GEO TECHNICAL INVESTIGATION REPORT

Transcription

1 GEO TECHNICAL INVESTIGATION REPORT Project: Soil Investigation for Proposed Multi Modal Logistic Hub at Visakhapatnam, Andhra Pradesh Client: M/s Balmer lawrie & Co. Ltd., Kolkata Prepared by GEO TECHNOLOGIES ISO 9001:2008 Company # 5-83/ B, V.V Nagar Street No 8, Habsiguda Hyderabad Tel: , Cell: geotech999@gmail.com Website: GT / 0866 /

2 GEO TECHNICAL INVESTIGATION REPORT REPORT No.: GT /0866/ PROJECT: Soil Investigation for proposed Multi Modal Logistic Hub at Visakhapatnam, Andhra Pradesh. CLIENT: M/s, Kolkata W. O. No.: BL/NI/MMLH/Vizag/WO-001 dated: Completion Date: 30 June 2014 GEOTECHNICAL CONSULTANTS: GEO TECHNOLOGIES ISO 9001:2008 COMPANY # 5-83/B, V. V. NAGAR HABSIGUDA, STREET No. 8 HYDERABAD Tele/Fax: ; M: geotech999@gmail.com Website: 1

3 CONTENTS S.NO. TITLE PAGE 1. INTRODUCTION 3 2. FIELD INVESTIGATIONS LABORATORY TESTING 7 4. ANALYSIS OF DATA & RESULTS 8 5. SUB-SOIL PROFILE 9 6. RECOMMENDATIONS TABLE 1: Summary of Drilling TABLE 2 (a)-(c): Summary of results of Laboratory tests of soil : TABLE 3: Results of laboratory tests on rock samples TABLE 4 (a-b): Results of Chemical Tests of soil and water TABLE 5 (a-b): Results of Field and Lab CBR Tests TABLE 6 (a-d): Results of DCPT Tests APPENDIX-1: Calculations for SBC for Open foundations APPENDIX-2: Calculations for Pile Capaciy APPENDIX-3: Boundary wall foundations FIG 1: Site Plan showing locations of Bore Holes, CBR and DCPT 17. FIG 2: Combined Log of Bore holes 19. Annexure-1: Field Bore Log charts 20. Annexure-2: BIS Codes 2

4 1. INTRODUCTION The work of soil investigation for the proposed Multi Modal Logistic Hub project at VPT, Visakhapatnam, was assigned to M/s GEO TECHNOLOGIES, vide Work Order No. BL/NI/MMLH/Vizag/Wo-001 dated: from M/s, Kolkata. Geotechnical investigations were carried out by drilling Nine (09) bore holes, conducting Standard Penetration Tests, collecting soil and rock samples and conducting relevant laboratory tests. California Bearing Ratio (CBR) tests and Dynamic Cone Penetration Tests (DCPT) were also conducted. Fig.1. gives the Site Plan of the proposed development, showing the locations of bore holes, California Bearing Ratio (CBR) tests and Dynamic Cone Penetration Tests (DCPT). The aim of investigations is to determine the depth of foundations and the Safe Bearing Capacity based on Field and Laboratory Investigations. All the investigations are carried out in accordance with the relevant BIS (IS) Codes. 3

5 2. FIELD INVESTIGATIONS OBJECTIVE: The sub soil investigation was carried out to determine the nature of stratum and engineering properties of soil which may affect the mode of construction of the proposed structures, and to recommend the SBC of foundations accordingly. BORE HOLES: Nine (09) bore holes (BH-1 to BH-9) were drilled at the locations fixed by the client (Fig.1). Table-1 gives the details of the bore holes drilled. The bore holes were planned so as to yield complete information in the effective and critical zones under the foundations. DRILLING: Rotary Drilling was performed as per IS: The size of the casing used was 125 to 75 mm yielding samples of NX size. The following information was collected during the drilling operations: Depth-wise soil profile Depth and results of SPT Details of soil and rock samples collected Core recovery & RQD of rock Color of return water 4

6 STANDARD PENETRATION TEST (SPT): Standard Penetration Tests were conducted at frequent intervals in the bore holes. These tests were performed as specified in IS: In this test, a standard weight is dropped through 75 cm height to drive the split-spoon sampler, and the number of blows required to effect three consecutive 15 cm penetrations is recorded. The first 15 cm penetration is considered as seating drive and neglected. Thereafter, the split-spoon sampler is further driven for 30 cm penetration or 100 blows, whichever is reached earlier. The total number of blows for the second and third 15 cm penetrations is designated as penetration resistance N. If less than 30 cm is penetrated, the number of blows and the depth penetrated are recorded, and N value is recoded as N > 100. If the number of blows exceeds 100, Refusal is said to have been reached and further testing is discontinued. FIELD BORE LOGS: All the details collected from the field operations are presented in Logs of Bore holes given in Annexure-1. These logs contain depth wise strata details, sample collection data, results of Standard Penetration Tests, core recovery data, and colour of return water etc. SAMPLES: All the samples collected were properly packed, labeled and transported to Geo Technologies Soil Testing Laboratory at Hyderabad. CBR TESTS : The CBR tests (CBR-1 to CBR-3) were conducted at three (3) locations shown in the site plan (Fig.1), at a depth of 30 cm. The tests were conducted in accordance with IS: 2720 (Part-31): 1969 Field Determination of California Bearing Ratio. The equipment comprises mechanical loading jack of 10 ton capacity, with bracket and swivel head. A bridge support is provided for a calibrated proving ring of capacity 5000 kg, with a dial gauge to read to an accuracy of mm. A 50-mm dia metal penetration piston 5

7 is used for penetration. A dial gauge held in a universal dial gauge clamp, supported by datum bar is used for measuring the penetration. One 5-kg, 250-mm dia annular metal weight, with a 53-mm dia central hole and two circular slotted weights of 5 kg & two circular slotted weights of 10 kg are used as surcharge weights. Equipment to provide reaction (truss, truck) are located such that the beam is over the centre of the surface under test. The load is applied at the rate of 1.25 mm / min. Load readings are recorded for penetrations of 0.5, 1.0, 1.5, 2.0, 2.5, 3.0, 4.0, 5.0, 7.5, 10.0 & 12.5 mm. Each test was conducted with three trials (at 3 adjacent points) in unsoaked and soaked conditions. Soil samples were also collected from the test locations for laboratory CBR tests. DCPT TESTS : Dynamic Cone Penetration tests were conducted at four locations as per IS Code: 4968 (Part-1): 1976 Method for Subsurface Sounding for Soils: Part 1: Dynamic Method using 50 mm Cone without Bentonite slurry. A 50 mmm dia, 60 cone screwed to the driving rod and hammer assembly was used for the test. This assembly is kept vertical with the cone resting on the ground to be tested. The cone is then driven into the soil by allowing a 65 kg hammer to fall freely through a height of 750 mm each time. The number of blows per every 100 mm penetration of the cone is noted. The process is repeated for three consecutive 100 mm penetration and the sum of number of blows is recorded as DCPT value (Ncd). When the Ncd value reaches 100, it is treated as refusal and driving is stopped. 6

