THE INSTITUTE OF COST ACCOUNTANTS OF INDIA (ICAI)

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1 THE INSTITUTE OF COST ACCOUNTANTS OF INDIA (ICAI) GEOTECHNICAL INVESTIGATION REPORT FOR PROPOSED PROJECT INSTITUTIONAL BUILDING FOR ICAI AT CBD BELAPUR, NAVI MUMBAI OCTOBER BY THANE (W) FOR Invest in Investigation A-1, VIJAY APARTMENTS, NEAR ARADHANA CINEMA, L B S MARG, PACHPAKHADI, THANE (W) , ochre125@gmail.com

2 THE INSTITUTE OF COST ACCOUNTANTS OF INDIA (ICAI) NAVI MUMBAI GEOTECHNICAL INVESTIGATION REPORT FOR PROPOSED PROJECT INSTITUTIONAL BUILDING FOR ICAI AT CBD BELAPUR, NAVI MUMBAI BY THANE (W) Tel : FOR OCHRE DRILLERS INDIA PVT LTD THANE (W) Tel : OCTOBER 2012

3 Proposed PROJECT Institutional Building for CBD Belapur, Navi Mumbai Geotechnical Investigation Report THE INSTITUTE OF COST ACCOUNTANTS OF INDIA (ICAI) GEOTECHNICAL INVESTIGATION REPORT FOR PROPOSED PROJECT INSTITUTIONAL BUILDING FOR ICAI AT CBD BELAPUR, NAVI MUMBAI CONTENTS TABLE OF CONTENT Page GENERAL Page SCOPE OF INVESTIGATION Page METHODOLOGY Page FINDINGS OF INVESTIGATION Page GEOTECHNICAL ASSESSMENT Page 12 ENCLOSURES A) LOCATION PLAN OF BOREHOLES Page A1 B) BOREHOLE LOGS Page B1-B5 C) CORE LOGS Page C1- C10 D) LABORATORY TEST RESULTS Page D1-D5 E) SUB SOIL PROFILES Page E1-E2 Page 1

4 Proposed PROJECT Institutional Building for CBD Belapur, Navi Mumbai Geotechnical Investigation Report GEOTECHNICAL INVESTIGATION REPORT FOR PROPOSED PROJECT INSTITUTIONAL BUILDING FOR ICAI AT CBD BELAPUR, NAVI MUMBAI GENERAL 1.1 The Institute Of Cost Accountants Of India (ICAI), Navi Mumbai have proposed construction of Institutional Building for ICAI at CBD Belapur, Navi Mumbai. Proposed site is located at plot bearing survey No 97 of CBD Belapur at Sector 15, Navi Mumbai. Proposed building will be RCC framed structure having ground plus up to three upper floors with one level of basement. 1.2 M/s Shashi Deshmukh & Associates are the consulting architects and M/s Epicons Consultants Pvt Ltd are the RCC consultants for the proposed project. Client decided to carry out geotechnical investigation work to determine foundation design parameters. M/s Ochre Drillers India Pvt Ltd, Thane was entrusted with work of geotechnical investigation. 1.3 Geotechnical investigation consisted of five boreholes for proposed building. M/s Ochre Drillers India Pvt Ltd carried out fieldwork of five boreholes from October 11 to October 18, Selected soil, rock and water samples were tested in laboratory. Laboratory test results were received on October 26, This report has been prepared by the undersigned for M/s Ochre Drillers India Pvt Ltd. Report covers data collected in fieldwork of five investigation boreholes and analysis of laboratory test results. Report is limited to defining design parameters and specifying safe bearing capacity. It does not involve any specialist design for any subsurface component or visits by the undersigned to confirm any of the design parameters. Page 2

5 Proposed PROJECT Institutional Building for CBD Belapur, Navi Mumbai Geotechnical Investigation Report 2.0 SCOPE OF INVESTIGATION 2.1 Scope of geotechnical investigation work for proposed building consisted of five boreholes. Borehole is to be drilled through overburden & minimum 5.00 m in bed rock. Depth of boreholes is about m from existing ground level. Objective of investigation is to find out the subsoil stratification in project area and collect data for deciding design parameters of foundation. 2.2 To meet above objectives, following items were included in the scope of work: I) Conduct standard penetration tests in-situ to obtain shear strength parameters of soil at interval of 1.00 to 1.50 metres & collect disturbed soil samples in SPT split spoon. II) Collect undisturbed soil samples from cohesive soil stratum to determine the engineering properties such as shear strength and compressibility. III) Determine ground water level in each borehole. It was also required to collect ground water sample from each borehole for chemical analysis. IV) Collect and transport selected samples in soil & rock testing laboratory and conduct relevant tests to determine engineering properties of different subsoil strata. V) Prepare a geotechnical investigation report based on the data collected from field and the results of the laboratory tests. 2.3 Fieldwork is summarised in the following table. TABLE: SUMMARY OF BOREHOLES Bore Hole No Depth (m) Termination Depth (m) Ground Depth (m) BH BH BH BH BH Page 3

