GEO TECHNICAL INVESTIGATION REPORT (1449-R2-NALANDA UNIVERSITY)

Transcription

1 GEO TECHNICAL INVESTIGATION REPORT (1449-R2-NALANDA UNIVERSITY) AT THE SITE FOR PROPOSED SITE FOR NEW CAMPUS OF NALANDA UNIVERSITY, RAJGIR, DISTT. NALANDA, FOR UNIVERSITY ENGINEER NALANDA UNIVERSITY, COUNCIL FOR SOCIAL DEVELOPMENT BUILDING, LODHI ESTATE, NEW DELHI TECHPRO 131, MAITRI; 28 I.P. EXTN., PATPARGANJ, DELHI PHONES: , info@techproindia.com

2 C O N T E N T S ACKNOWLEDGEMENTS 1. INTRODUCTION: SCOPE OF WORK: PROJECT LOCATION: OBSERVATIONS AT SITE: FIELD INVESTIGATION: LABORATORY TESTS: WATER TABLE: SITE STRATIGRAPHY: RECOMMENDATIONS:... 8 APPENDIX A: A P P E N D I C E S BORE HOLES LOCATION PLAN...11 APPENDIX B: TABLE 1: SUMMARY OF TEST RESULTS (BH-1)...12 SUMMARY OF TEST RESULTS (BH-2)...14 SUMMARY OF TEST RESULTS (BH-3)...16 SUMMARY OF TEST RESULTS (BH-4)...18 SUMMARY OF TEST RESULTS (BH-5)...20 APPENDIX B: TABLE 2: CBR TEST RESULT APPENDIX B: TABLE 3: CHEMICAL TEST ON SOIL SAMPLES...24 APPENDIX B: TABLE 4: CHEMICAL TEST ON WATER SAMPLES...24 APPENDIX C: CHART 1: BORE LOG CHART (BH-1)...25 CHART 2: CHART 3: CHART 4: CHART 5: BORE LOG CHART (BH-2)...26 BORE LOG CHART (BH-3)...27 BORE LOG CHART (BH-4)...28 BORE LOG CHART (BH-5)...29 APPENDIX D: GRAPH 1: GRAIN SIZE DISTRIBUTION CURVE (BH-1, Depth: 1.0, 2.50, 5.0, 8.0, 11.0, 14.0 m)...30 GRAPH 2: GRAPH 3: GRAPH 4: GRAPH 5: GRAPH 6: GRAPH 7: GRAPH 8: GRAPH 9: GRAIN SIZE DISTRIBUTION CURVE (BH-1, Depth: 17.0, 20.0 m)...31 GRAIN SIZE DISTRIBUTION CURVE (BH-2, Depth: 1.0, 2.50, 5.0, 8.0, 11.0, 14.0 m)...32 GRAIN SIZE DISTRIBUTION CURVE (BH-2, Depth: 17.0, 20.0 m)...33 GRAIN SIZE DISTRIBUTION CURVE (BH-3, Depth: 1.0, 2.50, 5.0, 8.0, 11.0, 14.0 m)...34 GRAIN SIZE DISTRIBUTION CURVE (BH-3, Depth: 17.0, 20.0 m)...35 GRAIN SIZE DISTRIBUTION CURVE (BH-4, Depth: 1.0, 2.50, 5.0, 8.0, 11.0, 14.0 m)...36 GRAIN SIZE DISTRIBUTION CURVE (BH-4, Depth: 17.0, 20.0 m)...37 GRAIN SIZE DISTRIBUTION CURVE (BH-5, Depth: 1.0, 2.50, 5.0, 8.0, 11.0, 14.0 m)...38

3 GRAPH 10: GRAIN SIZE DISTRIBUTION CURVE (BH-5, Depth: 17.0, 20.0 m)...39 APPENDIX D: TABLE 1: CALCULATIONS AND RESULTS SHALLOW FOUNDATION SHEAR FAILURE CRITERIA ISOLATED FOOTING STRIP FOOTING RAFT FOUNDATION SETTLEMENT CRITERIA ISOLATED FOOTING STRIP FOOTING RAFT FOUNDATION DEEP FOUNDATION PILE LOAD CAPACITY IN COMPRESSION & UPLIFT DESIGN PARAMETER FOR PILE DESIGN PARAMETER OF SOIL NOTATIONS AND SYMBOLS END BEARING RESISTANCE OF PILE FRICTIONAL RESISTANCE ALONG THE STEM OF PILE COHESION ALONG THE STEM OF PILE SELF WEIGHT OF PILE LATERAL LOAD CAPACITIES OF PILES...58 APPENDIX E: COMPUTATION OF LIQUIFACTION POTENTIAL... 59

