Report by : CENGRS GEOTECHNICA PVT. LTD. SOIL AND FOUNDATION EXPERTS

Transcription

1 Report by : CENGRS GEOTECHNICA PVT. LTD. SOIL AND FOUNDATION EXPERTS Final Report on: Geotechnical Investigation for Proposed Raw Water Reservoir at TSPL Banawala, Mansa Punjab. Submitted to: M/s. Talwandi Sabo Power LTD. Village Banawala Mansa Talwandi Sabo Road, Dist. Mansa, Punjab Project No Date: 9 th November 2017 Revision: 0 ISO 9001:2008 CERTIFIED Cengrs Geotechnica Pvt. Ltd. Corporate Office : A - 100, Sec - 63, Noida (U.P.) India. Phone : , Fax : , E : cengrs@gmail.com, W : Registered Office : Cengrs House, B - 3/87, Safdarjung Enclave, New Delhi ISO/IEC 17025:2005 Certified Laboratory (NABL)

2 Proposed Raw Water Reservoir at TSPL Banawala Mansa, Punjab 9 th November 2017 Project No M/s. Talwandi Sabo Power LTD. Village Banawala Mansa Talwandi Sabo Road, Dist. Mansa, Punjab Kind Attention: Ms. Drishti Setia Sub: Geotechnical Investigation for Proposed Raw Water Reservoir at TSPL Banawala Mansa, Punjab. We have carried out the captioned study in accordance with your Perches Order No dated 06 September, We thank you for your business, and hope that you are satisfied with our services rendered. This Final Interpretive Report presents our findings based on the geotechnical investigations conducted by us at the project site. This report presents the field and laboratory test data, along with our geotechnical engineering recommendations, which shall help you in deciding the optimum foundation arrangement for use on site. We have prepared this report based on our findings on site, as well as our experience gained in over 5000 projects completed over the past 27 years. We welcome you to involve us during the detailed foundation design, construction and testing phases, so that we may serve you better. We are pleased to have been of service to you on this project and will be glad to consult further with you and your design team. Yours faithfully, CENGRS GEOTECHNICA PVT. LTD. Sanjay Gupta Managing Director Ravi Sundaram Director

3 Proposed Raw Water Reservoir at TSPL Banawala, Mansa, Punjab EXECUTIVE SUMMARY Topic Summary of Results Project Name Location Scope of Work Site Stratigraphy Groundwater Liquefaction Susceptibility Assessment Foundation Recommendations Embankment Construction Considerations Raw Water Reservoir TSPL Banawala, Mansa, Punjab Fifteen (15) boreholes, seven (7) trial pits, two (2) field permeability tests and two (2) piezometers. The soils at site generally consist of silty sand / fine sand to the maximum explored depth of 15 m. However, in BH-6, 7, 10 & 11 a layer of sandy silt is encountered between EGL to about 1.5 m depth. The measured ground water level ranges from m below the EGL during the period of our field investigations (September-October, 2017). The measured groundwater in the piezometer ranges from 3.0 to 4.2 m (Sep-Oct, 2017). We suggest that the water level in the piezometer should be monitored till the foundation construction completion. In our opinion, the may be a marginal potential for liquefaction to about m depth in the event of an earthquake Isolated foundations may be used to support the proposed Raw Water Pump House. Our recommended values of net allowable bearing pressures for the foundations bearing at m depths are presented in Sections 5.5. Slope stability analysis and seepage analysis may be performed to ensure that the embankments slopes are stable under all loading conditions. Embankment Design And Construction Considerations Potential for chemical attack on foundation concrete are presented in Section 6.0. Project No i

4 Proposed Raw Water Reservoir at TSPL Banawala, Mansa, Punjab TABLE OF CONTENTS Page No. 1.0 INTRODUCTION Project Description Purposes of Study Details of Test Locations FIELD INVESTGATION Soil Boring Groundwater Trial Pits Field Permeability Tests Installation Of Piezometer LABORATORY TESTS GENERAL SITE CONDITIONS Site Description Regional Geology Site Stratigraphy Groundwater Field Permeability Test Results Proctor Compaction Test Results FOUNDATION ANALYSIS AND RECOMMENDATIONS General Liquefaction Susceptibility Assessment Foundation Type and Depth Concepts for Foundation Analysis Recommended Net Allowable Bearing Pressures Definition of Gross and Net Bearing Pressure EMBANKMENT DESIGN AND CONSTRUCTION CONSIDERATIONS Design Parameters Fill Placement and Compaction Chemical Attack VARIABILITY IN SUBSURFACE CONDITIONS 11 Project No ii

5 Proposed Raw Water Reservoir at TSPL Banawala, Mansa, Punjab ILLUSTRATIONS Caption Plate No. Plan of Field Investigations 1 Satellite Image 2 Engineering Description of Soil 3 Uncertainty in Laboratory Measurements 4 Soil Profiles 5 to 34 Summary of Borehole Profiles 35 to 37 Trial Pts Sections 38 to 44 Standard Penetration Test Results 45 to 50 Liquefaction Susceptibility Assessment As Per IS: 1893 (Part1) Field Permeability Test Results 52 to 55 Casagrande Piezometer Sketch 56 Plot of Measured Groundwater Levels 57 & 58 Plasticity Chart 59 Proctor Test Results 60 to 63 Relative Density Test Result 64 Grain Size Analysis 65 to 106 Shear Test Results 107 to 136 Chemical Test Results 137 Typical Calculation Site Photographs : Appendix-A : Appendix-B DEFINITION OF ACRONYMS CENGRS UTM NABL ISO BIS EGL NGL RL SPT NCEER DS Cengrs Geotechnica Pvt. Ltd. Universal Transverse Mercator coordinates system National Accreditation Board for Testing and Calibration Laboratories International Standards Organization Bureau of Indian Standards Existing Ground Level Natural Ground Level Reduced Level Standard Penetration Test National Center for Earthquake Engineering Research Consolidated drained direct shear test BIS REFERENCES Compendium of Indian Standard on Soil Engineering (Part-2, Field Testing of Soils for Civil Engineering Purposes) SP36 (Part-2:1988) RA 2006 Compendium of Indian Standard on Soil Engineering (Part-1, Laboratory Testing of Soils for Civil Engineering Purposes) SP36 (Part-1:1987) RA 2006 Project No iii

6 1.0 INTRODUCTION 1.1 Project Description (TSPL) is planning to construct a new Raw Water Reservoir (RWR) at TSPL, Banawala, Mansa, Punjab, adjacent to the existing RWR. Two reservoirs are planned; the current investigation is for the Part 1 Reservoir which covers an area of nearly 75 acres. M/s. Cengrs Geotechnica Pvt. Ltd. (Cengrs) has been appointed by TSPL for carrying out the geotechnical Investigation at the site. A layout plan showing the locations of our field investigation is illustrated on Plate Purposes of Study The overall purposes of this study are to investigate the stratigraphy at the site and to develop geotechnical recommendations for design and construction of the proposed RWR. To accomplish these purposes, the study was conducted in the following phases: (i) (ii) (iii) (iv) (v) (vi) drilling fifteen (15) boreholes to 15 m depth or refusal, whichever is earlier, in order to evaluate the stratigraphy at the site and to collect soil samples for laboratory testing; excavating seven (7) trial pits (TP) to collect bulk soil samples and to inspect the soils at shallow depth; conducting two (2) field permeability test (FPT) at specified locations and depths to assess the in-situ coefficient of permeability of the strata; installing two (2) piezometers to monitor groundwater fluctuations; testing selected soil samples in the laboratory to determine pertinent index and engineering properties; and analyzing all field and laboratory data to develop geotechnical recommendations for design and construction of the proposed RWR. 1.3 Details of Test Locations S. No. Details of the tests conducted at the project site are tabulated below: Exploratory Boreholes Borehole UTM Coordinates, m [Zone 43-R] Designation Easting Northing Borehole Termination 1 BH BH BH BH BH BH BH BH Project No Page 1 of 11

7 S. No. Borehole UTM Coordinates, m [Zone 43-R] Designation Easting Northing Borehole Termination Sr. No. 9 BH BH BH BH BH BH BH Trial Pits Test Designation UTM Coordinates, m [Zone 43-R] East North Termination 1 TP TP TP TP TP TP TP Field Permeability Tests S. No. Test Designation UTM Coordinates, m [Zone 43-R] Test Easting Northing 1 FPT FPT Piezometers S. No. Test Designation UTM Coordinates, m [Zone 43-R] Date of installation Easting Northing 1 PZ Oct PZ Sep 2017 A layout plan indicating the location of our field investigations is indicated on Plate 1. The test locations were marked on site by the client representative and recorded by us using a Garmin hand-held GPS device. A satellite image indicating the test locations is presented on Plate 2. Project No Page 2 of 11

8 2.0 FIELD INVESTGATION 2.1 Soil Boring The boreholes were progressed using a mechanized shell and auger drilling rig to the specified depth. The diameter of the borehole was 150 mm. Where caving of the borehole occurred, casing was used to keep the borehole stable. The work was in general accordance with IS: RA Standard Penetration Tests (SPT) were conducted in the boreholes at 1.5 m depth interval. The test was conducted by connecting a split spoon sampler to A rods and driving it by 45 cm using a 63.5 kg automatic trip hammer falling freely from a height of 75 cm. The tests were conducted in accordance with IS: RA The SPT N -values are described as follows:- i. The number of blows for each 15 cm of penetration of the split spoon sampler is recorded. ii. iii. iv. The blows required to penetrate the initial 15 cm of the split spoon for seating the sampler is ignored due to the possible presence of loose materials or cuttings from the drilling operation. The cumulative number of blows required to penetrate the balance 30 cm of the 45 cm split spoon sampler is termed the SPT value or the N value. For example, a SPT value reported as 20 means that 20 blows were imparted to penetrate the split spoon sampler by the last 30 cm. Where the number of blows required to penetrate the balance 30 cm of the split spoon sampler exceeds 100, the number of blows is presented along with the corresponding penetration. For example, an SPT value reported as 101 / 5 cm means that 101 blows were imparted to penetrate the split spoon sampler by 5 cm after the first 15 cm initial (seating) penetration. v. Where refusal (N>100) to further penetration of the split spoon sampler is encountered in the first 15 cm of seating penetration itself, SPT test could not be completed and "Ref" is indicated in the bore logs, along with the penetration achieved. For example, an SPT value reported as Ref / 5 cm means that more than 100 blows were imparted to penetrate the split spoon sampler by a total of 5 cm only, and the 15 cm seating penetration could not be achieved. Disturbed samples were collected from the split spoon after conducting SPT. Undisturbed soil samples were collected by attaching 75 mm diameter thin walled Shelby tubes and driving the sampler by light-hammering using a 63.5 kg hammer in accordance with IS: RA The tubes were sealed with wax at both ends. If undisturbed samples slipped from the thin-walled tube during sampling, disturbed samples were collected. All samples were transported to our NABL-accredited laboratory at Noida for further examination and testing. 2.2 Groundwater Groundwater level was measured in the boreholes after drilling and sampling was completed. The measured water levels are recorded on the individual soil profiles. 2.3 Trial Pits Trial pits were excavated at the site to specified depth or up to water table, whichever occurred first so as to permit easy access for visual examination of walls of the pit and to facilitate sampling. Disturbed and undisturbed samples were collected at 1.0 m depth interval. 2.4 Field Permeability Tests In soils, field permeability tests were done by falling head method. The falling head tests were carried out in accordance with IS: 5529 (Part-I) RA The tests were conducted in selected Project No Page 3 of 11

9 boreholes at the specified depths. The field coefficient of permeability was computed using the following equation; 2 d L ln ( h1 / h2) k = ln 8L r ( t 2 t1) where: k = mean coefficient of permeability d = diameter of intake pipe (stand pipe) r = radius of hole L = length of test section h 1 = head at time t 1 h 2 = head at time t Installation Of Piezometer Casagrande porous element piezometer was installed at specified locations. The depth of the borehole was drilled upto desired depth. Then borehole was filled of pea gravel from 3.0 to 15.0 m below EGL. A 50 mm diameter PVC Pipe was connected to the piezometer that extends upto the ground level. The borehole was backfilled with pea gravel. A bentonite seal was placed to limit the possibility of external water into the hole to about 3.0 m depth. The annular space of borehole was filled back to the ground level and protected by a cover / box. 3.0 LABORATORY TESTS The laboratory testing has been carried out in our NABL accredited laboratory. The quality procedures in our laboratory conform to ISO/IEC Laboratory tests were conducted on selected soil samples to determine their physical and engineering properties. The testing procedures were in accordance with current applicable IS specifications. The following tests were conducted on selected soil and groundwater samples recovered from the boreholes: Laboratory Test Bulk Density Natural moisture content Specific Gravity Grain size analysis Liquid Limit and Plastic Limit Consolidated drained direct shear test Standard Proctor Compaction Test ph value Chemical Analysis of soil* Sulphates Chlorides ph value Chemical Analysis of water* sulphates chlorides *Outside NABL Scope IS Code Referred By calculations IS : 2720 (Part-2)-1973, RA-2010 IS : 2720 (Part-3)-1980, RA-2007 IS : 2720 (Part-4)-1985, RA-2010 IS : 2720 (Part-5)-1985, RA-2010 IS : 2720 (Part-13)-1986, RA-2010 IS : 2720 (Part-7) -1983, RA-2010 IS : 2720 (Part 26)-1987, RA-2007 IS : 2720 (Part-27)-1977, RA-2010 IS : 3025 (Part-32)-1988, RA-2009 IS : 3025 (Part-11)-1983, RA-2006 IS : 3025 (Part-24)-1986, RA-2009 IS : 3025 (Part-32)-1988, RA-2009 Project No Page 4 of 11

10 Engineering terms used to describe soils are explained on Plate 3. A note on our NABL accreditation together with the uncertainty in laboratory measurements is presented on Plate 4. All test results are presented on the individual soil profiles on Plates 5 to 34. Chemical test results are presented on Plate GENERAL SITE CONDITIONS 4.1 Site Description This site is located at TSPL, Punjab. It is situated about 1.6 km south-east from the Banawala village and about 0.5 km south from Mansa road. The existing raw water reservoir is present adjacent to the project site. 4.2 Regional Geology The soil in the district is mostly sandy (1). Being a sandy plain, the region is dotted with scattered sand dunes which have a tendency to shift towards eastern side. The district has two types of soils, the arid brown soils and siezoram soils. The arid brown soils are calcareous in nature, these soils are imperfectly to moderately drained. Salinity and alkalinity are the principal problems of this soil. In siezoram soils the accumulation of calcium carbonate is in amorphous or concretionary form (kankar). Presence of high amount of calcium carbonate and poor fertility is the main problem of this soil. The arid brown soils are found in mostly eastern parts of the district and siezoram soils are found in the western part of the district. 4.3 Site Stratigraphy The soils at site generally consist of silty sand / fine sand from the ground level to the maximum explored depth of 15 m. However, in BH-6, 7, 10 & 11 on the eastern side of the plot, a surficial layer of sandy silt is encountered to about 1.5 m depth. The field SPT-N values range from 6 to 18 to about 3 m depth, 18 to 29 to about 6 m depth and from 31 to 43 to about 11 m depth. Below this, SPT values range from 43 to 59 to the final explored depth of 15 m. A pictorial summary of the borehole profiles is presented on Plates 35 to 37. Plots of field and corrected SPT values versus depth are presented on Plates 45 to Groundwater Based on our measurements in the completed boreholes, ground water table was encountered at about 0.0~5.1 m depth below EGL during the period of our field investigations (September-October, 2017). Fluctuations may occur in the groundwater levels owing to seasonal variations in rainfall and surface evaporation rates, as well as the level of water in the nearby RWR. Casagrande piezometers were installed at two borehole locations for long-term monitoring of groundwater level. A typical schematic sketch of the piezometer installed in the project site is presented on Plate 56. The water levels measured at these locations during the period of our field investigation are presented graphically on Plates 57 & 58 and are summarized below: (1) Central Groundwater Board (2013), Groundwater Information Booklet, Bhatinda District, Punjab, prepared by A.K. Bhatiya, Ministry of Water Resources, CGWB Northwestern Region Project No Page 5 of 11

11 PZ Designation UTM Coordinats, m (Zone 43-R) Easting Northing Date of installation Measured Depth of Groundwater table below NGL, m Sep, 2017 Oct, PZ Oct PZ Sep We suggest that the water level in the piezometer be monitored till the foundation construction is complete for a realistic assessment of the water level fluctuation at the site. 4.5 Field Permeability Test Results Two (2) field permeability tests were conducted in BH-3 and BH-6 by falling head method. The test results are summarized below. S. No. Test Location Test Strata Description Coefficient of Permeability, cm/sec 1 BH Fine sand 2.6E-04 2 BH Fine sand 1.0E-04 The field permeability test results are illustrated on Plates No. 52 to Proctor Compaction Test Results Four (4) laboratory proctor compaction tests have been conducted on selected samples as per the client instructions. The test results are summarized below: Sample Standard Proctor Test Results Presentation of MDD, g/cc OMC, Results BS Plate 60 BS Plate 61 BS Plate 62 BS Plate FOUNDATION ANALYSIS AND RECOMMENDATIONS 5.1 General A suitable foundation for any structure should have an adequate factor of safety against exceeding the bearing capacity of the supporting soils. Also the vertical movements due to compression of the soils should be within tolerable limits for the structure. We consider that foundation designed in accordance with the recommendations given herein will satisfy these criteria. 5.2 Liquefaction Susceptibility Assessment Liquefaction is defined as the transformation of a granular material from a solid to a liquefied state as a consequence of increased pore-water pressure and reduced effective stress (Marcuson, Project No Page 6 of 11