6 Proposed PROJECT Institutional Building for CBD Belapur, Navi Mumbai Geotechnical Investigation Report 3.0 METHODOLOGY OBJECTIVE 3.1 Geotechnical investigation was planned to obtain subsoil stratification in proposed project area and collect soil, rock and ground water samples for laboratory testing to determine engineering properties such as shear strength, compressibility, along with basic soil classification of subsurface stratum. 3.2 Locations of boreholes were selected in consultation with client. Data and results obtained from this investigation will be used in design of foundation of proposed project. FIELD INVESTIGATION 3.3 For geotechnical investigation work, standard rotary type drilling rig was used. This rig is coupled with diesel engine and has tripod and all drilling accessories. Drilling rig deployed is suitable for and has arrangement for driving as well as extracting casing, boring drilling by mud circulation method, conducting Standard Penetration Test (SPT) collection of Undisturbed Soil Sample (UDS) and Disturbed or wash Soil Sample (DS). 3.4 Drilling rig was installed at each specified borehole location. Rig was stabilised by making level ground. Initially casing of adequate diameter to suit boring of 100 mm hole was lowered and boring was commenced. 3.5 Sampling in each borehole was carried out generally as per the guidelines given in the IS code. Undisturbed soil samples were to be collected and SPTs were conducted at regular intervals. Undisturbed soil samples were not collected as cohesive stratum is stiff in consistency. 3.6 Standard Penetration Tests (SPT) were conducted in boreholes to obtain SPT N values i.e. no. of blows of 63.5 kg hammer falling through 75 cm, required to penetrate 30 cm of SPT split spoon. This test was conducted as per IS SPT N values are correlated with the relative density of non-cohesive soils and consistency of saturated cohesive soils. This test also collected samples in the split spoon assembly, which are treated as disturbed samples. SPTs were 1.00 m to 1.50 m interval. 3.7 SPT N values are co-related with relative density of non-cohesive stratum and with consistency of cohesive stratum. Co-relations are tabulated below. Page 4

7 Proposed PROJECT Institutional Building for CBD Belapur, Navi Mumbai Geotechnical Investigation Report CO-RELATION FOR SATURATED SAND/NON-PLASTIC SILT Relative Density Very loose Loose Medium Dense Very Dense CO-RELATION FOR SATURATED CLAY/PLASTIC SILT Consistency Very Soft Soft Medium Stiff Stiff Very Stiff Hard Penetration Value (Blows/Ft) 0 to 4 Blows 5 to 10 Blows 11 to 30 Blows 31 to 50 Blows Above 50 Blows Penetration Value (Blows/Ft) 0 to 2 Blows 3 to 4 Blows 5 to 8 Blows 9 to 16 Blows 17 to 32 Blows Above 32 Blows 3.8 When rock was encountered, size of borehole was changed to Nx (76 mm) diameter. A core barrel and Nx sized bits are used for drilling and recovering rock cores. Recovered rock cores were numbered serially and preserved in good quality sturdy wooden core boxes. core recovery and Quality Designation (RQD) were computed for every run length drilled. samples have been selected based on the probable founding elevation of the proposed structure. 3.9 classification in terms of weathering and state of fractures and strength is carried out in the following manner. Tabulations given in below explain it briefly. SCALE OF WEATHERING GRADES OF ROCK MASS Terms Description Grade Interpretation Fresh No visible sign of rock material weathering; perhaps slight I CR > 90 % Slightly Weathered Moderately Weathered Highly Weathered Completely Weathered Residual Soil As per IS 4464 discoloration on major discontinuity surfaces. Discoloration indicates weathering of rock material and discontinuity surfaces. All the rock material may be discoloured by weathering. Less than half of the rock material is decomposed or disintegrated to a soil. Fresh or discolored rock is present either as a continuous framework or as corestones. More than half of the rock material is decomposed or disintegrated to a soil. Fresh or discolored rock is present either as a discontinuous framework or as corestones All rock material is decomposed and / or disintegrated to soil. The original mass structure is still largely intact. All rock material is converted to soil. The mass structure and material fabric are destroyed. There is a large change in volume, but the soil has not been significantly transported. II CR between 70 % to 90 % III CR between 51 % to 70 % IV CR between 11 % to 50 % V CR between zero to 10 % VI CR = Zero % But N > 50 Page 5

8 Proposed PROJECT Institutional Building for CBD Belapur, Navi Mumbai Geotechnical Investigation Report 3.10 It should be understood that all grades of weathering may not be seen in a given rock mass and that in some cases a particular grade may be present to a very small extent. Distribution of the various weathering grades of rock material in the rock mass may be related to the porosity of the rock material and the presence of open discontinuities of all types in the rock mass Interpretation in above table has been done by Author of this report based on his understanding of above table & experience and is NOT a part of original table and observation of entire of rock mass instead of individual rock pieces quality is further measured by frequency of natural joints in rock mass. Quality Designation (RQD) is used to define state of fractures or massiveness of rock. Following table defines the quality of rock mass. RELATION BETWEEN RQD AND IN-SITU ROCK QUALITY RQD CLASSIFICATION RQD (%) Excellent 91 to 100 Good 76 to 90 Fair 51 to 75 Poor 26 to 50 Very Poor 00 to is also classified by strength of intact rock cores collected during drilling. compressive strength (UCS) is used to define strength of rock. Following table summarizes classification of rock based on strength. CLASSIFICATION OF ROCK WRT COMPRESSIVE STRENGTH ROCK STRENGTH COMPRESSIVE STRENGTH (MPA) Extremely weak < 2.00 Very Weak 2.00 to Weak to Average to Strong to Very Strong to Extremely Strong > Ground water table was observed after dewatering the borehole and waiting for time gap of 24 hours to allow for recuperation of ground water. Page 6

