The following notes supersede the related tender clauses and also become the part of tender document.

Transcription

1 Uhde India Pvt. Ltd. ADDENDUM-1 Tender / Enq. : U /ABM Item: Cooling Tower Package (143-X402) Project : Client: Bharat Petroleum Corporation Limited, Mahul The following notes supersede the related tender clauses and also become the part of tender document. A) Commercial Points: 1) Due date for submission of bids shall be 12:00 hrs. of 14//20. Technical and un priced commercial bids shall be opened at 13:30 hrs. of due date. 2) Bidders to note that no tax exemption or concessional duty is available for the project and contractor shall pay all taxes and duties as per the prevalent tax tariffs. 3) Overall Liability: Overall liability of the Vendor / Contractor on all accounts whatsoever under the Contract should not exceed 0% of the contract value plus taxes & duties. All other warranties /guaranteed/ liabilities other than as specifically stated shall be excluded. 4) Revised format for submitting prices: Sl. 1 Item Basic lump sum price for entire package as per scope of work (In Words: ) 2 % Value 3 Service % Mandatory CENVAT benefit on account of Excise Duty 4 offered (In words: ) 5 Guaranteed utility consumptions: A Power (KWH/Hr) Bidder s prices shall be loaded for bid evaluation with the unit rates for the guaranteed utility consumption figures confirmed in the price bid as per the unit rates for utilities indicated in the Design Basis attached with the technical specification. The additional cost to be loaded for bid evaluation shall be calculated as Additional cost to be loaded = Utility Cost per hr X 8000hrs X 5 Page 1 of 5

2 Uhde India Pvt. Ltd. Vendor shall attain utilities consumption within the guaranteed figure quoted against subpackage under question. In case utilities consumption actually attained is higher than 0% of guaranteed figure then Vendor shall have the option of rectifying the defect at their own cost to achieve guaranteed utilities consumption. However if they fail to attain the same even after attempted rectification then they will pay penalty at the rate of 1% of total order value for each 1% excess Utilities consumption above 0 %. The maximum liability in the above case shall however not exceed 5% of total order value. 5) Octrai Charges: Octrio charges deemed to be included in the lump sum price quoted. No octrai payment shall be done by BPCL. 6) Test, Commissioning and possession of Works: In case Mechanical Completion is not achieved within the contractual Mechanical completion date due to delay attributable to BPCL then: Upto 4 months delay beyond the scheduled Mechanical Completion period, BPCL shall provide necessary extensions of time without any financial implication on BPCL. For more than 4 months delay beyond the contractual Mechanical Completion period for the reasons attributable to BPCL, the price and completion period for the remaining work will be negotiated and mutually agreed. In case start of pre-commissioning & commissioning are delayed beyond two (2) months from the date of Mechanical Completion, due to reasons attributable to BPCL, Engineer-incharge shall issue a Provisional Completion Certificate and balance payments of 5% (of supply and construction portion) against plant completion and commissioning shall be released against submission of bank guarantee of equivalent amount valid for six (6) months. This bank guarantee shall be released after the expiry of six (6) months. In case performance test run is delayed beyond six (6) months from the date of Commissioning, due to reasons attributable to BPCL, balance payments of % of construction portion against Guarantee Run Test and % against Guarantee Test Run, shall be released against submission of bank guarantee of equivalent amount valid for six (6) months. This bank guarantee shall be released after the expiry of six (6) months. The contractor shall demobilize from the site and shall remobilize at mutually agreed extra cost to BPCL account for assistance during pre-commissioning, commissioning and PGTR at a later date. Page 2 of 5

3 Uhde India Pvt. Ltd. 7) Bidders to submit STATEMENT OF DEVIATIONS/ ACCEPTANCE TO TENDER DOCUMENTS, TECHNICAL DEVIATION SHEET, COMMERCIAL DEVIATION SHEET as per formats indicated below, PROFORMA OF DEVIATION LIST UDHE INDIA PVT LTD (Project : ) STATEMENT OF DEVIATIONS/ ACCEPTANCE TO TENDER DOCUMENTS UIPL Enquiry Ref. : Item: Vendor Name: Vendor Offer & Date: A) Technical Documents - 1 Name Of Document Engineering Specifications Document (Please mention document nos.) Acceptance (strikeout which ever is not applicable) Accepted without deviation / Accepted with deviations, refer deviation sheet B ) Commercial Documents 1 2 Name Of Document General Conditions of contract Special Conditions of Contract 3 Instructions to Bidders Acceptance (strikeout which ever is not applicable) Accepted without deviation / Accepted with deviations, refer deviation sheet Accepted without deviation / Accepted with deviations, refer deviation sheet Accepted without deviation / Accepted with deviations, refer deviation sheet Stamp & Signature of Bidder : Date : Page 3 of 5

4 Uhde India Pvt. Ltd. UDHE INDIA PVT LTD (Project : ) TECHNICAL DEVIATION SHEET UIPL Enquiry Ref. : Item: Vendor Name: Vendor Offer & Date: Name and number of Document Page no. Clause no. Deviation 1 Stamp & Signature of Bidder: Date: UIPL Enquiry Ref. : Item: Vendor Name: Vendor Offer & Date: UDHE INDIA PVT LTD (Project : ) COMMERCIAL DEVIATION SHEET Name of Document Page no. Clause no. Deviation 1 Stamp & Signature of Bidder: Date: Page 4 of 5