4 TECHPRO (AN ISO 9001: 2008 Certified Company) 131, Maitri; 28 I.P. Extn., Patparganj, Delhi Tel. : , Mobile: info@techproindia.com Web: October 23 rd, 2014 A C K N O W L E D G E M E N T S We feel pleasure to submit the report of Geo-technical investigation work conducted at site for proposed construction at Nalanda University, Rajgir, Bihar. We are thankful to Dr. Gopa Sabarwal, Vice Chancellor Nalanda University, for his trust shown to us by awarding the work of soil investigation. We are also grateful to Er. M K Prasad Engineer, Nalanda University, for their help rendered during and prior to the investigation work. We are also thankful to our staff members for conducting field and laboratory test, preparing the sketches and typing the report. for Techpro Engineers Pvt. Ltd for Techpro Engineers Pvt. Ltd (Arvind K. Garg) B.Tech (Civil) M.Tech. (Structures) Managing Director (Saurabh Agarwal) B.Tech (Civil) M.Tech. (Geo Tech) Consultant Regd. Office: 103, Ratandham, 12/483, McRobertsganj, Kanpur Phone: ,

5 1 1. INTRODUCTION: This report deals with Geo-technical investigation at the site for proposed construction of new Campus of Nalanda University which consist of various blocks of multi storied buildings, roads and other infrastructural facilities at Rajgir, Bihar. It is proposed to construct up to four storied buildings. The work of geotechnical investigation has been awarded to us, wide work order No. NU/229 dated from the office of Nalanda University, Council for Social Development building, Lodhi Estate New Delhi. The report includes the recommendations on type, depth and safe allowable bearing capacity for the safe and strong foundation for the proposed building structures and California Bearing ratio for construction of roads. 2. SCOPE OF WORK: For the proposed construction of buildings structures, it is required to determine the safe allowable bearing capacity together with necessary engineering characteristics of underlying soil strata. Since the safe bearing capacity of soils must be evaluated on the considerations covering shear failure and permissible settlement of sub-soil strata as per IS: , IS: , IS: 8009 (part-i)-1976, and IS 2911 (part-1, section -2)-2010 hence the scope of work is as follows: 2.1 Boring five numbers of boreholes of 150mm diameter within the proposed area of construction up to a maximum depth of meter. 2.2 Conducting the Standard Penetration Test (SPT) at every 1.50 metre interval or at change of strata in all the boreholes. 2.3 Collecting disturbed soil samples at every 1.50 metre interval or at change of strata from the boreholes.

6 2 2.4 Collecting undisturbed soil samples from the boreholes at 2.50 metre interval or change of strata. 2.5 Transporting all the disturbed and undisturbed soil samples collected during the field investigation for further examination and testing to our soil mechanics laboratory at Delhi. 2.6 Conducting the laboratory test on all the soil samples collected during field investigation for determination of their engineering characteristics. 2.7 Compilation of field and laboratory test results, working out the safe allowable bearing capacity and preparing the report including detailed recommendations and necessary precautions. 3. PROJECT LOCATION: The site for proposed construction of new campus of Nalanda University is situated at Rajgir, Bihar. The site is located about km from the main road of Bihar Sarif to Nalanda 4. OBSERVATIONS AT SITE: The following observations have been made at the site:- 4.1 Effects of saltpetre and termites have not been observed at the site. 4.2 The site is 0.50 metre below in reference with the adjacent road. 4.3 The site is not free from flooding and it may accumulate rain water on it.. 5. FIELD INVESTIGATION: The field investigation work at this site was carried out from October 10 th ; 2014 to October. 16 th ; The following investigation work was done: 5.1. Five numbers of boreholes of diameter 150 mm were made within the proposed layout of the various buildings and ancillary structures. The boreholes were progressed using manually operated augers and further advanced by use of mechanically operated shell casing to the desired depth. Where caving of the

7 3 borehole occurred, casing was used to keep the borehole stable. All boreholes were made up to the depth of meter. The locations of boreholes have been reported in BOREHOLES LOCATION PLAN in Appendix A Standard Penetration Tests were conducted as per IS: at 1.50 metre interval in all the bore holes. The number of blows for each 15 cm of penetration was recorded. 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. The results have been reported in table 1 of Appendix B under the title SUMMARY OF TEST RESULTS.