9 Proposed PROJECT Institutional Building for CBD Belapur, Navi Mumbai Geotechnical Investigation Report Sr. No Class Total SO 3 Percent Soil Concentration of Sulphates Expressed as SO 3 SO 3 * g/l Ground In g/l I 1 Less Than 0.20 Less Than 1.0 Less Than 0.30 II to to to 1.20 III to to to 2.50 IV to to to 5.00 V 5 More Than 2.00 More Than 5.00 More Than Boreholes were terminated after drilling in soil and minimum 5.00 m in bed rock. Boreholes were terminated from to m depth from existing ground level. On completion of boreholes, selected soil and rock were taken to laboratory for testing. IS CODES FOLLOWED 3.16 Field work was executed generally in accordance with IS specifications listed below: a) IS-1892 : Code of practice for Subsurface Investigation of Foundations. b) IS-1498 : Classification and Identification of soils for General Engineering Purposes. c) IS-2131 : Method for Standard Penetration Test for Soils d) IS-2132 : Code for practice for Thin Walled Tube Sampling of Soils. e) IS-5313 : Guide for Drilling Observations Following Laboratory testing was carried out as per relevant IS codes. a) Grain size distribution and consistency limits on soil samples for engineering classification as per IS b) Crushing strength of rock to decide safe bearing capacity of shallow foundation on the rock and/ or the safe friction and end bearing resistance for deep foundations such as piles, as per IS codes IS-9143 and IS c) Chemical analysis of soil and ground water to determine ph, S0 3 & CI contents to decide any precautionary measures for protecting foundation concrete and reinforcement, as per IS-2720 (part-26) and IS-3025 (Part 24 and 32). Page 7

10 Proposed PROJECT Institutional Building for CBD Belapur, Navi Mumbai Geotechnical Investigation Report 4.0 FINDINGS OF INVESTIGATION 4.1 Logs of five boreholes drilled for proposed ICWAI building were studied. Following subsoil profile was inferred up to final depth of boreholes. Stratum One : Filled Up Soil Stratum Two : Yellow Medium Stiff to Stiff Silty Clay Stratum Three : Grey Very Soft Marine Clay Stratum Four : Completely Weathered Stratum Five : Highly Weathered Basalt Stratum Six : Moderately Weathered Basalt Stratum Seven : Slightly Weathered Basalt STRATUM ONE : FILLED UP SOIL 4.2 First stratum of subsoil profile is filled up soil. Thickness of this stratum is 2.00 m in BH 1, 0.50 m in BH 2 and 3.00 m in BH 3, BH 4 & BH 5. This stratum consists of clay mixed with yellow silt in varying percentage with boulders. Filling was done to raise the plot and make it suitable for previous use. Standard penetration test was not conducted in this stratum. STRATUM TWO : YELLOW MEDIUM STIFF TO STIFF SILTY CLAY 4.3 Second stratum of subsoil profile is yellow medium stiff to stiff silty clay. This stratum is present only in two boreholes having thickness of 2.60 m in BH 1 and 1.10 m in BH 2. This stratum consists of clay mixed with silt in varying percentage with few gravel. Four Standard Penetration tests were conducted in this stratum. Reported SPT N values are 7, 11, 14 & 8. These SPT N values indicate medium stiff to stiff consistency of cohesive stratum. One soil sample collected from this stratum was tested in laboratory. Results of same are tabulated below. Gravel % 01 Sand % 67 Fines % 32 Liquid Limit % 48 Plastic Limit % 27 Plasticity Index % 21 Soil Classifications as per IS-1498 SC STRATUM THREE : GREY VERY SOFT MARINE CLAY 4.4 Third stratum of subsoil profile is grey very soft Marine clay. Thickness of this stratum is 5.00 m in BH 1, 7.00 m in BH 2, 5.60 m in BH 3, 6.60 m in BH 4 & 4.60 m in BH 5. Page 8

11 Proposed PROJECT Institutional Building for CBD Belapur, Navi Mumbai Geotechnical Investigation Report This stratum consists of clay mixed with silt in varying percentage with few gravel. Thirty Standard Penetration tests were conducted in this stratum. Reported SPT N values are from 2 to 4. These SPT N values indicate very soft consistency of cohesive stratum. Thirteen soil sample collected from this stratum was tested in laboratory. Results of same are tabulated below. Gravel % 00 to 10 Sand % 00 to 13 Fines % 83 to 99 Liquid Limit % 67 to 88 Plastic Limit % 24 to 43 Plasticity Index % 31 to 63 Soil Classifications as per IS-1498 CH, MH STRATUM FOUR : COMPLETELY WEATHERED ROCK 4.5 Fourth stratum of subsoil profile is completely weathered rock. Thickness of this stratum is 0.40 m in all five boreholes. To advance through this hard stratum, drilling was carried out using Nx drilling bits & core barrel. Visual examination of wash samples collected revealed that it was completely weathered rock having residual rock structure, which is locally known as murrum. STRATUM FIVE : HIGHLY WEATHERED BASALT 4.6 Fifth stratum of subsoil profile is highly weathered Basalt. This stratum is present only in two boreholes having thickness of 1.00 m in BH 1 & BH 2. core recovery values in this rock stratum are 31 & 44 percent. These values of rock core recoveries show highly weathered condition of rock mass. quality designation values are zero & 12 percent. These values indicate very poor state of fractures in rock stratum. One rock core sample selected from this stratum was tested in laboratory. Reported saturated crushing strength of this rock core is 7.40 MPa. This value indicates that rock is weak in strength. Other test results are as below. Porosity % Absorption % 6.19 Dry Density kn/m Saturated Crushing Strength MPa 7.40 STRATUM SIX : MODERATELY WEATHERED BASALT 4.7 Sixth stratum of subsoil profile is moderately weathered Basalt. This stratum is present in three boreholes having thickness of 1.00 m in BH 2, BH 3 & BH 4. core Page 9

