TOYO ENGINEERING INDIA LIMITED -...

ENGINEERING SPECIFICATION FOR

SOIL INVESTIGATION AND FOUNDATION REPORT FOR

NITROGEN UNIT

FOR

HINDUSTAN PETROLEUM CORPORATION LTD.

VISAKH REFINERY

DHT PROJECT

JOB NO. : 6261

DOCUMENT NO. : A-6261-A-351

TOTAL NO. OF PAGES: 26 (INCLUDING THIS PAGE)

0

13-05-2009

FOR BID ENQUIRY AGR SVP RCN

REV.

DATE

DESCRIPTION

MADE BY

CHECKED

APPROVED

TOYO ENGINEERING INDIA LIMITED MUMBAI INDIA

MUMBAI

INDIA

STANDARD ENG’G SPECIFICATION

SOIL INVESTIGATION AND

FOUNDATION REPORT

T E S

A-351

TOYO ENGINEERING INDIA LTD.

ISSUED: 13-05-2009 CIVIL DESIGN DEPARTMENT PAGE 2 OF 26

CONTENTS

PARA NO. DESCRIPTION PAGE NO.

1.0 Scope 4

2.0 Applicable Codes 4

3.0 Priority Of Requirements 6

4.0 Purpose 6

5.0 Calibration Of Equipments 6

6.0 Field Work 7 6.1 General 7

6.2 Method of Boring 7

6.3 Borehole Depth 8

6.4 Sampling 8

6.5 Specific Observations During Boring 11

6.6 Submission of Field Logs 12

6.7 Trial Pits 12

6.8 Field Tests 12

6.9 Backfilling of Boreholes and Pits 17

7.0 LABORATORY TESTS 17 7.1 General 17

7.2 Independent Laboratory 19

7.3 Programme For Testing 19

7.4 Standards for Testing 19

7.5 Access to the Laboratory 19

7.6 Submission of Test Data and results 19

MUMBAI

INDIA



FOUNDATION REPORT

T E S

A-351



PARA NO. DESCRIPTION PAGE NO.

8.0 FORMAL REPORT 19 8.1 General 19

8.2 Plot Plan 20

8.3 Borelogs 20

8.4 Ground Water 20

8.5 Test Results 20

8.6 Recommendations 20

8.7 Final Report Format 20

Appendix-A. 21

MUMBAI

INDIA



FOUNDATION REPORT

T E S

A-351



1.0 SCOPE 1.1 This specification covers all the work required for soil investigation and

preparation of a detailed report. The work shall include mobilization of necessary equipment, providing necessary engineering supervisors and technical personnel, skilled and unskilled labour and others as required, to carry out field investigations and tests, laboratory tests and analysis and interpretation of data and results, preparation of a detailed soil report including recommendations and providing technical services as and when, called for by the Engineer-In-Charge.

2.0 APPLICABLE CODES

Note: - Wherever reference is made to IS Codes, on any page of this Technical Specification (including annexures), applicable year of publication of IS Code is as stated below.

2.1 All work shall be carried out strictly in accordance with the Technical

Specifications, unless otherwise approved by the Engineer-In-Charge in writing. The Indian Standard Codes applicable to this section shall include but not limited to the following.

IS 1498 - 1970 : Classification and Identification of soil for General Engineering Purposes.

IS 1888 - 1982 : Method of Load Test on Soils.

IS 1892 - 1979 : Code of Practice for Subsurface Investigations for foundations.

IS 1904 - 1986 : Code of Practice for design and construction of foundations in soils: General requirements.

IS 2131 - 1981 : Method of Standard Penetration Test for Soils.

IS 2132 - 1986 : Code of Practice for Thin walled tube sampling of soils.

IS 2470 - 1985 : Code of Practice for Installation of Septic Tanks. Part 2 - Secondary Treatment and Disposal of Septic Tank Effluent.

Methods of Test for soils :

IS 2720 - 1983 : Part 1 - Preparation of dry soil samples for various tests.

IS 2720 - 1973 : Part 2 - Determination of water content.

IS 2720 - 1980 : Part 3 (Sec.1 & Sec.2) - Determination of specific gravity.

IS 2720 - 1985 : Part 4 - Grain size analysis.

IS 2720 - 1985 : Part 5 - Determination of liquid and plastic limit.

IS 2720 - 1972 : Part 6 - Determination of shrinkage factors.

MUMBAI

INDIA



FOUNDATION REPORT

T E S

A-351



IS 2720 - 1980 : Part 7 - Determination of water content-dry density relation using light compaction.

IS 2720 - 1983 : Part 8 - Determination of water content-dry density relation using heavy compaction.

IS 2720 - 1992 : Part 9 - Determination of dry density-moisture content relation by constant weight of soil.

IS 2720 - 1991 : Part 10 - Determination of unconfined compressive strength.

IS 2720 - 1993 : Part 11 - Determination of shear strength parameters of a specimen tested in unconsolidated undrained triaxial compression without the measurement of pore water pressure.

IS 2720 - 1981 : Part 12 - Determination of shear strength parameters of soil from consolidated undrained triaxial compression test with measurement of pore water pressure.

IS 2720 - 1986 : Part 13 - Direct shear test.

IS 2720 - 1983 : Part 14 - Determination of density Index (relative density) of Cohensionless soils.

IS 2720 - 1986 : Part 15 - Determination of consolidation properties.

IS 2720 - 1987 : Part 16 - Laboratory determination of CBR.

IS 2720 - 1986 : Part 17 - Laboratory determination of permeability.

