Tata Memorial Centre Tender

c) Depth exceeding 3.0m and up to 4.5m from Ground level

Earthwork excavation in foundation pits, trenches, misc. works, etc. in soft rock upto depths mentioned below including shoring and dewatering, if necessary, trimming, ramming and preparing the bed for foundation and refilling around foundation and in plinth with selected excavated earth, in layers not exceeding 150mm thick, watering, consolidation to ontain 90% proctor density and disposing of the surplus excavated materials within a distance of 300m, etc. complete as per specifications, drawings and as directed by the Engineer-in-charge.

a) Depth not exceeding 1.5m from Ground level

b) Depth exceeding 1.5m and up to 3.0m from Ground level

c) Depth exceeding 3.0m and up to 4.5m from Ground level

Earthwork excavation in foundation pits, trenches, misc. works, etc. in hard rock by chiselling or by using machines such as poclain with jack hammer, etc. upto depths mentioned below including shoring and dewatering, if necessary, trimming and preparing the bed for foundation and refilling around foundation and in plinth with selected excavated earth, in layers not exceeding 150mm thick, watering, consolidation to obtain 90% proctor density and stacking or disposing of excavated materials within a distance of 300m, etc. complete as per specifications, drawings and as directed by the Engineer-in-charge.

a) Depth not exceeding 1.5m from Ground level

b) Depth exceeding 1.5m and up to 3.0m from Ground level

c) Depth exceeding 3.0m and up to 4.5m from Ground level

Soil Investigation: Boring vertically through all kinds of soils, weathered rock and soft rock, boulders, if any, met during drilling with suitable and adequate equipment of diameter, 100mm or more as required for depths as measured below existing ground level at rig location, including collection of soil & ground water samples, representative disturbed & undisturbed samples, labelling, handling & transporting it to laboratory for testing including Core Recovery Ratio (CRR) & Rock Quality Designation (RQD) measurement for rock samples as per IS:11315 (part 11), etc. all as per specifications for the following depths measured from exisiting ground level:

a) Depth from 0.0 m and upto 10 m

b) Depth from 10 m and upto 20 m

c) Depth from 20 m and upto 30 m

Drilling vertically through bedrock strata (Hard rock), using Nx size diamond bit or impregnated diamond bits, etc. depending on type of rock encountered, using double tube core barrel with suitable core catcher, including collection and logging of cores, placing them in approved wooden core boxes coated with a coat of Anti Termite chemical, in a proper sequence, numbering each core, noting the lithology and transporting the boxes to core store including Core Recovery Ratio (CRR) & Rock Quality Designation (RQD) measurement for rock samples as per IS:11315 (part 11), etc. all as per specifications for the following depths measured from exisiting ground level:

a) Depth from 0.0 m and upto 10 m

b) Depth from 10 m and upto 20 m

c) Depth from 20 m and upto 30 m

Field Test ( Insitu test ) Note: - No extra payment will be made for the following: 1) Mobilisation of personnel and equipments required for boring and in-situ tests, etc. 2) Dismantling and removal of various used equipments & accessories, etc. as required after completion of the work. 3) Backfilling of boreholes digged with 1:1 cement-bentonite grout as per directions of Engineer-in-charge to make the borehole site as per the original conditions Conducting Standard Penetration Test (SPT) as per IS:2131

Conducting Dynamic Cone Penetration Test (DCPT) as per IS:4968

Conducting Electrical Resistivity Test as per IS:3043-2018 for designing safety grounding system for the entire area The specification for the equipments and other accessories required for performing the test, test procedure and reporting of field observations shall conform to IS:3043-2018. The test shall be conducted using Wenner's four electrode method as specified in IS:1892, Appendix-B2. unless otherwise specified. At each test location, the test shall be conducted along two perpendicular lines parallel to the co-ordinate axes. On each line, minimum of 8 to 10 readings shall be taken by changing the spacing of the electrodes from an initial small value of 0.5m upto a distance of 10m.