8 3. LABORATORY TESTING The samples were tested at the Soil Testing Laboratory of GEO TECHNOLOGIES at Hyderabad. The following tests were performed on the Soil samples: Natural Moisture Content Atterberg s Limits (Liquid Limit & Plastic Limit) Bulk density & dry Density Specific gravity Particle size distribution (a) Sieve (b) Hydrometer Triaxial Shear / Direct Shear Consolidation Test Lab CBR Test (Unsoaked & Soaked) Chemical Analysis for ph, Sulphate & Chloride on soil / water All the tests were conducted in accordance with IS: 2720 (Methods of Tests for Soils). The following tests were conducted on rock samples: Unit weight of rock (Density) Water Absorption Porosity Uniaxial Crushing Strength These tests were conducted in accordance with IS: and IS:

9 4. ANALYSIS OF DATA & RESULTS BORE HOLE DATA: From the field observation charts, sub-soil profiles, showing the variation of soil strata with depth and SPT (N) values, are drawn for all the 9 bore holes. Fig. 2 gives the Combined Log of the 9 bore holes. Based on the results of lab tests, physical and engineering properties of soil and rock samples are tabulated. Tables 2(a) to 2(c) give the results of lab testing of soil samples. Table 3 gives the results of testing of rock samples. Tables 4(a) & 4(b) give the results of chemical tests on soil and water samples. ANALYSIS OF CBR DATA: CBR test data is analyzed for calculating CBR value as per IS Code: 2720 (Part 31): 1969, Clause 5. From the stress-penetration curves, the stress values corresponding to 2.5 mm and 5.0 mm penetrations are read, and the California Bearing Ratio is calculated as: CBR = (PT / PS) x 100, Where PT = Test stress value corresponding to the chosen penetration value, and PS = Standard stress for the same penetration value, taken from Table-1 of the Code (PS (2.5 mm) = 70 kg/cm 2 ; PS (5 mm) = 105 kg/cm 2 ). Tables 5 (a) & 5(b) give the results of Field and Lab CBR Tests. ANALYSIS OF DCPT DATA: The results Dynamic Cone Penetration Tests are presented as Ncd value versus depth. Table 6 gives DCPT results for four locations. DCPT (Ncd) values are, by and large, correlatable with SPT values at the corresponding depths in the nearby borehole data. 8

10 5. SUB-SOIL PROFILE Based on Nine (09) bore logs, the generalized subsoil profile at the site is as follows: Depth, m Strata N Value Clay / Silty clay / silty sand Clayey / Silty gravel / Soft Disintegrated Rock (SDR) Below Refusal strata / Rock > 100 & Cores Thickness of the top soil layer varies from 3.5 m to 9.5 m in different bore holes, with an average of about 7 m. This layer consists of clay, silty clay and silty sand. N values in this layer are very low (2 to 7). These soils are soft and weak. It should be noted that filled-up soil exists only in the area of BH-7. Thickness of filling in the borehole is 4.3 m. The top soil is followed by clayey gravel / silty gravel to a depth of m, with N values varying over a wide limit (12 to 50), in different boreholes. This is underlain by / Soft Disintegrated Rock (SDR) to a depth of m. N values in this layer vary from 38 to 100. No cores were recovered in SDR strata due to weathering and fissuring. SDR strata is followed by refusal strata (N > 100), consisting of SDR / weathered rock / Hard rock. Drilling was done through this layer up to 3 m from refusal strata in BH-3 and BH-6. Rock with core recovery is seen in bore holes BH-2, BH-3, BH-5, BH-6 and BH-9. Core recovery varies from 42% to 82%, and RQD varies from 0% to 50%. Water table was seen between ground level and 5.40 m in different bore holes. 9

11 6. RECOMMENDATIONS The following recommendations are made for the proposed Multi Modal Logistic Hub project at VPT, Visakhapatnam. These recommendations are based on Standard Penetration Tests and Laboratory Tests on samples from Nine (09) bore holes, three (3) Field and Lab CBR tests, and four (4) Dynamic Cone Penetration Tests. Sub-soil Profile: The subsoil profile at the site can be broadly generalized as follows: Depth, m Strata N Value Clay / Silty clay / silty sand Clayey / Silty gravel / Soft Disintegrated Rock (SDR) Below Refusal strata / Rock > 100 & Cores The top layer essentially consists of clay / silty clay / silty sand. Filled-up soil is observed only in BH-7 to a depth of 4.3 m. Thickness of the top layer varies from 3.0 m (BH-2) to 9.4 m (BH-7). N (SPT) values in this layer are very low. The top soil is followed by clayey gravel / silty gravel to a depth of m, with N values varying over a wide limit (12 to 50), in different boreholes. This is underlain by / Soft Disintegrated Rock (SDR) to a depth of m. N values in this layer vary from 38 to 100. No cores were recovered in SDR strata due to weathering and fissuring. Ground water level is generally at 0 2 m below the present GL. DCPT (Ncd) values at the four test locations vary from 3 to 125 in the depth range 0 to 10 m, and are, by and large, correlatable with SPT values at the corresponding depths in the nearby borehole data. 10

12 Soil & Rock Properties: Properties of top soil (clay / silty clay / silty sand) can be summarized as follows: Parameter / Property Value IS Classification (IS 1498) CH / CL / SM Dry density, kn/m Specific gravity Liquid limit, % Plastic limit, % Cohesion, kn/m Angle of Internal Friction, Φ, deg Compressibility CBR (Soaked) Properties of clayey gravel / silty gravel are as follows: Parameter / Property Value IS Classification (IS 1498) GC / GM Unit weight, kn/m Specific gravity Liquid limit Plastic limit NP Cohesion, kn/m Angle of Internal Friction, Φ, deg Properties of rock are as follows: Parameter / Property Value IS Classification (IS: 12070) Very Poor to Poor Rock Classification No. V / IV Dry Density, g/cm Porosity, % Water Absorption Un-Confined Compressive Strength, kg/cm