IS 2720 - 1992 : Part 18 - Determination of field moisture equivalent.

IS 2720 - 1972 : Part 22 - Determination of Organic matter.

IS 2720 - 1987 : Part 26 - Determination of pH value.

IS 2720 - 1977 : Part 27 - Determination of total soluble sulphate.

IS 2720 - 1974 : Part 28 - Determination of dry density of soils in place; by sand replacement method.

IS 2720 -1975 : Part 29 - Determination of dry density of soils in place, by core cutter method.

IS 2720 - 1980 : Part 30 - Laboratory vane shear test.

IS 2720 - 1990 : Part 31 - Field determination of California bearing ratio.

IS 2720 - 1987 : Part 36 - Laboratory determination of permeability of granular soils.

IS 2720 - 1977 : Part 40 - Determination of free swell index of soils.

IS 2720 - 1977 : Part 41 - Determination of swelling pressure of soils.

IS 2809 - 1972 : Glossary of Terms and Symbols relating to Soil Engineering.

IS 2810 - 1979 : Glossary of Terms relating to Soil Dynamics.

MUMBAI

INDIA



FOUNDATION REPORT

T E S

A-351



IS 4434 - 1978 : Code of Practice for In-Situ Vane Shear Test for Soils.

IS 4968 - 1976 : Part 1 - Method of sub surface sounding for soils. Dynamic method using cone without bentonite slurry.

IS 4968 - 1976 : Part 2 - Method of sub surface sounding for soils. Dynamic method using cone and bentonite slurry.

IS 4968 - 1976 : Part 3 - Method of sub surface sounding for soils. Static cone penetration test.

IS 4968 - 1976 : Method of sub-surface sounding for soils (Part I to Part III)

IS 5249 - 1992 : Method of Test for Determination of Dynamic properties of soil

IS 5529 - 1985 : Code of Practice for In-situ Permeability Tests Part 1 - Test in over burden.

IS 5529 - 1985 : Code of Practice for In-situ Permeability Tests Part 2 - Test in bedrock.

IS 7746 - 1991 : Code of Practice for In-situ Shear Test on rock.

IS 8009 - 1976 : Code of Practice for Calculation of settlement of foundations, Part 1 - Shallow foundations.

3.0 PRIORITY OF REQUIREMENTS In case of any variation and discrepancy in condition between the special

conditions, this specification and codes, order of priority shall be as under:- (1) Special conditions (2) This specification (3) Codes

4.0 PURPOSE

4.1 The purpose, in brief, of the proposed soil investigation, is to ascertain the type of sub-strata such as soil, rock etc, their characteristics and their suitability for the structures proposed to be built and to decide on the choice of the type of foundation to be adopted for the type and magnitude of envisaged loadings. All the tests that are considered necessary in the opinion of the Engineer-In-Charge for this purpose shall be conducted. Any additional tests/works, depth, number and type of specified tests, revision in the diameter, depth of bore holes, samples to be collected etc. shall be carried out as directed by the Engineer-In-Charge.

5.0 CALIBRATION OF EQUIPMENTS

5.1 CONTRACTOR shall ensure that all the equipments/instruments are properly

calibrated, at the start of the work, to reflect factual values. If so demanded by the Engineer-In-Charge, CONTRACTOR shall have the instruments tested at an

MUMBAI

INDIA



FOUNDATION REPORT

T E S

A-351



approved laboratory at his cost and the test reports shall be submitted to the Engineer-In-Charge. If the Engineer-In-Charge desires to witness such tests, CONTRACTOR shall arrange for the same.

6.0 FIELD WORK 6.1 General

CONTRACTOR shall have on site all required survey instruments as determined by the Engineer-In-Charge to carry out the work accurately according to Specifications and Drawings. All the specified locations for bore-holes and field tests shall be set out at site by CONTRACTOR from the two established reference grid lines which will be shown to him by the Engineer-In-Charge. The CONTRACTOR shall verify the availability of established benchmark or a GTS benchmark. In case such a benchmark is not available, the CONTRACTOR shall establish the same. The levels at each location of borehole, plate load test and other field tests shall be referred to this benchmark.

6.2 Method of Boring 6.2.1 Boring in soil

In soil strata, boring may be carried out by auger or percussion tools or by method approved by the Engineer-In-Charge. Bentonite slurry or mud circulation process can also be used, if permitted. However, for those boreholes, where water samples are to be collected for chemical analysis or field permeability tests are to be conducted, bentonite slurry or mud circulation method shall not be used or shall be restricted as directed by the Engineer-In-Charge. The diameter of the boreholes unless stated otherwise shall be such as to permit collection of undisturbed samples of 90mm diameter.

Where necessary, boreholes shall be cased and whenever a borehole is cased, the bottom of the casing shall always be maintained within 150mm of the bottom of the borehole. The casing shall never be in advance of the bottom of borehole during undisturbed sampling or standard penetration tests.

No water shall be added while boring through cohesive soils and cohesionless soils above water table. While boring through cohesionless soil below water table, water in the casing shall always be maintained at or above the water table.

6.2.2 Boring in Rock

In rock strata, boring shall be done by rotary core drilling using NX size drill or as directed by the Engineer-In-Charge. Tungsten carbide bit shall be used as far as

MUMBAI

INDIA



FOUNDATION REPORT

T E S

A-351



possible and the diamond bit shall only be used, when the progress of drilling with Tungsten carbide bit becomes very slow and of the order of 15cm per hour or when directed by the Engineer-In-Charge. Core recovery shall be carefully recorded. For obtaining good core recovery in soft friable rocks, double tube core barrel shall be used, thus eliminating the risk of erosion of cores by flow of water between the core and inner side of a single tube core barrel. The entire length of cores recovered shall be packed, labeled and preserved in wooden boxes with hinged covers.