5 Uhde India Pvt. Ltd. 8) All other commercial terms and conditions of the tender remain unchanged. B) Technical Points: Technical specification shall be considered superseded and revised by bidders. Document Title Superseded Superseded Remarks Document Revision By Tech Specs. For PE-EC-008 Cooling Tower 143-X P&ID for cooling PE-FB tower Geotechnical Engineering 3 report Added For CCR plant of BPCL-Mahul CI-LB Location of soil test and bore holes Added Following electrical points are added: 1. As per the Technical Specifications, scope for Power Cables for Cooling Tower fan motors is divided into two parts, viz., from substation to power JB (To be located by Cooling Tower vendor at grade level within the battery limit of cooling tower) and from this power JB to motor terminals. Of these the former part (substation to power JB) will be supplied, designed by others. The approx. length of the same shall be 750m. Bidder for Cooling Tower package unit to use this data for voltage drop calculation for the cable in Bidder s scope. 2. Earthing within the Battery limit of the Cooling Tower package shall be in Vendor s scope. However, this shall exclude Earth Pits, if any, from Vendor s scope of Supply as well as installation. 3. As per the GES-Electrical, LT motor ratings shall be restricted to 132kW only. Beyond this rating motors are required to be HT motors. However, for Cooling Tower fan motor, this criterion can be relaxed provided the Cooling Tower Vendor supplies LT motor along with the Soft Starter. In the event of the same, the vendor shall consider soft starter in the scope. Page 5 of 5

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18 TABLE OF CONTENTS INTRODUCTION...2 PROJECT DESCRIPTION...2 SCOPE OF WORK...2 Field Work... 3 Laboratory Work... 3 INVESTIGATION METHODOLOGY AND SUB-SOIL CHARACTERISTICS...4 Subsurface Exploration... 4 Field Investigation... 5 Sampling in soils... 5 Laboratory Tests... 8 SUBSURFACE CONDITIONS...12

19 GEOTECHNICAL ENGINEERING REPORT FOR CCR PLANT OF M/S. BPCL AT MAHUL MUMBAI, MAHARASHTRA NOBLE GEO-STRUCTS PROJECT NO. B 12 July 20, 20 INTRODUCTION Noble Geo-Structs is pleased to submit our Geotechnical Engineering Report for CCR plant of M/s. BPCL at Mahul, Mumbai, in the State of Maharashtra, India. The project was authorized by N. A. Kande (Manager, P & CS) for Bharat Petroleum Corporation Limited through their letter of intent (LOI) no. BPCL/UIPL/CCR/N19/01 dated April 5, 20. The purpose of this report is to describe the subsurface conditions observed at the twenty three test borings drilled for this study, analyze and evaluate the test data, and provide recommendations with respect to: chemical nature of the sub-soil; and strength and stability of strata for deciding the founding level. project description The project involves the proposed development of CCR plant of M/s. BPCL at Mahul, Mumbai, in the State of Maharashtra, India. SCOPE OF WORK Specifications of the work include drilling twenty three test bore holes at stipulated locations, tests (in-situ and ex situ) on soil, rock and ground water samples, interpretation of test data and test results and preparation of a geotechnical report.

20 Noble Geo-Structs Project B12 Field Work Field work consisted of twenty three test boreholes at stipulated locations, collecting disturbed, undisturbed soil samples and rock samples at salient locations, conducting standard penetration test (SPT). Drilling at the stipulated boreholes was planned up to a sufficient depth of the rock level to determine the competent strata for foundation design. Six ERT test were conducted at site at stipulated locations. Two SPLT tests were conducted at site. Three BVT tests were conducted at site. Four Field Dry Density tests were conducted at site. Laboratory Work The laboratory work scope included analysis of the soil, rock and groundwater samples from the fieldwork for the following parameters: A) Soil 1. Atterberg Limits a) Liquid Limit b) Plastic Limit c) Shrinkage Limit 2. Natural moisture content 3. Dry density and Void ratio 4. Specific gravity of soil 5. Grain size analysis (GSA) a) Sieve analysis b) Hydrometer analysis 6. Triaxial Test (UU and CD) 7. Free swelling index 8. Swelling pressure test 9. Consolidation test. Lab California bearing ratio (CBR) test 11. Proctor Test (Standard)

21 Noble Geo-Structs Project B12 B) Rock 1. Unit weight 2. Specific Gravity 3. Water absorption 4. Porosity 5. Unconfined Compression Test 6. Point load Index C) Chemical analysis of soil Chemical analysis test of soil samples including sulphate (SO 3 ), Chloride and ph D) Chemical analysis of water Chemical analysis test of water samples including sulphate (SO 3 ), Chloride, and ph E) Foundation Recommendation 1 Depth of foundation 2 Type of foundation 3 Net safe bearing capacity INVESTIGATION METHODOLOGY AND SUB-SOIL CHARACTERISTICS Subsurface Exploration The subsurface condition was evaluated through twenty three test boreholes to the required depth. The borings were drilled using Calyx machine at the stipulated locations. The boring depths were measured from the existing grade at the time of our field activities. The object of site exploration is to provide reliable, specific and detailed information about the soil and rock conditions for foundation design.

22 Noble Geo-Structs Project B12 Field Investigation Drilling Core drilling was completed using rotary type boring machine with diamond bits. Casing of 150mm diameter was advanced up to the firm strata as per IS In order to extract maximum possible information and to prevent the loss of valuable sub-surface data obtained during the drilling of rock core (NX size) indexing and storing of the cores obtained was done as specified by IS standards. Sampling in soils Undisturbed soil samples Cohesive soil samples were obtained using thin wall tube samplers, as per IS: 2132 in such a manner that moisture content and structure of soil did not alter. The sampler was slightly oiled from outside to reduce friction. It was then attached to the boring rod, lower to the bottom of the hole and pressed into the soil. The sampler tubes were serially numbered immediately on their recovery. Disturbed soil sample Cohesionless soil samples were obtained from boreholes at each 1 m interval or at the change of strata whichever occurs earlier and stored as per procedure laid down by IS: These samples are used for grain size analysis; Atterberg limits tests and chemical analysis. The samples were stored in polythene bags and numbered appropriately for proper identification. Standard Penetration Test on Soil The standard penetration tests were conducted inside exploratory bore holes at depths shown in bore logs as per the procedure stipulated in IS: The disturbed soil sample from tube was carefully stored to carry out further tests. The values of standard penetration blows, N values, at various borehole locations are indicated in the respective bore logs. SPT N values are co-related with relative density of non-cohesive stratum and with consistency of cohesive stratum. Co-relations are tabulated in Appendix A3 General Notes table 1 and 2