12 Proposed PROJECT Institutional Building for CBD Belapur, Navi Mumbai Geotechnical Investigation Report recovery values in this rock stratum are from 57 to 66 percent. These values of rock core recoveries show moderately weathered condition of rock mass. quality designation values are from 13 to 31 percent. These values indicate poor state of fractures in rock stratum. Three rock core samples selected from this stratum were tested in laboratory. Reported saturated crushing strengths of these rock cores are 21.70, & MPa. These values indicate that rock is average in strength. Other test results are as below. Porosity % 13.00, 4.23, Absorption % 5.36, 1.50, 1.38 Dry Density kn/m , 28.10, Saturated Crushing Strength MPa 21.70, 11.80, STRATUM SEVEN : SLIGHTLY WEATHERED BASALT 4.8 Seventh stratum of subsoil profile is slightly weathered Basalt. This is the last stratum up to the depth of investigation of all boreholes. Drilling was carried out in this stratum for the thickness of 4.15 m in BH 1, 3.38 m in BH 2, 4.25 m in BH 3, 4.16 m in BH 4 and 5.16 m in BH 5. core recovery values in this rock stratum are from 70 to 98 percent with two lower values of 50 & 68 percent. These values of rock core recoveries show slightly weathered condition of rock mass. quality designation values are from 38 to 98 percent. These values indicate good state of fractures in rock stratum. Ten rock core samples selected from this stratum were tested in laboratory. Reported saturated crushing strengths of these rock cores are from to MPa. These values indicate that rock is average to strong in strength. Other test results are as below. Porosity % 4.30 to Absorption % 1.58 to 4.15 Dry Density kn/m to Saturated Crushing Strength MPa to WATER LEVEL OBSERVATIONS 4.9 Ground water level was observed in all boreholes during fieldwork and after completion of boreholes. At the time of investigation, ground water level was observed at 3.60 m in BH 1, 4.00 m in BH 2, 6.00 m in BH 3, 1.80 m in BH 4 and 3.00 m in BH 5 below existing ground level in boreholes. However, for determination of more reliable ground water level, long term observations in cased holes or open stand pipe piezometers are desirable level fluctuations due to seasonal variations, amount of rainfall, runoff and other factors were not evident at the time of fieldwork. Trapped or perched water could Page 10

13 Proposed PROJECT Institutional Building for CBD Belapur, Navi Mumbai Geotechnical Investigation Report occur within the fill materials and/or above low permeability soil and rock layers. level fluctuations and perched water may be considered while developing design and construction drawings and specifications for the project. CHEMICAL ANALYSIS 4.11 Five water samples collected from boreholes were analysed chemically in the laboratory. Following results are reported. ph Value 8.38, 7.64, 7.82, 7.64, 7.58 Alkaline Sulphates (ppm) 150, 100, 150, 150, 100 Class I /Table IV/IS 456 Chlorides (ppm) 2800, 650, 700, 500, 300 More than 500 ppm/table 1/IS 456 Results of chemical analysis indicate that water is not aggressive to concrete but moderately corrosive to reinforcement steel. Page 11

14 Proposed PROJECT Institutional Building for CBD Belapur, Navi Mumbai Geotechnical Investigation Report 5.0 GEOTECHNICAL ASSESSMENT 5.1 The Institute Of Cost Accountants Of India (ICAI), Navi Mumbai have proposed construction of Institutional Building for ICAI at CBD Belapur, Navi Mumbai. Proposed site is located at plot bearing survey No 97 of CBD Belapur at Sector 15, Navi Mumbai. Proposed building will be RCC framed structure having ground plus up to three upper floors with one level of basement. FOUNDATION REQUIREMENTS 5.2 Based on the data obtained from this investigation, following aspects of substructure have been discussed and recommendations have been made. These are listed below: 1) Foundation System. 2) Method of Safe Excavation for Basement Construction. 3) Estimation of Lateral Pressure on Basement Walls. 4) Uplift Pressure on Basement Raft. FOUNDATION SYSTEM 5.3 It was informed that top of basement raft is at 2.15 m from general ground level. This means minimum depth of excavation will be 3.00 m from general ground level including thickness of basement bottom raft plus PCC, water proofing treatment and other services. Stratum met with at 3.00 m depth from drilling ground level is tabulated as below. Borehole Final Depth of Stratum met with No Depth (m) Borehole 3.00 m depth BH Yellow Medium Stiff to Stiff Silty Clay BH Grey Very Soft Marine Clay BH Grey Very Soft Marine Clay BH Grey Very Soft Marine Clay BH Grey Very Soft Marine Clay 5.4 Above table indicates that at expected founding level, grey very soft Marine clay is present in all boreholes. Placing footing foundations in this stratum may cause differential settlements of footing foundations. Therefore, foundations shall not be placed in this stratum. 5.5 This stratum is followed by bed rock of weathered Basalt stratum. This stratum is present below 8.00 to m below existing ground level. Considering depth of excavation, dewatering effort and stability of excavated earth slopes, if it is not possible to excavate upto required founding depth, therefore it is recommended to adopt pile foundations as founding system for proposed structure. Pile foundations shall have to be socketed sufficiently into Page 12