6.3 Borehole Depth

All the boreholes shall be sunk to a depth shown in the Bill of Quantities. If hard rock is met at an earlier depth, the boring shall be continued for a further depth of 1 metre or more as directed by the Engineer-In-Charge.

6.4 Sampling 6.4.1 Sequence of Sampling

The general sequence of sampling adopted shall be such as to obtain alternatively undisturbed and disturbed samples at every 2 metre intervals and at every significant change of stratum. Undisturbed samples wherever possible, shall be collected at every 4 metres interval and at every identifiable change of soil formation. Likewise disturbed samples, as obtained in the standard split spoon, shall be collected by conducting the standard penetration test at every 4 meters interval and at the significant change of soil stratum.

6.4.2 Details of Samples and Undisturbed Sampling in Soils

Samplers used for collecting undisturbed samples in soils shall meet IS requirements and shall be appropriate to the type of soil to be sampled. Undisturbed soil samples collected shall be 90mm in diameter and 450mm in length.

The area ratio of samplers shall be within the permissible limit and shall not exceed 25 per cent for samples of 90mm diameter. The cutting edge or shoe of sampler shall be free from rust, pitting, burring or any other defect. For sampling, sampler shall be fitted with ball check valve at the upper end.

For clays other than very soft clays, open drive samplers are permissible. In very soft clays and in sandy soils, piston samplers with core catcher device or other approved samplers shall only be used. The use of oil inside the sampler in operation shall be limited to minimum practicable.

Before sampling operation, CONTRACTOR shall clean the bottom of borehole very carefully and every care shall be taken to avoid disturbance of material to

MUMBAI

INDIA



FOUNDATION REPORT

T E S

A-351



be sampled. For sampling, the sampler shall be lowered to the bottom of borehole without impact, till it presses into the soil in a single continuous movement at a sufficiently slow rate to permit the check valve to pass the water in the tube without creating excess backpressure. In firm material, whenever approved by the Engineer-In-Charge, the sampler may be driven into the soil, but the sampler shall never be pushed or driven to its full length. After penetration to the required depth, the sampler shall be freed from the soil by rotating one full turn and then shall be withdrawn.

The samples shall not be removed from the tube but shall be trimmed back from the ends of the tube and the space filled with molten paraffin wax, the tube capped with metal or plastic cap and sealed with adhesive tape.

6.4.3 Unproductive and Unsuccessful Undisturbed samples in soils

CONTRACTOR shall be paid only half of his rate quoted for collection of undisturbed soil samples if the samples collected are unproductive. The sample collected is treated as unproductive if the length of sample collected is 25 to 50 per cent of the specified length.

CONTRACTOR is deemed to have failed in collecting undisturbed sample, if the length of undisturbed sample collected is less than 25 per cent of the specified length and in such cases the CONTRACTOR shall not be paid for sampling. Also, CONTRACTOR shall not be paid for undisturbed sampling if in the opinion of the Engineer-In-Charge samples have been disturbed because of the use of unsuitable sampler and/or because of the insufficient care in sampling by CONTRACTOR.

Whether paid or not, all samples thus collected shall be sealed as specified before.

6.4.4 Disturbed Soil Samples

The material from the cutting shoe of the thin walled sampler and from the split spoon sampler of the standard penetration test can be treated as disturbed sample. All disturbed samples collected shall be placed without delay in an air-tight jar of not less than 0.4 kg nominal size and each sample shall fill the jar as far as possible.

6.4.5 Water Samples

CONTRACTOR shall take water samples from boreholes, whenever directed by the Engineer-In-Charge, before addition of water to the hole unless this is impossible. No water sample shall be taken when bentonite slurry or mud has been circulated in the borehole. The method of sampling shall be such as to ensure that rainwater, surface water etc do not contaminate the sample. The

MUMBAI

INDIA



FOUNDATION REPORT

T E S

A-351



quantity of sample to be collected is about 1 litre and shall be stored only in approved airtight, clean container. Water samples shall be tested within the period indicated by the Engineer-In-Charge.

6.4.6 Numbering of Samples

CONTRACTOR shall assign a reference number to each soil and water sample taken from the borehole. This number shall be unique for that borehole and shall be in order of depth below ground level.

6.4.7 Labeling of Samples

All samples shall be clearly labeled indicating job number, borehole number, sample number, date of sampling, brief description of sample, type of sample, elevation of sample etc. In case of undisturbed samples, the top and bottom of samples shall also be clearly labeled. Each such label shall be pasted on the container and shall also be included in the container.

6.4.8 Transporting and storing of samples

CONTRACTOR shall store properly all the samples at the site till they are transported to his laboratory for testing. All rock cores and samplers with undisturbed soil samples shall be placed in order of their occurrence in strong wooden boxes suitably partitioned and provided with hinged wooden covers, so that the samples are not damaged during transit by impact or improper handling. To minimize disturbance during shipment, samplers containing undisturbed soil samples shall be packed with sawdust or similar other resilient material and as directed by the Engineer-In-Charge.

CONTRACTOR shall transport all samples to his testing laboratory as quickly as possible and test the samples. Samples shall be transported by air, if the stipulated completion period so warrants. All unused and excess samples after testing should be retained and properly stored by CONTRACTOR till three months after the end of submission of the report.

