GEO TECHNICAL INVESTIGATION REPORT

Transcription

1 GEO TECHNICAL INVESTIGATION REPORT (449RNALANDA 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, MAITRI; 8 I.P. EXTN., PATPARGANJ, DELHI 9 PHONES: 498, info@techproindia.com

2 CONTENTS ACKNOWLEDGEMENTS. INTRODUCTION:.... SCOPE OF WORK:.... PROJECT LOCATION: OBSERVATIONS AT SITE: FIELD INVESTIGATION: LABORATORY TESTS: WATER TABLE: SITE STRATIGRAPHY: RECOMMENDATIONS:... 8 APPENDICES APPENDIX A: BORE HOLES LOCATION PLAN... APPENDIX B: TABLE : SUMMARY OF TEST RESULTS (BH)... SUMMARY OF TEST RESULTS (BH)...4 SUMMARY OF TEST RESULTS (BH)...6 SUMMARY OF TEST RESULTS (BH4)...8 SUMMARY OF TEST RESULTS (BH5)... APPENDIX B: TABLE : CBR TEST RESULT... APPENDIX B: TABLE : CHECAL TEST ON SOIL SAMPLES...4 APPENDIX B: TABLE 4: CHECAL TEST ON WATER SAMPLES...4 APPENDIX C: CHART : BORE LOG CHART (BH)...5 CHART : BORE LOG CHART (BH)...6 CHART : BORE LOG CHART (BH)... CHART 4: BORE LOG CHART (BH4)...8 CHART 5: BORE LOG CHART (BH5)...9 GRAPH : GRAIN SIZE DISTRIBUTION CURVE (BH, Depth:.,.5, 5., 8.,., 4. m)... GRAPH : GRAIN SIZE DISTRIBUTION CURVE (BH, Depth:.,. m)... GRAPH : GRAIN SIZE DISTRIBUTION CURVE (BH, Depth:.,.5, 5., 8.,., 4. m)... GRAPH 4: GRAIN SIZE DISTRIBUTION CURVE (BH, Depth:.,. m)... GRAPH 5: GRAIN SIZE DISTRIBUTION CURVE (BH, Depth:.,.5, 5., 8.,., 4. m)...4 GRAPH 6: GRAIN SIZE DISTRIBUTION CURVE (BH, Depth:.,. m)...5 GRAPH : GRAIN SIZE DISTRIBUTION CURVE (BH4, Depth:.,.5, 5., 8.,., 4. m)...6 GRAPH 8: GRAIN SIZE DISTRIBUTION CURVE (BH4, Depth:.,. m)... GRAPH 9: GRAIN SIZE DISTRIBUTION CURVE (BH5, Depth:.,.5, 5., 8.,., 4. m)...8 APPENDIX D:

3 APPENDIX D: GRAPH : GRAIN SIZE DISTRIBUTION CURVE (BH5, Depth:.,. m)...9 TABLE : CALCULATIONS AND RESULTS SHALLOW FOUNDATION...4. 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...5. APPENDIX E: LATERAL LOAD CAPACITIES OF PILES...58 COMPUTATION OF LIQUIFACTION POTENTIAL... 59

4 ENGINEERS PVT. LTD, Maitri; 8 I.P. Extn., Patparganj, Delhi9 October rd, 4 ACKNOWLEDGEMENTS We feel pleasure to submit the report of Geotechnical 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:, Ratandham, /48, McRobertsganj, Kanpur8 Phone: 55559, 99998

5 . 449RNalanda University INTRODUCTION: This report deals with Geotechnical 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/9 dated 94 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.. 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 subsoil strata as per IS: 6498, IS: 9498, IS: 89 (parti)96, and IS 9 (part, section ) hence the scope of work is as follows:. Boring five numbers of boreholes of 5mm diameter within the proposed area of construction up to a maximum depth of. meter.. Conducting the Standard Penetration Test (SPT) at every metre interval or at change of strata in all the boreholes.. Collecting disturbed soil samples at every metre interval or at change of strata from the boreholes.