13 FOUNDATIONS: Open foundations: Open (Footings / raft) foundations are recommended. Safe Bearing Capacity (SBC) is recommended as follows: B H No Ground Level, m + Soil Profile SBC at Depth, m (t/m 2 ) m Silty clay 4 6 m Clayey gravel m Silty clay m Clay m Silty clay m Clayey m Silty sand m Clay m Clayey gravel m Silty clay m Clay 2 4 m Silty clay 4 6 m Silty 0-1 m Silty clay m Clay m Clayey gravel 0-1 m Silty sand m Clay m Clayey gravel m Filling m Silty sand m Clay m Silty sand m Clay m Silty sand m Clay m Clayey gravel Fill Fill Fill Fill Notes: 1. Ground level refers to MSL. 2. Ground water level is generally at 0 2 m below the present GL. 3. All foundations resting in clay / silty clay should be placed in sand bed. 4. Typical calculations for SBC are given in Appendix-1. 12

14 Pile foundations: Alternatively, Pile foundations may be considered. Pile Capacities for different lengths and diameters are given separately for each bore hole in the following table. B H No Ground Level, m + Soil Profile m Silty clay 4 6 m Clayey gravel m N= m SDR N> m Silty clay m Clay m Silty clay m Clayey 6-12 m N= m SDR N= m Rock m Silty sand m Clay m Clayey gravel m N= m SDR > m Rock m Silty clay m Clay 2 4 m Silty clay 4 6 m Silty 6-10 m N = m SDR N m Silty clay m Clay m Clayey gravel 6-9 m SDR N = m Rock m Silty sand m Clay m Clayey gravel m N = m SDR N= m Rock Length, m See Note Pile capacity Dia, mm Vertical Capacity, tonnes Safe lateral pile capacity, tonnes

15 B H No Ground Level, m + Soil Profile m Filling m Silty sand m Clay m Clayey gravel (N= 50-85) m SDR N> m Silty sand m Clay m Clayey gravel m N = m SDR N= m Silty sand m Clay m Clayey gravel m m SDR N= m Rock SDR Soft Disintegrated Rock Notes on Pile foundations: 1. Ground level refers to MSL. Length, m See Note6 2. Groundwater level is generally at 0 2 m below the present GL. 3. Typical calculations for Pile capacities are given in Appendix Lateral Pile capacity is taken as 15% of Vertical capacity. Pile capacity Dia, mm All Piles considered to be of length 10 m, resting in gravel for 3 m depth. 6. (a) In BH-5 and BH-9, SDR is seen at a depth of 5 to 7 m. Vertical Capacity, tonnes Safe lateral pile capacity, tonnes (b) If SDR is reached earlier than 10 m, Piles may be rested in SDR strata, with an embedment of 1.5 m. (c) Suggested minimum length of socket is as follows: where D is the diameter of Pile. Rock Type Sound Rock Moderately weathered rock Soft Rock 7. All requirements of IS Code: 2911 shall be adhered to. 8. For other Pile Capacities, Pile dia / length may be modified. Embedment Length 1 2 D 2 3 D 3 4 D

16 Boundary wall foundations Specific Recommendations for Boundary Wall Foundation: The soils from 0 7 m are weak and soft soils (Clay /silty clay/silty sand). N values are less than 10. Considering the soft soils, the following alternatives are suggested: Open foundations at a depth of 3 m with SBC of 10 t / sq m, and sand bed. SBC calculations are given in Appendix 1 Alternatively, 10 m long Piles may be used. Pile dia may be 300 mm with a vertical pile capacity of 20 tonnes. Pile capacity calculations are given in Appendix-3. PAVEMENT: It should be noted that the top soil essentially consists of clay / silty clay / silty sand. Thickness of this layer varies from 3.0 m to 9.5 m below existing ground level in different boreholes. Filled up soil of thickness 4.3 m exists in the area of Bore Hole-7. Soaked CBR values of the top soil (clay/silty clay/silty sand) are quite low (3% to 4%). Design: As per Tender Document, Axle load transferred for each side of front axle of container handling Reach Stacker equipment is taken as 50 MT. Sri Mohan Kumar, Manager, Railway Division, AARVEE Consultants, has given Cumulative Standard Axles as million times with full load over the surface. From IRC: (Guidelines for Design of Flexible Pavments), Fig. 1 ( Pavement design Thickness Chart ), For CBR = 3 %, and Cumulative Standard Axles = 2 million, Total Pavement Thickness T = 580 mm, say 600 mm 15

17 Pavement design of Combination Block for 2 million Cumulative Standard Axles is as follows (IRC: ): Total Pavement Thickness T = Y + Z = 600 mm Where Y = Thickness of Granular Base = 225 mm Z = Thickness of Granular Sub Base = 375 mm X = Thickness of Surfacing = 20 mm 16

18 Base Material: This requires the load spreading properties to reduce the stresses on the subgrade. This has an important bearing on the performance of block pavement. Since the available strata are unsuitable, base course should consist of unbound crushed rock, water bound macadam, wet mix macadam, cement-bound crushed rock / granular materials, and lean cement concrete. In broad terms, whenever the subgrade is weak (with CBR < 5 %, as in the present case), use of bound granular materials like cement treated crushed rock, requiring a relatively thinner base, is recommended. Sub - base Material: The quality of sub-base materials includes natural gravels, cement treated gravels, sand stabilized sub grade materials. The quality of sub grade materials should be in conformance with IRC: (Guidelines for the Design of Flexible Pavements). Drainage: Drainage of the pavement structural section improves its performance. Adequately designed sub surface drainage system consisting of an open graded drainage layer with collector and outlet pipes should be provided (IRC: ). 17

19 CHEMICAL PROPERTIES OF SOIL & WATER: Results of Chemical analysis of soil are as follows: Parameter Range Average ph Chlorides as Cl, ppm Sulphates as SO4, ppm Results of Chemical analysis of water are as follows: Parameter Range Average ph Chlorides as Cl, mg/l Sulphates as SO4, mg/l The values of Chlorides and Sulphates in water are in excess of permissible limits as per IS: 456, and may have deleterious influence on concrete and steel. Effective precautionary measures are required. Use of Sulphate-Resistant Cement and Corrosion-Resistant Steel is recommended for sub-structure. (Dr. D. BABU RAO) M.E., Ph.D. (USA), MIGS Former Professor & Head of Civil Engineering Principal Geotechnical Consultant (Dr. N. VENKAT RAO) M.Sc. Tech., Ph.D. FAEG, MIGS Former Professor & Head of Geophysics Geological Consultant & Proprietor 18