The unit rates quoted by CONTRACTOR for sampling are deemed to account for sealing, labeling, transporting, storing etc as specified.

CONTRACTOR may be directed by the Engineer-In-Charge to deliver some of the samples to a second laboratory other than his and in such cases, CONTRACTOR shall be paid only for the extra cost of transportation, if any, incurred by him.

MUMBAI

INDIA



FOUNDATION REPORT

T E S

A-351



6.5 Specific Observations during Boring

The observation to be made by CONTRACTOR during boring shall include but not be limited to the following:

6.5.1 Sequence and Thickness of Different Strata

Visual description of each stratum shall be provided.

6.5.2 Ground Water Table

The depth at which ground water is struck during boring shall be carefully noted and the depth of water table shall be ascertained in the completed bore hole by daily observing the depth for the next six to seven days. Depth of ground water shall also be observed in wells, if existing in the vicinity.

One of the following methods shall be adopted for measuring the water table.

a) The water table in the borehole shall be allowed to stabilize after

depressing the water level adequately by bailing. Stability of the borehole sides and bottom shall be ensured at all times.

b) The borehole shall be filled with water and then bailed out to various

depths. Observations shall be made at each depth to see if the water level is rising or falling. The depth at which neither a fall nor a rise is observed, shall be considered as the water table depth. This shall be established by three successive readings of water levels taken at intervals of 2 hours.

Method (a) is suitable for permeable soil while method (b) is suitable for both permeable and impermeable soils. The Engineer-In-Charge shall indicate the method to be followed.

6.5.3 "Loss" or “Make" of Drilling Fluid

The "Loss" or "Make" of drilling fluid, if observed during the boring, shall be noted and brought to the attention of the Engineer-In-Charge. Attempts shall be made to detect joints, fissures, artisian conditions etc.

6.5.4 Presence of Lime, Mica, etc

The soil and rock samples shall be examined for presence of lime, mica, etc and shall be recorded, if any. CONTRACTOR's rate for boring shall be deemed to include these and all other relevant observations.

MUMBAI

INDIA



FOUNDATION REPORT

T E S

A-351



6.6 Submission of Field Logs

CONTRACTOR shall submit or mail to the Engineer-In-Charge, as directed two copies of the preliminary log of each borehole as soon as the borehole is completed. Log shall include all relevant information as indicated in Clause 8.3.

6.7 Trial Pits

Trial Pits shall be of minimum 1.5m X 1.5m size at base or as indicated in the Bill of Quantities, so as to permit easy access for a visual examination of the walls of the pit and to facilitate sampling and field testing operations. Precautions shall be taken to ensure the stability of pit walls, if necessary even by the provision of shoring. Arrangements shall be made for dewatering, if the pit is extended below water table. Field tests shall be conducted and undisturbed samples obtained immediately on reaching the specified depths, so as to avoid substantial moisture changes in the subsoil.

To ascertain the thickness of the black cotton soil layer existing at the top, trial pits shall be examined visually. Usually it is found that immediately after the black cotton soil, there exists a layer of calcareous nodules or white patches which helps to determine the exact thickness of expansive clay layer. Generally, below this layer the possibility of existence of black cotton soil does not exist.

6.8 Field Tests 6.8.1 Standard Penetration Test (SPT)

Unless directed otherwise by the Engineer-In-Charge, CONTRACTOR shall carry out standard penetration test at 2 metre intervals and at every noticeable change of soil formation and as per the procedure in IS 2131.

For conducting the test, the bottom of borehole shall be cleaned properly and the spoon shall be properly and centrally seated in position in the borehole. The drive weight assembly shall consist of a driving head of 65 kg weight with 75 cm free fall. It shall be ensured that the energy of falling weight is not reduced by friction between the drive weight and guides or between rope and winch drum.

The test shall be stopped, unless directed otherwise by the Engineer-In-Charge, when the total blow count is 75 blows for 30 cm penetration or when the penetration is less than 2.5 cm for 50 blows. The samples from the split spoon sampler shall be preserved. Soil report shall include (a) field N values for SPT (b) corrected N values for SPT, to account for overburden pressure and silty soils.

MUMBAI

INDIA



FOUNDATION REPORT

T E S

A-351



6.8.2 Vane Shear Test

CONTRACTOR shall carry out vane shear test in each cohesive stratum, assuming that shear strength of soil is within the capacity of vane shear equipment available, at vertical intervals as directed by the Engineer-In-Charge and as per the procedure in IS 4434. In general in soft and very soft cohesive soils where it may be difficult to obtain proper undisturbed samples, vane shear test shall be conducted, unless directed otherwise by the Engineer-in-charge, at regular intervals of 2 metres or less.

Two copies of the results of the vane shear test with the computed value for shear strength of soil shall be submitted to the Engineer-In-Charge at the end of the day's work.

6.8.3 Dynamic Cone Penetration Test

At locations indicated on the drawing, these tests shall be conducted as per IS 4968 Part 1 and 2. The cone shall be driven by 65 kg hammer falling through 75cm, and a continuous record of the number of blows for every 100mm penetration shall be obtained. Reporting of "blow count" shall be for every 30cm of penetration. The cone shall be advanced till refusal, i.e. when the number of blows is more than 50 for 2.5cm penetration. Two copies of graphic log of penetration resistance shall be submitted to the Engineer-In-Charge immediately after the test.