6 .4 449RNalanda University Collecting undisturbed soil samples from the boreholes at.5 metre interval or change of strata..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..6 Conducting the laboratory test on all the soil samples collected during field investigation for determination of their engineering characteristics.. Compilation of field and laboratory test results, working out the safe allowable bearing capacity and preparing the report including detailed recommendations and necessary precautions.. 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: Effects of saltpetre and termites have not been observed at the site. 4. The site is metre below in reference with the adjacent road. 4. The site is not free from flooding and it may accumulate rain water on it.. FIELD INVESTIGATION: The field investigation work at this site was carried out from October th; 4 to October. 6th; 4. The following investigation work was done: 5.. Five numbers of boreholes of diameter 5 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 449RNalanda University 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. 5.. Standard Penetration Tests were conducted as per IS: 98 at metre interval in all the bore holes. The number of blows for each 5 cm of penetration was recorded. The blows required to penetrate the initial 5 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 cm of the 45 cm split spoon sampler is termed the SPT value or the N value. The results have been reported in table of Appendix B under the title SUMMARY OF TEST RESULTS.

8 RNalanda University Disturbed soil samples were collected from the boreholes at an interval of 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 of Appendix B under the title SUMMARY OF TEST RESULTS Undisturbed soil samples were collected from the boreholes at. metre,.5 metre, 5. metre, 8. metre,. meter, 4. meter,. meter &. meter depth. Undisturbed samples were collected by attaching a mm diameter thin walled Shelby tubes and driving the sampler using a 6.5 kg hammer in accordance with IS:986. The tubes were sealed with wax at both ends. The results have been reported in table 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 to CBR9, in accordance with IS (part6)98. CBR tests have been conducted on un soaked samples and after soaking for 4 hours. The locations have been marked in AppendixA Bore hole location plan 5.6 Observation of water table has been made as per IS 6959 and reported in item No. of the test report. 6 LABORATORY TESTS: The laboratorytesting 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 subsoils:

9 5 449RNalanda University 6. Field moisture contents were determined by oven drying method as per IS (partii)99. The results have been reported in table SUMMARY OF TEST RESULTS of Appendix B. 6. Field density of soil strata were obtained using Shelby tubes in accordance with IS (part XXIX)95. The results have been reported in table : SUMMARY OF TEST RESULTS of Appendix B. 6. Mechanical sieve analysis test were performed in accordance with IS (Part IV) 985, for the purpose of identification by grain size analysis, on coarse part of the soil samples and the results have been reported in table SUMMARY OF TEST RESULTS of Appendix B. 6.4 Particle size analysis test by hydrometer method were performed in accordance with IS (Part IV) 965 on the part of soil samples obtained after the sieve analysis. The results have been reported in table SUMMARY OF TEST RESULTS of Appendix B. 6.5 Atterbergs limits tests were performed in accordance with IS (part V)985 and results have been reported in table SUMMARY OF TEST RESULTS of Appendix B. 6.6 Specific gravity tests were performed in accordance with IS (part IIIsec. ) 98 and the results have been reported in table SUMMARY OF TEST RESULTS of Appendix B.

10 RNalanda University Chemical tests were performed on soil samples as per the respective IS code of practice. The results have been reported in table CHECAL 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 CHECAL TEST RESULTS of Appendix B. 6.9 FreeSwell Index tests were performed in accordance with IS: (partxxxx) 9 and the results have been reported in table : SUMMARY OF TEST RESULTS of Appendix B. 6. California Bearing Ratio tests were performed at.5 metre depth in accordance with IS (part6)98 marked as CBR to CBR9 and results have been reported in table CBR TEST RESULTS of Appendix B. 6. Triaxial Compression under undrained unconsolidated tests were performed as per IS (part XI)9, on the undisturbed soil samples obtained during the field investigation. The results have been reported in table SUMMARY OF TEST RESULTS of Appendix B. 6. Shrinkage Limit tests were performed in accordance with IS: (partvi) 9 and the results have been reported in table : SUMMARY OF TEST RESULTS of Appendix B. 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 449RNalanda University BORE HOLE NO. DEPTH OF WATER TABLE(metre) BH.6 BH. BH. BH4. BH5. 8 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 : SUMMARY OF TEST RESULTS of Appendix B. In general, all boreholes have soil strata which are nonexpansive 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 RNalanda University RECOMMENDATIONS: Keeping in mind, the field test results, laboratory test results and IS codes of practice the following recommendations are hereby made: 9. 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) 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) 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) 86.5