23 Noble Geo-Structs Project B12 Electrical Resistivity Test The test was conducted as per IS 1892 & IS 3043 The electrical resistivity method is based on the measurement and recording of change in the mean resistivity or apparent specific resistance of various soils. The resistivity is usually defined as the resistance between opposite phases of a unit cube of the material. By the determination of vertical and lateral variations in this resistance it is possible, within certain limitations, to infer the stratification and lateral extent of subsurface deposits. Several methods involving different electrode arrangement have been developed for making field resistivity measurements. Among these are the Wanner, Schlumberger, and Lee Methods. Schlumberger method is commonly utilized for most European surveys. This method is also accepted in India. P = 2 * 3.142*DE/l Wherein P = Mean resistivity Ohm-m D = Distance between the electrodes (cm) E = Potential drop between inner electrode (V) I = Current flowing between outer electrode (A) Static plate load test The static plate load test is carried out at desired. The test pit of 2 m x 2 m x 3.5m in size is dug up to the test depth. A rigid, 25 mm thick steel plate of 600 mm x 600 mm or of desired size is firmly seated at the center of the pit. The loads on the test plate are applied by reaction loading method to avoid fluctuations, impact, eccentricity etc. The loading frame fabricated on ground for this purpose, has the weight of 1 T. It is further loaded with aggregate filled gunny bags weighing 15 T. This load is uniformly distributed over the loading frame. The hydraulic jack has an attached pressure gauge, which is carefully calibrated. A steel ball is placed at the central point of the jack and the frame, to ensure vertical application of the load. The pressures are applied in suitable increments. The pressure is increased to the next higher intensity of pressure step when no appreciable settlement is noted under the applied intensity of pressure over considerable time interval. The settlement, of the test plate is measured with reference to an independent steel slotted angle, anchored in the ground. The settlements are measured using dial gauges having least count of 0.01 mm i.e. measuring to the accuracy of 0.01 mm.

24 Noble Geo-Structs Project B12 Block Vibration Test: Purpose of performing this test is to characterise the substrata for dynamic properties to be used in Machine Foundation design. This test given natural frequency, damping coefficient, shear modulus etc. 1. Block vibration test was conducted as per IS Test Pit: A test pit of size 3.0 m x 3.0 m and the depth, of 1.5m is prepared. The test is conducted above ground. Bottom of the pit is kept perfect horizontal. 3. Test Block: A plain cement concrete block of mix M15 is cast in the test pit. Size of the block is 3.0 m x 3.0 m x 1.5m. It is cured continuously before testing. At the time of casting, foundation bolts are embedded into the concrete block. 4. Test Set up: Vibration oscillator is fixed on the concrete block and suitable connections are made. The vibration pickup is fixed at the top of block, such that, it senses its vertical motion. The vibration oscillator is excited through power amplifier, to generate purely sinusoidal vibrations. The line of action of dynamic force passes through the centre of gravity of the concrete block. Vibration oscillator is operated at a specified frequency through a frequency generator. Signal of the vibration pickup is fed into the AC mili-volt meter, to measure the amplitude of vibrating block. The frequency of oscillator is increased in steps and corresponding amplitudes of vibration of the block are recorded, which include the maximum amplitude, corresponding to the resonant condition. Amplitude v/s frequency response is plotted for each excitation level (which is achieved by increasing the magnitude of dynamic force, by increasing the current).

25 Noble Geo-Structs Project B12 Sampling in rock Rock cores When rock was encountered, size of borehole was changed to NX (76mm) diameters. A double tube and NX sized bits are used drilling and recovering rock cores. Recovered rock cores were numbered serially and preserved in good quality sturdy wooden core boxes. Rock Core Recovery and Rock Quality Designation (RQD) were computed for every run length drilled. Rock samples have been selected based on the probable founding elevation of the proposed structure. Rock classification in terms of weathering and state of fractures and strength is carried out as in APPENDIX A3 General Notes Table 3. Laboratory Tests Soil Tests The soil samples collected from boreholes were analyzed for their physical and engineering properties as described below: Grain Size Analysis A quantitative determination of the particle size distribution in the soil was made by wet sieve analysis and sedimentation analysis using hydrometer. Procedure laid down by IS: 2720 Part IV were followed. The particle sizes were designated according to the scale given in IS: 1498 (Table -1). PARTICLE SIZE DISTRIBUTION Classification (Identified by behaviour) Denseness Size of particles in mm Gravel Coarse 80 to 20 Fine 20 to 4.75 Coarse 4.75 to 2 Sand Medium 2 to Fine to Silt & Clay Less than 0.075

26 Noble Geo-Structs Project B12 Specific Gravity The specific gravity of the soil was determined by the principle of displacement of water by soil solids. This test is determined as per test procedure laid in IS: 2720 (Part 3 and 4). Atterberg Limits To understand the plasticity and shrinkage characteristic of the soils, liquid limit, plastic limit and shrinkage limits were determined. Liquid limit is the moisture content at which soil passes from plastic stage to liquid state as determined by the liquid limit test. Plastic Limit is the moisture content at which the soil, becomes too dry to be in a plastic condition as determined by the Plastic Limit Test. Reduction of moisture content by drying below Shrinkage Limit is not accompanied by decrease in volume; instead air enters the voids of the system and material becomes unsaturated. The Liquid Limit and Plastic Limit are determined as per IS: 2720 Part - V and Shrinkage Limit as per IS: 2720 Part VI. Natural Moisture Content This test shall be carried out as per IS: 2720 (Part - II). Dry Density Dry Density is determined on undisturbed sample only. Triaxial Test Triaxial Shear Tests, (Unconsolidated Undrained & Consolidated Drained), are carried on UDS & DS samples as per IS: 2720: Part- XII. Swelling Pressure Test This test shall be conducted as per Draft Standard circulated by Technical Committee on Expansive Soils (TC-6) of international Society of Soil Mechanics and Foundation Engineering Evaluation of Swelling Pressure of Expansive Soil in Laboratory (circulated in November, 1990).