15 Proposed PROJECT Institutional Building for CBD Belapur, Navi Mumbai Geotechnical Investigation Report weathered Basalt. Following guidelines shall be followed while designing and placing the pile foundations. PILE FOUNDATION 5.6 Following guidelines shall be followed in the construction of pile foundation. A} Pile foundations shall be installed by suitable method. Permanent casings up to rock top level will be required. B} Longitudinal reinforcement steel rods shall be bent to L shape at bottom. Shorter arm of L at bottom need not be more than 100 mm in length. This will permit free flow of concrete through bottom. C} It is necessary to ensure proper tip zone cleaning by circulating fresh water after lowering the reinforcement cage. Concreting of piles shall be done from bottom upward only by tremie. D} Concreting shall be carried out on the same working day and bore shall not kept full of water/ Bentonite for more than 6 hours. DESIGN PARAMETERS 5.7 Following guidelines shall be followed in design of pile foundation. A} Safe Pile capacity for piles shall not exceed 4500 kn/m 2 times the pile cross sectional area. Expected diameters of piles shall be 500 mm, 600 mm, 750 mm & 900 mm. B} Safe End bearing stress = 3000 kn/m 2. C} Safe Friction stress in weathered Basalt = kn/m 2. D} Minimum rock socket length in weathered Basalt will be three times pile diameter. E} Safe vertical pile capacity and lateral load carrying capacity are tabulated below. Pile dia (mm) Safe Pile Capacity kn (T) Vertical Lateral (88) (1.16) (127) (1.60) (199) (2.36) (286) (3.25) F} Tentative Lengths of pile corresponding to each pile diameter as tabulated as below. Final length of pile shall be calculated after deducting pile cut off level (basement hnine + raft thickness) from pile lengths reported in table below. Pile dia (mm) Depth Borehole No (m) Minimum Pile Length (m) From existing Ground Level BH BH BH BH BH Page 13

16 Proposed PROJECT Institutional Building for CBD Belapur, Navi Mumbai Geotechnical Investigation Report PILE TERMINATION CRITERION 5.8 While carrying out pile foundation by rotary hydraulic method following observation shall be made in rock stratum. Rotary Piling machine of 180 kn-m torque capacity will be required for this site. Following guidelines shall be followed for terminating piles in field operation. A) Unit penetration interval say 1000 mm shall be maintained constant. B) Time required to achieve standard penetration of 1000 mm shall be recorded. C) RPM of Kelly bar measure physically (for 1 full minute). D) Pressure gauge reading of applied hydraulic pressure shall be limited to 20 MPa. E) Kelly bar RPM shall be about 10/11 at the time of terminating of pile. F) Record of every 1000 mm penetration shall be maintained jointly by contractor & supervising authority. G) sample collected in every penetration shall be stored and labelled. H) After correlating with nearby borehole on meeting rock, minimum three times pile diameter shall be provided in rock. Out of this about one diameter length of socket is required in good rock. To ensure this, one diameter socket will be provided in rock requiring pressure of 20 MPa. 5.9 It is desirable to carry out routine pile load test/s shall be carried out as per IS-2911 (Part IV) for confirmation of pile capacity. Maximum test load should be one and half times the safe load. On the other hand, it is also necessary to make comprehensive check on quality. Therefore it is recommended to carry out pile integrity tests on every pile installed for this project. Method of Safe Excavation For Basement 5.10 If open excavation is carried out, minimum slope of 1V:1.5H shall be provided for long term stability in overburden soil and in rock excavation slope of 8V:1H is recommended. This does not consider stacking of excavated spoils or construction materials by the side of excavated pit. Such a thing cannot be avoided while working on field. Adjacent existing structures and approach roads shall also have to be protected during this excavation If it is not possible to carryout open excavations, it is recommended provide suitable retaining system. Technically safe and suitable scheme shall be adopted. Design of retaining scheme for basement excavation will be taken as separate consultancy assignment. Lateral Pressure on Basement Walls Page 14

17 Proposed PROJECT Institutional Building for CBD Belapur, Navi Mumbai Geotechnical Investigation Report 5.12 Top layer of overburden will exert active lateral earth pressure on basement walls. Therefore, earth pressure in active condition shall be considered in addition to hydrostatic pressure in design of basement walls. Therefore, following recommended design parameters for evaluating the lateral pressures are tabulated below. Stratum Depth (m) Saturated Density Cohesion Angle of Internal Friction From To (kn/m 2 ) (kn/m 2 ) (Deg) 1. Filled up Soil Hydrostatic pressure on basement walls shall be considered up to full excavation depth. For this calculation water table is recommended at existing ground level, considering heavy rain spell in monsoon season. Uplift Pressure 5.14 It is recommended to consider ground water table at ground level. Total depth of excavation is 3.00 m, which means net uplift pressure on bottom basement raft will be kn/m 2 (3.00 T/m 2 ). Stability checks shall be carried out at different stages of constructions, considering full uplift pressure. Value of the uplift force per unit area can be defined after the analysis and suitable measures against uplift can be provided for It is also suggested to observe ground water head by drilling observation well. Observation well shall be drilled just out side the excavation line of basement. Head of water in the observation well shall be measured for predetermined time interval using piezometers. Daily record of the water head shall be maintained on site. This will provide realistic estimate of water head. DURABILITY 5.16 Based on the results of chemical analysis of water, it is clear that ground water is not aggressive but moderately corrosive to reinforcement steel. Therefore, it is recommended: 1. Use Pozzolana Portland Cement for all work till plinth beam 2. Use minimum cement content of 350 kg/m 3 of concrete with minimum grade of concrete M Adopt minimum clear cover of 75 mm to the reinforcement steel. 4. Provide approved anti corrosive treatment to reinforcement steel. October 27, 2012 Page 15

