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| 1 | Mobilisation and demobilisation of not limited to Jackup Barge, Tugs, boats crew transfer vesselsincluding suitable boring and drilling plant 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 contractetc. 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.Notes:1. The item cost is also inclusive of the cost required for mobilization & de-mobilization from nearest sea port or jetty to proposed loaction & vice-versa. No seperate claim shall be entertained for the same.2. Whenever the delivery of Services and incidental Goods/ Works requires the contractor to obtain permits, approvals, and licenses from local public authorities, it shall be the contractor\"s sole responsibility to obtain these and keep these current and valid. Such requirements may include but not be restricted to licences or environmental clearance if required. If requested by the contractor, the Procuring Entity shall make its best effort to assist the contractor in complying with such requirements in a timely and expeditious manner, without any dilution of the Contractor’s responsibility in this regard. |
| 2 | Setting up of Jack up Barge at each borehole location, from Low tide line to 700m inside sea(offshore), at BARC Visakhapatnam siteand movement from each borehole location only once for each borehole location including moves between borehole position, locating using DGPS upto accuracy of +/-5m including crew transfer and all the movement of the team from noshore to marine environment as per the drawing and as directed by the Engineer-in-charge.Note:1. Total 13 Nos. of setting of boring rigs locations are for individual boreholes locations as per drawings (issued to successful bidders). From LTL to 700m length equidistance 10 Bore holes(BH)& 3 BH at 700 distance offshore for intake structure. At least One BH shall be of 60m deep from sea bead rest all upto 30m depth from sea bed. |
| 3 | Boring vertically through all kinds of soils, weathered rock and soft rock, boulders, if any metwith suitable and adequate equipment of diameter 116 / 150 mm or more during drilling, for the depth as measured below existing ground level. |
| 4 | 0-10m from sea bed |
| 5 | 10-20m from sea bed |
| 6 | 20-30m from sea bed |
| 7 | Drilling vertically through bedrock strata (Hard rock), using Nx size diamond bit, using double tube core barrel with suitable core catcher, including collection and logging of cores, placing them inapproved core boxes made of Fibre Reinforced polymer of standard size, numbering and indexing each core, noting the lithology, colour photographs (100X150mm size) of rock cores, locking arrangements, labeling and transporting the boxes to core store/laboratory for the following depths measured from existing ground level all as per with requirements as per IS:4078 and as directed by Engineer In Charge. |
| 8 | 0mto 20m from sea bed |
| 9 | 20mto 40m from sea bed |
| 10 | 40mto 60m from sea bed |
| 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. |
| 12 | Conducting Downhole Standard Penetration Tests (SPT) in boreholes as specified at offshore locationsat every change in stratum or1.5m, whichever is less, all as per IS:2131 / ASTM D 1586, 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 downhole Standard Penetration Tests (SPT)as specified at offshore locations, at every change in stratum or1.5m, whichever is less, all as per IS:2131 / ASTM D 1586, storing the samples in the plastic tubes for the cohesive samples, or as directed by Engineer-In-charge. |
| 14 | Conducting Standard Penetration Tests (SPT) as above 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 | 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. |
| 16 | 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 of of 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. |
| 17 | In Soil and Weathered Rock (RQD less than 10%) |
| 18 | In Hard Rock |
| 19 | Conducting P-S Suspession logging in each bore hole (Total depth of each borehole~30m) at every 1m interval along with data interpretation and reporting, complete as per technical specifiaction & as directed by Engineer-In-charge. Excluding the cost of drilling. |
| 20 | Electric Cone Penetration Test (CPTu) as per ASTM D5778. To evaluate safe bearing capacity and settlement of cohessionless soil for undrained cohession clays.\"Note: CPTu to be conductedat specified locations as specified in drawing orasdirectedby Engineer in charge |
| 21 | LABORATORY TESTS |
| 22 | TESTS ON SOIL |
| 23 | 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. |
| 24 | Grain Sieve analysis. |
| 25 | Hydrometer or Pipette analysis |
| 26 | 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. |
| 27 | Liquid limit, Plastic Limit and Plasticity Index |
| 28 | Shrinkage limit and Shrinkage Ratio |
| 29 | 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 EIC. |
| 30 | 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. |
| 31 | Same as in Item No. 14.04 above, but on 2:1 water:soil extract of the soil samples, givingsulphates as SO3 only. |
| 32 | 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. |
| 33 | 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.) |
| 34 | 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. |
| 35 | 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. |
| 36 | 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. |
| 37 | Unconsolidated Undrained(UU, withoutpore water pressure measurement) |
| 38 | Consolidated Undrained (CU including pore water pressure measurement) |
| 39 | TESTS ON ROCK |
| 40 | 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. |
| 41 | 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. |
| 42 | Conducting water absorptionof rock samples as per IS:1124 and specification as directed by Engineer-In-Charge. |
| 43 | 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. |
| 44 | 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. |
| 45 | 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. |
| 46 | 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. |
| 47 | 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. |
| 48 | BATHYMETRY SURVEY |
| 49 | Mobilization & Demobilization of suitable survey spread, positioning system (DGPS) and survey equipment as specified to commence the survey including personnel, travel cost of personnel, transportation of equipment etc. complete as per the scope of work. |
| 50 | Surveys for the following parametres including providing all vessels,tools, equipments, accessories, consumables, personnel etc by the contractor and completing the work in all respects inline with the Scope of Work.1. Grid Survey at 10m grid intervals at within harbour (Approx Area 1.2KMx1.2KM) deploying DGPS, multibeam eco sounder, side scan sonar, sub bottom profiler and magnetometer as per the scope of work.2. Cross line survey deploying single beam eco sounder and sub bottom profiler as per the scope of work. 3. Shallow water and topographic survey using total station at inter tidal zone. |
| 51 | Wave Measurement at Jetty Head location & along Pipe trestleapproachroutearea for 90 Days as per IS:4651-Part-1 and technical specifications. |
| 52 | Currentmeasurement at Jetty Head andalongPipeTrestle Route for 90 days as per IS:4651-Part-1 and technical specifications. |
| 53 | Tidal Measurement close to the survey area for 90 days. as per IS:4651-Part-1 and technical specifications. |
| 54 | Analysisandprocessingof all datacollectedandpreparation of report including printing, compilingandsubmission of specified copies of final reportsandpreparationof soft copy of proposed report in relevant format and report drawing in AUTOCAD Incorporation of any comments in final report:Submission and acceptance of report thereof. |
| 55 | REPORT |
| 56 | 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 in Pen-Drive along with bore hole location drawing in \".DWG\" format. Field and laboratory record sheets shall also to be submitted.Note: Item cost is also inclusive of 5 Pen-Drives. |