20 Project: Soil Investigation for proposed Multi Modal Logistic Hub at Visakhapatnam, Andhra Pradesh. TABLE 1: SUMMARY OF DRILLING S.No. DEPTH DRILLED, (m) GL, (m) DEPTH OF WATER LEVEL, (m) RL of Water BH BH BH BH BH BH BH BH BH

21 Project: Soil Investigation for proposed Multi Modal Logistic Hub at Visakhapatnam, Andhra Pradesh. TABLE - 2: SUMMARY OF RESULTS OF LABORATORY TESTS TABLE 2(a): Specific gravity, NMC, Bulk and Dry Density, Atterberg Limits (LL, PL, PI) & Consolidation test (Compressibility, Cc) SNo BH No. D, m Soil 1 Sp. Gr. NMC Bulk density kn/m 3 Dry density Atterberg Limits LL PL PI 3.0 Silty clay Clayey NP gravel BH gravel NP gravel NP gravel NP Clay Clayey NP gravel BH gravel NP gravel NP gravel NP BH Clay Clayey gravel Clayey gravel NP NP gravel NP gravel NP Silty Clay Silty gravel NP BH gravel NP gravel NP Clay Clay BH Clay Silty gravel NP Cc 20

22 Table-2(a) Contd SNo 24 BH No. D, m Soil Sp. Gr. NMC Bulk density kn/m 3 Dry density Atterberg Limits LL PL PI 2.0 Clay Cc Clay BH Clayey gravel NP gravel NP gravel NP Silty Sand clay BH clay Silty gravel NP gravel NP clay BH clay clay gravel NP clay BH Clayey gravel NP gravel NP NOTATION: D Depth, m, Sp. Gr. Specific gravity, NMC Natural Moisture Content %, LL Liquid Limit %, PL.. Plastic Limit %, PI.. Plasticity Index, NP.. Non plastic, Cc Compressibility. 21

23 TABLE 2(b): Particle size Distribution (Sieve & Hydrometer) S. No BH No. D, m Soil Grain Size, % Gr Sa Si Cl Silty clay BH-1 Clayey gravel Silty clay BH-2 Clayey gravel Clay BH gravel Silty gravel BH gravel Clay BH Silty gravel Clayey gravel BH gravel clay BH gravel clay BH gravel gravel BH clay Clayey gravel gravel Notation: D Depth, m Gr >4.75 mm Sa Sand mm Si Silt mm Cl Clay < mm, 22

24 TABLE 2(c): Direct / Triaxial Shear Tests S. No BH No. D, m Soil Direct Shear Triaxial Shear C, kn/m 2 Φ, deg C, kn/m 2 Φ, deg Clay Clayey gravel BH gravel gravel Clay Clayey gravel BH gravel gravel Clay Clayey gravel 7 30 BH Clayey gravel gravel Silty Clay Silty gravel BH gravel gravel Clay BH Clay Silty gravel Clay Clay 57 0 BH Clayey gravel gravel Silty Sand clay BH clay Silty gravel gravel clay 59 0 BH gravel clay 49 5 BH gravel C Cohesion, kn/m 2, Φ Angle of Internal Friction, deg. 23

25 Project: Soil Investigation for proposed Multi Modal Logistic Hub at Visakhapatnam, Andhra Pradesh. TABLE - 3: RESULTS OF LABORATORY TESTS ON ROCK SAMPLES BORE HOLE No. DEPTH OF SAMPLE (m) Unit Weight, kn/m 3 Porosity (%) Water absorption UCC, kg/cm 2 BH BH UCC Unconfined Compressive Strength TABLE - 4 (a): RESULTS OF CHEMICAL ANALYSIS OF SOIL Sno. Parameter Units BH-2, SPT-2.0m BH-5, SPT-4.0m BH-8, SPT-6.0m 1 ph (1:5 Solution) Chlorides as Cl Ppm Sulphates as SO4 Ppm TABLE - 4 (b): RESULTS OF CHEMICAL ANALYSIS OF WATER Sno Parameter Units Bore Water-1 Bore Water-2 Permissible values as per IS: ph Not less than 6 2 Chloride as CaCo3 mg/l for Concrete 500 for Reinforced Concrete 3 Sulphate as CaCo3 mg/l

26 Project: Soil Investigation for proposed Multi Modal Logistic Hub at Visakhapatnam, Andhra Pradesh. TABLE - 5 (a): RESULTS OF FIELD CBR TESTS S. No. Test No. Location Sample Depth, m Soil Unsoaked CBR, % Soaked CBR, % 1 FCBR-1 Near BH Silty sand FCBR-2 Near BH-4& Silty clay FCBR-3 Near BH Silty clay TABLE - 5 (b): RESULTS OF LAB CBR TESTS S. No. Sample No. Location Soil Unsoaked CBR, % Soaked CBR, % 1 CBR-1 FCBR-1 Silty sand CBR-2 FCBR-2 Silty clay CBR-3 FCBR-3 Silty clay Note: Lab CBR values are generally less than Field CBR values since in field CBR test, a larger volume of soil, and hence more representative sample, is tested, and since the density of compacted CBR mould would generally be less than in-situ density as the in-situ soil is in confined condition unlike the laboratory mould. 25

27 Project: Soil Investigation for proposed Multi Modal Logistic Hub at Visakhapatnam, Andhra Pradesh. TABLE - 6: RESULTS OF DCPT TESTS Table-6(a): DCPT-1 (Near BH-1) Sno Depth DCPT (N cd) Table-6(b): DCPT-2 (Near BH-3) Sno Depth DCPT (N cd) Table-6(c): DCPT-3 (Near BH-5) Sno Depth DCPT (N cd) Table-6(d): DCPT-2 (Near BH-8) Sno Depth DCPT (N cd)