12 ). Increased pore pressure may be induced by the tendency of granular materials to compact when subjected to cyclic shear deformation, such as in the event of an earthquake. As per IS: 1893 (Part 1) , liquefaction is likely in loose fine sand (SP) below the water table. The following points are highlighted for the soils with regard to liquefaction susceptibility assessment: 1. As mentioned in Section 4.3, silty fine sand fine sand is encountered to maximum explored depth of 15 m. 2. As mentioned in Section 4.4, groundwater was met at shallow depths. Groundwater has been considered at ground level for the purpose of liquefaction analysis. 3. SPT values in the silty sand ranges from 6 to 18 to about 3 m depth. 4. Corrected SPT (N ) values in the saturated sand stratum encountered at the project site are marginally less than the limits prescribed by the IS Code, indicating a marginal potential for liquefaction to about m depth in the event of an earthquake (Please refer to Plate No.51). According to Fig.1 of IS: 1893 (Part1)-2016 showing seismic zones, the proposed site falls under Zone-III. The design for seismic forces should be done considering the project in Zone-III. 5.3 Foundation Type and Depth Raw Water Pump house and other minor facilities shall be constructed in the Raw Water Reservoir Area. We suggest that isolated foundations with connecting beams be provided to support the structural loads of the pump house. We recommend a minimum foundation embedment depth of 2 m below the existing ground surface. Recommendations are given herein for foundations at 2-3 m depth. Our recommended net bearing pressures are presented in Section Concepts for Foundation Analysis Bearing capacity analysis for open foundations has been done in general accordance with IS: RA The bearing capacity equation used is as follows: where: q net safe = 1 [cn c ζ c d c + q(n q -1) ζ q d q Bϒ N γ ζ γ d ϒ R w ] F q net safe = safe net bearing capacity of soil based on the shear failure criterion. q = overburden pressure R w = water table correction factor F = Factor of safety, taken as equal to 2.5 in accordance with IS: ζ c,ζ q,ζ γ = Shape factors. For Strip footings, ζ c = ζ q = ζ γ = 1 For Square footing, ζ c = 1.3, ζ q = 1.2, ζ γ = 0.6 (2) Marcuson, W.F. (III) (1978), Definition of terms related to liquefaction, J. Geotech Engg. Div,, ASCE, 104(9), Project No Page 7 of 11

13 d c,d q, d γ = Depth factors For φ 10, d c = tan (45 + φ / 2) D / B, d q = d γ = 1 For φ > 10, d q = d γ = tan (45 + φ / 2) D / B Appropriate values have been substituted into the bearing capacity equation given above to compute the safe net bearing capacity. The values have been checked to determine the settlement of the foundation under the safe bearing pressure. The allowable bearing pressure has been taken as the lower of the two values computed from the bearing capacity shear failure criterion as well as that computed from the tolerable settlement criterion. Settlement analysis has been performed based on the SPT values in accordance with Clause of IS 8009 (Part 1)-1976 RA 2003 Fig. 9. This has been cross-checked with the settlement computed from the classical analysis as sum of the elastic settlement and consolidation settlement. Elastic settlement has been computed using the following equation [Clause of IS 8009 Part RA 2003] (3). Si = qb'(1 μ 2 ) Idf dr E where: S i = immediate (elastic) settlement B = foundation width, B = B/2 μ = Poisson s ratio q = applied bearing pressure E = modulus of elasticity d f = depth factor d r = rigidity factor I = influence factor at corner of rectangular loaded area (B x L ) 5.5 Recommended Net Allowable Bearing Pressures The following table presents our recommended values of net allowable bearing pressure for the facilities planned at the Raw Water Reservoir area: Location Foundation Embedment Depth, m Recommended Net Allowable Bearing Pressure, T/m 2 Total settlement Total settlement = 25 mm = 40 mm Proposed Modulus of Subgrade Reaction (kn/m 3 ) Raw Water Pump House The following points are highlighted with reference to the above-recommended safe net bearing pressures: 1. The above values include a bearing capacity safety factor of 2.5. The appropriate value of net bearing pressure may be selected depending upon the permissible settlement. 2. Net bearing pressures for foundations at intermediate depths may be interpolated linearly between the values given above. (3) Bowles, J.E. (1996), Foundation Analysis and Design, International Edition, pp Project No Page 8 of 11

14 3. The soils at foundation level should be compacted thoroughly prior to construction to ensure that there are no loose soil pockets below the foundation. 4. The suggested modulus of sub grade reaction (k) has been estimated as the ratio of the computed net bearing pressure and corresponding total settlement, and is applicable at centre of the loaded area Definition of Gross and Net Bearing Pressure For the purposes of this report, the net allowable bearing pressure should be calculated as the difference between total load on the foundation and the weight of the soil overlying the foundation divided by the effective area of the foundation. The gross bearing pressure is the total pressure at the foundation level including overburden pressure and surcharge load. The following equations may be used where: q net = [(P s + W f +W s ) / A f ] - S v q gross = q net + S v = (P s + W f + W s ) / A f q net = net allowable bearing pressure q gross = gross bearing pressure P s = superimposed static load on foundation W f = weight of foundation W s = weight of soil overlying foundation A f = effective area of foundation S v = overburden pressure at foundation level prior to excavation for foundation. It may please be noted that safe bearing pressures recommended in this report refer to net values. Where filling is done, it should be treated as a surcharge over the foundation. The advantage of this gross bearing pressure may be taken while designing the basement and other underground structures. 6.0 EMBANKMENT DESIGN AND CONSTRUCTION CONSIDERATIONS 6.1 Design Parameters As per the details provided to us by TSPL, the planned levels are as follows: Reservoir embankment top level : RL m Bed level : RL m Maximum embankment height : 8.0 m The soils at site generally consist of silty sand / fine sand from the ground level to the maximum explored depth of 15 m. The detailed description of the soil encountered at the borehole locations are presented in the respective soil profiles. Based on the CD triaxial tests performed in our laboratory as well as field tests, we suggest the following c & φ values (effective stress parameters) for design: c = 0 kn/m 2 and φ = 32 degrees 4 Bowles, J.E. (1996), "Foundation Analysis and Design Fifth Edition", The McGraw-Hill Companies Inc., pp. 503 Project No Page 9 of 11

15 Guidelines given in IS: may be used for construction of the embankment. As per Appendix-A of this code, the soil encountered at the raw water reservoir area may be treated as "Fairly Suitable to Suitable" for the construction of Homogeneous Dykes. If a clay core is planned, suitable material will have to be imported. Since there is a marginal potential for liquefaction to about 1.5 m depth, the soils should be excavated to 1.5 m depth and placed back in layers not exceeding 15 cm and compacted thoroughly. We recommend the following design parameters for analysis of the embankment: c = 0 kn/m 2 and φ = 32 degrees (from CD test) shall be adopted for slope stability analysis of embankment for steady seepage condition, seismic condition, sudden draw down condition etc as per IS: Coefficient of permeability of 1.0 x 10-4 cm/sec may be adopted for seepage analysis. Slope stability analysis and seepage analysis may be performed to ensure that the embankments slopes are stable under all loading conditions. Due to the large size of the embankment base, shear failure is unlikely to occur. The safe bearing pressure (as per the shear criteria) is likely to exceed T/m 2. We anticipate that about 80~90 of the settlement would occur during construction time itself. 6.2 Fill Placement and Compaction Since the soils to 1.5 m depth are loose in condition with marginal liquefaction potential, excavation should be carried out to 1.5 m depth. The exposed soils at 1.5 m depth should be watered and compacted adequately. The compaction may be done by proof-rolling the soils with a 10 Tonne vibratory roller. The natural soils at the site are suitable for use as fill material. For effective compaction of sand and silty sand, a vibratory roller is suitable equipment. We suggest the use of a 10-tonne vibratory roller In open areas, the sand may be placed in layers not exceeding 15 to 20 cm thickness at ±1 of the optimum moisture content. In confined areas, the thickness of the layers should be limited to 10 to 20 cm. Compaction should be done to at least 95 percent of the maximum density determined by the Standard Proctor Test (IS 2720 Part VII 1980 RA 2011). 6.3 Chemical Attack Results of chemical test on selected soil and water samples are presented on Plate 137. The results indicate that the soils contain percent sulphates and percent chlorides. The groundwater contains mg / litre of sulphates and mg / litre of chlorides. The ph value of soil is and that of groundwater is indicating nearly neutral condition. IS: recommends that precautions should be taken against chemical degradation of concrete if the sulphates content of the soils exceeds 0.2 percent or, the groundwater contains more than 300 mg per litre of sulphates (SO 3 ). Comparing the test results with these specified limits, the sulphate content of the soils is less than the specified limits while that of the groundwater is above the specified limit. Reviewing the test results as per IS: , the strata at site may be considered under Class-2 category as per IS: Project No Page 10 of 11

16 In our opinion, the groundwater at site is marginally aggressive to foundation concrete. To limit the potential for long term chemical degradation, it should be ensured that the foundation concrete is coherent, of good quality, and of low permeability. We recommend the following measures to limit the potential for chemical attack: (1) Foundation concrete should contain minimum cement content of 330 kg/m 3 of cement. (2) Water cement ratio in foundation concrete should not exceed (3) A clear concrete cover over the reinforcement steel of at least 50 mm should be provided for all foundations. (4) Foundation concrete should be densified adequately using a vibrator so as to form a dense impervious mass. (5) Honey-combing or other construction defects could cause seepage of water into the concrete and acceleration of corrosion; to avoid this, good quality impermeable concrete should be ensured. 7.0 VARIABILITY IN SUBSURFACE CONDITIONS Subsurface conditions encountered during construction may vary somewhat from the conditions encountered during the site investigation. In case significant variations are encountered during construction, we request to be notified so that our engineers may review the recommendations in this report in light of these variations. Project No Page 11 of 11

17 N BH 10 BH 11 BH 1 PZM-1 TP-1 BH 7 BH 8 TP-2 BH 12 BH 2 FPT-2 TP-3 BH 9 BH 6 FPT-1 TP-4 BH 13 BH 3 TP-5 PZM-2 BH 5 SYMBOL L E G E N D TYPE OF TEST TP-6 BH 14 Borehole (BH) TP-7 Trial Pit (TP) Piezometer Test (PZM) BH 4 BH 15 Field Permeability Test (FPT) Plan of Field Investigations Project No Plate 1 of 137

18 N Satellite image taken from Google Earth Test Locations marked as per GPS coordinates taken on site using hand-held Garmin device Accuracy of hand-held GPS device generally ranges from 4-6m, and varies depending on the availability of satellite connection at the site Satellite Image of Site and Test Locations Project No Plate 2 of 137

19 Plasticity of Clay Plasticity Chart Plasticity Liquid Limit Low Plastic Medium Plastic High Plastic < to 50 > 50 Consistency of Cohesive Soils Density Condition of Granular Soils Consistency Cohesion Intercept, kg/sq.cm SPT (N) Value Density Descriptor SPT (N) Value Static Cone Tip Resistance kg/sq.cm Very Soft Soft Firm/Medium Stiff Very Stiff Hard < to to to to 2.0 > to 2 2 to 4 4 to 8 8 to to 30 > 30 Very Loose Loose Medium Dense Dense Very dense 0 to 4 4 to to to 50 > 50 < to to to 200 > 200 Degree of Expansion of Fine Grained Soils Liquid Limit Plasticity Index Shrinkage Index Free Swell Percent Degree of Expansion Degree of Severity < 12 < 15 < 50 Low Non-critical Medium Marginal High Critical > 32 > 60 > 200 Very High Severe Engineering Description of Soils Project No Plate 3 of 137

20 NABL Accredited Laboratory Our laboratory is accredited to National Accreditation Board for Testing and Calibration Laboratories (NABL), New Delhi. The quality procedures in our laboratory conform to the International Standard ISO/IEC: The accreditation assures our clients of work quality in conformance with international norms and practices. It authorizes us to use the NABL logo on test results. To maintain the necessary level of quality and reliability in all measurements on a continual basis, we indulge in the following: Use of calibrated equipment, regular maintenance and good housekeeping are a part of our work culture. Inter-laboratory comparison, proficiency testing and replicate testing, continuing education - ensure uniform quality of results. Internal Audit of quality procedures is done by our qualified ISO auditors to maintain the requisite standards. NABL conducts external audit. Uncertainty Every measurement entails an uncertainty. It is well known that no measuring instrument can determine the true value of any measurement. The cumulative effect of factors such as sensitivity of equipment, accuracy in calibration, human factors and environmental conditions will determine the overall uncertainty in the parameter determined from these measurements. As a part of our commitment to our clients, we have worked out the uncertainty in the parameters reported by our laboratory. Although this does not form a part of our contract agreement, we present below our statistical estimate of uncertainty of various parameters based on our most recent evaluation (December, 2016). Test / Parameter Uncertainty* Test / Parameter Uncertainty* Moisture Content ± 0.28 Free Swell Index, ± 0.4 Bulk & Dry Density ± 0.05 g/cc Swell Pressure ± 0.43 kg/cm 2 Specific Gravity ± Pressure ± 0.03 kg/cm 2 Consolidation Liquid Limit Void Ratio ±0.01 ± 0.30 Plastic Limit Density Index (relative density) of cohesionless soils ± 5 Shrinkage Limit ± 0.40 Unconfined Compression UU Triaxial Test Std/Mod Proctor Compaction 2 CD Direct Shear c ± kg/cm Test c ± 0.01 kg/cm 2 Soil Gradation ± 0.44 degree ± 0.52 degrees ± 0.4 of particle size MDD ± 0.03 g/cc Coefficient of Permeability ± 1.0 OMC ± 0.29 Laboratory CBR ± 1.6 * at 95 percent confidence level for coverage factor of 2 Rock Crushing Strength Point Load Strength Index 2.3 kg/cm kg/cm 2 Uncertainty in Laboratory Measurements Project No Plate 4 of 137

21 Soil Profile (BH-1) Location : Refer Plate-1 Termination Depth : m ( m) Boring Method : UTM Coordinates : E, N Ground Water Depth : 3.95 m Casing Depth : Survey Coordinates : Surface Elevation : Boring Start : Chainage : Ground Water Level : m Boring Finish : Shell & Auger 15.0 m 01-Oct Oct-17 From To Sample No. Field Value, N f SPT (1) Corrected Value, N" Symbol SOIL DESCRIPTION Depth of Strata (m) Grain Size Analysis Gravel () Sand () DS1 #N/A Medium dense brown silty fine sand (SM) ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A SPT with traces of gravel, 0.0 to 0.5m - with gravel, 0.5 to 1.5 m ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A SPT Stiff brown sandy silt, low plastic with traces of gravel (CL) ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A UDS1 #N/A Medium dense brown silty fine sand 0.5, 1.0, ### #N/A #N/A DS (SM) SPT ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A Medium dense to dense brown fine SPT ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A sand (SP-SM) 0.5, 1.0, UDS2 #N/A - medium dense, 4.5 to 7.5 m ### #N/A #N/A DS SPT ### #N/A #N/A #N/A 2.60 ### #N/A #N/A #N/A Silt () Clay () Atterberg Limits Liquid () Plastic () Plasticity Index () Density and Moisture Bulk Density (gms/cm 3 ) Dry Density (gms/cm 3 ) Moisture Content () Specific Gravity Type of Test Confining Pressures Shear Tests Cohesion Intercept, 'c' Angle of Internal Friction, (degrees) Free Swell Index, () Swelling Pressure SPT dense, 7.5 to 8.0 m 8.00 ### ### ### ### ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A DS2 #N/A Dense brown silty fine sand (SM) ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A SPT ### ### ### ### ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A SPT ### ### ### ### ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A (1) SPT is outside NABL scope. Project No Plate 5 of 137

22 Soil Profile (BH-1) Location : Refer Plate-1 Termination Depth : m ( m) Boring Method : UTM Coordinates : E, N Ground Water Depth : 3.95 m Casing Depth : Survey Coordinates : Surface Elevation : Boring Start : Chainage : Ground Water Level : m Boring Finish : Shell & Auger 15.0 m 01-Oct Oct-17 From To Sample No. Field Value, N f SPT (1) Corrected Value, N" Symbol SOIL DESCRIPTION Depth of Strata (m) Grain Size Analysis Gravel () Sand () Silt () Clay () Atterberg Limits Liquid () Plastic () Plasticity Index () Density and Moisture Bulk Density (gms/cm 3 ) Dry Density (gms/cm 3 ) Moisture Content () Specific Gravity Type of Test Confining Pressures Shear Tests Cohesion Intercept, 'c' Angle of Internal Friction, (degrees) Free Swell Index, () Swelling Pressure DS3 #N/A Very dense brown silty fine sand (SM) ### ### ### ### ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A SPT ### ### ### ### ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A SPT ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A DS4 #N/A ### ### ### ### ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A SPT ### ### ### ### ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A (1) SPT is outside NABL scope. Project No Plate 6 of 137

23 Soil Profile (BH-2) Location : Refer Plate-1 Termination Depth : m ( m) Boring Method : UTM Coordinates : E, N Ground Water Depth : 0.50 m Casing Depth : Survey Coordinates : Surface Elevation : Boring Start : Chainage : Ground Water Level : Boring Finish : Shell & Auger 15.0 m 24-Sep Sep-17 From To Sample No. Field Value, N f SPT (1) Corrected Value, N" Symbol SOIL DESCRIPTION Depth of Strata (m) Grain Size Analysis Gravel () Sand () Silt () Medium dense to dense brown fine DS1 #N/A ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A ### sand (SP-SM) SPT medium dense, 0.0 to 7.5 m ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A Clay () Atterberg Limits Liquid () Plastic () Plasticity Index () Density and Moisture Bulk Density (gms/cm 3 ) Dry Density (gms/cm 3 ) Moisture Content () Specific Gravity Type of Test Confining Pressures Shear Tests Cohesion Intercept, 'c' Angle of Internal Friction, (degrees) Free Swell Index, () Swelling Pressure SPT with traces of gravel, 0.0 to 0.5 m ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A UDS1 #N/A ### #N/A #N/A DS 0.5, 1.0, SPT ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A SPT ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A UDS2 #N/A ### #N/A #N/A DS 0.5, 1.0, SPT ### ### ### ### ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A SPT dense, 7.5 to 11.0 m ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A DS2 #N/A ### ### ### ### ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A SPT ### ### ### ### ### #N/A #N/A #N/A 2.61 ### #N/A #N/A #N/A SPT ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A (1) SPT is outside NABL scope. Project No Plate 7 of 137