6.8.4 Static Cone Penetration Test

At locations and to depths indicated on the drawings or as instructed by the Engineer-In-Charge, this test should be conducted as per IS 4968 Part 3. The capacity of the equipment to be used for test shall not be less than 3.0 tonnes. The test shall not be carried out on gravelly soils and for soils with standard penetration value N greater than 50. Soil report shall include (a) field N values for SPT, (b) corrected N values for SPT, to account for overburden pressure and silty soils. Two copies of the results of the static cone penetration test with the computed value shall be submitted to the Engineer-In-Charge at the end of the day's work.

6.8.5 Plate Load Test

At locations and depths shown on drawing, the plate load tests shall be conducted. For Clayey, Silty Soils and for loose to medium compact sandy soils (N<15), mild steel plate of 60cm X 60cm shall be used.

MUMBAI

INDIA



FOUNDATION REPORT

T E S

A-351



For Dense Sandy or Gravel Soils (15<N<30), mild steel plate of 30cm X 30cm shall be used. The plate shall have a minimum thickness of 25mm and it shall be plane and level. The Test pit shall be at least five times as wide as the mild steel plate and the depth of the pit shall be the same as the depth of actual foundations. The Field tests shall be carried out immediately after examination of soil, so as to avoid substantial moisture changes in the subsoil. The test procedure shall be in accordance with IS 1888, unless noted or directed otherwise. The maximum intensity of loading shall generally be at least three times the expected design intensity. The test shall be stopped when the maximum intensity of loading is reached, or when settlement of the plate exceeds 40 mm, or when the soil fails in shear, whichever is earlier. The loading increments shall be in steps of 1/5 of estimated safe bearing capacity and, in any case, not more than 3tonnes/sq.m. The load shall be applied in such manner as to reach the soil as a static load. Unloading may however be in higher decrements with total number not less than 4. Load settlement curve on natural scale shall be plotted and proper evaluation of bearing capacity shall be done. Two preliminary copies of the data and compound results shall be submitted to the Engineer-In-Charge within one week after the completion of the test.

If the ground water level is close to the base level of the test plate, CONTRACTOR may be required to lower the water level to the base of the test plate or to a depth at least 3 times the width of the test plate measured from the base plate level and maintains it throughout the duration of the test. This shall be considered as the part of the test and CONTRACTOR shall not be separately paid for the same.

CONTRACTOR shall, however, be paid for the excavation for the pit he shall

make for the test. If necessary and if directed by the Engineer-In-Charge the sides of the pit shall be adequately shored. The bottom of the pit shall be properly levelled and an easy access to the bottom of the pit shall be provided. CONTRACTOR may also be required to make trial pits for purposes other than for plate load test and the same unit price for excavation shall apply.

CONTRACTOR shall submit for every pit a record of strata, water level etc as for the borehole for which he shall not be paid additional amount. CONTRACTOR may be required to obtain undisturbed and disturbed samples or carry out standard penetration and vane shear test in a pit and he will be paid at the rates quoted under Schedule of Quantities. It shall be noted that orientation of the undisturbed samples to be collected from the pit could be different from the vertical. The size of the undisturbed or disturbed samples could be larger than that specified for boreholes but he shall not be paid extra on these counts. The orientation of the undisturbed samples shall be clearly indicated on the label.

MUMBAI

INDIA



FOUNDATION REPORT

T E S

A-351



6.8.6 Dynamic Soil Tests

The following tests shall be conducted for the determination of elastic modulus, shear modulus of soil, coefficient of elastic uniform compression of soil and damping coefficient of soil.

(a) Wave Propagation Test

This shall be conducted as per IS 5249. Concrete block of M20 Grade, of size 1.0M x 1.0M x 1.5M deep, shall be cast in a pit of 6M x 3M. Concrete block shall be cast at a minimum depth of 0.5M in the virgin soil. Backfilling of the pit, shall be carried as per the instructions of Engineer-In-Charge after removing the concrete block on completion of the test.

(b) Resonance Test

The block size and test depth shall be the same as mentioned, for the wave propagation test. The test shall be conducted as per IS 5249.

(c) Cyclic Plate Load Test

Cyclic plate load tests shall be conducted as per the general procedure of IS 1888. The details of maximum load intensity and the loading increments shall be as per ordinary plate load test. The test results shall be used to estimate the safe bearing capacity and to determine the coefficient of elastic uniform compression. Two preliminary copies of the data and computed results shall be submitted to the Engineer-In-Charge within one week after the completion of the test.

(d) Repeated Triaxial Shear Test

This test shall be carried out for confining pressure ranging from 0.5 kg/cm² to 4.0 kg/cm². The triaxial sample shall first be subjected to an initial load equal to the anticipated static working load, which shall be indicated at the time of testing. Positive and negative values of a small increment of load shall then be applied to the sample in cycles and a graph plotted of stress against strain. E-value shall be obtained from this plot after obtaining a stable state. Results of the above tests shall be incorporated in the form of a plot of shear modulus v/s confining pressure for a range of pressure upto 4.0 kg/cm².

6.8.7 Permeability Test

CONTRACTOR shall carry out rising or falling head permeability tests in the boreholes at depths indicated by the Engineer-In-Charge and as per the

MUMBAI

INDIA



FOUNDATION REPORT

T E S

A-351



procedure in IS 5529. This test shall not be conducted in that portion of a borehole in which bentonite has been circulated. The Engineer-In-Charge shall approve the test procedure for these tests. If directed by the Engineer-In-Charge, a detailed pumping test shall be conducted.

Two copies of the field measurements and the computed results for permeability shall be submitted to the Engineer-In-Charge within two days of completing the test.