28 Project: Soil Investigation for proposed Multi Modal Logistic Hub at Visakhapatnam, Andhra Pradesh. APPENDIX-1: CALCULATION OF SAFE BEARING CAPACITY FOR OPEN FOUNDATIONS a) Foundations resting in clay / silty clay at 2 m depth: i)shear Criterion : Assumed depth of foundation D= 2 m Assumed width of foundation B= 2 m Unit wt of soil = 16.0 kn/cum Submerged unit wt r = 6.2 kn/cu m Cohesion c = 35 kn / sq m Angle of internal friction = 0 deg Nc = 5.14 Nq =1.0 Nr = 0,0 Using IS Code: formula : Net ult BC = 1.3 cnc + r D ( Nq - 1) r B Nr = 234 kn/sq m With a FS of 3.0, SBC = 78 kn/ sq m Recommended SBC is 8 t / sq m, with sand bed. ii)settlement Criterion : As per IS: 8009( Part 1)-1978 Settlement = [ p B ( 1- µ 2 ) I ] / E Where, p = Pressure, kn/ sq m = 78 kn/ sq m µ = Poisson s ratio = 0.5 E = Young s Modulus = 5000 kn/sq m I = Influence Factor =0.95 Substituting, Settlement = 22.5 mm < 40 mm (OK) a) Foundations resting in clay / silty clay at 3 m depth: i)shear Criterion : Assumed depth of foundation D= 3 m Assumed width of foundation B= 2 m Unit wt of soil = 16.0 kn/cum Submerged unit wt r = 6.2 kn/cu m Cohesion c = 45 kn / sq m Angle of internal friction = 0 deg Nc = 5.14 Nq =1.0 Nr = 0,0 Using IS Code: formula : Net ult BC = 1.3 cnc + r D ( Nq - 1) r B Nr = 300 kn/sq m With a FS of 3.0, SBC = 100 kn/ sq m Recommended SBC is 10 t / sq m, with sand bed. ii)settlement Criterion : As per IS: 8009( Part 1)-1978 Settlement =[ p B ( 1- µ 2 ) I ] / E Where, p = Pressure, kn/ sq m = 100 kn/ sq m µ = Poisson s ratio = 0.5 E = Young s Modulus = 5000 kn/sq m I = Influence Factor =0.95 Substituting, Settlement = 28.5 mm < 40 mm (OK) 27

29 b) Foundations resting in clay gravel / silty gravel at 3 m depth: i)shear Criterion : Assumed depth of foundation D= 3 m Assumed width of foundation B= 2 m Unit wt of soil = 17.0 kn/cum Submerged unit wt r = 7.2 kn/cu m Cohesion c = 32 kn / sq m Angle of internal friction = 30 deg Nc = Nq =7.36 Nr =6.64 Using IS Code: formula : Net ult BC = 1.3 c Nc + r D ( Nq - 1) r B Nr = 619 kn/sq m With a FS of 3.0, SBC = 206 kn/ sq m Recommended SBC is 20 t / sq m. ii)settlement Criterion : As per IS: 8009 (Part 1)-1978 (Fig. 9) For B= 2, N = 35 Settlement in m per unit pressure (kg/sq cm) =0.006 Settlement for Pressure of 200 kn/sq m (2 kg/sq cm) = 0,006 x 2 x 1000 =12 mm < 40 mm (OK) 28

30 Project: Soil Investigation for proposed Multi Modal Logistic Hub at Visakhapatnam, Andhra Pradesh. APPENDIX-2: Typical Calculations for Pile Capacity a) Cast in situ Bored RCC Piles : Pile Diamter D = 450 mm Vertical Load: Perimeter = P = m C/S area A =.0.16 sq m Length of pile L = 10 m, including 3 m embedment in gravel Unit weight r = 16 kn/cu m Effective unit wt r = 6.2 kn/ cum End bearing : Average angle of internal friction at pile tip φ = 40 deg ( for N = 50) IS :6403 Corresponding Nq value is 140 (IS: ) Ultimate pile capacity in bearing : Q b = A r L Nq = 0.16 x 6.2 x 10 x 140 = 1389 kn Skin friction : Neglect skin friction in clay/silty clay For gravel : Angle of wall friction = δ = 30 degrees (assumed) Earth pressure coefficient K = 0.75 ( assumed ) fs= 0.5 x r x L x K x tan δ = 0.5 x 6.2 x 3 x 0.75 x 0.58 = 4 kn/ sq m Qf = fs x P L = 4 x x 3 = 17 kn Pile capacity = Qb + Qf = = 1406 kn With a FS of 2.5, Safe Pile capacity = 562 kn Recommended vertical Pile capacity = 50 tonnes 29

31 b) Cast in situ Bored RCC Piles : Pile Diamter D = 600 mm Vertical Load : Perimeter = P = m C/S area A =0.28 sq m Length of pile L = 10 m, including 3 m embedment in gravel Unit weight r = 16 kn/cu m Effective unit wt r = 6.2 kn/ cum End bearing : Average angle of internal friction at pile tip φ = 40 deg ( for N = 50) IS :6403 Corresponding Nq value is 140 (IS: ) Ultimate pile capacity in bearing : Q b = A r L Nq = 0.28 x 6.2 x 10 x 140 = 2430 kn Skin friction : Neglect skin friction in clay/silty clay For gravel : Angle of wall friction = δ = 30 degrees (assumed) Earth pressure coefficient K = 0.75 ( assumed ) fs= 0.5 x r x L x K x tan δ = 0.5 x 6.2 x 3 x 0.75 x 0.58 = 4 kn/ sq m Qf = fs x P L = 4 x x 3 = 22.6 kn Pile capacity = Qb + Qf = = 2453 kn With a FS of 2.5, Safe Pile capacity = 981 kn Recommended vertical Pile capacity = 75 tonnes 30

32 Project: Soil Investigation for proposed Multi Modal Logistic Hub at Visakhapatnam, Andhra Pradesh. APPENDIX-3 Typical Calculations for Boundary wall foundations Cast in situ Bored RCC Piles : Pile Diamter D = 300 mm Vertical Load : Perimeter = P = 0.94 m C/S area A =.0.07 sq m Length of pile L = 10 m, including 3 m embedment in gravel Unit weight r = 16 kn/cu m Effective unit wt r = 6.2 kn/ cum End bearing : Average angle of internal friction at pile tip φ = 40 deg ( for N = 50) IS :6403 Corresponding Nq value is 140 (IS: ) Ultimate pile capacity in bearing : Q b = A r L Nq = 0.07 x 6.2 x 10 x 140 = 607 kn Skin friction : Neglect skin friction in clay/silty clay For gravel : Angle of wall friction = δ = 30 degrees (assumed) Earth pressure coefficient K = 0.75 ( assumed ) fs= 0.5 x r x L x K x tan δ = 0.5 x 6.2 x 3 x 0.75 x 0.58 = 4 kn/ sq m Qf = fs x P L = 4 x 0.94 x 3 = 11 kn Pile capacity = Qb + Qf = = 618 kn With a FS of 2.5, Safe Pile capacity = 247 kn Recommended vertical Pile capacity = 20 tonnes Pile dia may be modified for other capacities. 31