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24 Client : The Institute Of Cost Accountants Of India (ICAI) CORE LOG Project : Proposed Project Institutional Building for ICAI at CBD Belapur, Navi Mumbai Bore Hole Dia. : 100mm/ Nx Date of Commence: 17/10/2012 Table : 3.60 m BGL Date of Completion : 18/10/2012 Bore Hole No : BH 1 A-1, Vijay Apartments, Pachpakhadi, Thane (W) Tel : Depth (m) Drill Run Lengt h No of Pieces Total Length of Recovered Piece No Piece Length Nature of Fracture Angle of Joint with Vertical Recovery Quality Designation Description From To (cm) From To (cm) (cm) (M/J) (Deg) (%) (%) (%) (%) Wash Colour Loss Loss Remarks Overburden J V 38 Nil Piece No 1 to 3 Grey Nil 2 3 J V Completely 3 7 J V Weathered J V Piece No 4 to 12 Grey Nil 5 3 J V Highly 6 3 J V Weathered Basalt 7 1 J V 8 3 J V 9 2 J V 10 1 J V 11 4 J V 12 3 J V J H Piece No 13 to 16 Grey Nil 14 3 J V Slightly 15 5 J V Weathered Basalt J H Page C1

25 Client : The Institute Of Cost Accountants Of India (ICAI) CORE LOG Project : Proposed Project Institutional Building for ICAI at CBD Belapur, Navi Mumbai Bore Hole Dia. : 100mm/ Nx Date of Commence: 17/10/2012 Table : 3.60 m BGL Date of Completion : 18/10/2012 Bore Hole No : BH 1 A-1, Vijay Apartments, Pachpakhadi, Thane (W) Tel : Depth (m) Drill Run Lengt h No of Pieces Total Length of Recovered Piece No Piece Length Nature of Fracture Angle of Joint with Vertical Recovery Quality Designation Description From To (cm) From To (cm) (cm) (M/J) (Deg) (%) (%) (%) (%) Wash Colour Loss Loss Remarks 17 9 J H Piece No 17 to J H Slightly J H Weathered Basalt J H Grey Nil J V J H J H J H Grey Nil J H J H J H Grey Nil J H Borehole BH 1 terminated at m B.G.L Page C2

26 Client : The Institute Of Cost Accountants Of India (ICAI) CORE LOG Project : Proposed Project Institutional Building for ICAI at CBD Belapur, Navi Mumbai Bore Hole Dia. : 100mm/ Nx Date of Commence: 11/10/2012 Table : 4.00 m BGL Date of Completion : 13/10/2012 Bore Hole No : BH 2 A-1, Vijay Apartments, Pachpakhadi, Thane (W) Tel : Depth (m) Drill Run Lengt h No of Pieces Total Length of Recovered Piece No Piece Length Nature of Fracture Angle of Joint with Vertical Recovery Quality Designation Description From To (cm) From To (cm) (cm) (M/J) (Deg) (%) (%) (%) (%) Wash Colour Loss Loss Remarks Overburden J V 44 Nil Piece No 1 to 9 Grey Nil 2 5 J V Highly 3 5 J V Weathered Basalt 4 7 J V 5 4 J V 6 4 J V 7 4 J V 8 3 J V 9 5 J V J V Piece No 10 to 19 Grey Nil 11 5 J V Moderately 12 6 J V Weathered Basalt 13 6 J V 14 4 J V 15 4 J V 16 6 J V 17 8 J V 18 9 J V J V Page C3

27 Client : The Institute Of Cost Accountants Of India (ICAI) CORE LOG Project : Proposed Project Institutional Building for ICAI at CBD Belapur, Navi Mumbai Bore Hole Dia. : 100mm/ Nx Date of Commence: 11/10/2012 Table : 4.00 m BGL Date of Completion : 13/10/2012 Bore Hole No : BH 2 A-1, Vijay Apartments, Pachpakhadi, Thane (W) Tel : Depth (m) Drill Run Lengt h No of Pieces Total Length of Recovered Piece No Piece Length Nature of Fracture Angle of Joint with Vertical Recovery Quality Designation Description From To (cm) From To (cm) (cm) (M/J) (Deg) (%) (%) (%) (%) Wash Colour Loss Loss Remarks J V Piece No 20 to 30 Grey Nil J V Slighlty Weathered Basalt J V Grey Nil J V J V J H J H J H Grey Nil J H J H J H Borehole BH 2 terminated at m B.G.L Page C4

28 Client : The Institute Of Cost Accountants Of India (ICAI) CORE LOG Project : Proposed Project Institutional Building for ICAI at CBD Belapur, Navi Mumbai Bore Hole Dia. : 100mm/ Nx Date of Commence: 13/10/2012 Table : 6.00 m BGL Date of Completion : 15/10/2012 Bore Hole No : BH 3 A-1, Vijay Apartments, Pachpakhadi, Thane (W) Tel : Depth (m) Drill Run Lengt h No of Pieces Total Length of Recovered Piece No Piece Length Nature of Fracture Angle of Joint with Vertical Recovery Quality Designation Description From To (cm) From To (cm) (cm) (M/J) (Deg) (%) (%) (%) (%) Wash Colour Loss Loss Remarks Overburden J V Piece No 1 to 7 Grey Nil 2 3 J V Highly 3 4 J V Weathered Basalt 4 6 J V 5 6 J V 6 20 J H 7 11 J V J V Piece No 8 to 14 Grey Nil 9 5 J V Moderately 10 2 J V Weathered Basalt 11 9 J V J H J H J V Page C5