24 Soil Profile (BH-2) Location : Refer Plate-1 Termination Depth : m ( m) Boring Method : UTM Coordinates : E, N Ground Water Depth : 0.50 m Casing Depth : Survey Coordinates : Surface Elevation : Boring Start : Chainage : Ground Water Level : Boring Finish : Shell & Auger 15.0 m 24-Sep Sep-17 From To Sample No. Field Value, N f SPT (1) Corrected Value, N" Symbol SOIL DESCRIPTION Depth of Strata (m) Grain Size Analysis Gravel () Sand () Silt () Clay () Atterberg Limits Liquid () Plastic () Plasticity Index () Density and Moisture Bulk Density (gms/cm 3 ) Dry Density (gms/cm 3 ) Moisture Content () Specific Gravity Type of Test Confining Pressures Shear Tests Cohesion Intercept, 'c' Angle of Internal Friction, (degrees) Free Swell Index, () Swelling Pressure DS3 #N/A Very dense brown fine sand (SP-SM) ### ### ### ### ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A SPT ### ### ### ### ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A SPT ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A DS4 #N/A ### ### ### ### ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A SPT ### ### ### ### ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A (1) SPT is outside NABL scope. Project No Plate 8 of 137

25 Soil Profile (BH-3) Location : Refer Plate-1 Termination Depth : m ( m) Boring Method : UTM Coordinates : E, N Ground Water Depth : 1.70 m Casing Depth : Survey Coordinates : Surface Elevation : Boring Start : Chainage : Ground Water Level : Boring Finish : Shell & Auger 15.0 m 25-Sep Sep-17 From To Sample No. Field Value, N f SPT (1) Corrected Value, N" Symbol SOIL DESCRIPTION Depth of Strata (m) Grain Size Analysis Gravel () Sand () Loose to medium dense brown silty fine DS1 #N/A ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A sand (SM) SPT loose, 0.0 to 1.5 m #N/A #N/A #N/A ### #N/A #N/A #N/A Silt () Clay () Atterberg Limits Liquid () Plastic () Plasticity Index () Density and Moisture Bulk Density (gms/cm 3 ) Dry Density (gms/cm 3 ) Moisture Content () Specific Gravity Type of Test Confining Pressures Shear Tests Cohesion Intercept, 'c' Angle of Internal Friction, (degrees) Free Swell Index, () Swelling Pressure SPT with gravel, 0.0 to 0.5 m ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A UDS1 #N/A - medium dense, 1.5 to 3.0 m ### #N/A #N/A DS 0.5, 1.0, Medium dense to dense brown fine SPT ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A sand (SP-SM) SPT medium dense, 3.0 to 7.5 m ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A UDS2 #N/A - with traces of gravel, 4.5 to 7.5 m ### ### ### ### ### #N/A #N/A DS 0.5, 1.0, SPT ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A SPT dense, 7.5 to 11.0 m ### ### ### ### ### #N/A #N/A #N/A 2.64 ### #N/A #N/A #N/A DS2 #N/A ### ### ### ### ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A SPT ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A SPT ### ### ### ### ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A (1) SPT is outside NABL scope. Project No Plate 9 of 137

26 Soil Profile (BH-3) Location : Refer Plate-1 Termination Depth : m ( m) Boring Method : UTM Coordinates : E, N Ground Water Depth : 1.70 m Casing Depth : Survey Coordinates : Surface Elevation : Boring Start : Chainage : Ground Water Level : Boring Finish : Shell & Auger 15.0 m 25-Sep Sep-17 From To Sample No. Field Value, N f SPT (1) Corrected Value, N" Symbol SOIL DESCRIPTION Depth of Strata (m) Grain Size Analysis Gravel () Sand () Silt () Clay () Atterberg Limits Liquid () Plastic () Plasticity Index () Density and Moisture Bulk Density (gms/cm 3 ) Dry Density (gms/cm 3 ) Moisture Content () Specific Gravity Type of Test Confining Pressures Shear Tests Dense to very dense brown fine sand DS3 #N/A ### ### ### ### ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A (SP-SM) SPT dense, 11.0 to 13.5 m ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A Cohesion Intercept, 'c' Angle of Internal Friction, (degrees) Free Swell Index, () Swelling Pressure SPT very dense, 13.5 to m ### ### ### ### ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A DS4 #N/A ### ### ### ### ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A SPT ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A (1) SPT is outside NABL scope. Project No Plate 10 of 137

27 Soil Profile (BH-4) Location : Refer Plate-1 Termination Depth : m ( m) Boring Method : UTM Coordinates : E, N Ground Water Depth : 1.90 m Casing Depth : Survey Coordinates : Surface Elevation : Boring Start : Chainage : Ground Water Level : Boring Finish : Shell & Auger 15.0 m 26-Sep Sep-17 From To Sample No. Field Value, N f SPT (1) Corrected Value, N" Symbol SOIL DESCRIPTION Depth of Strata (m) Grain Size Analysis Gravel () Sand () Medium dense brown silty fine sand DS1 #N/A ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A (SM) SPT with traces of gravel, 0.0 to 1.5 m ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A Silt () Clay () Atterberg Limits Liquid () Plastic () Plasticity Index () Density and Moisture Bulk Density (gms/cm 3 ) Dry Density (gms/cm 3 ) Moisture Content () Specific Gravity Type of Test Confining Pressures Shear Tests Cohesion Intercept, 'c' Angle of Internal Friction, (degrees) Free Swell Index, () Swelling Pressure SPT with gravel, 1.5 to 2.0 m ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A Medium dense to dense brown fine UDS1 #N/A ### #N/A DS sand (SP-SM) 0.5, 1.0, SPT medium dense, 2.0 to 6.0 m ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A SPT ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A UDS2 #N/A - with traces of gravel, 5.0 to 6.0 m ### #N/A #N/A DS 0.5, 1.0, SPT dense, 6.0 to 11.0 m ### ### ### ### ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A SPT ### ### ### ### ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A DS2 #N/A ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A SPT ### ### ### ### ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A SPT ### ### ### ### ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A (1) SPT is outside NABL scope. Project No Plate 11 of 137

28 Soil Profile (BH-4) Location : Refer Plate-1 Termination Depth : m ( m) Boring Method : UTM Coordinates : E, N Ground Water Depth : 1.90 m Casing Depth : Survey Coordinates : Surface Elevation : Boring Start : Chainage : Ground Water Level : Boring Finish : Shell & Auger 15.0 m 26-Sep Sep-17 From To Sample No. Field Value, N f SPT (1) Corrected Value, N" Symbol SOIL DESCRIPTION Depth of Strata (m) Grain Size Analysis Gravel () Sand () Silt () Clay () Atterberg Limits Liquid () Plastic () Plasticity Index () Density and Moisture Bulk Density (gms/cm 3 ) Dry Density (gms/cm 3 ) Moisture Content () Specific Gravity Type of Test Confining Pressures Shear Tests Cohesion Intercept, 'c' Angle of Internal Friction, (degrees) Free Swell Index, () Swelling Pressure DS3 #N/A Very dense brown fine sand (SP-SM) ### ### ### ### ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A SPT ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A SPT ### ### ### ### ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A DS4 #N/A ### ### ### ### ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A SPT ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A (1) SPT is outside NABL scope. Project No Plate 12 of 137

29 Soil Profile (BH-5) Location : Refer Plate-1 Termination Depth : m ( m) Boring Method : UTM Coordinates : E, N Ground Water Depth : 2.90 m Casing Depth : Survey Coordinates : Surface Elevation : Boring Start : Chainage : Ground Water Level : Boring Finish : Shell & Auger 15.0 m 27-Sep Sep-17 From To Sample No. Field Value, N f SPT (1) Corrected Value, N" Symbol SOIL DESCRIPTION Depth of Strata (m) Grain Size Analysis Gravel () Sand () Medium dense brown silty fine sand DS1 #N/A ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A (SM) SPT with traces of gravel, 0.0 to 0.5 m ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A Silt () Clay () Atterberg Limits Liquid () Plastic () Plasticity Index () Density and Moisture Bulk Density (gms/cm 3 ) Dry Density (gms/cm 3 ) Moisture Content () Specific Gravity Type of Test Confining Pressures Shear Tests Cohesion Intercept, 'c' Angle of Internal Friction, (degrees) Free Swell Index, () Swelling Pressure SPT with traces of gravel, 1.5 to 2.0 m ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A Medium dense to dense brown fine UDS1 #N/A ### #N/A #N/A DS sand (SP-SM) 0.5, 1.0, SPT medium dense, 3.0 to 7.5 m ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A SPT with traces of gravel, 3.0 to 4.5 m ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A UDS2 #N/A - with gravel, 4.5 to 5.0 m ### #N/A #N/A DS 0.5, 1.0, SPT ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A SPT dense, 7.5 to 11.0 m ### ### ### ### ### #N/A #N/A #N/A 2.60 ### #N/A #N/A #N/A DS2 #N/A ### ### ### ### ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A SPT ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A SPT ### ### ### ### ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A (1) SPT is outside NABL scope. Project No Plate 13 of 137

30 Soil Profile (BH-5) Location : Refer Plate-1 Termination Depth : m ( m) Boring Method : UTM Coordinates : E, N Ground Water Depth : 2.90 m Casing Depth : Survey Coordinates : Surface Elevation : Boring Start : Chainage : Ground Water Level : Boring Finish : Shell & Auger 15.0 m 27-Sep Sep-17 From To Sample No. Field Value, N f SPT (1) Corrected Value, N" Symbol SOIL DESCRIPTION Depth of Strata (m) Grain Size Analysis Gravel () Sand () Silt () Clay () Atterberg Limits Liquid () Plastic () Plasticity Index () Density and Moisture Bulk Density (gms/cm 3 ) Dry Density (gms/cm 3 ) Moisture Content () Specific Gravity Type of Test Confining Pressures Shear Tests Cohesion Intercept, 'c' Angle of Internal Friction, (degrees) Free Swell Index, () Swelling Pressure DS3 #N/A Very dense brown fine sand (SP-SM) ### ### ### ### ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A SPT ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A SPT ### ### ### ### ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A DS4 #N/A ### ### ### ### ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A SPT ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A (1) SPT is outside NABL scope. Project No Plate 14 of 137

31 Soil Profile (BH-6) Location : Refer Plate-1 Termination Depth : m ( m) Boring Method : UTM Coordinates : E, N Ground Water Depth : 2.13 m Casing Depth : Survey Coordinates : Surface Elevation : Boring Start : Chainage : Ground Water Level : Boring Finish : Shell & Auger 15.0 m 29-Sep Sep-17 From To Sample No. Field Value, N f SPT (1) Corrected Value, N" Symbol SOIL DESCRIPTION Depth of Strata (m) Grain Size Analysis Gravel () Sand () Silt () Clay () Atterberg Limits Liquid () Plastic () Plasticity Index () Density and Moisture Bulk Density (gms/cm 3 ) Dry Density (gms/cm 3 ) Moisture Content () Specific Gravity Type of Test Confining Pressures Shear Tests Cohesion Intercept, 'c' Angle of Internal Friction, (degrees) Free Swell Index, () Swelling Pressure DS1 #N/A Stiff brown sandy silt, low plastic (CL) ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A SPT #N/A #N/A #N/A ### #N/A #N/A #N/A Medium dense brown silty fine sand SPT ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A (SM) 0.5, 1.0, UDS1 #N/A - with traces of gravel, 1.5 to 2.0 m ### #N/A #N/A DS Medium dense to dense brown fine SPT ### #N/A #N/A #N/A 2.63 ### #N/A #N/A #N/A sand (SP-SM) SPT medium dense, 3.0 to 7.5 m ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A UDS2 #N/A - with traces of gravel, 3.0 to 4.5 m ### #N/A #N/A DS 0.5, 1.0, SPT ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A SPT dense, 7.5 to 11.0 m ### ### ### ### ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A DS2 #N/A ### ### ### ### ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A SPT ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A SPT ### ### ### ### ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A (1) SPT is outside NABL scope. Project No Plate 15 of 137

32 Soil Profile (BH-6) Location : Refer Plate-1 Termination Depth : m ( m) Boring Method : UTM Coordinates : E, N Ground Water Depth : 2.13 m Casing Depth : Survey Coordinates : Surface Elevation : Boring Start : Chainage : Ground Water Level : Boring Finish : Shell & Auger 15.0 m 29-Sep Sep-17 From To Sample No. Field Value, N f SPT (1) Corrected Value, N" Symbol SOIL DESCRIPTION Depth of Strata (m) Grain Size Analysis Gravel () Sand () Silt () Clay () Atterberg Limits Liquid () Plastic () Plasticity Index () Density and Moisture Bulk Density (gms/cm 3 ) Dry Density (gms/cm 3 ) Moisture Content () Specific Gravity Type of Test Confining Pressures Shear Tests Cohesion Intercept, 'c' Angle of Internal Friction, (degrees) Free Swell Index, () Swelling Pressure DS3 #N/A Very dense brown fine sand (SP-SM) ### ### ### ### ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A SPT ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A SPT ### ### ### ### ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A DS4 #N/A ### ### ### ### ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A SPT ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A (1) SPT is outside NABL scope. Project No Plate 16 of 137

33 Soil Profile (BH-7) Location : Refer Plate-1 Termination Depth : m ( m) Boring Method : UTM Coordinates : E, N Ground Water Depth : 2.40 m Casing Depth : Survey Coordinates : Surface Elevation : Boring Start : Chainage : Ground Water Level : Boring Finish : Shell & Auger 15.0 m 30-Sep Oct-17 From To Sample No. Field Value, N f SPT (1) Corrected Value, N" Symbol SOIL DESCRIPTION Depth of Strata (m) Grain Size Analysis Gravel () Sand () Silt () Clay () Atterberg Limits Liquid () Plastic () Plasticity Index () Density and Moisture Bulk Density (gms/cm 3 ) Dry Density (gms/cm 3 ) Moisture Content () Specific Gravity Type of Test Confining Pressures Shear Tests Cohesion Intercept, 'c' Angle of Internal Friction, (degrees) Free Swell Index, () Swelling Pressure DS1 #N/A Stiff brown sandy silt, low plastic (CL) ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A SPT with traces of gravel, 0.0 to 0.5 m ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A Medium dense to dense brown fine SPT ### #N/A #N/A #N/A 2.61 ### #N/A #N/A #N/A sand (SP-SM) 0.5, 1.0, UDS1 #N/A - medium dense, 1.5 to 7.5 m ### #N/A #N/A DS SPT ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A SPT ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A UDS2 #N/A ### #N/A #N/A DS 0.5, 1.0, SPT ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A SPT dense, 7.5 to 11.0 m ### ### ### ### ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A DS2 #N/A ### ### ### ### ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A SPT ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A SPT ### ### ### ### ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A (1) SPT is outside NABL scope. Project No Plate 17 of 137

34 Soil Profile (BH-7) Location : Refer Plate-1 Termination Depth : m ( m) Boring Method : UTM Coordinates : E, N Ground Water Depth : 2.40 m Casing Depth : Survey Coordinates : Surface Elevation : Boring Start : Chainage : Ground Water Level : Boring Finish : Shell & Auger 15.0 m 30-Sep Oct-17 From To Sample No. Field Value, N f SPT (1) Corrected Value, N" Symbol SOIL DESCRIPTION Depth of Strata (m) Grain Size Analysis Gravel () Sand () Silt () Clay () Atterberg Limits Liquid () Plastic () Plasticity Index () Density and Moisture Bulk Density (gms/cm 3 ) Dry Density (gms/cm 3 ) Moisture Content () Specific Gravity Type of Test Confining Pressures Shear Tests Dense to very dense brown fine sand DS3 #N/A ### ### ### ### ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A (SP-SM) SPT dense, 11.0 to 13.5 m ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A Cohesion Intercept, 'c' Angle of Internal Friction, (degrees) Free Swell Index, () Swelling Pressure SPT very dense, 13.5 to m ### ### ### ### ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A DS4 #N/A ### ### ### ### ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A SPT ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A (1) SPT is outside NABL scope. Project No Plate 18 of 137

35 Soil Profile (BH-8) Location : Refer Plate-1 Termination Depth : m ( m) Boring Method : UTM Coordinates : E, N Ground Water Depth : 1.90 m Casing Depth : Survey Coordinates : Surface Elevation : Boring Start : Chainage : Ground Water Level : Boring Finish : Shell & Auger 15.0 m 21-Sep Sep-17 From To Sample No. Field Value, N f SPT (1) Corrected Value, N" Symbol SOIL DESCRIPTION Depth of Strata (m) Grain Size Analysis Gravel () Sand () Mediumd dense brown silty fine sand DS1 #N/A ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A (SM) Silt () Clay () Atterberg Limits Liquid () Plastic () Plasticity Index () Density and Moisture Bulk Density (gms/cm 3 ) Dry Density (gms/cm 3 ) Moisture Content () Specific Gravity Type of Test Confining Pressures Shear Tests Cohesion Intercept, 'c' Angle of Internal Friction, (degrees) Free Swell Index, () Swelling Pressure SPT ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A Medium dense brown fine sand (SP SPT ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A SM) 0.5, 1.0, UDS1 #N/A ### #N/A #N/A DS Medium dense brown silty fine sand SPT ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A (SM) SPT ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A Medium dense to dense brown fine UDS2 #N/A ### #N/A #N/A DS sand (SP-SM) 0.5, 1.0, SPT medium dense, 5.0 to 10.5 m ### ### ### ### ### #N/A #N/A #N/A 2.64 ### #N/A #N/A #N/A SPT ### ### ### ### ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A DS2 #N/A ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A SPT ### ### ### ### ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A SPT dense, 10.5 to 11.0 m ### ### ### ### ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A (1) SPT is outside NABL scope. Project No Plate 19 of 137

36 Soil Profile (BH-8) Location : Refer Plate-1 Termination Depth : m ( m) Boring Method : UTM Coordinates : E, N Ground Water Depth : 1.90 m Casing Depth : Survey Coordinates : Surface Elevation : Boring Start : Chainage : Ground Water Level : Boring Finish : Shell & Auger 15.0 m 21-Sep Sep-17 From To Sample No. Field Value, N f SPT (1) Corrected Value, N" Symbol SOIL DESCRIPTION Depth of Strata (m) Grain Size Analysis Gravel () Sand () Silt () Clay () Atterberg Limits Liquid () Plastic () Plasticity Index () Density and Moisture Bulk Density (gms/cm 3 ) Dry Density (gms/cm 3 ) Moisture Content () Specific Gravity Type of Test Confining Pressures Shear Tests Cohesion Intercept, 'c' Angle of Internal Friction, (degrees) Free Swell Index, () Swelling Pressure DS3 #N/A Very dense brown fine sand (SP-SM) ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A SPT ### ### ### ### ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A SPT ### ### ### ### ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A DS4 #N/A ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A SPT ### ### ### ### ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A (1) SPT is outside NABL scope. Project No Plate 20 of 137