27 Noble Geo-Structs Project B12 Consolidation Consolidation test was conducted as per IS 2720 part XV The following loading stage shall be employed 0, 0.1, 0.25, 1.0, 2.0, 4.0 and 8.0 kg/sq. cm. From e Vs log p curves, preconsolidation pressure shall be determined to establish whether the soil is normally consolidated or over consolidated. The point (e.p.) showing initial condition of the soil under test must be specifically marked on the consolidation curves. Settlement predictions based on the field virgin compression curve shall only be acceptable. The procedure adopted in respect of obtaining compression indices from the field curve and that for computing settlements for the type of clay under consideration shall be clearly illustrated in the report. It is to be noted that deviations from the standard procedure of performing consolidation test give in is 2720 are permissible in order to enable computation of settlements based on the above procedure i.e. cycles (s) of loading unloading shall be employed wherever required. Standard Proctor Test Standard Proctor Test was conducted on DS samples collected from Trial Pits as per IS Part 7. California Bearing Ratio(CBR) Test California Bearing Ratio(CBR)Test was conducted on DS samples collected from Trial Pits as per IS Part 16. Rock Tests: Specific Gravity Specific gravity was determined as per procedure laid in IS: Porosity Porosity was determined as per test procedure laid in IS: Water Absorption Water Absorption was determined as per procedure laid in IS: Unconfined Compression test Unconfined Compression Test was determined as per test procedure laid in IS: Point load Index Point load index was determined as per test procedure laid in IS: 8764

28 Noble Geo-Structs Project B12 Chemical Analysis: Tests on Soil Chloride Content, Sulphate content and ph value were determined as per test procedure laid in IS: 2720 (Part XXVI and Part XXVII). Tests on Water Chloride Content, Sulphate content, and ph value were determined as per test procedure laid in IS: 3025 (Part 24 and Part 32).

29 Noble Geo-Structs Project B12 SUBSURFACE CONDITIONS BH 1 Layer I It consists of brownish soil with murrum. It is observed from 0m to 1m below existing ground level. SPT s conducted at 1m depth showed N-value as refusal. Layer II It consists of slightly weathered amygdaloidal basalt grey. It is observed from 1m to 4m below existing ground level. The core recovery is in the range of 46% to 54% and RQD varies from 26% to 27%. The Grade of the strata is II as per Appendix A-3, General Notes Table 3. Layer III It consists of fresh basalt grey. It is observed from 4m to 13m below existing ground level. The core recovery is in the range of 84% to 98% and RQD varies from 67% to 91%. The Grade of the strata is I as per Appendix A-3, General Notes Table 3. The ground water table is struck at 3.2m below existing ground level. The borehole is terminated at 13m below existing ground level.

30 Noble Geo-Structs Project B12 BH 2 Layer I It consists of soil with murrum. It is observed from 0m to 1.5m below existing ground level. SPT s conducted at 1.5m depth showed N-value as refusal. Layer II It consists of completely weathered basalt, grey. It is observed from 1.5m to m below existing ground level. The core recovery is nil and RQD as nil. The Grade of the strata is V as per Appendix A-3, General Notes Table 3. Layer III It consists of fresh basalt grey. It is observed from m to 12m below existing ground level. The core recovery is in the range of 77% to 87% and RQD varies from 8% to 59%. The Grade of the strata is I as per Appendix A-3, General Notes Table 3. The ground water table is struck at 1.75m below existing ground level. The borehole is terminated at 12m below existing ground level.

31 Noble Geo-Structs Project B12 BH 3 Layer I It consists of brownish soil with boulders. It is observed from 0m to 1m below existing ground level. SPT s conducted at 1m depth showed N-value as refusal. Layer II It consists of fresh fractured basalt grey. It is observed from 1m to m below existing ground level. The core recovery is in the range of 65% to 97% and RQD varies from 33% to 81%. The Grade of the strata is I as per Appendix A-3, General Notes Table 3. The ground water table is struck at 1.9m below existing ground level. The borehole is terminated at m below existing ground level.

32 Noble Geo-Structs Project B12 BH 4 Layer I It consists of brownish soil with murrum. It is observed from 0m to 0.5m below existing ground level. Layer II It consists of completely weathered amygdaloidal basalt, grey. It is observed from 0.5m to 7.5m below existing ground level. SPT s conducted at 1m depth showed N-value as refusal. The core recovery is nil and RQD as nil. The Grade of the strata is V as per Appendix A-3, General Notes Table 3. Layer III It consists of fresh basalt grey. It is observed from 7.5m to 12m below existing ground level. The core recovery is in the range of 91% to 98% and RQD varies from 19% to 93%. The Grade of the strata is I as per Appendix A-3, General Notes Table 3. The ground water table is struck at 1.55m below existing ground level. The borehole is terminated at 12m below existing ground level.

