

Dim

ensi

ons

are

in m

mN

ote:

The

sam

e pa

ttern

is fo

r 7

Ply

als

oC

25+

3mm

50

65

25

65

105

65

105

405

510

1/3

2/3

2/3

1/3

1/3

2/3

1/3

2]

ED

RC

Sa

mp

le C

olle

ctio

n C

en

ter,

C/o

En

gin

ee

rin

g M

aste

rs,

50

Ba

lliw

ala

Ch

ow

k A

dja

ce

nt

to L

G S

ho

wro

om

, De

hra

du

n-

24

80

01

Utt

ara

kh

an

d

250m

m

Co

nsis

ten

cy

Rec

tan

gu

lar

Bo

x S

ecti

on

engin

eering d

iagnostic

& r

esearc

h c

ente

rS

TR

UC

TU

RA

L S

TE

EL

SE

CT

ION

S, P

OS

ITIO

N A

ND

OR

IEN

TA

TIO

N O

F S

AM

PL

ES

Eq

ual

An

gle

Tee

Sec

tio

nZ

- S

ecti

on

Ch

ann

elI-

Sec

tio

nB

uilt

up

Sec

tio

n

40 m

m

20 m

m x

Full

Thic

kness

Str

ip S

ize

Fro

m S

had

ed P

ort

ion

ion

Pla

tes

Sq

uar

e B

ox

Sec

tR

efer

ence

:IS

: 206

2: 1

999,

Pag

e 4,

Fig

1N

ote:

1) 3

Spe

cim

en fo

r ea

ch s

ectio

n to

be

prep

ared

by

mac

hini

ng.

2) G

as c

ut s

ampl

es w

ill n

ot b

e ac

cept

able

3) D

raw

ing

Not

To

Sca

le (

in c

ase

of d

oubt

ple

ase

refer

IS: 2

062-

1999

)A

rea

Fro

m T

he S

ampl

e T

o B

e D

raw

n

1/3

2/3

1/3

2/3

2/3

1/3

2/3

1/3

2/3

2/3

1/3

1/3

2/3



Mob: +91-9548325708, 9930671723, 7507408759, 7060466563ISO/IEC: 17025:2017


GST: 05AAHFE3944J12DPAN: AAHFE3944JBank: SYNDICATE BANKA/c No.: 89823070000748IFSC Code: SYNB0008982

Price Group coef�cient as on

Engineering Diagnostic & Research Center


/ /


Documents

we do not limit the tests; we test the limits; Engineering ...edrcdun.com/wp-content/uploads/2019/07/edrc-Broucher.pdfInfrastructure Pvt. Ltd. To execute NHAI Projects at Chhattisgarh