8 Disturbed soil samples were collected from the boreholes at an interval of 1.50 metre. In the entire bore holes. Disturbed samples were collected from the split spoon after conducting SPT. The samples were preserved in transparent polythene bags. The results have been reported in table 1 of Appendix B under the title SUMMARY OF TEST RESULTS Undisturbed soil samples were collected from the boreholes at 1.00 metre, 2.50 metre, 5.00 metre, 8.00 metre, meter, meter, meter & meter depth. Undisturbed samples were collected by attaching a 100 mm diameter thin walled Shelby tubes and driving the sampler using a 63.5 kg hammer in accordance with IS: The tubes were sealed with wax at both ends. The results have been reported in table 1 of Appendix B under the title SUMMARY OF TEST RESULTS. 5.5 Undisturbed soil samples for performing California Bearing Ratio test have been collected at locations marked as CBR-1 to CBR-19, in accordance with IS 2720 (part-16) CBR tests have been conducted on un soaked samples and after soaking for 4 hours. The locations have been marked in Appendix-A Bore hole location plan 5.6 Observation of water table has been made as per IS and reported in item No. 7 of the test report. 6 LABORATORY TESTS: The laboratory-testing program was aimed at verifying the field classifications and developing parameters for engineering analysis. All the tests were performed in accordance with the current applicable IS specifications. The following laboratory tests were conducted to determine the engineering characteristics of sub-soils:

9 5 6.1 Field moisture contents were determined by oven drying method as per IS 2720 (part- II) The results have been reported in table 1 SUMMARY OF TEST RESULTS of Appendix B. 6.2 Field density of soil strata were obtained using Shelby tubes in accordance with IS 2720 (part XXIX) The results have been reported in table 1: SUMMARY OF TEST RESULTS of Appendix B. 6.3 Mechanical sieve analysis test were performed in accordance with IS 2720 (Part IV) , for the purpose of identification by grain size analysis, on coarse part of the soil samples and the results have been reported in table 1 SUMMARY OF TEST RESULTS of Appendix B. 6.4 Particle size analysis test by hydrometer method were performed in accordance with IS 2720 (Part IV) on the part of soil samples obtained after the sieve analysis. The results have been reported in table 1 SUMMARY OF TEST RESULTS of Appendix B. 6.5 Atterbergs limits tests were performed in accordance with IS 2720 (part V)-1985 and results have been reported in table 1 SUMMARY OF TEST RESULTS of Appendix B. 6.6 Specific gravity tests were performed in accordance with IS 2720 (part III-sec. 1) and the results have been reported in table 1 SUMMARY OF TEST RESULTS of Appendix B.

10 6 6.7 Chemical tests were performed on soil samples as per the respective IS code of practice. The results have been reported in table 3 CHEMICAL TEST RESULTS of Appendix B. 6.8 Chemical tests were performed on water samples obtained from the bore holes as per the respective IS code of practice. The results have been reported in table 4 CHEMICAL TEST RESULTS of Appendix B. 6.9 Free-Swell Index tests were performed in accordance with IS: 2720 (part-xxxx) and the results have been reported in table 1: SUMMARY OF TEST RESULTS of Appendix B California Bearing Ratio tests were performed at 2.50 metre depth in accordance with IS 2720 (part-16)-1987 marked as CBR-1 to CBR-19 and results have been reported in table 2 CBR TEST RESULTS of Appendix B Triaxial Compression under undrained unconsolidated tests were performed as per IS 2720 (part XI)-1971, on the undisturbed soil samples obtained during the field investigation. The results have been reported in table 1 SUMMARY OF TEST RESULTS of Appendix B Shrinkage Limit tests were performed in accordance with IS: 2720 (part-vi) and the results have been reported in table 1: SUMMARY OF TEST RESULTS of Appendix B. 7 WATER TABLE: The water table at this site was encountered during the boring operation. Depth of water table was recorded as per IS Recorded depth of water table in different bore holes are as under:

11 7 BORE HOLE NO. DEPTH OF WATER TABLE(metre) BH BH BH BH BH SITE STRATIGRAPHY: The classification of soil strata have been done with the help of soil characteristics obtained in laboratory tests as per IS The detailed nature of the soil strata have been reported in table 1: SUMMARY OF TEST RESULTS of Appendix B. In general, all boreholes have soil strata which are non-expansive in nature, containing no organic matter and harmful salts. The soil strata in all the bore holes predominantly consist of Silts and Silty Clays with Intermediate plasticity.