13 9 449RNalanda University Depth of foundation (Metre) Safe bearing capacity (kn/m) Pile Load Capacity: Bored cast insitu RCC Piles may also be provided for the foundation of the proposed building structures: Load capacities of pile of diameter 45 mm and length 5. meter for various bole holes have been listed in the table below: UPLIFT COMP. UPLIFT COMP. UPLIFT COMP. UPLIFT BH BH BH BH COMP. 69. COMP. BH COMP. UPLIFT Bore No. UPLIFT PILE LOAD CAPACITIES (kn) For Pile Length =5. metre For Pile Length =8. metre 9.6 All depth shall be measured from existing level of ground. 9. 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 449RNalanda University 9.9 The modulus of subgrade reaction shall be taken as T/m. 9. 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 (Arvind K. Garg) B.Tech (Civil) M.Tech. (Structures) Managing Director for Techpro Engineers Pvt. Ltd (Saurabh Agarwal) B.Tech (Civil) M.Tech. (Geo Tech) Consultant Delhi.

15 449RNalanda University APPENDIX A BORE HOLES LOCATION PLAN

16 449RNalanda University Inorganic clay with high plasticity 4.5 CH 5 69 Inorganic clay of intermediate plasticity UU UU 9 CI 5. Void Ratio, e.88 UU Consolidation Characteristic Cc 9 5 Specific Gravity Gs Free Swell Index Shrinkage Limit 6 (Degrees) C (KN/m) 6 Type of test Shear Strength Parameters Plastic Index Dry Density (gm/ cc) Liquid Limit Plastic Limit Clay Bulk Density (gm/cc) Silt moisture Content Fine Sand CI Course Sand Medium Sand Gravel.5 Atterberg Limits Corrected Inorganic silty clays of intermediate plasticity Density and Moisture Grain Size Analysis Observed. Soil Description SPT Soil classification Bore hole depth APPENDIX B SUMMARY OF TEST RESULTS (BH) UU Inorganic silts of intermediate. plasticity UU

17 449RNalanda University 8 UU Dry Density (gm/ cc) Liquid Limit Plastic Limit 4 Bulk Density (gm/cc) 84 moisture Content Course Sand Medium Sand Void Ratio, e Free Swell Index Cc Shrinkage Limit 4 Specific Gravity Gs C (KN/m) 8 (Degrees) Type of test Plastic Index Inorganic silts. of intermediate plasticity 8. Clay 6.5 UU Silt Consolidation Characteristic 8 Fine Sand 5. Shear Strength Parameters 8 Atterberg Limits Gravel Density and Moisture Grain Size Analysis Corrected 4. SPT Observed Soil Description Soil classification Bore hole depth APPENDIX B SUMMARY OF TEST RESULTS (BH) UU

18 4 449RNalanda University Inorganic clay of intermediate and high plasticity 9.8 CICH UU 8 UU 45 6 Void Ratio, e Consolidation Characteristic Cc Specific Gravity Gs 69 Free Swell Index (Degrees) Shrinkage Limit 6 C (KN/m) Clay Type of test Silt Liquid Limit Plastic Limit Plastic Index Fine Sand Dry Density (gm/ cc) Medium Sand Atterberg Limits Bulk Density (gm/cc) Course Sand MH Shear Strength Parameters Density and Moisture moisture Content Gravel.5 Corrected Inorganic silts of intermediate and high plasticity Grain Size Analysis Observed. Soil Description SPT Soil classification Bore hole depth APPENDIX B SUMMARY OF TEST RESULTS (BH) SM NonPlastic DST Silty sand.5 8. Inorganic silts of intermediate plasticity UU Inorganic silts of low ML and intermediate plasticity UU

