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| 1 | Mobilisation and demobilisation of suitable boring and drillingplant and all other allied equipment like boring rigs, all other in-situ tests equippments, and all equipment necessary to do the work under scope of this work etc. including all skilled and non-skilled personnel required for the work etc. complete anddemobilisation of same on completion and removal from site (CONTRACTOR to mobilise sufficient equipment to the site in order to complete the work within the stipulated time-frame.)Drilling rigs must be capable ofvertical drilling through all kinds of soils and all types of soft to hard basaltic / Granite rock all as per specification & drawing and as directed by the Engineer-In-charge. |
| 2 | Setting up of boring rig at each location,for each borehole location only once for each borehole location including moves between borehole position, locating and marking the location on the ground by actual survey, setting up all field test equipment and bringing all personnel to the location, making area good for setting up rig etc. complete. (receiving boreholes of cross borehole test are also to be setup)Any criss-cross or back and forth movement of the rig can take place, all as per specification & drawing and as directed by the Engineer-in-charge. |
| 3 | 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 116 / 150 mm or morefor all depths measured below existing ground level at rig location, casing shall be provided wherever required &as directed by Engineer-In-Charge.Note: Core recovery of 20% and less is also considered as boring through soil,weathered rock and soft rock boulders. |
| 4 | Drilling vertically through bedrock strata (weathered/Hard rock), using NX/ NQ size diamond bit, using (wireline, if required) double tube core barrel with suitable core catcher, including collection and logging of cores, placing them inapproved core boxes made of Galvanised Iron (GI) 22 guage of standard size, numbering and indexing each core, noting the lithology, colour photographs (100X150mm size) of rock cores, locking arrangements, labelling and transporting the boxes to core store/laboratory located with in BARC (V) campus and as per the direction of EIC for the following depths measured from existing ground level all as per requirements and as per IS:4078 and as directed by Engineer-In-Charge . |
| 5 | a)0mto 20m. From G.L |
| 6 | b)20mto 40m. From G.L |
| 7 | c)40mto 60m. From G.L |
| 8 | d)60mto 80m. From G.L |
| 9 | e)80mto 100m. From G.L |
| 10 | e)100m to 120m. From G.L |
| 11 | Obtaining 90mm diameter, 450mm long undisturbed soil samples (UDS) from boreholes at every change in stratum orfor every 1.5m stratum depth, whichever is less, as per IS:2132, WITH JARRING LINK and sealing and labelling the container & to be tested in site laboratory used fordetermining various parameters all as per specifications and as directed by Engineer-In-charge.Note:First UDS sample shall be collected at 0.5m /1.0m depth in general. |
| 12 | Conducting Standard Penetration Tests (SPT)soil, soft and weathered rockat every change in stratum or1.5m, whichever is less, as per IS:2131, and collecting, packaging and labelling disturbedsoil/rock samples above and with a part of the distrubed soil samples from SPT sampler to be coated with paraffin wax and sealed immediately after collection to completely retain all moisture within the sample ( to be used in laboratory for Grain Sieve Analysis, hydrometer or pipette analysis, Liquid Limit, Plastic Limit, Plastic Index, Specific Gravity, chemical analysisand any other tests), and other part of the sample to be collected, packaged, sealed, labelledand to be placed in core boxes allas per specifications and as directed by Engineer-In-Charge. |
| 13 | Conducting Standard Penetration Tests (SPT) in soil, soft and weathered rockat every change in stratum or1.5m, whichever is less, as per IS:2131, and collecting, packaging, sealing and labelling disturbedsoil/rock samples and to be placed in core boxes allall as per specifications and as directed by Engineer-In-Charge. |
| 14 | Conducting Standard Penetration Tests (SPT) in rock with RQD greater than 10%and less than up to 25%as per IS:2131, including replacement of SPT shoe by a new SPT shoe for each SPT all as per specifications and as directed by Engineer-In-Charge. |
| 15 | * NOTE for Item No 6,7 and 8: Standard penetration test shall be conducted at 1.5m interval. Sequence of conducting SPT shall be changed in each bore hole. Say for first bore hole SPT started at 1.5 m depth then 3.0 m, 4.5m……….. etc. For next bore hole it shall be started at 1m depth then 2.5m, 4.0m …… etc. Similiarly for other bore holes. So that staggered value of SPT’s obtained for entire site. |