12 8 9 RECOMMENDATIONS: Keeping in mind, the field test results, laboratory test results and IS codes of practice the following recommendations are hereby made: 9.1 Isolated footing shall be provided for all building structures to be constructed on framed columns. The depth of the foundation shall be measured from the lowest relative level of natural existing ground at the site. Depth of foundation (m) Safe Bearing Capacity (kn/m 2 ) Strip type of wall footing shall be provided for load bearing brick or stone masonry walls in boundary wall etc. The depth and corresponding safe allowable bearing capacity shall be as follows: Depth of foundation (metre) Safe bearing capacity (kn/m 2 ) Raft foundation may be provided for the all RCC framed columns of building structures. The depth and corresponding safe allowable bearing capacity shall be as follows: Depth of foundation (Metre) Safe bearing capacity (kn/m 2 )

13 9 Depth of foundation (Metre) Safe bearing capacity (kn/m 2 ) Pile Load Capacity: Bored cast in-situ RCC Piles may also be provided for the foundation of the proposed building structures: Load capacities of pile of diameter 450 mm and length meter for various bole holes have been listed in the table below: Bore No. PILE LOAD CAPACITIES (kn) For Pile Length =15.00 metre For Pile Length =18.00 metre 450F 500F 600F 450F 500F 600F COMP. UPLIFT COMP. UPLIFT COMP. UPLIFT COMP. UPLIFT COMP. UPLIFT COMP. UPLIFT BH BH BH BH BH All depth shall be measured from existing level of ground. 9.7 Calculations for assessment of liquefaction potential of the soil strata, has been made and no such potential has been found. 9.8 If any loose pocket strata are found during the excavation, the foundation shall be laid only after ensuring that the same has been cleared and appropriate remedial measures have been adopted. If needed, the same may please be brought to the notice of the undersigned

14 The modulus of subgrade reaction shall be taken as 2000 T/m It is strongly recommended to do investigation with additional bore holes for individual buildings as the distance between boreholes in quite large. for Techpro Engineers Pvt. Ltd for Techpro Engineers Pvt. Ltd (Arvind K. Garg) B.Tech (Civil) M.Tech. (Structures) Managing Director (Saurabh Agarwal) B.Tech (Civil) M.Tech. (Geo Tech) Consultant Delhi.

15 11 APPENDIX A BORE HOLES LOCATION PLAN CBR-11 CBR-12 CBR-13 BH-5 CBR-15 CBR-3 CBR-14 CBR-16 CBR-6 CBR-10 BH-4 BH-2 BH-3 CBR-17 CBR-18 CBR-19 BH-1 CBR-7 CBR-2 CBR-9 CBR-8 CBR BORE HOLE CBR-1 CBR-4 CBR-5

16 12 APPENDIX B SUMMARY OF TEST RESULTS (BH-1) Bore hole depth Soil Description Soil classification Observed SPT Corrected Gravel Grain Size Analysis Course Sand Medium Sand Fine Sand Silt Clay moisture Content Density and Moisture Bulk Density (gm/cc) Atterberg Limits Dry Density (gm/ cc) Liquid Limit Plastic Limit Plastic Index Shear Strength Parameters Type of test C (KN/m 2 ) Φ (Degrees) Shrinkage Limit Free Swell Index Specific Gravity Gs Consolidation Characteristic Cc Void Ratio, e0 Inorganic silty 1.00 CI UU clays of intermediate plasticity 2.50 CH UU Inorganic clay with high plasticity CI UU Inorganic clay of intermediate plasticity MI UU Inorganic silts of intermediate plasticity MI UU

17 13 APPENDIX B SUMMARY OF TEST RESULTS (BH-1) Bore hole depth Soil Description Soil classification Observed SPT Corrected Gravel Grain Size Analysis Course Sand Medium Sand Fine Sand Silt Clay moisture Content Density and Moisture Bulk Density (gm/cc) Atterberg Limits Dry Density (gm/ cc) Liquid Limit Plastic Limit Plastic Index Shear Strength Parameters Type of test C (KN/m 2 ) Φ (Degrees) Shrinkage Limit Free Swell Index Specific Gravity Gs Consolidation Characteristic Cc Void Ratio, e MI UU Inorganic silts of intermediate plasticity MI UU MI UU