Cyclic Plate Load Test Cyclic Plate load test shall be conducted as per IS:5249 to obtain elastic rebound of plate corresponding to each intensity of loading, from which load intensity vs elastic rebound shall be plotted and coefficient of Elastic uniform compression shall be calculated. Also, determine the bearing capacity and load / settlement characteristics of soil / weathered rock at shallow depth by loading a plane and levelled steel plate kept at the desired depth and measuring the settlement under different loads upto 500 kN/sqm as test pressure or until desired settlement takes place or till failure occurs, whichever is earlier. a) Specification of equipment and accessories required for conducting the test and their assembling shall conform to IS:1888 and Test procedure, field observations, reporting & analysis of results, etc. shall conform to IS:5249. b) Size of Test pit shall not be less than five times the plate size. Location of the Test pit and depth below existing ground level shall be as per drawing or as directed by Engineer-in-charge. Cost for Excavation & backfilling of Test pit will be paid under separate item. c) If Ground water table is above the test level, it shall be lowered and maintained at the test depth for entire duration of the test. Cost of dewatering shall be included in the quoted rates.

d) Reaction method of loading shall be adopted unless otherwise specified. Settlement shall be recorded from dial gauges placed at four diametrically opposite ends of the test plate. Test plate shall be of Mild steel, 600mm x 600mm size and at least 25mm thick. The bottom of the Test pit shall be levelled before placing the plate in position for conducting the test. e) Seating load of 7 kN/sqm shall be applied and after the dial gauge readings are stabilized, load shall be released and initial readings of the dial gauges be recorded after they indicate constant reading. First increment of load should be applied to plate and maintained constant till rate of settlement becomes negligible. Final readings of dial gauges should then be recorded. Entire load then removed quickly but gradually and plate is allowed to rebound till rate of rebound becomes negligible and reading of dial gauges noted. Load then increased gradually till it reaches next higher stage of loading which shall be maintained constant and final dial gauge readings noted. Entire load then reduced to zero and dial gauge readings recorded when rate of rebound becomes negligible. Cycles of loading, unloading and reloading are continued till estimated ultimate load has been reached and final value of dial gauge readings noted each time. Load shall be applied in equal increments such that ultimate load is reached in 5 to 6 increments. Under each loading and unloading stage, record of ‘time vs settlement’ shall be kept as specified in IS:1888.

Determination of soil absorption capacity by conducting Percolation tests as per IS 2470 (part 2) and enclosed specifications, including boring / digging hole of 300 mm diameter up to depth of 4.0 m below existing ground level at location shown in drawing or as instructed at site including submission of boring log, observations during tests and final report on percolation rate. Laboratory Tests All the Laboratory tests are to be conducted in NABL accredited laboratory in presence of departmental representatives.

Grain size analysis including Grain size distribution curves as per practice

a) Sieve analysis as per IS:2720 (part 4)

b) Hydrometer or Pipette analysis Note: The test shall be conducted on Disturbed or Undisturbed samples collected from borehole as directed by Engineer-in-charge.

Bulk Density, Dry density and natural moisture content

Specific gravity as per IS: 2720 (part 3)

Liquid Limit, Plastic Limit, Plasticity index, etc. as per IS: 2720 (part 5)

Consolidation test giving all relevant information including but not limited to pressure versus void ratio curve, Compression index, preconsolidation pressure, Coefficient of secondary compression, Coefficient of consolidation, Coefficient of volume compressibility

Un-confined compressive strength on Undisturbed / Disturbed soil sample as per IS : 2720 (part 10) as directed by Engineer-in-charge

Direct Shear test on Undisturbed / Disturbed soil sample as per IS:2720 (part 13) as directed by Engineer-in-charge

a) Undrained

b) Drained

Undrained Triaxial compressive strength on Undisturbed / Disturbed soil sample as per IS:2720 (part 11) as directed by Engineer-in-charge

Unconfined compression strength (UCS) of rock core as per IS:9143

a) without saturation

b) with atleast 7 days saturation

Water absorption and Porosity tests on rock cores as per IS:1124

Chemical analysis of Water taken from bore holes / test pits at different levels for parameters such as chloride, sulphate, calcium, magnesium, sodium, potassium, pH value, organic & inorganic solids, suspended matter etc.