19 5 449RNalanda University Inorganic silts of intermediate plasticity 9.5. Inorganic clay of intermediate and high plasticity UU 8 Void Ratio, e Cc 6. Specific Gravity Gs Dry Density (gm/ cc) Free Swell Index Bulk Density (gm/cc) (Degrees) Shrinkage Limit moisture Content C (KN/m) Clay Type of test Silt Liquid Limit Plastic Limit Plastic Index Fine Sand Corrected Consolidation Characteristic Medium Sand Inorganic silts of intermediate plasticity Shear Strength Parameters Atterberg Limits Course Sand Density and Moisture Grain Size Analysis Gravel.5 SPT Observed Soil Description Soil classification Bore hole depth APPENDIX B SUMMARY OF TEST RESULTS (BH) UU MH UU 45

20 6 449RNalanda University.5 MH Inorganic silts of High plasticity MH UU 4. UU 4 6 UU Void Ratio, e Cc Specific Gravity Gs 9.89 Free Swell Index C (KN/m) Consolidation Characteristic Type of test 4 Shear Strength Parameters Plastic Index 4 Liquid Limit Plastic Limit 4 Dry Density (gm/ cc) Bulk Density (gm/cc) Silt moisture Content Fine Sand Inorganic Silts of intermediate and high plasticity. Clay Gravel Soil Description Course Sand Medium Sand Corrected MH Bore hole depth Observed Atterberg Limits (Degrees) Density and Moisture Grain Size Analysis Soil classification SPT Shrinkage Limit APPENDIX B SUMMARY OF TEST RESULTS (BH) UU UU 8 Inorganic silts of intermediate. plasticity

21 449RNalanda University 6 5 UU Liquid Limit Plastic Limit Dry Density (gm/ cc) 9 Bulk Density (gm/cc) moisture Content 4 Course Sand Medium Sand Void Ratio, e Free Swell Index Cc Shrinkage Limit Specific Gravity Gs C (KN/m) 4 (Degrees) Type of test Plastic Index Inorganic silts. of intermediate plasticity 8. 5 Clay 6.5 UU Silt Consolidation Characteristic 4 Fine Sand 5. Shear Strength Parameters 8 Atterberg Limits Gravel Density and Moisture Grain Size Analysis Corrected 4. SPT Observed Soil Description Soil classification Bore hole depth APPENDIX B SUMMARY OF TEST RESULTS (BH) UU

22 8 449RNalanda University Inorganic silts of intermediate plasticity Inorganic Silts of intermediate and high plasticity Inorganic clay of intermediate plasticity UU 4 9 Void Ratio, e Consolidation Characteristic Cc 45 Specific Gravity Gs UU Free Swell Index 9.99 Shrinkage Limit (Degrees) C (KN/m) 5 Type of test Plastic Index Dry Density (gm/ cc) Liquid Limit Plastic Limit Clay Bulk Density (gm/cc) Silt moisture Content Fine Sand Course Sand Medium Sand Shear Strength Parameters UU 45 MH UU 4 CI 8. Atterberg Limits Gravel.5 Density and Moisture Grain Size Analysis Corrected Inorganic clay CICH of intermediate and high plasticity SPT Observed. Soil Description Soil classification Bore hole depth APPENDIX B SUMMARY OF TEST RESULTS (BH4) UU Inorganic silts of intermediate plasticity

23 9 449RNalanda University 8 UU Dry Density (gm/ cc) Liquid Limit Plastic Limit Bulk Density (gm/cc) 8 moisture Content Course Sand Medium Sand Void Ratio, e Cc Free Swell Index Specific Gravity Gs Shrinkage Limit (Degrees) C (KN/m) Inorganic silts of intermediate 8. plasticity Type of test. Plastic Index 9 Clay 6.5 UU Silt Consolidation Characteristic 5 Fine Sand 5. Shear Strength Parameters Atterberg Limits Gravel Density and Moisture Grain Size Analysis Corrected 4. SPT Observed Soil Description Soil classification Bore hole depth APPENDIX B SUMMARY OF TEST RESULTS (BH4) UU