18 14 Bore hole depth Soil Description Soil classification Observed SPT Corrected Gravel APPENDIX B SUMMARY OF TEST RESULTS (BH-2) Grain Size Analysis Course Sand Medium Sand Fine Sand Silt Clay moisture Content Density and Moisture Bulk Density (gm/cc) Dry Density (gm/ cc) Atterberg Limits Liquid Limit Plastic Limit Plastic Index Shear Strength Parameters Type of test C (KN/m 2 ) Φ (Degrees) Shrinkage Limit Free Swell Index Specific Gravity Gs Consolidation Characteristic Cc Void Ratio, e Inorganic silts of intermediate and MI-MH UU high plasticity CI-CH UU Inorganic clay of intermediate and high plasticity SM Non-Plastic DST Silty sand MI UU Inorganic silts of 9.00 intermediate plasticity Inorganic silts of low ML-MI UU and intermediate plasticity

19 15 Bore hole depth Soil Description Soil classification Observed SPT Corrected Gravel APPENDIX B SUMMARY OF TEST RESULTS (BH-2) Grain Size Analysis Course Sand Medium Sand Fine Sand Silt Clay moisture Content Density and Moisture Bulk Density (gm/cc) Dry Density (gm/ cc) Atterberg Limits Liquid Limit Plastic Limit Plastic Index Shear Strength Parameters Type of test C (KN/m 2 ) Φ (Degrees) Shrinkage Limit Free Swell Index Specific Gravity Gs Consolidation Characteristic Cc Void Ratio, e Inorganic silts of intermediate MI UU plasticity MI UU Inorganic silts of intermediate plasticity Inorganic clay of intermediate and high plasticity MI-MH UU

20 16 APPENDIX B SUMMARY OF TEST RESULTS (BH-3) Bore hole depth Soil Description Soil classification Observed SPT Corrected Gravel Grain Size Analysis Course Sand Medium Sand Fine Sand Silt Clay moisture Content Density and Moisture Bulk Density (gm/cc) Dry Density (gm/ cc) Atterberg Limits Liquid Limit Plastic Limit Plastic Index Type of test Shear Strength Parameters C (KN/m 2 ) Φ (Degrees) Shrinkage Limit Free Swell Index Specific Gravity Gs Consolidation Characteristic Cc Void Ratio, e0 Inorganic Silts 1.00 MI-MH UU of intermediate and high plasticity 2.50 MH UU Inorganic silts of High plasticity 5.00 MH UU MI UU Inorganic silts of intermediate plasticity MI UU

21 17 APPENDIX B SUMMARY OF TEST RESULTS (BH-3) Bore hole depth Soil Description Soil classification Observed SPT Corrected Gravel Grain Size Analysis Course Sand Medium Sand Fine Sand Silt Clay moisture Content Density and Moisture Bulk Density (gm/cc) Dry Density (gm/ cc) Atterberg Limits Liquid Limit Plastic Limit Plastic Index Type of test Shear Strength Parameters C (KN/m 2 ) Φ (Degrees) Shrinkage Limit Free Swell Index Specific Gravity Gs Consolidation Characteristic Cc Void Ratio, e MI UU Inorganic silts of intermediate plasticity MI UU MI UU

22 18 APPENDIX B SUMMARY OF TEST RESULTS (BH-4) Bore hole depth Soil Description Soil classification Observed SPT Corrected Gravel Grain Size Analysis Course Sand Medium Sand Fine Sand Silt Clay moisture Content Density and Moisture Bulk Density (gm/cc) Atterberg Limits Dry Density (gm/ cc) Liquid Limit Plastic Limit Plastic Index Shear Strength Parameters Type of test C (KN/m 2 ) Φ (Degrees) Shrinkage Limit Free Swell Index Specific Gravity Gs Consolidation Characteristic Cc Void Ratio, e0 Inorganic clay 1.00 CI-CH UU of intermediate and high plasticity 2.50 MI UU Inorganic silts of intermediate plasticity MI Inorganic Silts MH UU of intermediate and high plasticity CI UU Inorganic clay of intermediate plasticity MI UU Inorganic silts of intermediate plasticity