| 16 | Conducting Single packer permeability test in weathered and hard rock up to maximum effective pressure of 10Kg/sq.cm for each rocky stratum or at depth corresponding to RQD values of 25%, 50% and 75%, all as per IS:5529 (Part 2). Each unit of this item shall consist of a series oftestswith pressure ofthree(3) equal increments to the maximum and three(3) equal decrements etc.,as per specifications and as directed by Engineer- In- Charge. |
| 17 | Conducting Double Packer Cyclic Permeability test in weathered and hard rock upto maximum effective pressure of 10Kg/sq.cm, for each rocky stratum or at depth corrosponding to RQD values of 25%, 50% and 75%, all as per IS:5529 (Part 2). Each unit of this item shall consist of a series of three tests with pressure ofthree(3) equal increments to the maximum and three(3) equal decrements etc.,as per specificationsand as directed by Engineer-In- Charge. |
| 18 | Conducting Pressuremeter Testas per IS:12955 (Part 2)/ ASTM D4719 in NX size bore holes in specified boreholes for each soil stratum at specified depths in soil stratum as well as in weathered and hard rock at depths corresponding to each rocky strata preferably at interval of 5m as well asat depth corresponding to theRQD in the order ofless than10 %, 25%, 50% and 75%with Electronic Probe for a pressure upto200bar or failure which occurs earlier and submitting parameters (like Deformation modulus, Elastic modulus, shear modulus, limiting pressure, Creep pressure, Coefficient of Elastic uniform compression and safe allowable bearing pressure, pile load capacity and associated settlements of foundations, piles and pile group etc. and all data required as mentioned in specifications), all as per specification and as directed by Engineer-In-charge. |
| 19 | a) in Soil and Weathered Rock (RQD less than 10%) |
| 20 | b) in Hard Rock (RQD in the order of of 25%, 50% and 75%) |
| 21 | c) Bursting of pressuremeter probe |
| 22 | Observation of ground water table and its variation and collecting ground water samples from boreholes at specified depths (minimum 1 litre) as per IS:6935 and as directed by the Engineer-In-Charge.Note: The groundwater sampling should be collected after 24hours of completion of boreholes |
| 23 | Conducting Cross borehole test as per IS:13372 (Part 2) / ASTM D-4428M comprising of three boreholes (NX size), at various depths, including pvc pipe casing, grouting, backfilling of boreholes after completion of test, excluding drilling of bore holes, all as per drawings, specifications and as directed by Engineer-In-Charge.NOTE: 1. Drilling of bore holes shall be paid separately under relevantitems No. 2, 3 and 4(a) to 4(b).2. The tests are to be performed in orthogonal directions as specified in the drawing.3. The test conducted in each direction shall be considered as one test.(1No.)4.Cross bore hole test in one direction shall comprise of one source borehole (main borehole) and two receiver boreholes spaced 3m/5m apart or as shown in the drawing.5. The test on the orthogonal direction shall have the same source borehole (main borehole) and two more receiver boreholes in the orthogonal directions spaced3m/5m apart or as shown in the drawing.The observations at every 1.5m intervals up to complete depth of bore hole are to be recorded or as directed by Engineer-In-Charge. |
| 24 | Backfilling of boreholes with 1:1 cement : bentonite/ mud grout as per specification. Operating of this item is must for satisfactory completion of work. |
| 25 | Conducting vertical plate load test upto 80 t/sq.m. or failure whcich ever occurs earlier at founding level/ at weathered rock level (foundation level )/ at weathered rockexpected at 5 metres depth/or as per site condition from exisitng ground levelfor a plate of size 600mm (square/dia) all as per specifications and as directed by Engineer-In-charge. |
| 26 | Conducting Multi Electrode Electrical Resistivity Test by using 2D profiling with 5m spread (Profile Length of 72m x 5m) as per IS:1892 and IS:15736 all as per drawing and as directed by Engineer-In-Charge. |
| 27 | Collection of soil samples at 0.5m, 1m, 2m depths, packing and labeling of soil samples (Undisturbed/disturbed samples), conducting field tests for bulk and dry density, field moisture. Samples so collected should be sufficient for conducting field and lab tests as per specifications. Size of pit shall be 1.2m x1.2m or as decided by the Engineer-In-Charge as per the site conditions and technical requirements. |