33 Noble Geo-Structs Project B12 BH 5 Layer I It consists of yellowish brown soil mixed with boulder. It is observed from 0m to 1.5m below existing ground level. SPT s conducted at 1.5m depth showed N-value as refusal. Layer II It consists of slightly weathered basalt grey. It is observed from 1.5m to 6m below existing ground level. The core recovery is in the range of 41% to 43% and RQD varies from 28% to 38%. The Grade of the strata is II as per Appendix A-3, General Notes Table 3. Layer III It consists of highly weathered basalt grey. It is observed from 6m to 7.5m below existing ground level. The core recovery is 23% and RQD as 15%. The Grade of the strata is IV as per Appendix A-3, General Notes Table 3. The ground water table is struck at 1.6m below existing ground level. The borehole is terminated at 7.5m below existing ground level.

34 Noble Geo-Structs Project B12 BH 6 Layer I It consists of brownish soil with murrum. It is observed from 0m to 1.5m below existing ground level. SPT s conducted at 1.5m depth showed N-value as refusal. Layer II It consists of slightly weathered amygdaloidal basalt grey, brown. It is observed from 1.5m to 3m below existing ground level. The core recovery is 58% and RQD as 27%. The Grade of the strata is II as per Appendix A-3, General Notes Table 3. Layer III It consists of fresh amygdaloidal basalt grey, brown. It is observed from 3m to 9m below existing ground level. The core recovery is in the range of 61% to 94% and RQD varies from 21% to 88%. The Grade of the strata is I as per Appendix A-3, General Notes Table 3. The ground water table is struck at 1.6m below existing ground level. The borehole is terminated at 9m below existing ground level.

35 Noble Geo-Structs Project B12 BH 7 Layer I It consists of brownish silty clay with gravel. It is observed from 0m to 0.5m below existing ground level. SPT s conducted at 0.5m depth showed N-value as refusal. Layer II It consists of fresh fractured basalt with white infillings grey. It is observed from 0.5m to 11m below existing ground level. The core recovery is in the range of 75% to 99% and RQD varies from 39% to 86%. The Grade of the strata is I as per Appendix A-3, General Notes Table 3. The ground water table is struck at 1.5m below existing ground level. The borehole is terminated at 11m below existing ground level.

36 Noble Geo-Structs Project B12 BH 8 Layer I It consists of soil with boulder. It is observed from 0m to 1.5m below existing ground level. SPT s conducted at 1.5m depth showed N-value as refusal. Layer II It consists of fresh fractured basalt brown. It is observed from 1.5m to 6m below existing ground level. The core recovery is in the range of 62% to 83% and RQD varies from 29% to 46%. The Grade of the strata is I as per Appendix A-3, General Notes Table 3. Layer III It consists of fresh amygdaloidal basalt brown. It is observed from 6m to.5m below existing ground level. The core recovery is in the range of 63% to 93% and RQD varies from 48% to 89%. The Grade of the strata is I as per Appendix A-3, General Notes Table 3. The ground water table is struck at 2.7m below existing ground level. The borehole is terminated at.5m below existing ground level.

37 Noble Geo-Structs Project B12 BH 9 Layer I It consists of soil with boulder. It is observed from 0m to 0.5m below existing ground level. SPT s conducted at 0.5m depth showed N-value as refusal. Layer II It consists of slightly weathered fractured basalt grey. It is observed from 0.5m to 2m below existing ground level. The core recovery is 51% and RQD as 22%. The Grade of the strata is II as per Appendix A-3, General Notes Table 3. Layer III It consists of fresh amygdaloidal basalt with white infillings, grey. It is observed from 2m to.9m below existing ground level. The core recovery is in the range of 65% to 88% and RQD varies from 9% to 75%. The Grade of the strata is I as per Appendix A-3, General Notes Table 3. The ground water table is struck at 1.9m below existing ground level. The borehole is terminated at.9m below existing ground level.

38 Noble Geo-Structs Project B12 BH Top 1m layer consists of filled up material. Layer I It consists of yellowish silty clay. It is observed from 0m to 6m below existing ground level. SPT s conducted at various depths showed N-value as 22 to refusal. Layer II It consists of highly weathered fractured basalt grey. It is observed from 6m to 7.5m below existing ground level. The core recovery is 14% and RQD as nil. The Grade of the strata is IV as per Appendix A-3, General Notes Table 3. Layer III It consists of slightly weathered basalt grey. It is observed from 7.5m to 12m below existing ground level. The core recovery is in the range of 42% to 59% and RQD varies from 21% to 49%. The Grade of the strata is II as per Appendix A-3, General Notes Table 3. Layer IV It consists of fresh amygdaloidal basalt grey. It is observed from 12m to 15m below existing ground level. The core recovery is in the range of 65% to 85% and RQD varies from 59% to 77%. The Grade of the strata is I as per Appendix A-3, General Notes Table 3. The ground water table is struck at 7.1m below existing ground level. The borehole is terminated at 15m below existing ground level.

39 Noble Geo-Structs Project B12 BH 11 Top 1m layer consists of filled up material. Layer I It consists of completely weathered basalt, grey. It is observed from 1m to 6m below existing ground level. SPT s conducted at various depths showed N-value as refusal. The Grade of the strata is V as per Appendix A-3, General Notes Table 3. Layer II It consists of fresh fractured basalt grey. It is observed from 6m to 12m below existing ground level. The core recovery is in the range of 82% to 93% and RQD varies from 7% to 88%. The Grade of the strata is I as per Appendix A-3, General Notes Table 3. The ground water table is struck at 4.5m below existing ground level. The borehole is terminated at 12m below existing ground level.

40 Noble Geo-Structs Project B12 BH 12 Top 0m layer consists of filled up material. Layer I It consists of silty clay brown. It is observed from 0m to 3.5m below existing ground level. SPT s conducted at 3.5m depth showed N-value as refusal. Layer II It consists of moderately weathered fractured basalt grey. It is observed from 3.5m to 8m below existing ground level. The core recovery is in the range of 31% to 39% and RQD varies from 9% to 27%. The Grade of the strata is III as per Appendix A-3, General Notes Table 3. Layer III It consists of fresh fractured basalt grey. It is observed from 8m to m below existing ground level. The core recovery is in the range of 67% to 90% and RQD varies from 40% to 65%. The Grade of the strata is I as per Appendix A-3, General Notes Table 3. The ground water table is struck at 2.6m below existing ground level. The borehole is terminated at m below existing ground level.