6.8.8 Percolation Test

Percolation Test shall be conducted to determine the soil absorption capacity of the soil at any depth, at which it is intended to dispose of the effluent. The Percolation Test shall be conducted as per IS 2470, Part 2, Appendix A.

6.8.9 Pressuremeter Test

CONTRACTOR shall carry out Menard pressuremeter tests in the boreholes at different depths indicated by the Engineer-In-Charge. Suitable borehole for carrying out pressuremeter test shall be included in the test. Two copies of the Field measurements and the computed value shall be submitted to the Engineer-In-Charge within two days of completing the test.

6.8.10 Piezometer Test

CONTRACTOR shall carry out Hydraulic/Electrical Piezometer test in the boreholes at depths indicated by the Engineer-In-Charge.

Two copies of the field measurements and the computed results shall be submitted to the Engineer-in-Charge after the test.

6.8.11 California Bearing Ratio (C.B.R.) Test

Field California Bearing Ratio (C.B.R.) Test shall be in accordance with IS: 2720 Part 31 at specified depth after removing top soil, vegetation and organic matter.

6.8.12 Soil Resistivity Test

The soil resistivity test shall be carried out using four electrodes “Wenner” method. In this method, electric current is passed through the ground, between a pair of electrodes known as current electrodes and the drop in potential is measured by an inner pair of electrodes known as potential electrodes.

MUMBAI

INDIA



FOUNDATION REPORT

T E S

A-351



Resistivity measurement shall be carried out with electrode spacing of 0.5M, 1.0M, 1.5M, 2.0M, 2.5M, 3.0M, 4.0M, 5.0M, 6.0M, 7.0M, 8.0M, 9.0M and 10M respectively. The four electrodes are equally spaced in a straight line. Knowing the spacing of the electrodes, the resistivity of the soil shall be determined by measuring the current, through the current electrodes and measuring the potential drop between the potential electrodes.

6.9 Backfilling of Boreholes And Pits

If directed by the Engineer-In-Charge, CONTRACTOR shall backfill the boreholes and pits.

The bore-hole shall be backfilled by bentonite/mud-cement grout. The cement and bentonite/mud for the grout shall be in the ratio 1 to 1 by weight, and shall be made into slurry with no more water than is necessary for placing the slurry in the borehole. If there is standing water in the borehole, grout shall be placed by tremmie.

The pit shall be backfilled with proper ramming using the excavated material.

7.0 LABORATORY TESTS

7.1 General

The following Laboratory Tests shall be conducted as per the applicable IS

Codes and as indicated in the Bill of Quantities

All the laboratory testing shall be performed by qualified and experienced personnel, familiar with and having access to equipment and facilities for the accurate determination of data necessary, for requirements under this specification.

7.1.1 Grain Size Distribution

Sieve and hydrometer analysis shall be conducted to indicate complete range of grain sizes of soil samples tested.

7.1.2 Atterberg Limits

The test results shall include liquid limit, plastic and shrinkage limit of the soil samples tested. These tests shall be conducted as per IS 2720 Part 5 and 6.

MUMBAI

INDIA



FOUNDATION REPORT

T E S

A-351



7.1.3 Consolidation Tests

These shall be conducted as per IS 2720 Part 15.

7.1.4 Unconfined Compressive Strength

These tests shall be conducted as per IS 2720 Part 10.

7.1.5 Triaxial Tests

These shall be done for unconsolidated undrained and consolidated undrained with pore pressure measurements. Modulus of Elasticity “E”, shall be determined from the triaxial tests. Relative corrections applied to the computed “E” shall be clearly indicated in the report.

7.1.6 Chemical Tests

Chemical Tests shall be conducted on soil and water samples, to indicate the following parameters: (a) pH (b) Chlorides in PPM and % (c) Sulphate in PPM and expressed as SO3 and SO4. (d) Necessary test for presence of salts in the samples.

7.1.7 Free Swell Index Tests

These tests shall be conducted on samples taken from expansive soil layers, as per IS 2720 Part 40.

7.1.8 Swelling Pressure Tests

These tests shall be conducted on samples from expansive soil layers, as per IS 2720 Part 41.

7.1.9 Permeability Tests

These tests shall be conducted on undisturbed samples, as per IS 2720 Part 36.

7.1.10 CBR Test

These tests shall be conducted as per IS 2720 Part 16, both for soaked and unsoaked conditions on soil samples collected from borrow area which are proposed to be used for road construction. Compaction characteristics viz

MUMBAI

INDIA



FOUNDATION REPORT

T E S

A-351



moisture content and maximum dry density, of the above soil samples shall also be furnished.

7.2 Independent Laboratory

The Engineer-In-Charge reserves the right to have the samples tested in an independent laboratory. If CONTRACTOR is directed to get the sample tested in an independent laboratory, he shall be paid only the actual cost incurred by him if any.

7.3 Programme for Testing

The Engineer-In-Charge will direct CONTRACTOR on samples to be tested and

on type of tests to be conducted. The Engineer-In-Charge is not bound to furnish this information at the beginning of the investigation itself but shall instruct CONTRACTOR at appropriate times during the course of the investigation.

7.4 Standards For Testing

CONTRACTOR shall test the samples as per the relevant IS codes or as directed by the Engineer-In-Charge.

7.5 Access To The Laboratory

The Engineer-In-Charge shall have the right of access to CONTRACTOR's

Laboratory or any other Laboratory where tests have been arranged to be carried out, during the progress of this investigation.