37 Soil Profile (BH-9) Location : Refer Plate-1 Termination Depth : m ( m) Boring Method : UTM Coordinates : E, N Ground Water Depth : 0.00 m Casing Depth : Survey Coordinates : Surface Elevation : Boring Start : Chainage : Ground Water Level : Boring Finish : Shell & Auger 15.0 m 22-Sep Sep-17 From To Sample No. Field Value, N f SPT (1) Corrected Value, N" Symbol SOIL DESCRIPTION Gravel () Sand () Medium dense brown silty fine sand DS1 #N/A ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A (SM) SPT1 12 #### Medium dense brown fine sand (SP) ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A Medium dense brown silty fine sand SPT ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A (SM) 0.5, 1.0, UDS1 #N/A ### #N/A #N/A DS Medium dense to dense brown fine SPT ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A sand (SP-SM) SPT medium dense, 3.0 to 9.0 m ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A UDS2 #N/A ### #N/A #N/A DS Depth of Strata (m) Grain Size Analysis Silt () Clay () Atterberg Limits Liquid () Plastic () Plasticity Index () Density and Moisture Bulk Density (gms/cm 3 ) Dry Density (gms/cm 3 ) Moisture Content () Type of Test Confining Pressures 0.5, 1.0, 1.5 Shear Tests Cohesion Intercept, 'c' Angle of Internal Friction, (degrees) SPT ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A Specific Gravity Free Swell Index, () Swelling Pressure SPT ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A DS2 #N/A ### ### ### ### ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A SPT dense, 9.0 to 11.0 m ### ### ### ### ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A SPT ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A (1) SPT is outside NABL scope. Project No Plate 21 of 137

38 Soil Profile (BH-9) Location : Refer Plate-1 Termination Depth : m ( m) Boring Method : UTM Coordinates : E, N Ground Water Depth : 0.00 m Casing Depth : Survey Coordinates : Surface Elevation : Boring Start : Chainage : Ground Water Level : Boring Finish : Shell & Auger 15.0 m 22-Sep Sep-17 From To Sample No. Field Value, N f SPT (1) Corrected Value, N" Symbol SOIL DESCRIPTION Depth of Strata (m) Grain Size Analysis Gravel () Sand () Silt () Clay () Atterberg Limits Liquid () Plastic () Plasticity Index () Density and Moisture Bulk Density (gms/cm 3 ) Dry Density (gms/cm 3 ) Moisture Content () Specific Gravity Type of Test Confining Pressures Shear Tests Dense to very dense brown fine sand DS3 #N/A ### ### ### ### ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A (SP-SM) SPT dense, 11.0 to 13.5 m ### ### ### ### ### #N/A #N/A #N/A 2.60 ### #N/A #N/A #N/A Cohesion Intercept, 'c' Angle of Internal Friction, (degrees) Free Swell Index, () Swelling Pressure SPT very dense, 13.5 to m ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A DS4 #N/A ### ### ### ### ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A SPT ### ### ### ### ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A (1) SPT is outside NABL scope. Project No Plate 22 of 137

39 Soil Profile (BH-10) Location : Refer Plate-1 Termination Depth : m ( m) Boring Method : UTM Coordinates : E, N Ground Water Depth : 1.55 m Casing Depth : Survey Coordinates : Surface Elevation : Boring Start : Chainage : Ground Water Level : Boring Finish : Shell & Auger 15.0 m 09-Oct Oct-17 From To Sample No. Field Value, N f SPT (1) Corrected Value, N" Symbol SOIL DESCRIPTION Depth of Strata (m) Grain Size Analysis Gravel () Sand () Silt () Clay () Atterberg Limits Liquid () Plastic () Plasticity Index () Density and Moisture Bulk Density (gms/cm 3 ) Dry Density (gms/cm 3 ) Moisture Content () Specific Gravity Type of Test Confining Pressures Shear Tests Cohesion Intercept, 'c' Angle of Internal Friction, (degrees) Free Swell Index, () Swelling Pressure DS1 #N/A Stiff brown sandy silt, low plastic (CL) ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A SPT with gravel, 0.0 to 0.5 m #N/A #N/A #N/A ### #N/A #N/A #N/A Stiff to very stiff brown clayey silt, SPT ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A medium plastic (CI) 0.5, 1.0, UDS1 #N/A - stiff, 1.5 to 4.5 m #N/A DS SPT ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A SPT very stiff, 4.5 to 5.0 m ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A Medium dense to dense brown fine UDS2 #N/A ### #N/A #N/A DS sand (SP-SM) 0.5, 1.0, SPT medium dense, 6.0 to 9.0 m ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A SPT ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A DS2 #N/A ### ### ### ### ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A SPT dense, 9.0 to 11.0 m ### ### ### ### ### #N/A #N/A #N/A 2.44 ### #N/A #N/A #N/A SPT ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A (1) SPT is outside NABL scope. Project No Plate 23 of 137

40 Soil Profile (BH-10) Location : Refer Plate-1 Termination Depth : m ( m) Boring Method : UTM Coordinates : E, N Ground Water Depth : 1.55 m Casing Depth : Survey Coordinates : Surface Elevation : Boring Start : Chainage : Ground Water Level : Boring Finish : Shell & Auger 15.0 m 09-Oct Oct-17 From To Sample No. Field Value, N f SPT (1) Corrected Value, N" Symbol SOIL DESCRIPTION Depth of Strata (m) Grain Size Analysis Gravel () Sand () Silt () Clay () Atterberg Limits Liquid () Plastic () Plasticity Index () Density and Moisture Bulk Density (gms/cm 3 ) Dry Density (gms/cm 3 ) Moisture Content () Specific Gravity Type of Test Confining Pressures Shear Tests Cohesion Intercept, 'c' Angle of Internal Friction, (degrees) Free Swell Index, () Swelling Pressure DS3 #N/A Very dense brown fine sand (SP-SM) ### ### ### ### ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A SPT ### ### ### ### ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A SPT ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A DS4 #N/A ### ### ### ### ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A SPT ### ### ### ### ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A (1) SPT is outside NABL scope. Project No Plate 24 of 137

41 Soil Profile (BH-11) Location : Refer Plate-1 Termination Depth : m ( m) Boring Method : UTM Coordinates : E, N Ground Water Depth : 2.86 m Casing Depth : Survey Coordinates : Surface Elevation : Boring Start : Chainage : Ground Water Level : Boring Finish : Shell & Auger 15.0 m 07-Oct Oct-17 From To Sample No. Field Value, N f SPT (1) Corrected Value, N" Symbol SOIL DESCRIPTION Depth of Strata (m) Grain Size Analysis Gravel () Sand () Silt () Clay () Atterberg Limits Liquid () Plastic () Plasticity Index () Density and Moisture Bulk Density (gms/cm 3 ) Dry Density (gms/cm 3 ) Moisture Content () Specific Gravity Type of Test Confining Pressures Shear Tests Cohesion Intercept, 'c' Angle of Internal Friction, (degrees) Free Swell Index, () Swelling Pressure DS1 #N/A Stiff brown sandy silt, low plastic (CL) ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A SPT #N/A #N/A #N/A ### #N/A #N/A #N/A Medium dense brown silty fine sand SPT ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A (SM) 0.5, 1.0, UDS1 #N/A ### #N/A #N/A DS Medium dense to very dense brown fine SPT ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A sand (SP-SM) SPT medium dense, 3.0 to 7.5 m ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A UDS2 #N/A ### #N/A #N/A DS 0.5, 1.0, SPT ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A SPT dense, 7.5 to 11.0 m ### ### ### ### ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A DS2 #N/A ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A SPT ### ### ### ### ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A SPT ### ### ### ### ### #N/A #N/A #N/A 2.63 ### #N/A #N/A #N/A (1) SPT is outside NABL scope. Project No Plate 25 of 137

42 Soil Profile (BH-11) Location : Refer Plate-1 Termination Depth : m ( m) Boring Method : UTM Coordinates : E, N Ground Water Depth : 2.86 m Casing Depth : Survey Coordinates : Surface Elevation : Boring Start : Chainage : Ground Water Level : Boring Finish : Shell & Auger 15.0 m 07-Oct Oct-17 From To Sample No. Field Value, N f SPT (1) Corrected Value, N" Symbol SOIL DESCRIPTION Depth of Strata (m) Grain Size Analysis Gravel () Sand () Silt () Clay () Atterberg Limits Liquid () Plastic () Plasticity Index () Density and Moisture Bulk Density (gms/cm 3 ) Dry Density (gms/cm 3 ) Moisture Content () Specific Gravity Type of Test Confining Pressures Shear Tests Cohesion Intercept, 'c' Angle of Internal Friction, (degrees) Free Swell Index, () Swelling Pressure DS3 #N/A Very dense brown fine sand (SP-SM) ### ### ### ### ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A SPT ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A SPT ### ### ### ### ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A DS4 #N/A ### ### ### ### ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A SPT ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A (1) SPT is outside NABL scope. Project No Plate 26 of 137

43 Soil Profile (BH-12) Location : Refer Plate-1 Termination Depth : m ( m) Boring Method : UTM Coordinates : E, N Ground Water Depth : 5.20 m Casing Depth : Survey Coordinates : Surface Elevation : Boring Start : Chainage : Ground Water Level : Boring Finish : Shell & Auger 15.0 m 06-Oct Oct-17 From To Sample No. Field Value, N f SPT (1) Corrected Value, N" Symbol SOIL DESCRIPTION Depth of Strata (m) Grain Size Analysis Gravel () Sand () Loose to medium dense brown silty fine DS1 #N/A ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A sand (SM) SPT loose, 0.0 to 1.5 m ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A Silt () Clay () Atterberg Limits Liquid () Plastic () Plasticity Index () Density and Moisture Bulk Density (gms/cm 3 ) Dry Density (gms/cm 3 ) Moisture Content () Specific Gravity Type of Test Confining Pressures Shear Tests Cohesion Intercept, 'c' Angle of Internal Friction, (degrees) Free Swell Index, () Swelling Pressure SPT medium dense, 1.5 to 2.0 m ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A UDS1 #N/A - with traces of gravel, 2.0 to 3.0 m ### #N/A #N/A DS 0.5, 1.0, Medium dense to dense brown fine SPT ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A sand (SP-SM) SPT medium dense, 3.0 to 7.5 m ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A UDS2 #N/A ### #N/A #N/A DS 0.5, 1.0, SPT ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A SPT dense, 7.5 to 11.0 m ### ### ### ### ### #N/A #N/A #N/A 2.65 ### #N/A #N/A #N/A DS2 #N/A ### ### ### ### ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A SPT ### ### ### ### ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A SPT ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A (1) SPT is outside NABL scope. Project No Plate 27 of 137

44 Soil Profile (BH-12) Location : Refer Plate-1 Termination Depth : m ( m) Boring Method : UTM Coordinates : E, N Ground Water Depth : 5.20 m Casing Depth : Survey Coordinates : Surface Elevation : Boring Start : Chainage : Ground Water Level : Boring Finish : Shell & Auger 15.0 m 06-Oct Oct-17 From To Sample No. Field Value, N f SPT (1) Corrected Value, N" Symbol SOIL DESCRIPTION Depth of Strata (m) Grain Size Analysis Gravel () Sand () Silt () Clay () Atterberg Limits Liquid () Plastic () Plasticity Index () Density and Moisture Bulk Density (gms/cm 3 ) Dry Density (gms/cm 3 ) Moisture Content () Specific Gravity Type of Test Confining Pressures Shear Tests Cohesion Intercept, 'c' Angle of Internal Friction, (degrees) Free Swell Index, () Swelling Pressure DS3 #N/A Very dense brow fine sand (SP-SM) ### ### ### ### ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A SPT ### ### ### ### ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A SPT ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A DS4 #N/A ### ### ### ### ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A SPT ### ### ### ### ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A (1) SPT is outside NABL scope. Project No Plate 28 of 137

45 Soil Profile (BH-13) Location : Refer Plate-1 Termination Depth : m ( m) Boring Method : UTM Coordinates : E, N Ground Water Depth : 4.70 m Casing Depth : Survey Coordinates : Surface Elevation : Boring Start : Chainage : Ground Water Level : Boring Finish : Shell & Auger 15.0 m 05-Oct Oct-17 From To Sample No. Field Value, N f SPT (1) Corrected Value, N" Symbol SOIL DESCRIPTION Depth of Strata (m) Grain Size Analysis Gravel () Sand () Medium dense brown silty fine sand DS1 #N/A ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A (SM) Silt () Clay () Atterberg Limits Liquid () Plastic () Plasticity Index () Density and Moisture Bulk Density (gms/cm 3 ) Dry Density (gms/cm 3 ) Moisture Content () Specific Gravity Type of Test Confining Pressures Shear Tests Cohesion Intercept, 'c' Angle of Internal Friction, (degrees) Free Swell Index, () Swelling Pressure SPT ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A Stiff brown sandy silt with gravel, low SPT #N/A #N/A #N/A ### #N/A #N/A #N/A plastic (CL) Medium dense to dense brown fine 0.5, 1.0, UDS1 #N/A ### #N/A #N/A DS sand (SP-SM) SPT medium dense, 3.0 to 9.0 m ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A SPT ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A UDS2 #N/A ### #N/A #N/A DS 0.5, 1.0, SPT ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A SPT ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A DS2 #N/A ### ### ### ### ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A SPT dense, 9.0 to 11.0 m ### ### ### ### ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A SPT ### ### ### ### ### #N/A #N/A #N/A 2.62 ### #N/A #N/A #N/A (1) SPT is outside NABL scope. Project No Plate 29 of 137

46 Soil Profile (BH-13) Location : Refer Plate-1 Termination Depth : m ( m) Boring Method : UTM Coordinates : E, N Ground Water Depth : 4.70 m Casing Depth : Survey Coordinates : Surface Elevation : Boring Start : Chainage : Ground Water Level : Boring Finish : Shell & Auger 15.0 m 05-Oct Oct-17 From To Sample No. Field Value, N f SPT (1) Corrected Value, N" Symbol SOIL DESCRIPTION Depth of Strata (m) Grain Size Analysis Gravel () Sand () Silt () Clay () Atterberg Limits Liquid () Plastic () Plasticity Index () Density and Moisture Bulk Density (gms/cm 3 ) Dry Density (gms/cm 3 ) Moisture Content () Specific Gravity Type of Test Confining Pressures Shear Tests Dense to very dense brown fine sand DS3 #N/A ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A (SP-SM) SPT dense, 11.0 to 13.5 m ### ### ### ### ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A Cohesion Intercept, 'c' Angle of Internal Friction, (degrees) Free Swell Index, () Swelling Pressure SPT very dense, 13.5 to m ### ### ### ### ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A DS4 #N/A ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A SPT ### ### ### ### ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A (1) SPT is outside NABL scope. Project No Plate 30 of 137

47 Soil Profile (BH-14) Location : Refer Plate-1 Termination Depth : m ( m) Boring Method : UTM Coordinates : E, N Ground Water Depth : 5.07 m Casing Depth : Survey Coordinates : Surface Elevation : Boring Start : Chainage : Ground Water Level : Boring Finish : Shell & Auger 15.0 m 05-Oct Oct-17 From To Sample No. Field Value, N f SPT (1) Corrected Value, N" Symbol SOIL DESCRIPTION Depth of Strata (m) Grain Size Analysis Gravel () Sand () Loose to medium dense brown silty fine DS1 #N/A ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A sand (SM) SPT loose, 0.0 to 3.0 m ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A Silt () Clay () Atterberg Limits Liquid () Plastic () Plasticity Index () Density and Moisture Bulk Density (gms/cm 3 ) Dry Density (gms/cm 3 ) Moisture Content () Specific Gravity Type of Test Confining Pressures Shear Tests Cohesion Intercept, 'c' Angle of Internal Friction, (degrees) Free Swell Index, () Swelling Pressure SPT with traces of gravel, 0.0 to 0.5 m ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A UDS1 #N/A ### #N/A #N/A DS 0.5, 1.0, SPT medium dense, 3.0 to 6.0 m ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A SPT with traces of gravel, 3.0 to 5.0 m ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A 0.5, 1.0, UDS2 #N/A ### #N/A #N/A DS Medium dense to dense brown fine SPT ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A sand with gravel (SP-SM) SPT medium dense, 6.0 to 7.5 m ### ### ### ### ### #N/A #N/A #N/A 2.60 ### #N/A #N/A #N/A DS2 #N/A - dense, 7.5 to 11.0 m ### ### ### ### ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A SPT ### ### ### ### ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A SPT ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A (1) SPT is outside NABL scope. Project No Plate 31 of 137

48 Soil Profile (BH-14) Location : Refer Plate-1 Termination Depth : m ( m) Boring Method : UTM Coordinates : E, N Ground Water Depth : 5.07 m Casing Depth : Survey Coordinates : Surface Elevation : Boring Start : Chainage : Ground Water Level : Boring Finish : Shell & Auger 15.0 m 05-Oct Oct-17 From To Sample No. Field Value, N f SPT (1) Corrected Value, N" Symbol SOIL DESCRIPTION Depth of Strata (m) Grain Size Analysis Gravel () Sand () Silt () Clay () Atterberg Limits Liquid () Plastic () Plasticity Index () Density and Moisture Bulk Density (gms/cm 3 ) Dry Density (gms/cm 3 ) Moisture Content () Specific Gravity Type of Test Confining Pressures Shear Tests Dense to very dense brown fine sand DS3 #N/A ### ### ### ### ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A (SP-SM) SPT dense, 11.0 to 13.5 m ### ### ### ### ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A Cohesion Intercept, 'c' Angle of Internal Friction, (degrees) Free Swell Index, () Swelling Pressure SPT very dense, 13.5 to m ### ### ### ### ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A DS4 #N/A ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A SPT ### ### ### ### ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A (1) SPT is outside NABL scope. Project No Plate 32 of 137