41 Noble Geo-Structs Project B12 BH 13 Top 1.5m layer consists of filled up material. SPT s conducted at 1.5m depth showed N-value as refusal. Layer I It consists of highly weathered basalt grey. It is observed from 1.5m to 2.5m below existing ground level. The core recovery is 25% and RQD as nil. The Grade of the strata is IV as per Appendix A-3, General Notes Table 3. Layer II It consists of slightly weathered basalt grey. It is observed from 2.5m to 4m below existing ground level. The core recovery is 41% and RQD as nil. The Grade of the strata is II as per Appendix A-3, General Notes Table 3. Layer III It consists of fresh basalt grey. It is observed from 4m to 5.5m below existing ground level. The core recovery is 86% and RQD as 45%. The Grade of the strata is I as per Appendix A-3, General Notes Table 3. Layer IV It consists of slightly weathered basalt grey. It is observed from 5.5m to 7.05m below existing ground level. The core recovery is 54% and RQD as 50%. The Grade of the strata is II as per Appendix A-3, General Notes Table 3. The ground water table is struck at 1.9m below existing ground level. The borehole is terminated at 7.05m below existing ground level.

42 Noble Geo-Structs Project B12 BH 14 Top 4.5m layer consists of filled up material. SPT s conducted at various depths showed N- value as refusal. Layer I It consists of highly weathered basalt grey. It is observed from 4.5m to 7m below existing ground level. The core recovery is in the range of 12% to 13% and RQD as nil. The Grade of the strata is IV as per Appendix A-3, General Notes Table 3. Layer II It consists of completely weathered basalt grey. It is observed from 7m to 8.5m below existing ground level. The core recovery is 7% and RQD as nil. The Grade of the strata is V as per Appendix A-3, General Notes Table 3. Layer III It consists of highly weathered basalt grey. It is observed from 8.5m to m below existing ground level. The core recovery is 13% and RQD as nil. The Grade of the strata is IV as per Appendix A-3, General Notes Table 3. Layer III It consists of fresh basalt grey. It is observed from m to 12.1m below existing ground level. The core recovery is 96% and RQD as 68%. The Grade of the strata is I as per Appendix A-3, General Notes Table 3. The ground water table is struck at 5.2m below existing ground level. The borehole is terminated at 12.m below existing ground level.

43 Noble Geo-Structs Project B12 BH 15 Top 0m layer consists of filled up material. Layer I It consists of silty clay brown. It is observed from 0m to 3.5m below existing ground level. SPT s conducted at 3.5m depth showed N-value as refusal. Layer II It consists of moderately weathered basalt brown. It is observed from 3.5m to 5m below existing ground level. The core recovery is 29% and RQD as 13%. The Grade of the strata is III as per Appendix A-3, General Notes Table 3. Layer III It consists of fresh basalt grey. It is observed from 5m to 6.5m below existing ground level. The core recovery is 61% and RQD as 41%. The Grade of the strata is I as per Appendix A-3, General Notes Table 3. Layer IV It consists of slightly weathered basalt grey brown. It is observed from 6.5m to 11.9m below existing ground level. The core recovery is in the range of 39% to 57% and RQD varies from 14% to 53%. The Grade of the strata is II as per Appendix A-3, General Notes Table 3. The ground water table is struck at 3.4m below existing ground level. The borehole is terminated at 11.9m below existing ground level.

44 Noble Geo-Structs Project B12 BH 16 Layer I It consists of murrum. It is observed from 0m to 2.5m below existing ground level. SPT s conducted at various depths showed N-value as refusal. Layer II It consists of highly weathered basalt grey. It is observed from 2.5m to 4m below existing ground level. The core recovery is 15% and RQD as nil. The Grade of the strata is IV as per Appendix A-3, General Notes Table 3. Layer III It consists of slightly weathered basalt grey. It is observed from 4m to 5.5m below existing ground level. The core recovery is 55% and RQD as 31%. The Grade of the strata is II as per Appendix A-3, General Notes Table 3. Layer IV It consists of fresh basalt grey. It is observed from 5.5m to m below existing ground level. The core recovery is in the range of 82% to 89% and RQD varies from 73% to 79%. The Grade of the strata is I as per Appendix A-3, General Notes Table 3. Layer V It consists of fresh amygdaloidal basalt grey. It is observed from m to 12m below existing ground level. The core recovery is in the range of 78% to 83% and RQD varies from 78% to 79%. The Grade of the strata is I as per Appendix A-3, General Notes Table 3. The ground water table is struck at 0.9m below existing ground level. The borehole is terminated at 12m below existing ground level.

45 Noble Geo-Structs Project B12 BH 17 Top 1m layer consists of filled up material. Layer I It consists of yellowish murrum. It is observed from 1m to 3.5m below existing ground level. SPT s conducted at 3.5m depth showed N-value as refusal. Layer II It consists of completely weathered basalt grey. It is observed from 3.5m to 5m below existing ground level. The core recovery is nil and RQD as nil. The Grade of the strata is V as per Appendix A-3, General Notes Table 3. Layer III It consists of fresh amygdaloidal basalt grey. It is observed from 5m to 12.5m below existing ground level. The core recovery is in the range of 74% to 95% and RQD varies from 55% to 89%. The Grade of the strata is I as per Appendix A-3, General Notes Table 3. The ground water table is struck at 2.5m below existing ground level. The borehole is terminated at 12.5m below existing ground level.