Chemical analysis of Soil samples taken from bore holes / test pits at different levels for parameters such as chloride, sulphate, calcium, magnesium, sodium, potassium etc.

Laboratory CBR test for strength evaluation of subgrade shall be carried out as per IS:2720 (part 16) on remoulded selected soil sample (compacted to 97% modified proctor density) after soaking the same in water for 4 days. Also, moisture content versus dry density relationship of above shall be furnished in report. Note: - Each CBR test involves testing on 3 specimens and final CBR value shall be average of same.

Report: Preparing and submitting Final Geotechnical report in three Hard copies along with soft copy in Pendrive of subsoil investigation as detailed in the specifications including preparation of soil profile, bore logs, consolidation curves, etc. along with supporting calculations.The soil investigation report shall indicate the interpretation of the field and laboratory test results and make recommendations for type of foundations and net safe bearing capacities for design of foundation at various depths, pile capacity in addition to the routine report of the field work, laboratory work, bore hole log details, ground water table, levels, conditions etc. maintaining field books, and to be submitted at the end of work to department. The Geotechnical report shall incorporate i) Layout plan showing location of all boreholes and field tests, along with levels of existing ground at such locations with reference to datum as specified by Engineer-in-charge, properly drawn to scale and dimensioned with reference to established grid lines ii) All the details stipulated under technical data / requirement as per schedule of quantities iii) Existing Ground water table and the extent of fluctuation, if any iv) Cross-section of all individual boreholes with reduced levels and coordinates showing classification and thickness of individual stratum, position of ground water table, various in-situ & laboratory tests conducted and samples collected at depths and the rock stratum, if met with v) Set of longitudinal and transverse soil / rock profiles connecting various boreholes shall be presented in order to give clear picture of variation of soil / rock strata (both vertically and horizontally) at site vi) Plot of SPT 'N' value (both uncorrected and corrected) with depth vii) Recommendations shall include but not be limited to following:

a) Suitability & type of foundation (Shallow / Pile foundation), Depth of foundation, Net Allowable Bearing Pressure on the soil at different founding depths (such as 1.5m, 3.0m and 4.5m depth) below existing ground level for Shallow foundations (Isolated, Strip & Raft foundation) of different sizes along with supporting calculations. The expected short-term and long-term settlements for the recommended bearing pressures shall be clearly spelt out. b) For Pile foundation, Type of pile (End bearing or Frictional pile) and reasons for recommending the same considering soil characteristics, suitable founding strata for pile, Pile capacity (Vertical, Lateral and Uplift cpacity for Bored cast-in-situ concrete piles having diameter 500mm and 600mm with socket depth as per IS:14593 for End bearing or pile depth 10m and 15m from cutoff level for Frictional pile), pile termination criteria, magnitude of negative skin friction, if any, to be considered in pile design shall be furnished in report along with supporting calculations c) Modulus of Subgrade reaction, Modulus of Elasticity, Shear modulus from Cyclic Plate load test results along with time-settlement and load-setlement curves for various footing sizes at founding level indicated above d) Susceptibilty of sub-soil strata to liquefaction in event of earthquake and recommendation on remedial measures, if any e) Geological sections, soil profiles, Logs of subsurface explorations, field test results, laboratory test results f) Stability of soil to carry out open excavation, Safe slope needed to be maintained throughout the work and need to install soil retention system with recommendation on type of such system, keeping in view that excavation level may reach up to depth of 4.5m or more, below existing ground level depending on the soil properties in different layers g) Suitability of excavated earth in backfilling h) Recommendation for type of cement to be used and any treatment to the underground concrete structures based on chemical composition of soil and sub-soil water i) Electrical resistivity of sub-soil based on Electrical resistivity tests including electrode spacing vs cumulative resistivity curve j) Percolation rate of sub-soil based on Percolation test, along with boring log and observations during tests k) 4-days soaked CBR value of subgrade