49 Soil Profile (BH-15) Location : Refer Plate-1 Termination Depth : m ( m) Boring Method : UTM Coordinates : E, N Ground Water Depth : 4.60 m Casing Depth : Survey Coordinates : Surface Elevation : Boring Start : Chainage : Ground Water Level : Boring Finish : Shell & Auger 15.0 m 04-Oct Oct-17 From To Sample No. Field Value, N f SPT (1) Corrected Value, N" Symbol SOIL DESCRIPTION Depth of Strata (m) Grain Size Analysis Gravel () Sand () Medium dense brown silty fine sand DS1 #N/A ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A (SM) Silt () Clay () Atterberg Limits Liquid () Plastic () Plasticity Index () Density and Moisture Bulk Density (gms/cm 3 ) Dry Density (gms/cm 3 ) Moisture Content () Specific Gravity Type of Test Confining Pressures Shear Tests Cohesion Intercept, 'c' Angle of Internal Friction, (degrees) Free Swell Index, () Swelling Pressure SPT ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A SPT ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A UDS1 #N/A ### #N/A #N/A DS 0.5, 1.0, SPT ### #N/A #N/A #N/A 2.63 ### #N/A #N/A #N/A SPT ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A UDS2 #N/A - with traces of gravel, 5.0 to 6.0 m ### #N/A #N/A DS 0.5, 1.0, SPT ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A SPT Dense brown fine sand (SP-SM) ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A DS2 #N/A ### ### ### ### ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A SPT ### ### ### ### ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A SPT ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A (1) SPT is outside NABL scope. Project No Plate 33 of 137

50 Soil Profile (BH-15) Location : Refer Plate-1 Termination Depth : m ( m) Boring Method : UTM Coordinates : E, N Ground Water Depth : 4.60 m Casing Depth : Survey Coordinates : Surface Elevation : Boring Start : Chainage : Ground Water Level : Boring Finish : Shell & Auger 15.0 m 04-Oct Oct-17 From To Sample No. Field Value, N f SPT (1) Corrected Value, N" Symbol SOIL DESCRIPTION Depth of Strata (m) Grain Size Analysis Gravel () Sand () Silt () Clay () Atterberg Limits Liquid () Plastic () Plasticity Index () Density and Moisture Bulk Density (gms/cm 3 ) Dry Density (gms/cm 3 ) Moisture Content () Specific Gravity Type of Test Confining Pressures Shear Tests Dense to very dense brown fine sand DS3 #N/A ### ### ### ### ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A (SP-SM) SPT dense, 11.0 to 13.5 m ### ### ### ### ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A Cohesion Intercept, 'c' Angle of Internal Friction, (degrees) Free Swell Index, () Swelling Pressure SPT very dense, 13.5 to m ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A DS4 #N/A ### ### ### ### ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A SPT ### ### ### ### ### #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A (1) SPT is outside NABL scope. Project No Plate 34 of 137

51 0 4 BH-1 RL: m N-Value BH-2 RL: m N-Value BH-3 RL: m N-Value BH-4 RL: m N-Value BH-5 RL: m N-Value BH-6 RL: m N-Value m m m m m m 20 SYMBOL L E G E N D DESCRIPTION Silty sand (SM) Fine sand (SP-SM) Water table Summary of Borehole Profiles Project No Plate 35 of 137

52 0 BH-7 RL: m N-Value BH-8 RL: m N-Value BH-9 RL: m N-Value BH-10 RL: m N-Value BH-11 RL: m N-Value BH-12 RL: m N-Value m m m m m m 20 L E G E N D SYMBOL DESCRIPTION Silty sand (SM) Fine sand (SP-SM) Water table Summary of Borehole Profiles Project No Plate 36 of 137

53 0 BH-13 RL: m N-Value BH-14 RL: m N-Value 6 7 BH-15 RL: m N-Value m m m 20 L E G E N D SYMBOL DESCRIPTION Silty sand (SM) Fine sand (SP-SM) Water table Summary of Borehole Profiles Project No Plate 37 of 137

54 3.0 m 3.0 m 2.0 m PLAN VIEW PHOTOGRAPH 0.0 GL 0.5 UDS-1 (1.0m) 1.0 DS-1 (1.0m) 1.5 Grey fine sand (SP-SM) UDS-2 (2.0m) DS-2 (2.0m) 2.0 UDS-3 (3.0m) 2.5 DS-3 (3.0m) SECTIONAL VIEW 3.0m Note: Soil classification is preliminary and visual assessment in the field only. Final borelogs shall be submitted on completion of laboratory test program. L E G E N D DS : Disturbed Sample UDS : Undisturbed Sample : Water Table Trial Pit Log: TP-1 Project No Plate 38 of 137

55 3.0 m 3.0 m 2.0 m PLAN VIEW PHOTOGRAPH 0.0 GL 0.5 UDS-1 (1.0m) 1.0 DS-1 (1.0m) 1.5 Grey silty fine sand (SM) UDS-2 (2.0m) 2.0 DS-2 (2.0m) UDS-3 (3.0m) 2.5 DS-3 (3.0m) Grey fine sand (SP-SM) SECTIONAL VIEW Trial Pit Log: TP m Note: Soil classification is preliminary and visual assessment in the field only. Final borelogs shall be submitted on completion of laboratory test program. L E G E N D DS : Disturbed Sample UDS : Undisturbed Sample : Water Table Project No Plate 39 of 137

56 3.0 m PHOTOGRAPH 2.0 m 2.0 m PLAN VIEW 0.0 GL 0.5 UDS-1 (1.0m) 1.0 Grey fine sand (SP-SM) DS-1 (1.0m) UDS-2 (2.0m) DS-2 (2.0m) 2.5 L E G E N D 3.0 Note: Soil classification is preliminary and visual assessment in the field only. Final borelogs shall be submitted on completion of laboratory test program. DS : Disturbed Sample UDS : Undisturbed Sample : Water Table 3.5 SECTIONAL VIEW Trial Pit Log: TP-3 Project No Plate 40 of 137

57 3.0 m 3.0 m 2.0 m PLAN VIEW PHOTOGRAPH 0.0 GL 0.5 UDS-1 (1.0m) Grey silty fine sand (SM) 1.0 DS-1 (1.0m) 1.5 UDS-2 (2.0m) m DS-2 (2.0m) UDS-3 (3.0m) 2.5 DS-3 (3.0m) Grey fine sand (SP-SM) 3.0 L E G E N D 3.5 SECTIONAL VIEW Trial Pit Log: TP-4 3.5m Note: Soil classification is preliminary and visual assessment in the field only. Final borelogs shall be submitted on completion of laboratory test program. DS : Disturbed Sample UDS : Undisturbed Sample : Water Table Project No Plate 41 of 137

58 3.0 m PLAN VIEW 2.0 m 2.0 m PHOTOGRAPH 0.0 GL 0.5 UDS-1 (1.0m) 1.0 Grey silty fine sand (SM) DS-1 (1.0m) UDS-2 (2.0m) DS-2 (2.0m) SECTIONAL VIEW 2.5m Note: Soil classification is preliminary and visual assessment in the field only. Final borelogs shall be submitted on completion of laboratory test program. L E G E N D DS : Disturbed Sample UDS : Undisturbed Sample : Water Table Trial Pit Log: TP-5 Project No Plate 42 of 137

59 3.0 m PLAN VIEW 2.0 m 2.0 m PHOTOGRAPH 0.0 GL 0.5 UDS-1 (1.0m) 1.0 Grey fine sand (SP-SM) DS-1 (1.0m) UDS-2 (2.0m) DS-2 (2.0m) m Note: Soil classification is preliminary and visual assessment in the field only. Final borelogs shall be submitted on completion of laboratory test program. L E G E N D DS : Disturbed Sample UDS : Undisturbed Sample : Water Table 3.5 SECTIONAL VIEW Trial Pit Log: TP-6 Project No Plate 43 of 137

60 3.0 m PHOTOGRAPH 3.0 m 2.0 m PLAN VIEW 0.0 GL 0.5 UDS-1 (1.0m) 1.0 DS-1 (1.0m) Grey fine sand (SP-SM) UDS-2 (2.0m) DS-2 (2.0m) UDS-3 (3.0m) 2.5 DS-3 (3.0m) 3.0 L E G E N D DS : Disturbed Sample UDS : Undisturbed Sample m Note: Soil classification is preliminary and visual assessment in the field only. Final borelogs shall be submitted on completion of laboratory test program. : Water Table SECTIONAL VIEW Trial Pit Log: TP-7 Project No Plate 44 of 137

61 Standard Penetration Test IS : , RA-2007 Borehole Details Symbol Borehole Number BH-1 BH-2 BH-3 BH-4 BH-5 BH-6 Location Refer Plate-1 Field SPT Value (N) Field SPT Values vs. Depth Project No Plate 45 of 137

62 Standard Penetration Test IS : , RA-2007 Borehole Details Symbol Borehole Number BH-1 BH-2 BH-3 BH-4 BH-5 BH-6 Location Refer Plate-1 Corrected SPT Value (N") Corrected SPT Values vs. Depth Project No Plate 46 of 137

63 Standard Penetration Test IS : , RA-2007 Borehole Details Symbol Borehole Number BH-7 BH-8 BH-9 BH-10 BH-11 BH-12 Location Refer Plate-1 Field SPT Value (N) Field SPT Values versus Depth Project No Plate 47 of 137

64 Standard Penetration Test IS : , RA-2007 Borehole Details Symbol Borehole Number BH-7 BH-8 BH-9 BH-10 BH-11 BH-12 Location Refer Plate-1 Corrected SPT Value (N") Corrected SPT Values versus Depth Project No Plate 48 of 137

65 Standard Penetration Test IS : , RA-2007 Borehole Details Symbol Borehole Number BH-13 BH-14 BH-15 Location Refer Plate-1 Field SPT Value (N) Field SPT Values versus Depth Project No Plate 49 of 137

66 Standard Penetration Test IS : , RA-2007 Borehole Details Symbol Borehole Number BH-13 BH-14 BH-15 Location Refer Plate-1 Corrected SPT Value (N") Corrected SPT Values versus Depth Project No Plate 50 of 137

67 Corrected SPT Value (N) BH-1 BH-3 BH-5 BH-7 BH-9 BH-11 BH-13 BH-15 BH-2 BH-4 BH-6 BH-8 BH-10 BH-12 BH-14 As per IS Code Limit for Liquefaction Susceptibility as per IS: 1893 (Part-1) Liquefaction Susceptibility Assessment Project No Plate 51 of 137

68 Sl. No. Time in Minutes Water Level in Intake Pipe,cm Head, cm k = Coefficient of Permeability = Field Permeability Test No.: 1 By Falling Head Method IS: 5529-Part , RA-2009 Test Details Borehole No. : Location : Co-ordinates : N, E Depth of Borehole : 5.0 m Depth of bottom of casing below EGL : 4.50 m Diameter of Intake Pipe : 15.0 cm Length of Test Section : 50.0 cm Depth of Water Table : 1.7 m Height of Casing above GL : 1.75 m Hydraulic Head at Start of test : 345 cm Soil Classification : Fine sand Sl. No. BH : 3 Refer Plate-1 Time in Minutes Where: L = 50.0 cm d = 15.0 cm 2L/d = 6.67 R = 7.5 cm h 1 /h o = 0.07 t 1 = 47.8 minutes h 2 /h o = 0.04 t 2 = 90 minutes h 1 /h 2 = k = 2.6E-04 cm/sec Water Level in Intake Pipe,cm d 2 8L(t 2 t 1 ) ln 2L d ln h 1 Head, cm Determination of Coefficient of Permeability (1) h 2 5 m 1.75 m 4.5 m EGL Dia of Intake Pipe: 15 cm GW@1.7 m Test Section: 50 cm Calculations based on semilog plot of Head Ratio vs. Time, as per IS:5529 (Part-I) Project No Plate 52 of 137

69 Field Permeability Test No.: 1 By Falling Head Method (IS: 5529-Part , RA-2009) Test Details Borehole No. : Location : BH : 3 Refer Plate-1 Co-ordinates : N, E Depth of Borehole : 5.0 Calculated value of k : 2.6E Head Ratio 0.01 Time in Minutes Semi-Log Plot of Head Ratio Vs Time (1) Project No Plate 53 of 137

70 Sl. No. Time in Minutes Water Level in Intake Pipe,cm Head, cm Sl. No. Time in Minutes Water Level in Intake Pipe,cm Head, cm k = Coefficient of Permeability = Field Permeability Test No.: 2 By Falling Head Method IS: 5529-Part , RA-2009 Test Details Borehole No. : Location : BH : 6 Refer Plate-1 Co-ordinates : N, E Depth of Borehole : 5.0 m Depth of bottom of casing below EGL : 4.50 m Diameter of Intake Pipe : 15.0 cm Length of Test Section : 50.0 cm Depth of Water Table : 2.1 m Height of Casing above GL : 1.20 m Hydraulic Head at Start of test : 333 cm Soil Classification : Fine sand d 2 8L(t 2 t 1 ) ln 2L d ln h 1 Where: L = 50.0 cm d = 15.0 cm 2L/d = 6.67 R = 7.5 cm h 1 /h o = 0.44 t 1 = 41.2 minutes h 2 /h o = 0.33 t 2 = 90.4 minutes h 1 /h 2 = k = 1.0E-04 cm/sec Determination of Coefficient of Permeability (2) h 2 5 m 1.2 m 4.5 m EGL Dia of Intake Pipe: 15 cm GW@2.13 m Test Section: 50 cm Calculations based on semilog plot of Head Ratio vs. Time, as per IS:5529 (Part-I) Project No Plate 54 of 137

71 Field Permeability Test No.: 2 By Falling Head Method (IS: 5529-Part , RA-2009) Test Details Borehole No. : Location : BH : 6 Refer Plate-1 Co-ordinates : N, E Depth of Borehole : 5.0 Calculated value of k : 1.0E Head Ratio 0.10 Time in Minutes Semi-Log Plot of Head Ratio Vs Time (2) Project No Plate 55 of 137

72 E.G.L. Box Top Cap Lock Concrete Plug 3.0m below EGL 15.0 m 1.0 m Gravel & Sand 50~65mm PVC Pipe Cement + Bentonite Seal Pea Gravel Cassagrande Piezometer 80cm Borehole Dia 150 mm / 100 mm Not to Scale Casagrande Piezometer Sketch Project No Plate 56 of 137

73 Piezometer No:-PIZ-1 Co-ordinates: N, E 3.80 Depth of Groundwater, m PIZ Oct-17 4-Oct-17 5-Oct-17 5-Oct-17 6-Oct-17 Date of Reading 6-Oct-17 7-Oct-17 7-Oct-17 8-Oct-17 Plot of measured groundwater levels at Pizometer (PZM-1) Location Project No Plate 57 of 137

74 Piezometer No:-PIZ-2 Co-ordinates: N, E 2.90 Depth of Groundwater, m PIZ Sep Sep Sep-17 1-Oct-17 2-Oct-17 3-Oct-17 Date of Reading 4-Oct-17 5-Oct-17 6-Oct-17 7-Oct-17 8-Oct-17 Plot of measured groundwater levels at Piezometer(PZM-2) Location Project No Plate 58 of 137

75 Atterberg Test IS : 2720 (Part-5)-1985, RA A-Line : 0.73(LL-20) CI CH Plasticity Index, Ip () CL L I Q U I D L I M I T, WL A Line BH-10 BH-6 BH-11 MH or OH BH-13 BS CL-ML ML ML or OL MI or OI Liquid Limit, () BS2 Plasticity Chart Project No Plate 59 of 137

76 Modified Proctor Compaction Test IS : 2720 (Part-8) -1983, RA-2010 Sample Details Test Results Sample Location : BS-1 Sample Depth : 0.00 Sample Description : Sandy Silt Maximum Dry Density, g/cm 3 : 1.89 Optimum Moisture Content, : Dry Density, (gm/cc) Moisture Content, Density vs. Moisture Content (BS-1) Project No Plate 60 of 137

77 Modified Proctor Compaction Test IS : 2720 (Part-8) -1983, RA-2010 Sample Details Test Results Sample Location : BS-2 Sample Depth : 0.00 Sample Description : Sandy Silt Maximum Dry Density, g/cm 3 : 1.88 Optimum Moisture Content, : Dry Density, (gm/cc) Moisture Content, Density vs. Moisture Content (BS-2) Project No Plate 61 of 137

78 Modified Proctor Compaction Test IS : 2720 (Part-8) -1983, RA-2010 Sample Details Test Results Sample Location : BS-3 Sample Depth : 0.00 Sample Description : Silty Sand Maximum Dry Density, g/cm 3 : 1.75 Optimum Moisture Content, : Dry Density, (gm/cc) Moisture Content, Density vs. Moisture Content (BS-3) Project No Plate 62 of 137

79 Modified Proctor Compaction Test IS : 2720 (Part-8) -1983, RA-2010 Sample Details Test Results Sample Location : BS-4 Sample Depth : 0.00 Sample Description : Silty Sand Maximum Dry Density, g/cm 3 : 1.86 Optimum Moisture Content, : Dry Density, (gm/cc) Moisture Content, Density vs. Moisture Content (BS-4) Project No Plate 63 of 137

80 Sample No. Relative Density Minimum density (gm/cc) Maximum density (gm/cc) B B B B Project No Plate 64 of 137

81 Sample Details Grain Size Analysis IS : 2720 (Part 4) , RA-2010 Test Results Borehole Number Sample Sample Description Gravel Sand Silt Clay D 60 D 30 D 10 C u C c BH Silty fine sand with traces of gravel (SM) BH Silty fine sand with gravels (SM) BH Sandy silt with traces of gravel (CL) BH Silty fine sand (SM) BH Silty fine sand (SM) Hydrometer Analysis Sieve Analysis CLAY S I L T FINE S A N D MEDIUM COARSE FINE GRAVEL COARSE Finer by Weight Borehole No: 1, Depth: 0 m Borehole No: 1, Depth: 0.5 m Borehole No: 1, Depth: 1.5 m Borehole No: 1, Depth: 2.25 m Borehole No: 1, Depth: 3 m Particle Size, mm Grain Size Distribution Curve Project No Plate 65 of 137