7.6 Submission Of Test Data And Results

CONTRACTOR shall submit when demanded by the Engineer-In-Charge

preliminary copy of the data and the computed results of tests he has already conducted. However, the final report shall contain all the experimental data and the results as indicated in Clause 8.0.

8.0 FORMAL REPORT 8.1 General

CONTRACTOR shall submit his report in two separate volumes. Volume I shall be the main body of the report containing geological history of the site, summarized test data, observations, conclusions and recommendations. Volume II shall be in the form of appendix and shall contain actual field and laboratory observations, calculations of test results, supporting calculations for the recommendation made etc. Initially CONTRACTOR shall submit these volumes to the Engineer-In-Charge in a draft form. After getting the draft approved, 3

MUMBAI

INDIA



FOUNDATION REPORT

T E S

A-351



copies of Volume I and 3 copies of Volume II shall be submitted in the final report form. However hereafter "report" shall refer to Volume I only.

The report shall include, but not limited to items 8.2 to 8.6.

8.2 Plot Plan

A plot plan showing location of all boreholes, trial pits, plate load tests, cyclic plate load tests, dynamic cone penetration tests etc properly drawn and dimensioned with reference to the established grid lines, shall be presented in the report.

8.3 Borelogs

A true cross-section of all boreholes, trial pits showing thickness, position and classification of each soil stratum found between top surface and bottom of the hole shall be shown. The various tests conducted and samples recovered from every soil and rock stratum shall be closely shown against that stratum. Observations for water table and certain peculiar conditions such as artisian condition, sand blow etc shall be noted in the "remarks" column. A record in full of every trial pit or incomplete boring with appropriate explanation shall be reported in the same manner as the completed pits or boreholes.

8.4 Ground Water

All available data on ground water conditions shall be presented separately, shall be identified by borehole number, sampling dates and timing of observations made in a particular borehole.

8.5 Test Results

Results of tests, field as well as laboratory, shall be summarized separately test wise and also in a combined form on a typical sheet as approved by the Engineer-In-Charge. All relevant graphs, charts, diagrams shall be submitted with the report.

8.6 Recommendations 8.6.1 The report based on observations and test results shall encompass theoretical

as well as practical considerations for foundations for type of structures envisaged in the area under investigation. The CONTRACTOR shall acquaint himself with the help of the Engineer-In-Charge about the type of structures and their functions.

MUMBAI

INDIA



FOUNDATION REPORT

T E S

A-351



8.7 Final Report Format

The final report format of the Geotechnical Consultant shall include information and recommendations as stated in Appendix A.

Appendix A

The final report of the Geotechnical Consultant shall include information and recommendations as per the following list.

1. Introduction 1.1 Description of proposed construction 1.2 Purpose and scope of investigation 1.3 Abstract of findings and recommendations

2. Site Conditions

2.1 Site geology, general description 2.2 Potential geologic hazards 2.3 Site surface description 2.4 Site topography, general description 2.5 Description of above ground obstructions

3. Subsurface Conditions

3.1 Stratigraphy 3.2 Subsurface material properties, general description 3.3 Ground water elevations and expected variations 3.4 Description of underground obstructions encountered or otherwise identified

4. Field Investigation

4.1 Summary of operations 4.2 Description of sampling procedures 4.3 Description of field tests 4.4 Logs of borings, soundings, pits, wells, etc. containing:

4.4.1 Plan locations referenced to plant coordinate system. 4.4.2 Complete descriptions and thicknesses of all strata, including near-

surface materials such as paving, base course, topsoil, fill, etc. 4.4.3 Ground surface elevations referenced to plant datum. (Refer

Clause 6.1). 4.4.4 Standard penetration test values. 4.4.5 Results of all field tests.

MUMBAI

INDIA



FOUNDATION REPORT

T E S

A-351



5. Laboratory Tests 5.1 Description of tests 5.2 Test results

6. Hydrology

6.1 Erosion potential 6.2 Percolation

7. Foundation Recommendations

7.1 Type(s) of foundation recommended 7.2 Basis for selecting recommended foundation type(s) 7.3 Recommendations for foundation type(s) selected 7.4 Recommendations for deep foundations regardless of foundation type

selected 7.5 Recommendations for shallow foundations regardless of foundation type

selected 7.6 Soil strength parameters used in determining design capacities

8. Shallow Foundation Recommendations

8.1 Spread footings: Depth below grade, size and shape restrictions 8.2 Mat foundations: Depth below grade, modulus of subgrade reaction 8.3 Tank foundations: Recommendations and restrictions, excavation and

backfill, ring wall or mat considerations. 8.4 Vibratory equipment foundations: Dynamic shear modulus, Poisson’s

ratio, other considerations. 8.4.1 Based on correlations from published literature 8.4.2 Based on in-situ testing

8.5 Ultimate and allowable net soil bearing capacity 8.5.1 As a function of the shape and size of foundation, depth of

embedment, and soil strength. 8.5.2 Any increase in net allowable bearing capacity for hydro test loads.

8.6 Foundation settlement 8.6.1 As a function of loading, shape and size of foundations, and

compressibility of sub-soils 8.6.2 Immediate settlement during construction 8.6.3 Long term settlement 8.6.4 Time rate of settlement 8.6.5 Effect of adjacent foundation

MUMBAI

INDIA



FOUNDATION REPORT

T E S

A-351



8.6.6 Differential settlement for tanks 8.6.6.1 Along the perimeter 8.6.6.2 Center of tank to perimeter 8.6.6.3 Slope of tank bottom after anticipated settlement 8.6.6.4 Limitations or recommendations for hydrotest procedures to

minimize differential settlement 8.6.6.5 Anticipated settlement and rebound during hydrotest and

specific measurements during hydrotest. NOTE: - Settlement values for non-cohesive soils shall also include correction factor for

Ground Water Table, as stated in IS 8009 Part 1.