| 28 | Conducting the Acoustic Logging test to measure the potential and resistances of formation by an electrode system at various elevationto determine the in-situ elastic properties (P-wave and S-wave velocities) of subsurface formations for geotechnical/geophysical evaluation maintaing the recording speed of 3 m/min as per ASTM-D5753 & IS 15755 and as directed by Engineer-In-charge. |
| 29 | a) 0-50m |
| 30 | b) 50-100 m |
| 31 | Conducting the Resistivity logging test to measure the resistivity of the formations in and surrounding the hole which will help in establishing and correlating the geological strata between two or more boreholes along with quality of water and porosity below the water table with the recording speed of 5m/min as per ASTM-D5753 & IS 15755 and as directed by Engineer-In-charge. |
| 32 | a) 0-50m |
| 33 | Conducting the Gamma-Gamma logging test to measure the intensity of scattered radiation from a system at desired elevation to calculate bulk density of subsurface formations with the help of the sonde contains a source of gamma radiation i.e. cesium-137 maintaining the recording speed of 3 m/min as per ASTM-D5753 & IS 15755 and as directed by Engineer-In-charge. |
| 34 | a) 0-50m |
| 35 | b) 50-100 m |
| 36 | Conducting the Natural Gamma logging test to measure natural gamma radiation emitted by subsurface formations maintaing the recording speed of 3 m/min as per ASTM-D5753 & IS 15755 and as directed by Engineer-In-charge. |
| 37 | a) 0-50m |
| 38 | b) 50-100 m |
| 39 | Conducting Seismic Refraction Test (SRT) to measure the velocities of compressional waves from the time curve of seismic wavesby using 24/48 channel seismographs at 5.0m spacing (single line) with sludge hammer depending on the range of sub-surface investigation IS 15681:2006. and as directed by Engineer-In-charge. |
| 40 | II. LABORATORY TESTS |
| 41 | (A) TESTS ON SOIL |
| 42 | Conducting grain sieve analysis of soil(Sieve analysis & Hydrometer analysis) and submission of grain size distribution curve as per IS:2720(Part-4) of the soil (SPT/UDS) samples and Classification of soil as per IS:1498 for every soil stratum in each borehole in alternate and staggered manner to represent each soil stratum. Sutability of Soil for various purpose shall be reported as directed by the Engineer In Charge. ** Note: Distribution curve, Cu, Cc, D50 and soil classification shall be mentioned in the report. |
| 43 | (a) Grain Sieve analysis. |
| 44 | (b) Hydrometer or Pipette analysis |
| 45 | Conducting tests for Atterberg/Consistency Limits (SPT/UDS) samples such as Liquid limits, Plastic limits, Plasticity Index, Shrinkage limits,Shrinkage ratio to represent each soil stratum andsubmission of reports complete geotechnical characterization and engineering properties of soil as per specifications and IS:2720(Part 5&6) and as directed by Engineer In Charge. |
| 46 | a) Liquid limit, Plastic Limit and Plasticity Index |
| 47 | b) Shrinkage limit and Shrinkage Ratio |
| 48 | ConductingNatural Moisture content, Bulk density, dry density, Specific gravityand void ratio of soil (SPT/UDS)samples to represent each soil stratum as per IS:2720 (Part 2 & Part 3 )and specifications and submission of test reports as directed by Engineer-In-charge.. |
| 49 | Chemical analysis of undisturbed soil samples or disturbed SPT soil samples coated with wax including Total soluble solids, Organic matter,pH, total Soluble sulphates (as SO3 & SO4), chlorides, Nitrate Contents, chemical salinityand any other chemicals harmful to the foundation material as per IS:2720 (Part 21, 22, 26, 27) as per specifications and as directed by Engineer In Charge. |
| 50 | Same as in Item No. 28 above, but on 2:1 water:soil extract of the soil samples, givingsulphates as SO3 only. |
| 51 | Chemical analysis of sub soil water samples, includingcolour, odour, turbidity, pH, Specific conductivity at 25 deg. and carbonates, nitrate, organic matter, sulphates as SO3, chlorides,soluble salt content etc as per IS:3025 for one or more water samples collected from each boreholes and submission of reportas per specifications and as directed by Engineer-In-Charge. |
| 52 | Conducting Permeability test ( constant head method for coarse grained soil and falling head method for fine grained and cohessive soils) in laboratory as per IS:2720 (Part -17) and as per IS 2720(Part -36 for granular soil) as per specifications and as directed by Engineer-In-Charge. |