82 Grain Size Analysis IS : 2720 (Part 4) , RA-2010 Sample Details Test Results Borehole Number Sample Sample Description Gravel Sand Silt Clay D 60 D 30 D 10 C u C c BH Fine sand (SP-SM) BH Fine sand (SP-SM) BH Fine sand (SP-SM) BH Silty fine sand (SM) BH Silty fine sand (SM) Hydrometer Analysis Sieve Analysis CLAY S I L T FINE S A N D MEDIUM COARSE GRAVEL Finer by Weight Borehole No: 1, Depth: 4.5 m Borehole No: 1, Depth: 5.25 m 20 Borehole No: 1, Depth: 6 m Borehole No: 1, Depth: 8.25 m 10 Borehole No: 1, Depth: 13.5 m Particle Size, mm Grain Size Distribution Curve Project No Plate 66 of 137

83 Grain Size Analysis IS : 2720 (Part 4) , RA-2010 Sample Details Test Results Borehole Number Sample Sample Description Gravel Sand Silt Clay D 60 D 30 D 10 C u C c BH Fine sand (SP-SM) BH Fine sand (SP-SM) BH Fine sand (SP-SM) BH Fine sand (SP-SM) BH Fine sand (SP-SM) Hydrometer Analysis Sieve Analysis CLAY S I L T FINE S A N D MEDIUM COARSE GRAVEL Finer by Weight Borehole No: 2, Depth: 0 m Borehole No: 2, Depth: 0.5 m 20 Borehole No: 2, Depth: 1.5 m Borehole No: 2, Depth: 2.25 m 10 Borehole No: 2, Depth: 3 m Particle Size, mm Grain Size Distribution Curve Project No Plate 67 of 137

84 Grain Size Analysis IS : 2720 (Part 4) , RA-2010 Sample Details Test Results Borehole Number Sample Sample Description Gravel Sand Silt Clay D 60 D 30 D 10 C u C c BH Fine sand (SP-SM) BH Fine sand (SP-SM) BH Fine sand (SP-SM) BH Fine sand (SP-SM) BH Fine sand (SP-SM) Hydrometer Analysis Sieve Analysis CLAY S I L T FINE S A N D MEDIUM COARSE GRAVEL Finer by Weight Borehole No: 2, Depth: 4.5 m Borehole No: 2, Depth: 5.25 m 20 Borehole No: 2, Depth: 7.5 m Borehole No: 2, Depth: 10.5 m 10 Borehole No: 2, Depth: 13.5 m Particle Size, mm Grain Size Distribution Curve Project No Plate 68 of 137

85 Sample Details Grain Size Analysis IS : 2720 (Part 4) , RA-2010 Test Results Borehole Number Sample Sample Description Gravel Sand Silt Clay D 60 D 30 D 10 C u C c BH Silty fine sand with gravels (SM) BH Silty fine sand (SM) BH Silty fine sand with traces of gravel (SM) BH Silty fine sand (SM) BH Fine sand (SP-SM) Hydrometer Analysis Sieve Analysis 100 CLAY S I L T FINE S A N D MEDIUM COARSE GRAVEL Finer by Weight Borehole No: 3, Depth: 0 m Borehole No: 3, Depth: 0.5 m Borehole No: 3, Depth: 1.5 m Borehole No: 3, Depth: 2.25 m Borehole No: 3, Depth: 3 m Particle Size, mm Grain Size Distribution Curve Project No Plate 69 of 137

86 Sample Details Grain Size Analysis IS : 2720 (Part 4) , RA-2010 Test Results Borehole Number Sample Sample Description Gravel Sand Silt Clay D 60 D 30 D 10 C u C c BH Fine sand (SP-SM) BH Fine sand with traces of gravel (SP-SM) BH Fine sand (SP-SM) BH Fine sand (SP-SM) BH Fine sand (SP-SM) Hydrometer Analysis Sieve Analysis CLAY S I L T FINE S A N D MEDIUM COARSE FINE GRAVEL COARSE Finer by Weight Borehole No: 3, Depth: 4.5 m Borehole No: 3, Depth: 6 m Borehole No: 3, Depth: 9 m Borehole No: 3, Depth: 12 m Borehole No: 3, Depth: 15 m Particle Size, mm Grain Size Distribution Curve Project No Plate 70 of 137

87 Sample Details Grain Size Analysis IS : 2720 (Part 4) , RA-2010 Test Results Borehole Number Sample Sample Description Gravel Sand Silt Clay D 60 D 30 D 10 C u C c BH Silty fine sand with traces of gravel (SM) BH Silty fine sand with traces of gravel (SM) BH Silty fine sand with gravels (SM) BH Fine sand (SP-SM) BH Fine sand (SP-SM) Hydrometer Analysis Sieve Analysis CLAY S I L T FINE S A N D MEDIUM COARSE FINE GRAVEL COARSE Finer by Weight Borehole No: 4, Depth: 0 m Borehole No: 4, Depth: 0.5 m Borehole No: 4, Depth: 1.5 m 10 Borehole No: 4, Depth: 2.25 m Borehole No: 4, Depth: 3 m Particle Size, mm Grain Size Distribution Curve Project No Plate 71 of 137

88 Sample Details Grain Size Analysis IS : 2720 (Part 4) , RA-2010 Test Results Borehole Number Sample Sample Description Gravel Sand Silt Clay D 60 D 30 D 10 C u C c BH Fine sand (SP-SM) BH Fine sand with traces of gravel (SP-SM) BH Fine sand (SP-SM) BH Fine sand (SP-SM) BH Fine sand (SP-SM) Hydrometer Analysis Sieve Analysis 100 CLAY S I L T FINE S A N D MEDIUM COARSE GRAVEL Finer by Weight Borehole No: 4, Depth: 4.5 m Borehole No: 4, Depth: 5.25 m Borehole No: 4, Depth: 8.25 m 10 Borehole No: 4, Depth: 12 m Borehole No: 4, Depth: 15 m Particle Size, mm Grain Size Distribution Curve Project No Plate 72 of 137

89 Sample Details Grain Size Analysis IS : 2720 (Part 4) , RA-2010 Test Results Borehole Number Sample Sample Description Gravel Sand Silt Clay D 60 D 30 D 10 C u C c BH Silty fine sand with traces of gravel (SM) BH Silty fine sand (SM) BH Silty fine sand with traces of gravel (SM) BH Fine sand (SP-SM) BH Fine sand with traces of gravel (SP-SM) Hydrometer Analysis Sieve Analysis 100 CLAY S I L T FINE S A N D MEDIUM COARSE GRAVEL Finer by Weight Borehole No: 5, Depth: 0 m Borehole No: 5, Depth: 0.5 m Borehole No: 5, Depth: 1.5 m 10 Borehole No: 5, Depth: 2.25 m Borehole No: 5, Depth: 3 m Particle Size, mm Grain Size Distribution Curve Project No Plate 73 of 137

90 Sample Details Grain Size Analysis IS : 2720 (Part 4) , RA-2010 Test Results Borehole Number Sample Sample Description Gravel Sand Silt Clay D 60 D 30 D 10 C u C c BH Fine sand with gravels (SP- SM) BH Fine sand (SP-SM) BH Fine sand (SP-SM) BH Fine sand (SP-SM) Hydrometer Analysis Sieve Analysis 100 CLAY S I L T FINE S A N D MEDIUM COARSE GRAVEL Finer by Weight Borehole No: 5, Depth: 4.5 m Borehole No: 5, Depth: 5.25 m Borehole No: 5, Depth: 6 m Borehole No: 5, Depth: 9 m Particle Size, mm Grain Size Distribution Curve Project No Plate 74 of 137

91 Sample Details Grain Size Analysis IS : 2720 (Part 4) , RA-2010 Test Results Borehole Number Sample Sample Description Gravel Sand Silt Clay D 60 D 30 D 10 C u C c BH Fine sand (SP-SM) BH Fine sand (SP-SM) Hydrometer Analysis Sieve Analysis CLAY S I L T FINE S A N D MEDIUM COARSE GRAVEL Finer by Weight Borehole No: 5, Depth: 12 m 10 Borehole No: 5, Depth: 15 m Particle Size, mm Grain Size Distribution Curve Project No Plate 75 of 137

92 Sample Details Grain Size Analysis IS : 2720 (Part 4) , RA-2010 Test Results Borehole Number Sample Sample Description Gravel Sand Silt Clay D 60 D 30 D 10 C u C c BH Sandy silt (CL) BH Sandy silt (CL) BH Silty fine sand with traces of gravel (SM) BH Silty fine sand (SM) BH Fine sand with traces of gravel (SP-SM) Hydrometer Analysis Sieve Analysis 100 CLAY S I L T FINE S A N D MEDIUM COARSE GRAVEL Finer by Weight Borehole No: 6, Depth: 0 m Borehole No: 6, Depth: 0.5 m Borehole No: 6, Depth: 1.5 m Borehole No: 6, Depth: 2.25 m Borehole No: 6, Depth: 3 m Particle Size, mm Grain Size Distribution Curve Project No Plate 76 of 137

93 Sample Details Grain Size Analysis IS : 2720 (Part 4) , RA-2010 Test Results Borehole Number Sample Sample Description Gravel Sand Silt Clay D 60 D 30 D 10 C u C c BH Fine sand (SP-SM) BH Fine sand (SP-SM) BH Fine sand (SP-SM) BH Fine sand (SP-SM) Hydrometer Analysis Sieve Analysis CLAY S I L T FINE S A N D MEDIUM COARSE GRAVEL Finer by Weight Borehole No: 6, Depth: 4.5 m Borehole No: 6, Depth: 5.25 m Borehole No: 6, Depth: 6 m Borehole No: 6, Depth: 9 m Particle Size, mm Grain Size Distribution Curve Project No Plate 77 of 137

94 Sample Details Grain Size Analysis IS : 2720 (Part 4) , RA-2010 Test Results Borehole Number Sample Sample Description Gravel Sand Silt Clay D 60 D 30 D 10 C u C c BH Fine sand (SP-SM) BH Fine sand (SP-SM) Hydrometer Analysis Sieve Analysis CLAY S I L T FINE S A N D MEDIUM COARSE GRAVEL Finer by Weight Borehole No: 6, Depth: 12 m 10 Borehole No: 6, Depth: 15 m Particle Size, mm Grain Size Distribution Curve Project No Plate 78 of 137

95 Sample Details Grain Size Analysis IS : 2720 (Part 4) , RA-2010 Test Results Borehole Number Sample Sample Description Gravel Sand Silt Clay D 60 D 30 D 10 C u C c BH Sandy silt with traces of gravel (CL) BH Sandy silt (CL) BH Fine sand (SP-SM) BH Fine sand (SP-SM) BH Fine sand (SP-SM) Hydrometer Analysis Sieve Analysis 100 CLAY S I L T FINE S A N D MEDIUM COARSE GRAVEL Finer by Weight Borehole No: 7, Depth: 0 m Borehole No: 7, Depth: 0.5 m Borehole No: 7, Depth: 1.5 m Borehole No: 7, Depth: 2.25 m Borehole No: 7, Depth: 3 m Particle Size, mm Grain Size Distribution Curve Project No Plate 79 of 137

96 Sample Details Grain Size Analysis IS : 2720 (Part 4) , RA-2010 Test Results Borehole Number Sample Sample Description Gravel Sand Silt Clay D 60 D 30 D 10 C u C c BH Fine sand (SP-SM) BH Fine sand (SP-SM) BH Fine sand (SP-SM) BH Fine sand (SP-SM) Hydrometer Analysis Sieve Analysis CLAY S I L T FINE S A N D MEDIUM COARSE GRAVEL Finer by Weight Borehole No: 7, Depth: 4.5 m Borehole No: 7, Depth: 5.25 m Borehole No: 7, Depth: 6 m Borehole No: 7, Depth: 9 m Particle Size, mm Grain Size Distribution Curve Project No Plate 80 of 137

97 Sample Details Grain Size Analysis IS : 2720 (Part 4) , RA-2010 Test Results Borehole Number Sample Sample Description Gravel Sand Silt Clay D 60 D 30 D 10 C u C c BH Fine sand (SP-SM) BH Fine sand (SP-SM) Hydrometer Analysis Sieve Analysis CLAY S I L T FINE S A N D MEDIUM COARSE GRAVEL Finer by Weight Borehole No: 7, Depth: 12 m 10 Borehole No: 7, Depth: 15 m Particle Size, mm Grain Size Distribution Curve Project No Plate 81 of 137

98 Sample Details Grain Size Analysis IS : 2720 (Part 4) , RA-2010 Test Results Borehole Number Sample Sample Description Gravel Sand Silt Clay D 60 D 30 D 10 C u C c BH Silty fine sand (SM) BH Silty fine sand (SM) BH Fine sand (SP-SM) BH Fine sand (SP-SM) BH Silty fine sand (SM) Hydrometer Analysis Sieve Analysis CLAY S I L T FINE S A N D MEDIUM COARSE GRAVEL Finer by Weight Borehole No: 8, Depth: 0 m Borehole No: 8, Depth: 0.5 m Borehole No: 8, Depth: 1.5 m Borehole No: 8, Depth: 2.25 m Borehole No: 8, Depth: 3 m Particle Size, mm Grain Size Distribution Curve Project No Plate 82 of 137

99 Sample Details Grain Size Analysis IS : 2720 (Part 4) , RA-2010 Test Results Borehole Number Sample Sample Description Gravel Sand Silt Clay D 60 D 30 D 10 C u C c BH Silty fine sand (SM) BH Fine sand (SP-SM) BH Fine sand (SP-SM) BH Fine sand (SP-SM) BH Fine sand (SP-SM) Hydrometer Analysis Sieve Analysis CLAY S I L T FINE S A N D MEDIUM COARSE GRAVEL Finer by Weight Borehole No: 8, Depth: 4.5 m Borehole No: 8, Depth: 5.25 m Borehole No: 8, Depth: 8.25 m Borehole No: 8, Depth: m Borehole No: 8, Depth: m Particle Size, mm Grain Size Distribution Curve Project No Plate 83 of 137

100 Sample Details Grain Size Analysis IS : 2720 (Part 4) , RA-2010 Test Results Borehole Number Sample Sample Description Gravel Sand Silt Clay D 60 D 30 D 10 C u C c BH Silty fine sand with traces of gravel (SM) BH Fine sand (SP) BH Silty fine sand (SM) BH Silty fine sand (SM) BH Fine sand (SP-SM) Hydrometer Analysis Sieve Analysis CLAY S I L T FINE S A N D MEDIUM COARSE FINE GRAVEL COARSE Finer by Weight Borehole No: 9, Depth: 0 m Borehole No: 9, Depth: 0.5 m Borehole No: 9, Depth: 1.5 m Borehole No: 9, Depth: 2.25 m Borehole No: 9, Depth: 3 m Particle Size, mm Grain Size Distribution Curve Project No Plate 84 of 137

101 Sample Details Grain Size Analysis IS : 2720 (Part 4) , RA-2010 Test Results Borehole Number Sample Sample Description Gravel Sand Silt Clay D 60 D 30 D 10 C u C c BH Fine sand (SP-SM) BH Fine sand with gravels (SP- SM) BH Fine sand (SP-SM) BH Fine sand (SP-SM) Hydrometer Analysis Sieve Analysis 100 CLAY S I L T FINE S A N D MEDIUM COARSE GRAVEL Finer by Weight Borehole No: 9, Depth: 4.5 m Borehole No: 9, Depth: 5.25 m Borehole No: 9, Depth: 6 m Borehole No: 9, Depth: 7.5 m Particle Size, mm Grain Size Distribution Curve Project No Plate 85 of 137

102 Sample Details Grain Size Analysis IS : 2720 (Part 4) , RA-2010 Test Results Borehole Number Sample Sample Description Gravel Sand Silt Clay D 60 D 30 D 10 C u C c BH Fine sand (SP-SM) BH Fine sand (SP-SM) Hydrometer Analysis Sieve Analysis CLAY S I L T FINE S A N D MEDIUM COARSE GRAVEL Finer by Weight Borehole No: 9, Depth: 10.5 m 10 Borehole No: 9, Depth: 13.5 m Particle Size, mm Grain Size Distribution Curve Project No Plate 86 of 137

103 Sample Details Grain Size Analysis IS : 2720 (Part 4) , RA-2010 Test Results Borehole Number Sample Sample Description Gravel Sand Silt Clay D 60 D 30 D 10 C u C c BH Sandy silt with gravels (CL) BH Sandy silt (CL) BH Clayey silt (CI) BH Clayey silt (CI) BH Clayey silt (CI) Hydrometer Analysis Sieve Analysis CLAY S I L T FINE S A N D MEDIUM COARSE GRAVEL Finer by Weight Borehole No: 10, Depth: 0 m Borehole No: 10, Depth: 0.5 m Borehole No: 10, Depth: 1.5 m Borehole No: 10, Depth: 2.25 m Borehole No: 10, Depth: 3 m Particle Size, mm Grain Size Distribution Curve Project No Plate 87 of 137

104 Sample Details Grain Size Analysis IS : 2720 (Part 4) , RA-2010 Test Results Borehole Number Sample Sample Description Gravel Sand Silt Clay D 60 D 30 D 10 C u C c BH Clayey silt (CI) BH Fine sand (SP-SM) BH Fine sand (SP-SM) BH Fine sand (SP-SM) Hydrometer Analysis Sieve Analysis CLAY S I L T FINE S A N D MEDIUM COARSE GRAVEL Finer by Weight Borehole No: 10, Depth: 4.5 m Borehole No: 10, Depth: 5.25 m Borehole No: 10, Depth: 6 m Borehole No: 10, Depth: 7.5 m Particle Size, mm Grain Size Distribution Curve Project No Plate 88 of 137

105 Sample Details Grain Size Analysis IS : 2720 (Part 4) , RA-2010 Test Results Borehole Number Sample Sample Description Gravel Sand Silt Clay D 60 D 30 D 10 C u C c BH Fine sand (SP-SM) BH Fine sand (SP-SM) Hydrometer Analysis Sieve Analysis CLAY S I L T FINE S A N D MEDIUM COARSE GRAVEL Finer by Weight Borehole No: 10, Depth: 10.5 m 10 Borehole No: 10, Depth: 13.5 m Particle Size, mm Grain Size Distribution Curve Project No Plate 89 of 137