33 Annexure-1 FIELD BORE CHARTS 32

34 . DTL C IN Z NATS UDNI H WBM ROAD BUILDING PIPE LINE BUILDING PIPE LINE BUILDING EXISTING COMPOUND WALL BUILDING LLA WDNUOP MOC GNI TSI XE BUILDING DEHS DEHS PIPE LINE FENCING LLA WDNUOP MOC GNI TSI XE G IN PPI HS NAVARS S/ M N WODOG EGIDRB G IN PPI HS NAVARS S/ M N WODOG HGI W G IN PPI HS NAVARS S/ M N WODOG (A DRAY KCATS RE IN AT NOC O ) T G ES IN PPI NE HS IC L( NAVARS S/ M PILLAR MINDI VILLAGE DW NUOP MOC GNI TSI XE ALL UNDW G IST PO EX OM IN C LLA LLA DW NUOP MOC GNI TSI XE 19 DAOR GATE EGE LL I IV ND I M C5.2 4 c LL A UN D PO TI NG IS EX W M CO )st D A O R YR TE MEC LLE W HTL: R.L : 9.57 UL VE RT C UL VE RT C RD: 7.22 RD: 7.27 RD: 7.17 RD: 8.27 RD: 6.99 R.L : 9.28 R.L : 9.5 HTL: HTL: HTL: HTL: R.L : 9.27 R.L : 8.87 HTL: HTL: R.L : 9.2 R.L : 8.66 R.L : 8.45 ET AG PIPE LINE TREVL UC FENCING 411 PILLAR PILLAR PILLAR PILLAR 19 PILLAR PILLAR PILLAR PILLAR 1 2 in ar Dnep O wlo Fr et a W ROAD Dnep O a W Fr et ar wlo ni ar wlo D nep O Fr et a W ni HTL: HTL: B.H:-9 E= N= Z=5.56 R.L : 8.97 R.L : 8.36 DAOR M Dnep O et a W PILLAR ni ar Fr wlo HTL: HTL: B.H :- 3 E= N= Z= 4.45 DCPT-2 E= N= Z=4.45 R.L : 8.85 R.L : 8.11 RD: 7.43 RD: 7.23 RD: 7.51 RD: 7.11 RD: 7.2 RD: 7.18 ni ar D nep O wlo rf et a W PIPE CULVERT RD: 6.85 RD: 6.7 RD: 7 RD: 7.09 RD: 6.35 RD: 6.34 RD: 6.04 RD: 5.94 RD: 5.9 RD: 5.68 RD: 5.58 RD: M 85 M86. M M M M RD: 4.71 Dnep O te a W Fr ar wlo ni CBR-3 E= N= Z=3.70 B.H - 2 E= N= Z=3.91 BH:-1 E= N= Z=5.31 DCPT-1 E= N= Z=6.49 M HTL: HTL: M M ni ar D nep O wlo Fr et a W R.L : 8.36 R.L : 7.72 Ø900 HUME PIPES R.L : 8.16 R.L : 7.67 CULVERT RD: 6.82 RD: 6.79 RD: 7.04 RD: 7.02 CULVERT RD: 5.5 RD: M HTL: RD: 5.48 RD: 5.38 RD: 5.35 RD: 5.44 RD: 5.25 RD: 5.31 RD: 5.32 RD: 5.39 RD: 5.36 HTL: HTL: RD: 5.46 RD: 5.6 R.L : 8.4 R.L : 7.96 R.L : 7.92 HTL: R.L : 8 HTL: R.L : 8.18 RD: 5.51 RD: 5.43 RD: 6.72 RD: 6.71 RD: 6.47 HTL: HTL: RD: 6.51 R.L : 7.96 RD: 5.42 RD: 5.44 R.L : 8.05 R.L : 7.47 RD: 5.44 R.L : 7.28 R.L : 6.74 R.L : 6.98 R.L : 6.45 R.L : 6.75 R.L : 6.29 STATION:- BLCL-1 E= N= Z=7.121 R.L : 6.51 R.L : 6.07 VPT TBM-20 R.L: RD: 6.13 RD: 6.35 RD: 6.35 RD: 6.09 RD: 5.43 RD: 5.48 RD: 5.34 RD: 5.4 RD: 5.37 RD: 6.43 RD: 6.41 RD: 6.19 RD: 5.44 M M RD: 6.19 RD: 5.46 RD: 6.06 RD: 5.4 RD: 5.67 B.H:- 4 E= N= Z= M RD: 5.43 RD: M M M M M B.H = 5 E= N= Z= 4.41 DCPT-3 E= N= Z=4.40 CBR:-2 E= N= Z=4.46 B.H :- 6 E= N= Z=3.85 M86. 7 RD: 5.83 RD: 6.1 RD: 6.28 RD: 6.11 RD: 5.36 RD: M 64 B.H :- 7 E= N= Z= 6.55 B.H :- 8 E= N= CBR:-1 E= N= Z=5.09 Z=3.85 M M71. DCPT-4 E= N= Z=3.72 FIG:1 SITE PLAN SHOWING THE LOCATIONS BORE HOLES, CBR & DCPT Project: Soil Investigation for Proposed Multi Modal Logistic Hub at Visakhapatnam, Andhra Pradesh BORE HOLES DYNAMIC CONE PENETRATION TEST CALIFORNIA BEARING RATIO RD: 6.12 RD: 5.57 RD: 5.51 RD: 6 RD: 5.89 RD: 5.71 RD: RD: RD: RD: RD: 5.19 M M RD: 5.83 RD: 4.35 RD: 3.91 RD: 5.32 R.L : 6.23 R.L : 5.83 RD: 5.37 RD: 5.44 RD: 5.3 RD: 5.03 RD: 5.24 R.L : 5.92 R.L : 5.67 RD: 5.69 RD: 5.95 RD: 5.94 RD: 5.88 RD: 5.14 RD: 5.09 RD: 5.84 RD: 5.54 RD: 5.7 RD: 5.59 RD: 5.76 RD: 5.52 RD: 5.93 RD: 6.06 RD: 5.92 RD: 6.01 RD: 6.05 RD: 6.06 RD: 6.28 RD: 6.08 RD: 6 RD: 6.29 RD: 6.21 RD: 6.09 RD: 5.27 RD: 5.56 RD: 4.93 RD: 5.43 RD: 5.7 RD: 5.14 RD: 5.26 RD: 5.56 RD: 5.76 RD: 6.3 RD: 6.29