46 Noble Geo-Structs Project B12 BH 18 Top 1m layer consists of filled up material. Layer I It consists of yellowish murrum. It is observed from 1m to 4m below existing ground level. SPT s conducted at 3m depth showed N-value as refusal. Layer II It consists of moderately weathered basalt grey. It is observed from 4m to 7m below existing ground level. The core recovery is in the range of 25% to 39% and RQD varies from nil to 21%. The Grade of the strata is III as per Appendix A-3, General Notes Table 3. Layer III It consists of fresh amygdaloidal basalt grey, red. It is observed from 7m to 11.5m below existing ground level. The core recovery is in the range of 77% to 96% and RQD varies from 67% to 96%. The Grade of the strata is I as per Appendix A-3, General Notes Table 3. The ground water table is struck at 2.5m below existing ground level. The borehole is terminated at 11.5m below existing ground level.

47 Noble Geo-Structs Project B12 BH 19 Top 1m layer consists of filled up material. Layer I It consists of yellowish murrum. It is observed from 1m to 4.5m below existing ground level. SPT s conducted at various depths showed N-value as refusal. Layer II It consists of highly weathered basalt grey. It is observed from 4.5m to 6m below existing ground level. The core recovery is 18% and RQD varies from nil to 21%. The Grade of the strata is III as per Appendix A-3, General Notes Table 3. Layer III It consists of fresh amygdaloidal fractured basalt grey. It is observed from 6m to 9m below existing ground level. The core recovery is in the range of 72% to 83% and RQD varies from 59% to 75%. The Grade of the strata is I as per Appendix A-3, General Notes Table 3. The ground water table is struck at 1.3m below existing ground level. The borehole is terminated at 9m below existing ground level.

48 Noble Geo-Structs Project B12 BH 20 Top 1m layer consists of filled up material. Layer I It consists of yellowish soil with murrum. It is observed from 1m to 4.5m below existing ground level. SPT s conducted at 3m depth showed N-value as refusal. Layer II It consists of slightly weathered amygdaloidal fractured basalt grey. It is observed from 4.5m to 6m below existing ground level. The core recovery is 49% and RQD as 32%. The Grade of the strata is II as per Appendix A-3, General Notes Table 3. Layer III It consists of fresh amygdaloidal fractured basalt grey. It is observed from 6m to 11m below existing ground level. The core recovery is in the range of 61% to 97% and RQD varies from 33% to 91%. The Grade of the strata is I as per Appendix A-3, General Notes Table 3. The ground water table is struck at 3.5m below existing ground level. The borehole is terminated at 11m below existing ground level.

49 Noble Geo-Structs Project B12 BH 21 Top 1m layer consists of filled up material. Layer I It consists of moderately weathered basalt grey. It is observed from 1m to 3m below existing ground level. The core recovery is 39% and RQD as 34%. SPT s conducted at 1.5m depth showed N-value as refusal. The Grade of the strata is III as per Appendix A-3, General Notes Table 3. Layer II It consists of slightly weathered fractured basalt grey. It is observed from 3m to 4.5m below existing ground level. The core recovery is 53% and RQD as 21%. The Grade of the strata is II as per Appendix A-3, General Notes Table 3. Layer III It consists of fresh fractured basalt grey. It is observed from 4.5m to 9m below existing ground level. The core recovery is in the range of 84% to 98% and RQD varies from 75% to 94%. The Grade of the strata is I as per Appendix A-3, General Notes Table 3. The ground water table is struck at 2.1m below existing ground level. The borehole is terminated at 9m below existing ground level.

50 Noble Geo-Structs Project B12 BH 22 Top 1m layer consists of filled up material (with soil and boulders). Layer I It consists of brownish murrum. It is observed from 1m to 1.5m below existing ground level. SPT s conducted at 1.5m depth showed N-value as refusal. Layer II It consists of completely weathered basalt grey. It is observed from 1.5m to 2.5m below existing ground level. The core recovery is nil and RQD as nil. The Grade of the strata is V as per Appendix A-3, General Notes Table 3. Layer III It consists of highly weathered basalt grey. It is observed from 2.5m to 4m below existing ground level. The core recovery is 23% and RQD as nil. The Grade of the strata is IV as per Appendix A-3, General Notes Table 3. Layer IV It consists of slightly weathered basalt grey. It is observed from 4m to 7m below existing ground level. The core recovery is in the range of 40% to 57% and RQD varies from 9% to 14%. The Grade of the strata is II as per Appendix A-3, General Notes Table 3. Layer V It consists of fresh basalt grey, black. It is observed from 7m to 11.5m below existing ground level. The core recovery is in the range of 94% to 99% and RQD varies from 51% to 94%. The Grade of the strata is I as per Appendix A-3, General Notes Table 3. The ground water table is struck at 1.5m below existing ground level. The borehole is terminated at 11.5m below existing ground level.

51 Noble Geo-Structs Project B12 BH 23 Top 1m layer consists of filled up material. Layer I It consists of yellowish hard murrum. It is observed from 1m to 7.5m below existing ground level. SPT s conducted at various depths showed N-value as refusal. Layer II It consists of slightly weathered fractured basalt grey. It is observed from 7.5m to 12m below existing ground level. The core recovery is in the range of 49% to 58% and RQD varies from nil to 32%. The Grade of the strata is II as per Appendix A-3, General Notes Table 3. Layer III It consists of fresh amygdaloidal basalt grey. It is observed from 12m to 18m below existing ground level. The core recovery is in the range of 85% to 95% and RQD varies from 76% to 91%. The Grade of the strata is I as per Appendix A-3, General Notes Table 3. The ground water table is struck at 3m below existing ground level. The borehole is terminated at 18m below existing ground level.