106 Sample Details Grain Size Analysis IS : 2720 (Part 4) , RA-2010 Test Results Borehole Number Sample Sample Description Gravel Sand Silt Clay D 60 D 30 D 10 C u C c BH Sandy silt (CL) BH Sandy silt (CL) BH Silty fine sand (SM) BH Silty fine sand (SM) BH Fine sand (SP-SM) Hydrometer Analysis Sieve Analysis CLAY S I L T FINE S A N D MEDIUM COARSE GRAVEL Finer by Weight Borehole No: 11, Depth: 0 m Borehole No: 11, Depth: 0.5 m Borehole No: 11, Depth: 1.5 m Borehole No: 11, Depth: 2.25 m Borehole No: 11, Depth: 3 m Particle Size, mm Grain Size Distribution Curve Project No Plate 90 of 137

107 Sample Details Grain Size Analysis IS : 2720 (Part 4) , RA-2010 Test Results Borehole Number Sample Sample Description Gravel Sand Silt Clay D 60 D 30 D 10 C u C c BH Fine sand with traces of gravel (SP-SM) BH Fine sand (SP-SM) BH Fine sand (SP-SM) BH Fine sand (SP-SM) Hydrometer Analysis Sieve Analysis 100 CLAY S I L T FINE S A N D MEDIUM COARSE GRAVEL Finer by Weight Borehole No: 11, Depth: 4.5 m Borehole No: 11, Depth: 5.25 m Borehole No: 11, Depth: 6 m Borehole No: 11, Depth: 8.25 m Particle Size, mm Grain Size Distribution Curve Project No Plate 91 of 137

108 Sample Details Grain Size Analysis IS : 2720 (Part 4) , RA-2010 Test Results Borehole Number Sample Sample Description Gravel Sand Silt Clay D 60 D 30 D 10 C u C c BH Fine sand (SP-SM) BH Fine sand (SP-SM) Hydrometer Analysis Sieve Analysis CLAY S I L T FINE S A N D MEDIUM COARSE GRAVEL Finer by Weight Borehole No: 11, Depth: 12 m 10 Borehole No: 11, Depth: 15 m Particle Size, mm Grain Size Distribution Curve Project No Plate 92 of 137

109 Sample Details Grain Size Analysis IS : 2720 (Part 4) , RA-2010 Test Results Borehole Number Sample Sample Description Gravel Sand Silt Clay D 60 D 30 D 10 C u C c BH Silty fine sand (SM) BH Silty fine sand (SM) BH Silty fine sand (SM) BH Silty fine sand with traces of gravel (SM) BH Fine sand (SP-SM) Hydrometer Analysis Sieve Analysis 100 CLAY S I L T FINE S A N D MEDIUM COARSE GRAVEL Finer by Weight Borehole No: 12, Depth: 0 m Borehole No: 12, Depth: 0.5 m Borehole No: 12, Depth: 1.5 m Borehole No: 12, Depth: 2.25 m Borehole No: 12, Depth: 3 m Particle Size, mm Grain Size Distribution Curve Project No Plate 93 of 137

110 Sample Details Grain Size Analysis IS : 2720 (Part 4) , RA-2010 Test Results Borehole Number Sample Sample Description Gravel Sand Silt Clay D 60 D 30 D 10 C u C c BH Fine sand (SP-SM) BH Fine sand (SP-SM) BH Fine sand (SP-SM) BH Fine sand (SP-SM) BH Fine sand (SP-SM) Hydrometer Analysis Sieve Analysis CLAY S I L T FINE S A N D MEDIUM COARSE GRAVEL Finer by Weight Borehole No: 12, Depth: 4.5 m 20 Borehole No: 12, Depth: 5.25 m Borehole No: 12, Depth: 6 m 10 Borehole No: 12, Depth: 10.5 m Borehole No: 12, Depth: 13.5 m Particle Size, mm Grain Size Distribution Curve Project No Plate 94 of 137

111 Sample Details Grain Size Analysis IS : 2720 (Part 4) , RA-2010 Test Results Borehole Number Sample Sample Description Gravel Sand Silt Clay D 60 D 30 D 10 C u C c BH Silty fine sand (SM) BH Silty fine sand with gravels (SM) BH Sandy silt with gravels (CL) BH Fine sand (SP-SM) BH Fine sand (SP-SM) Hydrometer Analysis Sieve Analysis CLAY S I L T FINE S A N D MEDIUM COARSE FINE GRAVEL COARSE Finer by Weight Borehole No: 13, Depth: 0 m Borehole No: 13, Depth: 0.5 m Borehole No: 13, Depth: 1.5 m Borehole No: 13, Depth: 2.25 m Borehole No: 13, Depth: 3 m Particle Size, mm Grain Size Distribution Curve Project No Plate 95 of 137

112 Sample Details Grain Size Analysis IS : 2720 (Part 4) , RA-2010 Test Results Borehole Number Sample Sample Description Gravel Sand Silt Clay D 60 D 30 D 10 C u C c BH Fine sand (SP-SM) BH Fine sand (SP-SM) BH Fine sand (SP-SM) BH Fine sand (SP-SM) Hydrometer Analysis Sieve Analysis CLAY S I L T FINE S A N D MEDIUM COARSE GRAVEL Finer by Weight Borehole No: 13, Depth: 4.5 m Borehole No: 13, Depth: 5.25 m Borehole No: 13, Depth: 6 m Borehole No: 13, Depth: 7.5 m Particle Size, mm Grain Size Distribution Curve Project No Plate 96 of 137

113 Sample Details Grain Size Analysis IS : 2720 (Part 4) , RA-2010 Test Results Borehole Number Sample Sample Description Gravel Sand Silt Clay D 60 D 30 D 10 C u C c BH Fine sand (SP-SM) BH Fine sand (SP-SM) Hydrometer Analysis Sieve Analysis CLAY S I L T FINE S A N D MEDIUM COARSE GRAVEL Finer by Weight Borehole No: 13, Depth: m 10 Borehole No: 13, Depth: m Particle Size, mm Grain Size Distribution Curve Project No Plate 97 of 137

114 Sample Details Grain Size Analysis IS : 2720 (Part 4) , RA-2010 Test Results Borehole Number Sample Sample Description Gravel Sand Silt Clay D 60 D 30 D 10 C u C c BH Silty fine sand with traces of gravel (SM) BH Silty fine sand (SM) BH Silty fine sand (SM) BH Silty fine sand (SM) BH Silty fine sand with traces of gravel (SM) Hydrometer Analysis Sieve Analysis 100 CLAY S I L T FINE S A N D MEDIUM COARSE GRAVEL Finer by Weight Borehole No: 14, Depth: 0 m Borehole No: 14, Depth: 0.5 m Borehole No: 14, Depth: 1.5 m Borehole No: 14, Depth: 2.25 m Borehole No: 14, Depth: 3 m Particle Size, mm Grain Size Distribution Curve Project No Plate 98 of 137

115 Sample Details Grain Size Analysis IS : 2720 (Part 4) , RA-2010 Test Results Borehole Number Sample Sample Description Gravel Sand Silt Clay D 60 D 30 D 10 C u C c BH Silty fine sand with traces of gravel (SM) BH Silty fine sand (SM) BH Fine sand with gravels (SP- SM) BH Fine sand with gravels (SP- SM) BH Fine sand (SP-SM) Hydrometer Analysis Sieve Analysis 100 CLAY S I L T FINE S A N D MEDIUM COARSE GRAVEL Finer by Weight Borehole No: 14, Depth: 4.5 m Borehole No: 14, Depth: 5.25 m Borehole No: 14, Depth: 6 m Borehole No: 14, Depth: 10.5 m Borehole No: 14, Depth: m Particle Size, mm Grain Size Distribution Curve Project No Plate 99 of 137

116 Sample Details Grain Size Analysis IS : 2720 (Part 4) , RA-2010 Test Results Borehole Number Sample Sample Description Gravel Sand Silt Clay D 60 D 30 D 10 C u C c BH Silty fine sand (SM) BH Silty fine sand (SM) BH Silty fine sand (SM) BH Silty fine sand (SM) BH Silty fine sand (SM) Hydrometer Analysis Sieve Analysis CLAY S I L T FINE S A N D MEDIUM COARSE GRAVEL Finer by Weight Borehole No: 15, Depth: 0 m Borehole No: 15, Depth: 0.5 m Borehole No: 15, Depth: 1.5 m Borehole No: 15, Depth: 2.25 m Borehole No: 15, Depth: 3 m Particle Size, mm Grain Size Distribution Curve Project No Plate 100 of 137

117 Sample Details Grain Size Analysis IS : 2720 (Part 4) , RA-2010 Test Results Borehole Number Sample Sample Description Gravel Sand Silt Clay D 60 D 30 D 10 C u C c BH Silty fine sand (SM) BH Silty fine sand with traces of gravel (SM) BH Silty fine sand (SM) BH Fine sand (SP-SM) Hydrometer Analysis Sieve Analysis 100 CLAY S I L T FINE S A N D MEDIUM COARSE GRAVEL Finer by Weight Borehole No: 15, Depth: 4.5 m Borehole No: 15, Depth: 5.25 m Borehole No: 15, Depth: 6 m Borehole No: 15, Depth: 7.5 m Particle Size, mm Grain Size Distribution Curve Project No Plate 101 of 137

118 Sample Details Grain Size Analysis IS : 2720 (Part 4) , RA-2010 Test Results Borehole Number Sample Sample Description Gravel Sand Silt Clay D 60 D 30 D 10 C u C c BH Fine sand (SP-SM) BH Fine sand (SP-SM) Hydrometer Analysis Sieve Analysis CLAY S I L T FINE S A N D MEDIUM COARSE GRAVEL Finer by Weight Borehole No: 15, Depth: 10.5 m 10 Borehole No: 15, Depth: 13.5 m Particle Size, mm Grain Size Distribution Curve Project No Plate 102 of 137

119 Sample Details Grain Size Analysis IS : 2720 (Part 4) , RA-2010 Test Results Test Number Sample Sample Description Gravel Sand Silt Clay D 60 D 30 D 10 C u C c TP Fine sand (SP-SM) TP Fine sand (SP-SM) TP Fine sand (SP-SM) TP Fine sand (SP-SM) TP Fine sand (SP) Hydrometer Analysis Sieve Analysis CLAY S I L T FINE S A N D MEDIUM COARSE GRAVEL Finer by Weight Borehole No: TP-1, Depth: 1 m Borehole No: TP-1, Depth: 3 m Borehole No: TP-2, Depth: 2 m Borehole No: TP-2, Depth: 3 m Borehole No: TP-3, Depth: 1 m Particle Size, mm Grain Size Distribution Curve Project No Plate 103 of 137

120 Sample Details Grain Size Analysis IS : 2720 (Part 4) , RA-2010 Test Results Test Number Sample Sample Description Gravel Sand Silt Clay D 60 D 30 D 10 C u C c TP Fine sand (SP-SM) TP Fine sand with traces of gravel (SP-SM) TP Fine sand with traces of gravel (SP-SM) TP Silty fine sand with traces of gravel (SM) TP Silty fine sand (SM) Hydrometer Analysis Sieve Analysis 100 CLAY S I L T FINE S A N D MEDIUM COARSE GRAVEL Finer by Weight Borehole No: TP-3, Depth: 2 m Borehole No: TP-4, Depth: 1 m Borehole No: TP-4, Depth: 3 m Borehole No: TP-5, Depth: 1 m Borehole No: TP-5, Depth: 2 m Particle Size, mm Grain Size Distribution Curve Project No Plate 104 of 137

121 Sample Details Grain Size Analysis IS : 2720 (Part 4) , RA-2010 Test Results Test Number Sample Sample Description Gravel Sand Silt Clay D 60 D 30 D 10 C u C c TP Silty fine sand with traces of gravel (SM) TP Silty fine sand with traces of gravel (SM) TP Fine sand (SP-SM) TP Fine sand (SP-SM) Hydrometer Analysis Sieve Analysis 100 CLAY S I L T FINE S A N D MEDIUM COARSE GRAVEL Finer by Weight Borehole No: TP-6, Depth: 1 m Borehole No: TP-6, Depth: 2 m Borehole No: TP-7, Depth: 1 m Borehole No: TP-7, Depth: 3 m Particle Size, mm Grain Size Distribution Curve Project No Plate 105 of 137

122 Grain Size Analysis IS : 2720 (Part 4) , RA-2010 Sample Details Test Results Borehole Number Sample Description Gravel Sand Silt Clay D 60 D 30 D 10 C u C c BH-B1 BH-B2 BH-B3 BH-B4 Silty fine snd with traces of gravel (SM) Silty fine snd with traces of gravel (SM) Silty fine snd with traces of gravel (SM) Silty fine snd with traces of gravel (SM) Hydrometer Analysis Sieve Analysis CLAY S I L T FINE S A N D MEDIUM COARSE GRAVEL Finer by Weight Bulk Sample-1 Bulk Sample-2 10 Bulk Sample-3 Bulk Sample Particle Size, mm Grain Size Distribution Curve Project No Plate 106 of 137

123 Drained Direct Shear Test IS : 2720 (Part-13)-1986, RA-2010 Sample Details Test Results Borehole No.: BH-1 Sample No.: UDS-1 Sample Depth: 2.25 m Sample Description: Silty fine sand Dry Density of Soil (g/cm 3 ): 1.58 Moisture Content (): Saturated Cohesion Intercept, c : 0.00 kg/cm 2 Angle of Internal Friction, : 31.1 degrees y = x R 2 = Shear Stress ff, kg/cm Normal Stress ff, kg/cm 2 Mohr-Coulomb Failure Envelope Project No Plate 107 of 137

124 Drained Direct Shear Test IS : 2720 (Part-13)-1986, RA-2010 Sample Details Test Results Borehole No.: BH-1 Sample No.: UDS-2 Sample Depth: 5.25 m Sample Description: Fine sand Dry Density of Soil (g/cm 3 ): 1.62 Moisture Content (): Saturated Cohesion Intercept, c : 0.00 kg/cm 2 Angle of Internal Friction, : 34.4 degrees y = x R 2 = Shear Stress ff, kg/cm Normal Stress ff, kg/cm 2 Mohr-Coulomb Failure Envelope Project No Plate 108 of 137

125 Drained Direct Shear Test IS : 2720 (Part-13)-1986, RA-2010 Sample Details Test Results Borehole No.: BH-2 Sample No.: UDS-1 Sample Depth: 2.25 m Sample Description: Fine sand Dry Density of Soil (g/cm 3 ): 1.56 Moisture Content (): Saturated Cohesion Intercept, c : 0.00 kg/cm 2 Angle of Internal Friction, : 30.3 degrees y = x R 2 = Shear Stress ff, kg/cm Normal Stress ff, kg/cm 2 Mohr-Coulomb Failure Envelope Project No Plate 109 of 137

126 Drained Direct Shear Test IS : 2720 (Part-13)-1986, RA-2010 Sample Details Test Results Borehole No.: BH-2 Sample No.: UDS-2 Sample Depth: 5.25 m Sample Description: Fine sand Dry Density of Soil (g/cm 3 ): 1.65 Moisture Content (): Saturated Cohesion Intercept, c : 0.00 kg/cm 2 Angle of Internal Friction, : 35.0 degrees y = x R 2 = Shear Stress ff, kg/cm Normal Stress ff, kg/cm 2 Mohr-Coulomb Failure Envelope Project No Plate 110 of 137

127 Drained Direct Shear Test IS : 2720 (Part-13)-1986, RA-2010 Sample Details Test Results Borehole No.: BH-3 Sample No.: UDS-1 Sample Depth: 2.25 m Sample Description: Silty fine sand Dry Density of Soil (g/cm 3 ): 1.57 Moisture Content (): Saturated Cohesion Intercept, c : 0.00 kg/cm 2 Angle of Internal Friction, : 32.7 degrees y = x R 2 = Shear Stress ff, kg/cm Normal Stress ff, kg/cm 2 Mohr-Coulomb Failure Envelope Project No Plate 111 of 137

128 Drained Direct Shear Test IS : 2720 (Part-13)-1986, RA-2010 Sample Details Test Results Borehole No.: BH-3 Sample No.: UDS-2 Sample Depth: 5.25 m Sample Description: Fine sand Dry Density of Soil (g/cm 3 ): 1.63 Moisture Content (): Saturated Cohesion Intercept, c : 0.00 kg/cm 2 Angle of Internal Friction, : 33.0 degrees y = x R 2 = Shear Stress ff, kg/cm Normal Stress ff, kg/cm 2 Mohr-Coulomb Failure Envelope Project No Plate 112 of 137

129 Drained Direct Shear Test IS : 2720 (Part-13)-1986, RA-2010 Sample Details Test Results Borehole No.: BH-4 Sample No.: UDS-1 Sample Depth: 2.25 m Sample Description: Fine sand Dry Density of Soil (g/cm 3 ): 1.55 Moisture Content (): Saturated Cohesion Intercept, c : 0.00 kg/cm 2 Angle of Internal Friction, : 31.1 degrees y = x R 2 = Shear Stress ff, kg/cm Normal Stress ff, kg/cm 2 Mohr-Coulomb Failure Envelope Project No Plate 113 of 137

130 Drained Direct Shear Test IS : 2720 (Part-13)-1986, RA-2010 Sample Details Test Results Borehole No.: BH-4 Sample No.: UDS-2 Sample Depth: 5.25 m Sample Description: Fine sand Dry Density of Soil (g/cm 3 ): 1.63 Moisture Content (): Saturated Cohesion Intercept, c : 0.00 kg/cm 2 Angle of Internal Friction, : 35.1 degrees y = x R 2 = Shear Stress ff, kg/cm Normal Stress ff, kg/cm 2 Mohr-Coulomb Failure Envelope Project No Plate 114 of 137

131 Drained Direct Shear Test IS : 2720 (Part-13)-1986, RA-2010 Sample Details Test Results Borehole No.: BH-5 Sample No.: UDS-1 Sample Depth: 2.25 m Sample Description: Fine sand Dry Density of Soil (g/cm 3 ): 1.58 Moisture Content (): Saturated Cohesion Intercept, c : 0.00 kg/cm 2 Angle of Internal Friction, : 32.0 degrees y = x R 2 = Shear Stress ff, kg/cm Normal Stress ff, kg/cm 2 Mohr-Coulomb Failure Envelope Project No Plate 115 of 137