29 Client : The Institute Of Cost Accountants Of India (ICAI) Drill Run Lengt h Total Length of Recovered Piece No Piece Length Nature of Fracture CORE LOG Project : Proposed Project Institutional Building for ICAI at CBD Belapur, Navi Mumbai Bore Hole Dia. : 100mm/ Nx Date of Commence: 13/10/2012 Table : 6.00 m BGL Date of Completion : 15/10/2012 Depth (m) No of Pieces Angle of Joint with Vertical Recovery Bore Hole No : BH 3 Quality Designation Description From To (cm) From To (cm) (cm) (M/J) (Deg) (%) (%) (%) (%) J V Piece No 15 to 28 Grey Nil J H Slightly J H Weathered Basalt J H J H Wash Colour J V Grey Nil J V J V J V Grey Nil J H J H J H 27 9 J H J H A-1, Vijay Apartments, Pachpakhadi, Thane (W) Tel : Loss Loss Remarks Borehole BH 3 terminated at m B.G.L Page C6

30 Client : The Institute Of Cost Accountants Of India (ICAI) CORE LOG Project : Proposed Project Institutional Building for ICAI at CBD Belapur, Navi Mumbai Bore Hole Dia. : 100mm/ Nx Date of Commence: 14/10/2012 Table : 1.80 m BGL Date of Completion : 17/10/2012 Bore Hole No : BH 4 A-1, Vijay Apartments, Pachpakhadi, Thane (W) Tel : Depth (m) Drill Run Lengt h No of Pieces Total Length of Recovered Piece No Piece Length Nature of Fracture Angle of Joint with Vertical Recovery Quality Designation Description From To (cm) From To (cm) (cm) (M/J) (Deg) (%) (%) (%) (%) Wash Colour Loss Loss Remarks Overburden J V Piece No 1 to 8 Grey Nil 2 8 J V Moderately 3 6 J V Weathered Basalt 4 5 J V 5 7 J V 6 17 J V 7 6 J V 8 6 J V J H Piece No 9 to 15 Grey Nil 10 9 J V Slightly J V Weathered Basalt 12 9 J V 13 8 J V 14 8 J V J V Page C7

31 Client : The Institute Of Cost Accountants Of India (ICAI) Drill Run Lengt h Total Length of Recovered Piece No Piece Length Nature of Fracture CORE LOG Project : Proposed Project Institutional Building for ICAI at CBD Belapur, Navi Mumbai Bore Hole Dia. : 100mm/ Nx Date of Commence: 14/10/2012 Table : 1.80 m BGL Date of Completion : 17/10/2012 Depth (m) No of Pieces Angle of Joint with Vertical Recovery Bore Hole No : BH 4 Quality Designation Description From To (cm) From To (cm) (cm) (M/J) (Deg) (%) (%) (%) (%) J H Piece No 16 to 23 Grey Nil J H Slightly Weathered Basalt J H Grey Nil J H Wash Colour J V Grey Nil J V J H J H A-1, Vijay Apartments, Pachpakhadi, Thane (W) Tel : Loss Loss Remarks Borehole BH 4 terminated at m B.G.L Page C8

32 Client : The Institute Of Cost Accountants Of India (ICAI) CORE LOG Project : Proposed Project Institutional Building for ICAI at CBD Belapur, Navi Mumbai Bore Hole Dia. : 100mm/ Nx Date of Commence: 11/10/2012 Table : 2.95 m BGL Date of Completion : 13/10/2012 Bore Hole No : BH 5 A-1, Vijay Apartments, Pachpakhadi, Thane (W) Tel : Depth (m) Drill Run Lengt h No of Pieces Total Length of Recovered Piece No Piece Length Nature of Fracture Angle of Joint with Vertical Recovery Quality Designation Description From To (cm) From To (cm) (cm) (M/J) (Deg) (%) (%) (%) (%) Wash Colour Loss Loss Remarks Overburden J V Piece No 1 to 17 Grey Nil 2 14 J H Slightly 3 3 J V Weathered Basalt 4 3 J V 5 6 J V 6 2 J V 7 10 J V 8 22 J H J V Grey Nil J V J H J H J H J H Grey Nil J H 16 9 J H J H Page C9

33 Client : The Institute Of Cost Accountants Of India (ICAI) CORE LOG Project : Proposed Project Institutional Building for ICAI at CBD Belapur, Navi Mumbai Bore Hole Dia. : 100mm/ Nx Date of Commence: 11/10/2012 Table : 2.95 m BGL Date of Completion : 13/10/2012 Bore Hole No : BH 5 A-1, Vijay Apartments, Pachpakhadi, Thane (W) Tel : Depth (m) Drill Run Lengt h No of Pieces Total Length of Recovered Piece No Piece Length Nature of Fracture Angle of Joint with Vertical Recovery Quality Designation Description From To (cm) From To (cm) (cm) (M/J) (Deg) (%) (%) (%) (%) Wash Colour Loss Loss Remarks J H Piece No 18 to 25 Grey Nil J V Slightly J H Weathered Basalt 21 7 J V J V J H Grey Nil J H J H Borehole BH 5 terminated at m B.G.L Page C10