23 19 APPENDIX B SUMMARY OF TEST RESULTS (BH-4) Bore hole depth Soil Description Soil classification Observed SPT Corrected Gravel Grain Size Analysis Course Sand Medium Sand Fine Sand Silt Clay moisture Content Density and Moisture Bulk Density (gm/cc) Atterberg Limits Dry Density (gm/ cc) Liquid Limit Plastic Limit Plastic Index Shear Strength Parameters Type of test C (KN/m 2 ) Φ (Degrees) Shrinkage Limit Free Swell Index Specific Gravity Gs Consolidation Characteristic Cc Void Ratio, e MI UU Inorganic silts of intermediate MI UU plasticity MI UU

24 20 APPENDIX B SUMMARY OF TEST RESULTS (BH-5) Bore hole depth Soil Description Soil classification Observed SPT Corrected Gravel Grain Size Analysis Course Sand Medium Sand Fine Sand Silt Clay moisture Content Density and Moisture Bulk Density (gm/cc) Dry Density (gm/ cc) Atterberg Limits Liquid Limit Plastic Limit Plastic Index Shear Strength Parameters Type of test C (KN/m 2 ) Φ (Degrees) Shrinkage Limit Free Swell Index Specific Gravity Gs Consolidation Characteristic Cc Void Ratio, e MH UU Inorganic silt of high plasticity Inorganic silts of MI- MH UU intermediate and high plasticity MI UU MI UU Inorganic silts of intermediate plasticity MI UU

25 21 APPENDIX B SUMMARY OF TEST RESULTS (BH-5) Bore hole depth Soil Description Soil classification Observed SPT Corrected Gravel Grain Size Analysis Course Sand Medium Sand Fine Sand Silt Clay moisture Content Density and Moisture Bulk Density (gm/cc) Dry Density (gm/ cc) Atterberg Limits Liquid Limit Plastic Limit Plastic Index Shear Strength Parameters Type of test C (KN/m 2 ) Φ (Degrees) Shrinkage Limit Free Swell Index Specific Gravity Gs Consolidation Characteristic Cc Void Ratio, e MI UU Inorganic silts of intermediate plasticity MI UU MI UU

26 22 APPENDIX B TABLE-2 : CBR TEST RESULTS CBR SAMPLE NO. Soil Description Soil Classification Unsoaked CBR VALUE Soaked (4.0H) Gravel Course Sand Grain Size Analysis Density and Moisture Atterberg Limits Medium Sand Fine Sand Silt Clay Moisture Content Dry density after Soaking (gm/cc) Bulk density after soaking (gm/cc) Liquid Limit Plastic Limit Plastic Index 1 2 Inorganic silts of intermediate plasticity Inorganic clays of intermediate plasticity MI CI MI Inorganic silts of intermediate plasticity 4 MI MI Inorganic clays of intermediate plasticity CI MI Inorganic silts of intermediate plasticity 8 MI MI

27 23 CBR SAMPLE NO. Soil Description Soil Classification Unsoaked CBR VALUE Soaked (4.0 Hours) Gravel Course Sand Grain Size Analysis Density and Moisture Atterberg Limits Medium Sand Fine Sand Silt Clay Moisture Content Dry density after Soaking (gm/cc) Bulk density after soaking (gm/cc) Liquid Limit Plastic Limit Plastic Index 10 MI MI MI MI MI Inorganic silts of intermediate plasticity 15 MI MI MI MI MI

28 24 Bore No. APPENDIX-B TABLE-3 : CHEMICAL TEST RESULTS ON SOIL SAMPLES Depth of Sample (m) p H Sulphates Salt (mg/litre) Chlorides BH BH BH BH BH APPENDIX-B TABLE-4 : CHEMICAL TEST RESULTS ON WATER SAMPLES Bore No. Depth of Sample (m) p H Salt (mg/litre) Sulphates Chlorides Hardness Iron BH BH BH BH BH

29 25 APPENDIX- C CHART 1: - BORE LOG CHART (BH-1)

30 26 APPENDIX- C CHART 2: - BORE LOG CHART (BH-2)

31 27 APPENDIX- C CHART 3: - BORE LOG CHART (BH-3)

32 28 APPENDIX- C CHART 4: - BORE LOG CHART (BH-4)

33 29 APPENDIX- C CHART 5: - BORE LOG CHART (BH-5)