132 Drained Direct Shear Test IS : 2720 (Part-13)-1986, RA-2010 Sample Details Test Results Borehole No.: BH-5 Sample No.: UDS-2 Sample Depth: 5.25 m Sample Description: Fine sand Dry Density of Soil (g/cm 3 ): 1.61 Moisture Content (): Saturated Cohesion Intercept, c : 0.00 kg/cm 2 Angle of Internal Friction, : 32.8 degrees y = x R 2 = Shear Stress ff, kg/cm Normal Stress ff, kg/cm 2 Mohr-Coulomb Failure Envelope Project No Plate 116 of 137

133 Drained Direct Shear Test IS : 2720 (Part-13)-1986, RA-2010 Sample Details Test Results Borehole No.: BH-6 Sample No.: UDS-1 Sample Depth: 2.25 m Sample Description: Fine sand Dry Density of Soil (g/cm 3 ): 1.61 Moisture Content (): Saturated Cohesion Intercept, c : 0.00 kg/cm 2 Angle of Internal Friction, : 33.2 degrees y = x R 2 = Shear Stress ff, kg/cm Normal Stress ff, kg/cm 2 Mohr-Coulomb Failure Envelope Project No Plate 117 of 137

134 Drained Direct Shear Test IS : 2720 (Part-13)-1986, RA-2010 Sample Details Test Results Borehole No.: BH-6 Sample No.: UDS-2 Sample Depth: 5.25 m Sample Description: Fine sand Dry Density of Soil (g/cm 3 ): 1.68 Moisture Content (): Saturated Cohesion Intercept, c : 0.00 kg/cm 2 Angle of Internal Friction, : 35.4 degrees y = x R 2 = Shear Stress ff, kg/cm Normal Stress ff, kg/cm 2 Mohr-Coulomb Failure Envelope Project No Plate 118 of 137

135 Drained Direct Shear Test IS : 2720 (Part-13)-1986, RA-2010 Sample Details Test Results Borehole No.: BH-7 Sample No.: UDS-1 Sample Depth: 2.25 m Sample Description: Fine sand Dry Density of Soil (g/cm 3 ): 1.55 Moisture Content (): Saturated Cohesion Intercept, c : 0.00 kg/cm 2 Angle of Internal Friction, : 30.2 degrees y = x R 2 = Shear Stress ff, kg/cm Normal Stress ff, kg/cm 2 Mohr-Coulomb Failure Envelope Project No Plate 119 of 137

136 Drained Direct Shear Test IS : 2720 (Part-13)-1986, RA-2010 Sample Details Test Results Borehole No.: BH-7 Sample No.: UDS-2 Sample Depth: 5.25 m Sample Description: Fine sand Dry Density of Soil (g/cm 3 ): 1.62 Moisture Content (): Saturated Cohesion Intercept, c : 0.00 kg/cm 2 Angle of Internal Friction, : 32.5 degrees y = x R 2 = Shear Stress ff, kg/cm Normal Stress ff, kg/cm 2 Mohr-Coulomb Failure Envelope Project No Plate 120 of 137

137 Drained Direct Shear Test IS : 2720 (Part-13)-1986, RA-2010 Sample Details Test Results Borehole No.: BH-8 Sample No.: UDS-1 Sample Depth: 2.25 m Sample Description: Fine sand Dry Density of Soil (g/cm 3 ): 1.62 Moisture Content (): Saturated Cohesion Intercept, c : 0.00 kg/cm 2 Angle of Internal Friction, : 33.2 degrees y = x R 2 = Shear Stress ff, kg/cm Normal Stress ff, kg/cm 2 Mohr-Coulomb Failure Envelope Project No Plate 121 of 137

138 Drained Direct Shear Test IS : 2720 (Part-13)-1986, RA-2010 Sample Details Test Results Borehole No.: BH-8 Sample No.: UDS-2 Sample Depth: 5.25 m Sample Description: Fine sand Dry Density of Soil (g/cm 3 ): 1.63 Moisture Content (): Saturated Cohesion Intercept, c : 0.00 kg/cm 2 Angle of Internal Friction, : 34.6 degrees y = x R 2 = Shear Stress ff, kg/cm Normal Stress ff, kg/cm 2 Mohr-Coulomb Failure Envelope Project No Plate 122 of 137

139 Drained Direct Shear Test IS : 2720 (Part-13)-1986, RA-2010 Sample Details Test Results Borehole No.: BH-9 Sample No.: UDS-1 Sample Depth: 2.25 m Sample Description: Silty fine sand Dry Density of Soil (g/cm 3 ): 1.57 Moisture Content (): Saturated Cohesion Intercept, c : 0.00 kg/cm 2 Angle of Internal Friction, : 29.9 degrees y = 0.575x R 2 = Shear Stress ff, kg/cm Normal Stress ff, kg/cm 2 Mohr-Coulomb Failure Envelope Project No Plate 123 of 137

140 Drained Direct Shear Test IS : 2720 (Part-13)-1986, RA-2010 Sample Details Test Results Borehole No.: BH-9 Sample No.: UDS-2 Sample Depth: 5.25 m Sample Description: Fine sand Dry Density of Soil (g/cm 3 ): 1.66 Moisture Content (): Saturated Cohesion Intercept, c : 0.00 kg/cm 2 Angle of Internal Friction, : 32.8 degrees y = 0.645x R 2 = Shear Stress ff, kg/cm Normal Stress ff, kg/cm 2 Mohr-Coulomb Failure Envelope Project No Plate 124 of 137

141 Drained Direct Shear Test IS : 2720 (Part-13)-1986, RA-2010 Sample Details Borehole No.: BH-10 Sample No.: UDS-1 Sample Depth: 2.25 m Sample Description: Fine sand Dry Density of Soil (g/cm 3 ): 1.55 Moisture Content (): Saturated Test Results Cohesion Intercept, c : 0.00 kg/cm 2 Angle of Internal Friction, : 30.7 degrees y = x R 2 = Shear Stress ff, kg/cm Normal Stress ff, kg/cm 2 Mohr-Coulomb Failure Envelope Project No Plate 125 of 137

142 Drained Direct Shear Test IS : 2720 (Part-13)-1986, RA-2010 Sample Details Borehole No.: BH-10 Sample No.: UDS-2 Sample Depth: 5.25 m Sample Description: Fine sand Dry Density of Soil (g/cm 3 ): 1.66 Moisture Content (): Saturated Test Results Cohesion Intercept, c : 0.00 kg/cm 2 Angle of Internal Friction, : 33.1 degrees y = x R 2 = Shear Stress ff, kg/cm Normal Stress ff, kg/cm 2 Mohr-Coulomb Failure Envelope Project No Plate 126 of 137

143 Drained Direct Shear Test IS : 2720 (Part-13)-1986, RA-2010 Sample Details Borehole No.: BH-11 Sample No.: UDS-1 Sample Depth: 2.25 m Sample Description: Silty fine sand Dry Density of Soil (g/cm 3 ): 1.54 Moisture Content (): Saturated Test Results Cohesion Intercept, c : 0.00 kg/cm 2 Angle of Internal Friction, : 32.9 degrees y = x R 2 = Shear Stress ff, kg/cm Normal Stress ff, kg/cm 2 Mohr-Coulomb Failure Envelope Project No Plate 127 of 137

144 Drained Direct Shear Test IS : 2720 (Part-13)-1986, RA-2010 Sample Details Borehole No.: BH-11 Sample No.: UDS-2 Sample Depth: 5.25 m Sample Description: Fine sand Dry Density of Soil (g/cm 3 ): 1.63 Moisture Content (): Saturated Test Results Cohesion Intercept, c : 0.00 kg/cm 2 Angle of Internal Friction, : 31.7 degrees y = x R 2 = Shear Stress ff, kg/cm Normal Stress ff, kg/cm 2 Mohr-Coulomb Failure Envelope Project No Plate 128 of 137

145 Drained Direct Shear Test IS : 2720 (Part-13)-1986, RA-2010 Sample Details Borehole No.: BH-12 Sample No.: UDS-1 Sample Depth: 2.25 m Sample Description: Fine sand Dry Density of Soil (g/cm 3 ): 1.62 Moisture Content (): Saturated Test Results Cohesion Intercept, c : 0.00 kg/cm 2 Angle of Internal Friction, : 32.2 degrees y = x R 2 = Shear Stress ff, kg/cm Normal Stress ff, kg/cm 2 Mohr-Coulomb Failure Envelope Project No Plate 129 of 137

146 Drained Direct Shear Test IS : 2720 (Part-13)-1986, RA-2010 Sample Details Borehole No.: BH-12 Sample No.: UDS-2 Sample Depth: 5.25 m Sample Description: Fine sand Dry Density of Soil (g/cm 3 ): 1.62 Moisture Content (): Saturated Test Results Cohesion Intercept, c : 0.00 kg/cm 2 Angle of Internal Friction, : 36.6 degrees y = x R 2 = Shear Stress ff, kg/cm Normal Stress ff, kg/cm 2 Mohr-Coulomb Failure Envelope Project No Plate 130 of 137

147 Drained Direct Shear Test IS : 2720 (Part-13)-1986, RA-2010 Sample Details Borehole No.: BH-13 Sample No.: UDS-1 Sample Depth: 2.25 m Sample Description: Fine sand Dry Density of Soil (g/cm 3 ): 1.62 Moisture Content (): Saturated Test Results Cohesion Intercept, c : 0.00 kg/cm 2 Angle of Internal Friction, : 33.3 degrees y = x R 2 = Shear Stress ff, kg/cm Normal Stress ff, kg/cm 2 Mohr-Coulomb Failure Envelope Project No Plate 131 of 137

148 Drained Direct Shear Test IS : 2720 (Part-13)-1986, RA-2010 Sample Details Borehole No.: BH-13 Sample No.: UDS-2 Sample Depth: 5.25 m Sample Description: Fine sand Dry Density of Soil (g/cm 3 ): 1.67 Moisture Content (): Saturated Test Results Cohesion Intercept, c : 0.00 kg/cm 2 Angle of Internal Friction, : 32.5 degrees y = x R 2 = Shear Stress ff, kg/cm Normal Stress ff, kg/cm 2 Mohr-Coulomb Failure Envelope Project No Plate 132 of 137

149 Drained Direct Shear Test IS : 2720 (Part-13)-1986, RA-2010 Sample Details Borehole No.: BH-14 Sample No.: UDS-1 Sample Depth: 2.25 m Sample Description: Fine sand Dry Density of Soil (g/cm 3 ): 1.66 Moisture Content (): Saturated Test Results Cohesion Intercept, c : 0.00 kg/cm 2 Angle of Internal Friction, : 32.5 degrees y = 0.638x R 2 = Shear Stress ff, kg/cm Normal Stress ff, kg/cm 2 Mohr-Coulomb Failure Envelope Project No Plate 133 of 137

150 Drained Direct Shear Test IS : 2720 (Part-13)-1986, RA-2010 Sample Details Borehole No.: BH-14 Sample No.: UDS-2 Sample Depth: 5.25 m Sample Description: Silty fine sand Dry Density of Soil (g/cm 3 ): 1.68 Moisture Content (): Saturated Test Results Cohesion Intercept, c : 0.00 kg/cm 2 Angle of Internal Friction, : 34.7 degrees y = x R 2 = Shear Stress ff, kg/cm Normal Stress ff, kg/cm 2 Mohr-Coulomb Failure Envelope Project No Plate 134 of 137

151 Drained Direct Shear Test IS : 2720 (Part-13)-1986, RA-2010 Sample Details Borehole No.: BH-15 Sample No.: UDS-1 Sample Depth: 2.25 m Sample Description: Silty fine sand Dry Density of Soil (g/cm 3 ): 1.63 Moisture Content (): Saturated Test Results Cohesion Intercept, c : 0.00 kg/cm 2 Angle of Internal Friction, : 36.8 degrees y = x R 2 = Shear Stress ff, kg/cm Normal Stress ff, kg/cm 2 Mohr-Coulomb Failure Envelope Project No Plate 135 of 137

152 Drained Direct Shear Test IS : 2720 (Part-13)-1986, RA-2010 Sample Details Borehole No.: BH-15 Sample No.: UDS-2 Sample Depth: 5.25 m Sample Description: Fine sand Dry Density of Soil (g/cm 3 ): 1.66 Moisture Content (): Saturated Test Results Cohesion Intercept, c : 0.00 kg/cm 2 Angle of Internal Friction, : 33.5 degrees y = x R 2 = Shear Stress ff, kg/cm Normal Stress ff, kg/cm 2 Mohr-Coulomb Failure Envelope Project No Plate 136 of 137

153 TEST RESULTS Soil-Water Extract Test Results Borehole No. Depth, (m) Sulphate Content (SO 3 ), Chloride Content (Cl), ph Value Groundwater Test Results Borehole No. 1 Sulphate Content (SO 3 ), mg/l 336 Chloride Content (Cl), mg/l ph Value Requirements for Concrete Exposed to Sulphate Attack as per IS : , Clauses and 9.1.2, Table 4, Page-19 Class Classification Negligible Moderate High Very High Concentration of Sulphates, expressed as SO 3 In- Soil-Water Extract (Total) Percent Traces (<0.2) 0.2 to to to 2.0 > 2.0 *Source : Institution of Civil Engineers, London (1979) IS : , SPECIFICATIONS In Groundwater (mg/l) Less than > 5000 Classification of Chloride Conditions in Groundwater* Chloride Limits Temperate Climate Tropical Climate ppm Not Applicable ,000 ppm ppm More than 10,000 ppm ,000 ppm Generally not applicable Only if considerably in excess of 20,000 ppm Chemical Test Results Project No Plate 137 of 137

154 APPENDIX-A TYPICAL CALCULATIONS

155 Bearing Capacity Analysis for Shallow Foundations Analysis as per IS The bearing capacity equation is as follows : q net safe = (1/FS){cNcz c d c +q(n q -1)z q d q +0.5BgN g z g d g R w } where: q net safe = safe net bearing capacity q = overburden pressure c = cohesion intercept B = Foundation width Bulk density of soil below founding level R w = Water table correction factor FS = Factor of safety N c, N q, N g = bearing capacity factors, which are a function of f d c, d q, d g = Depth factors z c, z q, z g = Shape factors Soil parameters : Bulk Density c = 0.00 T/m 2 = 30.0 degrees GENERAL SHEAR FAILURE Profile c' = 0.00 T/m 2 = 21.1 degrees LOCAL SHEAR FAILURE General Shear Failure : N c = N q = N g = From To T/m 3 Local Shear Failure : ' N c = ' N q = 7.11 ' N g = Factor of safety = 2.5 as per IS Design Water Table depth = 0.0 m R w factor: Constant value(v) for worst condition or calculate(c) based on WT Depth? : C Depth factor to be considered? Y For computation of Depth Factor, depth below GL to be ignored to account for loose soils,poorly compacted backfill above foundation, scour etc. = 0.0 m FAILURE CRITERIA : AVERAGE OF LOCAL & GENERAL SHEAR FAILURE Foundation Depth factors Depth factors Shape Factors Dimensions FOUN- (GSF) (LSF) DATION R w ' ' B, m L, m SHAPE z c z q z g d c d q d g d c d q' d g Depth,m q net safe, T/m Square Square GSF LSF Safe Net Bearing Capacity T/m Gross Bearing Capacity (Safe) T/m Project No Appendix-A : A 1 of 3

156 Settlement Analysis for Shallow Foundation Based on N-Values Analysis as per IS:8009(Part 1)-1976, Clause Design Water Table Depth : 0.0 R w factor : Calculate (C) based on water table depth or Fixed Value(V) for worst condition : Fox's Depth Factor to be considered? Y Depth to be ignored in Depth Factor Computation for loose soils, poorly compacted backfill, scour, etc. C 0.0 m m Foundation Width,m Foundation Length,m Foundation Depth,m Shape Design N-Value Design Net Bearing Pressure, T/m 2 1kg/cm 2 (as read off from graph), mm R w Fox's Depth Factor, d f Rigidity Factor, d r Computed Settlement, mm Square Square Project No Appendix-A : A 2 of 3

157 Settlement Analysis for Shallow Foundations Elastic Settlement Computed From Theory of Elasticity Analysis as per IS : 8009 Part , Clause 9.2 Total settlement computed as equal to elastic/immediate settlement. No consolidation settlement - analysis valid for granular soils,weathered rocks, hard clays & cohesive soils above water table ELASTIC / IMMEDIATE SETTLEMENT S i = q B' (1-2 ) I E d f d r Reference : Foundation Analysis & Design by J.E.Bowles fifth edition (1996) where B = Foundation width B' = B/2 L' = L/2 = Poisson's Ratio q = Applied Bearing Pressure E = Modulus of Elasticity d f = Fox's Depth factor d r = Rigidity factor I = Influence factor at corner of rectangular loaded area(b' x L'), computed from theory of elasticity using Steinbrenner's factors Settlement at centre of footing of size B x L = 4 x Settlement at corner of area B' x L' Poisson's Ratio : 0.33 Is Rigid Layer met? N Layer Depth,m Modulus of Soil Classification No. From To Elasticity,T/m Silty fine sand Silty fine sand Silty fine sand Silty fine sand 2700 Fox's Depth Factor to be considered? Depth to be ignored in Depth Factor Computation for loose soils, poorly compacted backfill, scour etc. = Y 0.0 m Foundatioment Bearing Rigidity Influence Embed- Applied Foundation Width Depth M = L'/B' N = H/B' ted ave.) Settle- Fox's E(weigh- Elastic Length Depth (D), Press. Factor, d Factor (B), m r T/m 2 Factor T/m 2 ment mm (L), m m Project No Appendix-A : A 3 of 3

158 APPENDIX-B SITE PHOTOGRAPHS

159 Borehole No. BH-1 Borehole No. BH-1 Site Photographs Project No Appendix-B : B 1 of 6

160 Borehole No. BH-1 Borehole No. BH-10 Site Photographs Project No Appendix-B : B 2 of 6

161 Borehole No. BH-1 Borehole No. BH-11 Site Photographs Project No Appendix-B : B 3 of 6

162 Borehole No. BH-1 Borehole No. BH-12 Site Photographs Project No Appendix-B : B 4 of 6

163 Borehole No. BH-1 Borehole No. BH-13 Site Photographs Project No Appendix-B : B 5 of 6

164 Borehole No. BH-1 Piezometer Site Photographs Project No Appendix-B : B 6 of 6