9. Deep Foundation Recommendations

9.1 Type of pile and basis for recommendation 9.2 Ultimate and allowable axial compression capacity through end bearing

and skin friction 9.2.1 Capacity vs length 9.2.2 Any increase in capacity for hydrotest loads

9.3 Minimum and maximum tip elevations, when applicable 9.4 Ultimate and allowable axial uplift capacity

9.4.1 Uplift capacity vs length 9.4.2 Any increase in capacity for hydrotest loads

9.5 Allowable lateral capacity 9.5.1 Applied lateral loading vs deflection of pile head 9.5.2 Pile moment vs depth 9.5.3 P-Y curves 9.5.4 Recommendations for generation of P-Y curves and required

parameters (cohesion, friction angle) 9.6 Negative skin friction considerations 9.7 Spacing, group action and use of batter piles 9.8 Settlement considerations 9.9 Vibratory equipment foundations, spring constants in each direction for

recommended pile type 9.10 Driven pile installation considerations

9.10.1 Driving criteria, including refusal criteria 9.10.2 Wave equation analysis 9.10.3 Pre-drilling requirements / restrictions 9.10.4 Potential problems and recommended solutions 9.10.5 Pile installation near existing facilities

9.11 Bored pile considerations 9.11.1 Installation equipment requirements 9.11.2 Casing / slurry considerations 9.11.3 Installation criteria and recommendations 9.11.4 Potential problems and recommended solutions

MUMBAI

INDIA



FOUNDATION REPORT

T E S

A-351



10. Soil Properties

10.1 Coefficient of friction or adhesion values between soil and concrete 10.2 Unit weight of soil 10.3 Cohesion and angle of internal friction 10.4 Chemical analysis and other properties of soil and ground water at depths

of proposed structural elements and utilities, as follows: 10.4.1 pH value 10.4.2 Electrical conductivity (laboratory determination) 10.4.3 Chloride ion (CI) concentration 10.4.4 Sulfate ion (SO4) concentration 10.4.5 Electrical resistivity of soil (field determination) 10.4.6 Yearly average moisture content of soil 10.4.7 Thermal resistivity of soil

10.5 Permeability 10.5.1 Laboratory determination 10.5.2 In situ determination

10.6 Recommended protective measures due to effect of chemical nature of soil and water on concrete and steel

11. Excavation Considerations

11.1 Allowable excavation slope inclinations, temporary and permanent 11.2 Groundwater control

11.2.1 Recommended dewatering method 11.2.2 Temporary and permanent groundwater control 11.2.3 Flow quantities

11.3 Foundation subgrade 11.3.1 Heave control 11.3.2 Protection / preserving integrity of subgrade

11.4 Effects on existing facilities 11.5 Potential excavation problems 11.6 Rock excavation

11.6.1 Rippability of rock 11.6.2 Definition of rock for contract documents 11.6.3 Rock quantity estimate guidance

11.7 Pressure diagrams for shoring design 11.8 Applicability of specialized shoring / stabilization procedures 11.9 Classification of soil types

12. Earthwork

12.1 Topsoil : Thickness for stripping, definition for contract documents

MUMBAI

INDIA



FOUNDATION REPORT

T E S

A-351



12.2 Suitability of on-site material for structural and non-structural fill 12.3 Special preparations or other requirements for use of on-site material 12.4 Availability of imported fill 12.5 Subgrade preparation 12.6 Recommended compaction criteria and moisture content control 12.7 Potential compaction difficulties and recommended solutions

13. Earth Pressures 13.1 Active earth pressure, at-rest earth pressure 13.2 Ultimate and allowable passive soil resistance for on-site soils, and

recommended fill and backfill material 13.3 Groundwater considerations 13.4 Drainage requirements

14. Dykes and Embankments

14.1 Recommended slope inclination 14.2 Slope stability analysis 14.3 Settlement 14.4 Seepage analysis 14.5 Erosion protection of slopes 14.6 Foundation and subgrade preparation 14.7 Fill material: Type, compaction and moisture content control

15. Roads and Pavements

15.1 Natural soil and fill, subgrade suitability 15.2 Recommended California bearing ratio value for Road / Pavement design

15.2.1 Based on correlations from published literature 15.2.2 Based on laboratory testing 15.2.3 Based on in-situ testing

15.3 Recommended modulus of subgrade reaction for Paving design 15.4 Treatment for improving subgrade, if required 15.5 Base course, sub-base course and shoulder recommendations 15.6 Surfacing recommendations 15.7 Base, sub-base, and subgrade drainage recommendations 15.8 Complete pavement system design

16. Other Considerations and Recommendations For :

16.1 Frost susceptibility of soils, frost depth 16.2 Liquefaction potential of soils

MUMBAI

INDIA



FOUNDATION REPORT

T E S

A-351



16.3 Swelling potential of soils, including depth of zone of soil moisture content fluctuation

16.4 Collapsible or dispersive soils 16.5 Effects of proposed construction on existing facilities or adjacent property 16.6 Geologic or other potential hazards 16.7 Recommendation for additional investigation, beyond the scope of the

present work, if necessary.

TOYO ENGINEERING INDIA LIMITED -...

Documents

Transcript of TOYO ENGINEERING INDIA LIMITED -...