34 SOIL TEST DATA SHEET Client : The Institute Of Cost Accountants Of India (ICAI) Contractor : M/s Ochre Drillers India Pvt Ltd, Thane Project : Proposed Project Institutional Building for ICAI at CBD Belapur, Navi Mumbai BORE HOLE / PIT NO. DEPTH ( m ) SAMPLE TYPE UD / D WET gm/cm 3 DENSITY DRY gm/cm 3 NATURAL MOISTURE CONTENT, w % MECHANICAL ANALYSIS GRAVEL % SAND % SILT % CLAY % LIQUID % CONSISTENCY LIMITS PLASTIC % PLASTICITY INDEX, I p % SOIL CLASSIFICATION (I.S) SHRINKAGE % Swelling Pressure Kg/cm 2 Free Swell Index % CONSOLIDATION TEST COMP. INDEX C c (Lab) INITAL VOID RATIO % SPECIFIC GRAVITY REMARKS BH SPT SC 2.81 BH SPT CH 2.78 BH SPT CH 2.74 BH SPT MH 2.76 BH SPT CH 2.65 BH SPT CH 2.65 CHEM CHEMICAL ANALYSIS Tuu :- TRIAXIAL TEST UNCONSOLIDATED UNDRAINED SP :- SWELLING PRESSURE OR SWEELING f :- ANGLE OF INTERNAL FRICTION COMP COMPACTION TEST Tcu :- TRIAXIAL TEST CONSOLIDATED UNDRAINED POTENTIAL TEST Cc :- UNDRAINED COHESION DS :- DIRECT SHEAR Tcd :- TRIAXIAL TEST CONSOLIDATED DRAINED RM :- REMOULDED f' :- EFFECTIVE ANGLE OF INTERNAL FRICTION K :- PERMEABILITY TEST NP :- NON PLASTIC VL :- LABORATORY VANE SHEAR TEST FS :- FREE SWELL TEST SL :- SHRINKAGE LIMIT TEST UC :- UNCONFINED COMPRESSION TEST Cc ' :- EFFECTIVE COHESION Job. No. :- Prepd. By. : Shirish Page D1

35 SOIL TEST DATA SHEET Client : The Institute Of Cost Accountants Of India (ICAI) Contractor : M/s Ochre Drillers India Pvt Ltd, Thane Project : Proposed Project Institutional Building for ICAI at CBD Belapur, Navi Mumbai BORE HOLE / PIT NO. DEPTH ( m ) SAMPLE TYPE UD / D WET gm/cm 3 DENSITY DRY gm/cm 3 NATURAL MOISTURE CONTENT, w % MECHANICAL ANALYSIS GRAVEL % SAND % SILT % CLAY % LIQUID % CONSISTENCY LIMITS PLASTIC % PLASTICITY INDEX, I p % SOIL CLASSIFICATION (I.S) SHRINKAGE % Swelling Pressure Kg/cm 2 Free Swell Index % CONSOLIDATION TEST COMP. INDEX C c (Lab) INITAL VOID RATIO % SPECIFIC GRAVITY REMARKS BH SPT CH 2.31 BH SPT CH 2.78 BH SPT MH 2.77 BH SPT CH 2.72 BH SPT CH 2.77 BH SPT MH 2.79 BH SPT CH 2.65 BH SPT CH 2.66 CHEM CHEMICAL ANALYSIS Tuu :- TRIAXIAL TEST UNCONSOLIDATED UNDRAINED SP :- SWELLING PRESSURE OR SWEELING f :- ANGLE OF INTERNAL FRICTION COMP COMPACTION TEST Tcu :- TRIAXIAL TEST CONSOLIDATED UNDRAINED POTENTIAL TEST Cc :- UNDRAINED COHESION DS :- DIRECT SHEAR Tcd :- TRIAXIAL TEST CONSOLIDATED DRAINED RM :- REMOULDED f' :- EFFECTIVE ANGLE OF INTERNAL FRICTION K :- PERMEABILITY TEST NP :- NON PLASTIC VL :- LABORATORY VANE SHEAR TEST FS :- FREE SWELL TEST SL :- SHRINKAGE LIMIT TEST UC :- UNCONFINED COMPRESSION TEST Cc ' :- EFFECTIVE COHESION Job. No. :- Prepd. By. : Shirish Page D2

36 TEST RESULTS OF ROCK CORES Client : The Institute Of Cost Accountants Of India (ICAI) Contractor : M/s Ochre Drillers India Pvt Ltd, Thane Project : Proposed Project Institutional Building for ICAI at CBD Belapur, Navi Mumbai Sr. No. Bore Hole No. No. Depth m Diameter cm Height cm H : D (1:H/D) Failure Load Tonnes Uniaxial Compressive Strength Kg / cm 2 Porosity % Absorption % Dry Density gm / cm 3 Point Load Index Kg / cm 2 Remarks 1 BH BH BH BH BH BH BH BH BH BH BH * indicates the sample failed along joints ** All Samples were Soaked for 24 Hours Before the Test Job No :- Prepd By : Shirish Page D3

37 TEST RESULTS OF ROCK CORES Client : The Institute Of Cost Accountants Of India (ICAI) Contractor : M/s Ochre Drillers India Pvt Ltd, Thane Project : Proposed Project Institutional Building for ICAI at CBD Belapur, Navi Mumbai Sr. No. Bore Hole No. No. Depth m Diameter cm Height cm H : D (1:H/D) Failure Load Tonnes Uniaxial Compressive Strength Kg / cm 2 Porosity % Absorption % Dry Density gm / cm 3 Point Load Index Kg / cm 2 Remarks 12 BH BH BH * indicates the sample failed along joints ** All Samples were Soaked for 24 Hours Before the Test Job No :- Prepd By : Shirish Page D4

38 Chemical Analysis of Client : The Institute Of Cost Accountants Of India (ICAI) Project : Proposed Project Institutional Building for ICAI at CBD Belapur, Navi Mumbai Contractor : M/s Ochre Drillers India Pvt Ltd, Thane Serial No Bore Hole No Depth ph' Value Sulphates as SO 3 - Chlorides as Cl - (m) (ppm) (ppm) 1 BH BH BH BH BH Job No : Prepd By :- Shirish Page D5

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