24 449RNalanda University UU 5 Void Ratio, e Consolidation Characteristic Cc 5 Specific Gravity Gs UU Free Swell Index Shrinkage Limit (Degrees) 5 Liquid Limit Plastic Limit Dry Density (gm/ cc) 64 Bulk Density (gm/cc) 9 moisture Content Course Sand Medium Sand C (KN/m) Clay Gravel Silt Corrected Type of test Inorganic silts of intermediate and high plasticity 4.5 Shear Strength Parameters Plastic Index.5 MH Atterberg Limits Fine Sand Inorganic silt of high plasticity Density and Moisture Grain Size Analysis Observed. Soil Description SPT Soil classification Bore hole depth APPENDIX B SUMMARY OF TEST RESULTS (BH5) MH UU UU 6 5 Inorganic silts of intermediate plasticity UU

25 449RNalanda University Free Swell Index 8 UU Liquid Limit Plastic Limit 8 Dry Density (gm/ cc) 4 Bulk Density (gm/cc) 6 Course Sand Medium Sand 5 Void Ratio, e Shrinkage Limit Cc C (KN/m) Specific Gravity Gs Type of test (Degrees) Plastic Index 6 moisture Content Inorganic silts. of intermediate plasticity 8. Clay 6.5 UU Silt Consolidation Characteristic Fine Sand 5. Shear Strength Parameters 8 Atterberg Limits Gravel Density and Moisture Grain Size Analysis Corrected 4. SPT Observed Soil Description Soil classification Bore hole depth APPENDIX B SUMMARY OF TEST RESULTS (BH5) UU

26 449RNalanda University APPENDIX B TABLE : CBR TEST RESULTS CBR VALUE Soil Description Unsoaked Soaked (4.H) Gravel Course Sand 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 Atterberg Limits Soil Classification Density and Moisture CBR SAMPLE NO. Grain Size Analysis Inorganic silts of intermediate plasticity Inorganic clays of intermediate plasticity CI CI Inorganic silts of intermediate plasticity 5 6 Inorganic clays of intermediate plasticity 8 9 Inorganic silts of intermediate plasticity

27 CBR VALUE 449RNalanda University Gravel Course Sand 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 Atterberg Limits Soaked (4. Hours) Density and Moisture Unsoaked Grain Size Analysis Soil Classification CBR SAMPLE NO Soil Description Inorganic silts of intermediate plasticity

28 449RNalanda University 4 APPENDIXB TABLE : CHECAL TEST RESULTS ON SOIL SAMPLES Bore Depth of Salt (mg/litre) H p No. Sample Sulphates Chlorides (m) BH.5. 4 BH BH BH BH APPENDIXB TABLE4 : CHECAL TEST RESULTS ON WATER SAMPLES Bore No. Depth of Sample (m) ph BH.6 BH Salt (mg/litre) Sulphates Chlorides Hardness Iron BH BH BH

29 5 449RNalanda University APPENDIX C CHART : BORE LOG CHART (BH)

30 6 449RNalanda University APPENDIX C CHART : BORE LOG CHART (BH)

31 449RNalanda University APPENDIX C CHART : BORE LOG CHART (BH)

32 8 449RNalanda University APPENDIX C CHART 4: BORE LOG CHART (BH4)

33 9 449RNalanda University APPENDIX C CHART 5: BORE LOG CHART (BH5)

34 44 449RNalanda University APPENDIX D GRAP PH : PARTICLE GRADATION CURVE (BH) Note: These are software generated ge curve

35 44 449RNalanda University APPENDIX D GRAP PH : PARTICLE GRADATION CURVE (BH) Note: These are software generated ge curve

36 44 449RNalanda University APPENDIX D GRAP PH : PARTICLE GRADATION CURVE (BH) Note: These are software generated ge curve