35 0.0m 4.0m 6.0m 11.5m 12.0m BH-1 GL= Silty clay 2m N=5 2.2m 4m N=12 Clayey 6m N=38 8m N=56 10m N=86 SDR 12m N=> m 1.2m 2.0m 3.3m 6.0m 12.0m 14.0m 15.0m BH-2 GL= FIG:2 LOG OF BORE HOLES Project: Soil Investigation for Proposed Multi Modal Logistic Hub at Visakhapatnam, Andhra Pradesh Silty clay Clay 1.8m 2m N=5 Silty clay 4m N=25 Clayey 6m N=51 8m N=68 10m N=81 12m N=88 SDR 14m N=>100 Rock 0.0m 1.2m 3.4m 7.5m 11.4m 14.6m BH-3 GL= m Silty sand 2m N=5 Clay 4m N=34 Clayey 6m N=45 8m N=57 10m N=70 12m N=87 SDR 14m N=> m 1.5m 2.0m 4.0m 6.0m 10.0m 15.0m BH-4 GL= Silty clay 1.2m Clay 2m N=3 Silty clay 4m N=47 Silty 6m N=49 8m N=65 10m N=73 12m N=91 SDR 14m N=> m 1.0m 5.2m 6.0m 9.0m 10.0m BH-5 GL= Silty clay 1.4m 2m N=3 Clay 4m N=4 5.2m N=51 Silty 6m N=91 SDR 8m N=94 9m N=>100 Rock 0.0m 1.0m 5.6m 8.0m 9.8m 14.8m BH-6 GL= m Silty sand 2m N=4 Clay 4m N=7 6m N=29 Clayey 8m N=56 10m N=95 12m N=96 SDR 14m N=> m 4.3m 5.8m 9.4m 12.0m 13.2m 15.0m BH-7 GL= m N=8 Filling 4m N=7 Silty sand 5.4m 6m N=5 Clay Clayey SDR 0.0m 1.6m 6.5m 8.0m 10.6m 14.0m BH-8 GL= m Silty sand 5m N=4 2m N=2 8m N=7 10m N=50 12m N=85 14m N=>100 4m N=3 Clay 6m N=5 Clayey 8m N=31 10m N=60 12m N=94 SDR 14m N=> m 1.2m 3.7m 6.0m 6.7m 9.0m 10.0m BH-9 GL= m Silty sand 2m N=4 Clay 4m N=29 Clayey 6m N=47 7m N=85 SDR 9m N=>100 Rock NOT TO SCALE N= value WATER TABLE Rock 17.6m Rock 17.8m

36 Project: Soil Investigation for proposed Multi Modal Logistic Hub at Visakhapatnam, Andhra Pradesh. Depth Sampling 1.00 D/S FIELD BORE LOG CHART SPT BORE HOLE NO. 1 Length No. blows for (m) of Log of Depth Type Description Penetration of Run Bore (m) From To (m) ( )cm Value Pieces(cm) Ground Level: Dia. Of Casing: NX Water Table: 2.20m Details of Rock core N >10cm core Total No. of % of core Length (cm) Pieces Recovery RQD Value % Avg. RQD % Water colour Red Rate of Drill Min/m Silty clay Clayey 2.00 SPT UDS 4.00 SPT D/S 6.00 SPT D/S 8.00 SPT D/S SPT D/S Red yellow yellow yellow yellow yellow yellow SDR yellow SPT 17cm/50blows >50 SDR=Soft Disintigrated Rock cm/50= no.of blows sp=small pieces vsp=very Small Pieces

37 Project: Soil Investigation for proposed Multi Modal Logistic Hub at Visakhapatnam, Andhra Pradesh. Depth Silty clay Sampling 1.00 D/S FIELD BORE LOG CHART Length No. blows for (m) of Log of Depth Type Description Penetration of Run Bore (m) From To (m) ( )cm Value Pieces(cm) SPT BORE HOLE NO. 2 Ground Level: Dia. Of Casing: NX Water Table: 1.80m Details of Rock core N >10cm core Total No. of % of core Length (cm) Pieces Recovery RQD Value % Avg. RQD % Water colour Reddish Rate of Drill Min/m Clay Silty clay 2.00 SPT UDS Reddish Reddish Clayey 4.00 SPT D/S 6.00 SPT D/S 8.00 SPT SPT SDR D/S D/S SPT SPT cm/100blows 88 > Rock 11+13= no+6 sp 48% 24% Milky SDR=Soft Disintigrated Rock cm/50= no.of blows sp=small pieces vsp=very Small Pieces

38 Project: Soil Investigation for proposed Multi Modal Logistic Hub at Visakhapatnam, Andhra Pradesh. Depth Silty sand Sampling 1.00 D/S FIELD BORE LOG CHART Length No. blows for (m) of Log of Depth Type Description Penetration of Run Bore (m) From To (m) ( )cm Value Pieces(cm) SPT BORE HOLE NO. 3 Ground Level: Dia. Of Casing: NX Water Table: 0.20m Details of Rock core N >10cm core Total No. of % of core Length (cm) Pieces Recovery RQD Value % Avg. RQD % Water colour Red Rate of Drill Min/m Clay 2.00 SPT UDS Red Clayey 4.00 SPT D/S 6.00 SPT D/S SPT D/S SPT D/S SDR SPT SDR=Soft Disintigrated Rock cm/50= no.of blows sp=small pieces vsp=very Small Pieces BH-3 Cont..

39 BH-3 Cont..d Project: Balmer & lawrie- vizag Ground Level: BORE HOLE Dia. Of Casing: NX NO. 3 Date : to Water Table: 0.20m Depth Sampling SPT Details of Rock core Length No. blows for (m) of Log of Depth Type Description Penetration of Run Bore (m) From To (m) ( )cm Value Pieces(cm) Pieces SDR D/S SPT 10cm/50blows >50 FIELD BORE LOG CHART N >10cm core Total No. of % of core Length (cm) Recovery Core sample small 67% 11% Milky Rock Core sample small 75% 11% Milky Core sample 10+13= small 82% 23% Milky SDR=Soft Disintigrated Rock cm/50= no.of blows sp=small pieces vsp=very Small Pieces RQD Value % Avg. RQD % Water colour Rate of Drill Min/m

40 Project: Soil Investigation for proposed Multi Modal Logistic Hub at Visakhapatnam, Andhra Pradesh. Depth Silty clay Sampling 1.00 D/S FIELD BORE LOG CHART Length No. blows for (m) of Log of Depth Type Description Penetration of Run Bore (m) From To (m) ( )cm Value Pieces(cm) SPT BORE HOLE NO. 4 Ground Level: Dia. Of Casing: NX Water Table: 1.20m Details of Rock core N >10cm core Total No. of % of core Length (cm) Pieces Recovery RQD Value % Avg. RQD % Water colour Rate of Drill Min/m Clay Silty clay SPT UDS 4.00 SPT D/S 6.00 SPT SPT D/S SPT D/S Brownish SPT SDR Silty SPT 10cm/100blows > D/S Brownish Brownish SDR=Soft Disintigrated Rock cm/50= no.of blows sp=small pieces vsp=very Small Pieces