52 Noble Geo-Structs Project B12 RECOMMENDATIONS AND ANALYSIS Twenty three boreholes were drilled at stipulated locations. The grain size analysis shows gravel content 3.87%, sand 23.77%, silt 29.57% and clay 42.79%. The Atterberg Limits shows Liquid limit 56.61%, Plastic limit 28.12%, Shrinkage limit 14.11% and Plasticity index 28.50%. The Specific gravity is The Natural Moisture Content is 23.21%, dry density is 1.53 g/cc, Wet density is 1.88 g/cc and Void ratio is Rock Properties The average rock properties for different types of rock are given below : Test Value Density (g/cc) 2.72 Water absorption (%) 0.30 Specific gravity 2.75 Porosity (%) 1.16 UCS (kg/cm 2 ) 715 Point Load index (kg/cm 2 ) 34

53 Noble Geo-Structs Project B12 Chemical Analysis of Soil Test Value ph 7.4 CI (%) SO 3 (%) Chemical Analysis of Water Test Value ph 7.5 CI (ppm) 257 SO 3 (ppm) 215 The aggressive chemicals are within the permissible limits (provided in Appendix A3, Table 4). No extra precautions are required.

54 Noble Geo-Structs Project B12 GEOLOGICAL SURVEY OF MUMBAI: Mumbai, Gateway to Asia and the financial capital of the country, is the capital of Maharashtra. It is the leading port on the west coast of India. Mumbai is built on group of island, lying off the Konkan coast. On the western side of the city is the broad sweep of the harbour. In land, the city is framed by the backdrop of the western ghat mountain chains. Mumbai city has an area of about 69sq.kms. and falls within latitudes to N and longitufes to E, in Survey of India toposheet nos.47a and B,F. The city is surrounded by Arabian sea to the west and Thane district to the east and north. The city is well connected by terminals of western, central and harbors Railways. It is connected by road to other parts of the country by National Highway 3 (Agra-Mumbai), 4 (Mumbai Bangalore), 8 (Mumbai Amritsar) and 17 (Mumbai-Goa). The city has two international airports and safe seaport and has air links to all major capitals of the world. The city lies on low, flat land a quarter of which is below the sea level. On the either side are low hills. The eastern hills end in the Nariman point. At the end of the western hills is Malabar hill which, at only 55 metres above the sea level, is the city s highest point. Land reclamation schemes have brought development of the foreshore, but marshes particularly the Thane creek still covers large area. Geologically the entire land is occupied by Deccan Basaltic flows and the associated pyroclastics and the plutonic rocks of upper cretaceous to palaeogene age. The Deccan basalt of Mumbai Island is considered to be the youngest basalt of Eocene age. Overall the geology around Mumbai indicates presence of ultrabasic, basic and acid differentiates with intertrappean beds, agglomerates and tuffs. The ultrabasic differentiates are of limited occurrence. Acid rocks include rhyolite and quartz trachyte. The agglomerate and tuff include reworked material as indicated by current bedding and graded bedding. The basalt flows of the area have been grouped into compound flows (i.e. pahoehoe type), simple flows and flows which do not fall in the above categories and hence termed as unclassified flows. The basaltic flows are typically of quartz and hypersthene normative with minor amount of olivine theolites. The lava pile of Mumbai is inturn intruded by columnar jointed medium grained doleritic dykes.

55 Noble Geo-Structs Project B12 The Deccan Trap basalt has been classified as Sahyadri Group which has been divided into three formations viz. the lower most Upper Ratanghar Formation followed by Elephanta formation and topmost Borivali Formation. The Upper Ratanghar Formation is restricted to two patches, one from Kurla to Mulund and the other at SE of Kurla. This Formations consists of simple aa type of flows. The middle formation i.e. Elephanta Formation comprising of simple and compound flows occur as small isolated patches in the SE corner of the city near Thane creek and covers very negligible area. The rest of the area is covered by rock of Borivali Formation where it is not occupied by alluvium. Normally, alluvium is restricted to the western half of the area. Laterite occure as small isolated patches in the area north and east of Mulund. Bauxite occurs within the laterite in a irregular shape and is not of any economic importance.

56 Noble Geo-Structs Project B12 Type Foundation: STRUCTUREWISE SAFE BEARING CAPACITY.RECOMMENDATIONS FOR ISBL AREA As the competent strata is found at shallow depth, OPEN FOUNDATION is recommended for the proposed site Safe Bearing Capacity Safe Bearing Capacity for the borehole at different depths with various widths is given in the table below: STRUCTURE. Depth (m) Footing size SBC (t/m 2 ) Settlement, x x x x Piperack x Structure D 4 4 x x x x (mm) 4 6 x Depth Settlement, STRUCTURE. Footing size SBC (t/m 2 ) (m) (mm) x x x x Piperack x Structure E 4 4 x x x x x

57 Noble Geo-Structs Project B12 Depth Settlement, STRUCTURE. Footing size SBC (t/m 2 ) (m) (mm) x x x x Piperack x Structure F 4 4 x x x x x Depth Settlement, STRUCTURE. Footing size SBC (t/m 2 ) (m) (mm) x x x x Technical x Structure A 4 4 x x x x x

58 Noble Geo-Structs Project B12 Depth Settlement, STRUCTURE. Footing size SBC (t/m 2 ) (m) (mm) x x x x x PSA Package x x x x x Depth Settlement, STRUCTURE. Footing size SBC (t/m 2 ) (m) (mm) x x Open x Foundations 5 3 x Between x Compressor 5 4 x H3 & Piperack x Structure D 5 5 x x x

59 Noble Geo-Structs Project B12 RAFT FOUNDATION is given below. SBC for Raft foundation is calculated at different locations at various depths and Subgrade Depth Raft Size SBC Settlement STRUCTURE Modulus (m) (m 2 ) (t/m 2 ) (mm) (Kg/cm 3 ) 1 Piperack Structure D 4 x Piperack Structure E 4 x Piperack Structure F 4 x Technical Structure A 4 x PSA Package 4 x