37 44 449RNalanda University APPENDIX D GRAP PH 4: PARTICLE GRADATION CURVE (BH) Note: These are software generated ge curve

38 RNalanda University APPENDIX D GRAP PH 5: PARTICLE GRADATION CURVE (BH) Note: These are software genera rated curve

39 RNalanda University APPENDIX D GRAP PH 6: PARTICLE GRADATION CURVE (BH) Note: These are software genera rated curve

40 RNalanda University APPENDIX D GRAP PH : PARTICLE GRADATION CURVE (BH4) Note: These are software genera rated curve

41 44 449RNalanda University APPENDIX D GRAP PH 8: PARTICLE GRADATION CURVE (BH4) Note: These are software genera rated curve

42 RNalanda University APPENDIX D GRAP PH 9: PARTICLE GRADATION CURVE (BH5) Note: These are software genera rated curve

43 RNalanda University APPENDIX D GRAPH PH : PARTICLE GRADATION CURVE (BH5) Note: These are software genera rated curve

44 449RNalanda University 4 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.. 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 6498, IS: 9498: Settlement Criteria as per IS: 89 (parti)96 and Design of Pile foundations as per IS 9(Part /Sec ).. SHEAR FAILURE CRITERIA: Based on Cφ φ values: Type of shear failure = Mixed (Interpolation in between General and Local shear failure) Factor of safety (F.S.) = Depth of critical water table =. meter Net allowable bearing capacity: = qna (kn/m) qna = ( / F.S.) [.66c Nc Sc dc + q (Nq ) Sq dq +.5 B γ Nγ Sγ dγw ] Where, B = Width of foundation (metre) D = Depth of foundation (metre) φ = Angle of shearing resistance (degree) c = Cohesion intercept (kn/m) γ = Bulk density of soil above the base of footing (kn/m ) q = Effective overburden (kn/m) Nc, Nq, Nγ = Bearing capacity coefficient based on initial void ratio e dc, dq, dγ = depth factors W = Water table correction factor

45 449RNalanda University 4.. Isolated footing Shape Factors: Sc =. Sq =. S γ =.8 Substituting the values, the value of qna can be calculated as per table below: Bore Hole No. B D φ c eo γ q Nc Nq Nγ dc dq dγ W qna BH BH BH BH BH BH BH BH BH BH

46 449RNalanda University 4 Bore Hole No. B D φ c eo γ q Nc Nq Nγ dc dq dγ W qna BH BH BH BH BH Strip footing: Shape Factors: Sc =. Sq =. S γ =. Substituting the values, the value of qna can be calculated as per table below Bore Hole No. B D φ c eo γ q Nc Nq Nγ dc dq dγ W qna BH BH BH

47 449RNalanda University 4 Bore Hole No. B D φ c eo γ q Nc Nq Nγ dc dq dγ W qna BH BH BH BH BH BH BH BH BH BH BH BH Raft Foundation: Shape Factors:

48 449RNalanda University 44 Sc =. Sq =. S γ =. Substituting the values, the value of qna can be calculated as per table below: Bore Hole No. B D φ c eo γ q Nc Nq Nγ dc dq dγ W qna BH BH BH BH BH BH BH BH BH BH BH

49 449RNalanda University 45 Bore Hole No. B D φ c eo γ q Nc Nq Nγ dc dq dγ W qna BH BH BH BH

50 449RNalanda University 46. SETTLEMENT CRITERIA: Settlement of the soil layer below the base of footing is given by; Si = [{Ht/( + e) }Cc log {(p + p)/p}] Where z = Mid depth of clay layer considered (metre) p = Effective overburden at depth z (kn/m) e = Void ratio at depth z corresponding to p p = Pressure increment (kn/m) = (IB x q) IB = Boussinesq coefficient Cc = Compression Index Ht = Thickness of clay layer considered (mm) St = Total settlement of all layers Final corrected settlement: S = λ. Df. Si. Rf λ = Field settlement correction factor =. Df = Depth factor qs = Safe bearing pressure (kn/m ) Rf = Rigidity factor =. for Isolated and strip footings and.8 for Raft The settlement of various footing at different depth and base width can be calculated as per the following table:

51 4 449RNalanda University.. Isolated Footing: BORE NO. B L D Qna BH 8. BH 8. BH.5 BH BH BH Ht z γ p e Cc Ib BH BH BH BH4 99. BH4 BH4 BH5 BH5 BH5 LAYER p Si Df S

52 48 449RNalanda University.. Strip Footing: BORE NO. B L D Qna BH BH BH BH BH BH Ht z γ p e Cc Ib BH BH BH 5.54 BH BH4.5 BH4 BH5 BH5 BH5 LAYER p Si Df S

53 49 449RNalanda University.. Raft Foundations: BORE NO. B L D Qna BH BH BH BH BH BH Ht z γ p e Cc Ib BH BH BH BH 86. BH BH BH BH LAYER p Si Df S St 99

54 5 BORE NO. B L D Qna BH BH BH.5 BH.5 449RNalanda University Ht z γ p e Cc Ib LAYER p Si Df S St 89

55 5 449RNalanda University. DEEP FOUNDATION:. PILE LOAD CAPACITY IN COMPRESSION & UPLIFT: Calculations have been made for castinsitu bored RCC piles as per IS 9 (part, section )... Design parameter for pile: Material : RCC Type : Castinsitu bored pile Diameter :.45 metre Length : 5. meter Cut off length : meter.. Design parameter of soils: Coefficient of earth pressure Ka =. Max. Depth for overburden = 5 x Dia. Factor of safety (FS) =.5 Critical Depth of water table =. meter.. Notations and symbols: Quc = Ultimate load carrying capacity of pile in compression (kn) Qut = Ultimate load carrying capacity of pile in Uplift (kn) Qac = Net allowable load capacity of the pile in compression (kn) Qat = Net allowable load capacity of the pile in Uplift (kn) Qb = Ultimate bearing capacity in End Bearing resistance (kn) Qf = Ultimate bearing capacity in stem friction (kn) Qc = Ultimate bearing capacity in cohesion (kn) Qw = Gross weight of pile (kn)

56 5 449RNalanda University FS = Factor of safety Quc = Qb + Qf + Qc Qut = Qw + Qf + Qc Qac = Quc/FS Qat = Qut/FS..4 End bearing resistance of pile Qb = Ap (q Nq +.5. γ. D. Nγ ) +ApNcCp Where, Ap = Cross sectional area of the pile toe (m) D = Stem diameter L = Distance of pile tip from top (metre) φ = Angle of shearing resistance γ = Bulk density (kn/m) q = Effective overburden pressure at pile toe (kn/m ) Nq = Bearing capacity factors Nc = Bearing Capacity factor Cp= cohesion at pile tip (kn/m ) End bearing resistance of the pile can be calculated as per table below

57 449RNalanda University 5 Bore No. D (m) L (m) Pile Length Ap φ γ Nq BH BH BH BH BH CP q Qb Ny..5 Frictional resistance along the stem of pile Ki. qi. tan δi. Asi Qf = Where, = Sum of frictional resistance of all layers considered Ki = Coefficient of earth pressure qi = Effective overburden pressure in KN/m at mid depth of ith layer δi th = Angle of wall friction between pile and soil of i layer (Taken equal to φ) Asi = Surface area of pile stem in ith layer The frictional resistance of pile stem can be calculated as per the table below

58 449RNalanda University 54 Bore Hole No. BH BH BH Layer (m) Mean Depth (m) Length Cumulative length γ γ qi Asi φ δi Ki Qi Qi BH4

59 449RNalanda University 55 Bore Hole No. Layer (m) BH5 Mean Depth (m) Length Cumulative length γ γ qi Asi φ δi Ki Qi Qi Cohesion along the stem of pile Qc = ci. Asi. α Where, = Sum of frictional resistance of all layers considered ci = Average cohesion in ith layer Asi = Surface area of pile stem in ith layer