| 53 | Consolidation tests on undisturbed soil samples or on soil samples representative to each soil stratum compacted to specified density, giving full test results including unit weights, specific gravity, e-log p curve, virgin curve, pre-consolidation pressure (P0), initial and final void ratios, compression index(Cc), coefficient of permeability(Cv), coefficient of compressibility(av) and coefficient of volume change(mv) and t50 or t90 for all pressure increments etc and settlement calculations as per IS: 2720 (Part-15) & as directed by Engineer-In-Charge. (Tests without presentation of lab test readings for individual load increments and consolidated report as per APPENDIX A and B of the IS:2720 (Part-15) and without these results the test shall not be paid.) |
| 54 | Unconfined Compressive Strength test on undisturbed soil samples of cohesive soils of each soil stratum as per IS:2720 (Part- 10) along with submision of report of compression strength, undrained shear strength and bearing capacity as directed by Engineer-In-Charge. |
| 55 | Conducting Direct shear test in consolidated drained condition on undisturbed soil samplesor soil samples compacted to specified density and submiting full test report including lab readings of complete test, cohesion and angle of friction (CD test), shear strength etc. Tests to be conducted as per IS:2720 (Part-13) or as per IS:2720 (Part-39) for soils containing gravel) and as per direction of Engineer-In-Charge. |
| 56 | Conducting Triaxial Shear Strength Test on undisturbed soil samples or on soil samples compacted to specified density representative to each soil stratum. Tests to be conductedalong withsubmission oftest reports including lab observation readings, cohession and angle of internal friction, shear strength envelope, stress-strain behaviour, poissions ratio and elastic modulus as per specifications and IS:2720(Part-11&12) and as directed by Engineer-In-Charge. |
| 57 | a) Unconsolidated Undrained(UU, withoutpore water pressure measurement) |
| 58 | b) Consolidated Undrained (CU including pore water pressure measurement) |
| 59 | Carrying out Proctor Density Testas per IS:2720 (Part 7)to evaluate Bulk density, Dry Density, Optimum Moisture Content. as directed by Engineer-In-Charge. |
| 60 | Conducting CBR test as per IS : 2720 part XVI. Test to be conducted after removal of top soilall as per specifications and as directed by the Engineer-in-charge. |
| 61 | (B) TESTS ON ROCK |
| 62 | Conducting True Specific gravity of rock core samples corresponding to each rocky strata and submission of reports as per IS: 1122 and specifications as directed by Engineer-In-Charge. |
| 63 | Conducting water absorptionof rock samples as per IS:1124 and specification as directed by Engineer-In-Charge. |
| 64 | Unit weight, water content, porosity, bulk density, dry density of rock sample corresponding to each rocky strata as per IS:13030 and specifications as directed by Engineer-In-Charge. |
| 65 | Conducting Unconfined compressive strength of rock core at depths corresponding to RQD=25%, 50% and 75% or corresponding to each rocky strata with submission of Unconfined compressive strength of intact rock as per procedure in IS:9143 andstress-strain curve, poissions raatio and deformation modulus as per IS:9221 and specification as directed by Engineer-In-Charge. |
| 66 | Point load strength index test on rock core at depths corresponding to RQD=25%, 50% and 75% or corresponding to each rocky strata as per IS:8764 and as per specifications as directed by Engineer-In-Charge. |
| 67 | Braziliantest on rock core at depths corresponding to RQD=25%, 50% and 75% or corrosponding to each rocky strata along with submittion of tensile strngth as per IS:10082 and as per specifications as directed by Engineer-In-Charge. |
| 68 | Conducting Triaxial compression test on rock core with internal pressure up to 160kg/sq.cm on minimum 3 samples with 3 different confining pressures, at depths corrosponding to RQD=25%, 50% and 75% or corrosponding to each rocky strata as per procedure in IS:13047or ASTM D 2664-86 and submission of report including cohession and angle of inter friction, shear strength envelope along with stress-strain curve, poissions raatio and deformation modulus as perspecification as directed by Engineer in Charge. |
| 69 | Carrying out petrographic examination of rock sample as per ASTM: C-295 for determination of core recovery, rock quality designationand rock mass rating in each borehole, for each rock stratum andsubmission of test result as directed by EIC. |
| 70 | Conductingtest of Chemical analysis of rock coresas per IS :1760 (Part 3) or as directed by Engineer-In-charge. |
| 71 | IV. REPORT |
| 72 | Preparation and submission of Three (3) hard copies of Draft reports as specified followed by Five (5) hard copiesof Final report of Geotechnical Investigations as detailed in specifications along with FIve (5) soft copies of the same on the DVD along with bore hole location drawing. Field and laboratory record sheets shall also to be submitted. |