34 30 APPENDIX D GRAPH 1: PARTICLE GRADATION CURVE (BH-1) Note: - These are software generated curve

35 31 APPENDIX D GRAPH 2: PARTICLE GRADATION CURVE (BH-1) Note: - These are software generated curve

36 32 APPENDIX D GRAPH 3: PARTICLE GRADATION CURVE (BH-2) Note: - These are software generated curve

37 33 APPENDIX D GRAPH 4: PARTICLE GRADATION CURVE (BH-2) Note: - These are software generated curve

38 34 APPENDIX D GRAPH 5: PARTICLE GRADATION CURVE (BH-3) Note: - These are software generated curve

39 35 APPENDIX D GRAPH 6: PARTICLE GRADATION CURVE (BH-3) Note: - These are software generated curve

40 36 APPENDIX D GRAPH 7: PARTICLE GRADATION CURVE (BH-4) Note: - These are software generated curve

41 37 APPENDIX D GRAPH 8: PARTICLE GRADATION CURVE (BH-4) Note: - These are software generated curve

42 38 APPENDIX D GRAPH 9: PARTICLE GRADATION CURVE (BH-5) Note: - These are software generated curve

43 39 APPENDIX D GRAPH 10: PARTICLE GRADATION CURVE (BH-5) Note: - These are software generated curve

44 40 APPENDIX D CALCULATIONS AND RESULTS Looking at the site condition, sub soil stratification and type of proposed structure, calculations have been done for both shallow footings and deep foundation. 1. SHALLOW FOUNDATION: The safe allowable bearing capacity of the foundation for the proposed building structures has been calculated on the shear failure criteria suggested as per IS , IS: : Settlement Criteria as per IS: 8009 (part-i)-1976 and Design of Pile foundations as per IS 2911(Part 1/Sec 2) SHEAR FAILURE CRITERIA: Based on C-φ values: Type of shear failure = Mixed (Interpolation in between General and Local shear failure) Factor of safety (F.S.) = 3.00 Depth of critical water table = 0.00 meter Net allowable bearing capacity: = q na (kn/m 2 ) q na = (1 / F.S.) [0.667c N c S c d c + q (N q - 1) S q d q B γ N γ S γ d γ W ] Where, B D φ = Width of foundation (metre) = Depth of foundation (metre) = Angle of shearing resistance (degree) c = Cohesion intercept (kn/m 2 ) γ = Bulk density of soil above the base of footing (kn/m 3 ) q = Effective overburden (kn/m 2 ) N c, N q, N γ = Bearing capacity coefficient based on initial void ratio e 0 d c, d q, d γ = depth factors W = Water table correction factor

45 Isolated footing Shape Factors: S c = 1.30 S q = 1.20 S γ = 0.80 Substituting the values, the value of q na can be calculated as per table below: Bore Hole No. B D φ c e o γ q N c N q N γ d c d q d γ W q na BH BH BH BH BH BH BH BH BH BH

46 42 Bore Hole No. B D φ c e o γ q N c N q N γ d c d q d γ W q na BH BH BH BH BH Strip footing: Shape Factors: S c = 1.00 S q = 1.00 S γ = 1.00 Substituting the values, the value of q na can be calculated as per table below Bore Hole No. B D φ c e o γ q N c N q N γ d c d q d γ W q na BH BH BH

47 43 Bore Hole No. B D φ c e o γ q N c N q N γ d c d q d γ W q na BH BH BH BH BH BH BH BH BH BH BH BH Raft Foundation: Shape Factors:

48 44 S c = 1.00 S q = 1.00 S γ = 1.00 Substituting the values, the value of q na can be calculated as per table below: Bore Hole No. B D φ c e o γ q N c N q N γ d c d q d γ W q na BH BH BH BH BH BH BH BH BH BH BH

49 45 Bore Hole No. B D φ c e o γ q N c N q N γ d c d q d γ W q na BH BH BH BH

50 SETTLEMENT CRITERIA: Settlement of the soil layer below the base of footing is given by; S i = [{H t /(1 + e 0 ) }C c log 10 {(p 0 + p)/p 0 }] Where z = Mid depth of clay layer considered (metre) p 0 = Effective overburden at depth z (kn/m 2 ) e 0 = Void ratio at depth z corresponding to p 0 p = Pressure increment (kn/m 2 ) = (I B x q) I B = Boussinesq coefficient C c = Compression Index H t = Thickness of clay layer considered (mm) S t = Total settlement of all layers Final corrected settlement: S = λ. D f. S i. R f λ = Field settlement correction factor = 0.70 D f = Depth factor q s = Safe bearing pressure (kn/m 2 ) R f = Rigidity factor = 1.00 for Isolated and strip footings and 0.8 for Raft The settlement of various footing at different depth and base width can be calculated as per the following table:

51 Isolated Footing: BORE NO. B L D Q na LAYER Ht z γ p 0 e 0 C c I b p S i D f S BH BH BH BH BH BH BH BH BH BH BH BH BH BH BH

52 Strip Footing: BORE NO. B L D Qna LAYER Ht z γ p0 e0 Cc Ib p Si Df S BH BH BH BH BH BH BH BH BH BH BH BH BH BH BH

53 Raft Foundations: BORE NO. B L D Qna LAYER Ht z γ p0 e0 Cc Ib p Si Df S S t BH BH BH BH BH BH BH BH BH BH BH BH BH BH

54 50 BORE NO. B L D Qna LAYER Ht z γ p0 e0 Cc Ib p Si Df S S t BH BH BH BH

55 51 2. DEEP FOUNDATION: 2.1 PILE LOAD CAPACITY IN COMPRESSION & UPLIFT: Calculations have been made for cast-in-situ bored RCC piles as per IS 2911 (part-1, section -2) Design parameter for pile: Material Type Diameter Length Cut off length : RCC : Cast-in-situ bored pile : 0.45 metre : meter : 2.00 meter Design parameter of soils: Coefficient of earth pressure K a = 1.00 Max. Depth for overburden = 15 x Dia. Factor of safety (FS) = 2.50 Critical Depth of water table = 0.00 meter Notations and symbols: Q uc = Ultimate load carrying capacity of pile in compression (kn) Q ut = Ultimate load carrying capacity of pile in Uplift (kn) Q ac = Net allowable load capacity of the pile in compression (kn) Q at = Net allowable load capacity of the pile in Uplift (kn) Q b = Ultimate bearing capacity in End Bearing resistance (kn) Q f = Ultimate bearing capacity in stem friction (kn) Qc = Ultimate bearing capacity in cohesion (kn) Qw = Gross weight of pile (kn)

56 52 FS = Factor of safety Q uc = Q b + Q f + Q c Q ut = Q w + Q f + Q c Q ac = Q uc /FS Q at = Q ut /FS End bearing resistance of pile Q b = A p (q N q γ. D. N γ ) +A p N c C p Where, A p = Cross sectional area of the pile toe (m 2 ) D = Stem diameter L = Distance of pile tip from top (metre) φ = Angle of shearing resistance γ = Bulk density (kn/m 3 ) q = Effective overburden pressure at pile toe (kn/m 2 ) N q = Bearing capacity factors N c = Bearing Capacity factor C p = cohesion at pile tip (kn/m 2 ) End bearing resistance of the pile can be calculated as per table below

57 53 Bore No. D (m) L (m) Pile Length A p φ γ 2 N q N y C P q Q b BH BH BH BH BH Frictional resistance along the stem of pile Q f = K i. qi. tan δ i. A si Where, = Sum of frictional resistance of all layers considered K i = Coefficient of earth pressure q i = Effective overburden pressure in KN/m 2 at mid depth of i th layer δ i = Angle of wall friction between pile and soil of i th layer (Taken equal to φ) A si = Surface area of pile stem in i th layer The frictional resistance of pile stem can be calculated as per the table below

58 54 Bore Hole No. Layer (m) Mean Depth (m) Length Cumulative length γ 1 γ 2 q i A si φ δ i K i Q i Qi BH BH BH BH

59 55 Bore Hole No. Layer (m) Mean Depth (m) Length Cumulative length γ 1 γ 2 q i A si φ δ i K i Q i Qi BH Cohesion along the stem of pile Q c = c i. A si. α Where, = Sum of frictional resistance of all layers considered c i = Average cohesion in i th layer A si = Surface area of pile stem in i th layer

60 56 α = Reduction factor = 0.5 The resistance due to cohesion along the pile stem can be calculated as per the table below: Bore hole No. Layer (m) Mean Depth Length (m) Cumulative length c i A si α q ci Qi BH BH BH