41 Project: Soil Investigation for proposed Multi Modal Logistic Hub at Visakhapatnam, Andhra Pradesh Silty clay 1.00 D/S FIELD BORE LOG CHART BORE HOLE NO. 5 Depth Sampling SPT Length No. blows for (m) of Log of Depth Type Description Penetration of Run Bore (m) From To (m) ( )cm Value Pieces(cm) Ground Level: Dia. Of Casing: NX Water Table: 1.40m Details of Rock core N >10cm core Total No. of % of core Length (cm) Pieces Recovery RQD Value % Avg. RQD % Water colour Rate of Drill Min/m Clay SPT UDS 4.00 SPT D/S 5.20 SPT Silty 6.00 SPT D/S SPT SDR SPT 12cm/100blows >100 2no+5 Milky Rock Core sample 12+10= % 22% sp Grey SDR=Soft Disintigrated Rock cm/50= no.of blows sp=small pieces vsp=very Small Pieces

42 Project: Soil Investigation for proposed Multi Modal Logistic Hub at Visakhapatnam, Andhra Pradesh. Depth Silty sand Sampling 1.00 D/S FIELD BORE LOG CHART Length No. blows for (m) of Log of Depth Type Description Penetration of Run Bore (m) From To (m) ( )cm Value Pieces(cm) SPT BORE HOLE NO. 6 Ground Level: Dia. Of Casing: NX Water Table: 0.20m Details of Rock core N >10cm core Total No. of % of core Length (cm) Pieces Recovery RQD Value % Avg. RQD % Water colour Red Rate of Drill Min/m Clay 2.00 SPT UDS 4.00 SPT D/S Red Clayey 6.00 SPT D/S 8.00 SPT D/S SDR SPT D/S SPT D/S SPT 11cm/50blows > Rock Core sample Core sample _ Total small 1+10 small 60% 67% _ 11% Milky Milky Core sample =50 small 79% 50% Milky SDR=Soft Disintigrated Rock cm/50= no.of blows sp=small pieces vsp=very Small Pieces

43 Project: Soil Investigation for proposed Multi Modal Logistic Hub at Visakhapatnam, Andhra Pradesh. Depth Filling Sampling 2.00 SPT SPT FIELD BORE LOG CHART Length No. blows for (m) of Log of Depth Type Description Penetration of Run Bore (m) From To (m) ( )cm Value Pieces(cm) SPT BORE HOLE NO. 7 Ground Level: Dia. Of Casing: NX Water Table: 5.40m Details of Rock core N >10cm core Total No. of % of core Length (cm) Pieces Recovery RQD Value % Avg. RQD % Water colour Rate of Drill Min/m Silty sand 5.00 SPT Red Red SPT UDS Clay 8.00 SPT D/S Clayey SPT D/S SPT D/S SDR SPT 12cm/50blows > D/S SDR=Soft Disintigrated Rock cm/50= no.of blows sp=small pieces vsp=very Small Pieces

44 FIELD BORE LOG CHART Project: Soil Investigation for proposed Multi Modal Logistic Hub at Visakhapatnam, Andhra Pradesh. Depth Sampling BORE HOLE NO. 8 Length No. blows for (m) of Log of Depth Type Description Penetration of Run Bore (m) From To (m) ( )cm Value Pieces(cm) SPT Ground Level: Dia. Of Casing: NX Water Table: 0.00m Details of Rock core N >10cm core Total No. of % of core Length (cm) Pieces Recovery 1.00 D/S Silty sand Red RQD Value % Avg. RQD % Water colour Rate of Drill Min/m Red 2.00 SPT UDS SPT Clay 5.00 D/S SPT Clayey 7.00 D/S 8.00 SPT D/S SPT D/S SPT SDR D/S SPT 13cm/50blows >50 SDR=Soft Disintigrated Rock cm/50= no.of blows sp=small pieces vsp=very Small Pieces

45 Project: Soil Investigation for proposed Multi Modal Logistic Hub at Visakhapatnam, Andhra Pradesh. Depth Sampling 1.00 D/S FIELD BORE LOG CHART BORE HOLE NO. 9 Length No. blows for (m) of Log of Depth Type Description Penetration of Run Bore (m) From To (m) ( )cm Value Pieces(cm) Silty sand SPT Ground Level: Dia. Of Casing: NX Water Table: 0.00m Details of Rock core N >10cm core Total No. of % of core Length (cm) Pieces Recovery RQD Value % Avg. RQD % Water colour Red Rate of Drill Min/m Red 2.00 SPT UDS Clay Clayey 4.00 SPT D/S 6.00 SPT SPT SDR 8.00 D/S SPT 9cm/50blows > Rock Core sample % 10% Milky small SDR=Soft Disintigrated Rock cm/50= no.of blows sp=small pieces vsp=very Small Pieces

46 Annexure 2 BIS (IS) CODES 1. IS: : Method of Standard Penetration Test for Soils. 2. IS: 4968 (Part 1) 1976: Method for subsurface sounding for soils. 3. IS: 2132: Code of Practice for thin walled tube sampling of Soils. 4. IS: 2720 Part I various parts: Methods of Laboratory Tests for Soils. 5. IS: : Classification and Identification of Soils for General Engineering Purpose. 6. IS: : Code of Practice for determination of Bearing Capacity of Shallow Foundations. 7. IS: : Code of Practice for Design and Construction of Shallow Foundations on Rocks. 8. IS: (Part I): Code of Practice for calculation of settlements of Foundations. 9. IS: Appendix I: Classification and Characteristics of Rocks. 10. IS: : Code of Practice for Site Investigations for Foundations. 11. IS: : Code of Practice for presentation of drilling information and core description in foundation investigation. 12. IS: 4078: Code of Practice for indexing and storage of drill cores. 13. IS: : Diamond Core Drilling for Site Investigation. 14. IRC: : Guidelines for the Design of Flexible Pavements. 15. IS: 2720 (Part-31): 1969 Field Determination of California Bearing Ratio. 16. IS: 4968 (Part-1) 1976: Method for Subsurface Sounding for Soils: Part 1: Dynamic Method using 50 mm Cone without Bentonite slurry.