60 449RNalanda University 56 α = Reduction factor =.5 The resistance due to cohesion along the pile stem can be calculated as per the table below: Bore hole No. BH BH BH Layer (m) Mean Depth Length (m) Cumulative length ci Asi α qci Qi

61 449RNalanda University 5 Bore hole No. BH4 BH5 Layer (m) Mean Depth Length (m) Cumulative length ci Asi α qci Qi Self weight of pile Self weight of pile (Depth 5. metre) (Qw) = ( /4) x (.45) x 5. x (5) = 5.8 kn

62 449RNalanda University 58. Lateral Load Capacity of Piles: Factor T = 5 (EI/k) Where, E= Modulus of elasticity of RCC in piles (kg/cm ) I = Moment of inertia of pile section = ( /64). D4 (cm4) D = Diameter of pile (cm) k = Coefficient based on soil properties (from Table as IS 9 (part, section ) = Total embedded length of pile = L (cm) Cantilever length of pile = L =. cm For a Pile with fixed head, Permissible deflection (y) = QLf/EI = 5 mm = cm Or, Ultimate lateral load capacity of pile (Q) = 6EI/ Lf (kg) The values of lateral load capacities of piles have been computed as per the table below: D L (cm) (mm) E I T L L/T Lf/T Lf Q (kg) Values of lateral load capacities of piles of other length will remain same for the corresponding diameter.

63 449RNalanda University 59 APPENDIX E COMPUTATIONS OF LIQUIFACTION POTENTIAL Bore Hole No. : BH Reference: "SemiEmperical Procedures for Evaluating Liquefaction Potential During Earthquakes" by I.M. Idriss and R.W. Boulanger (4), Proceedings, th Int'l Conf. On Soil Dynamics & Earthquake Engg Maximum Shear Stress at depth "h" during earthquake τmax = γh g amax where γh γ = bulk density of soil h = depth g = acceleration due to gravity amax = peak ground acceleration = Total Overburden presure Since soil column acts as a deformable body, actual shear stress at depth h, (τmax)act is taken as (τmax)act = γh rd g rd amax = stress reduction factor, to be computed using the following correlation : Ln (rd) = α(z) + β(z) M For z <= 4 m, α(z) =..6 sin [(z/.) +5.] β(z) =.6+.8 sin [(z/.8) + 5.4] rd =. e.m For z > 4 m, Average equivalent uniform shear stress, τav = Cycic Stress Ratio = γh.65 rd τav = Cyclic Stress Ratio, CSR g amax τav = σv'. Depth, m Soil Classification From To.. Silts m Density T/m = SoilType* C,G or H Depth of Water Table C.9 * For "Soil Type", Enter : C (Cohesive soil), G (Granular soil) or H (Hard soils/dense Sands/Rock) or F(Heterogeneous Fill) Surcharge Load at Ground Level : Nil

64 449RNalanda University 6 Design Earthquake Magnitude, M =. on Richter scale Peak ground acceleration, amax =.8 Magnitude Scaling Factor, MSF = 6.9 em/4.58 Cyclic Stress Ratio at M =.5 = g =.4 rd γh amax MSF g σv' CSR / MSF = (N)6 = CN N6 where: N6 = SPT value for 6% hammer efficiency (N)6 is normalized N6 to equivalent overburden pressure of atmosphere CN = correction factor for normalizing N6 = (Pa/σ'v)α Pa = atmospheric pressure, taken as. T/m σ'v = effective overburden pressure.5 α = (N)6 Solving for CN requires iteration because (N)6 depends on CN and CN depends on (N)6 The SPT penetration resistance has to be adjusted to an Equivalent Clean Sand value to account for the soil gradation and fines content (N)6CS = (N)6 + (N)6 where: (N)6 = exp { /FC (5./FC) } FC = Fines Content Cσ = (N)6CS.5 Kσ = Cσ Ln (σv' / Pa) <= Cyclic Resistance Ratio CRR = exp (N)6CS { + 4.) + (N)6CS ( Peak ground acceleration, amax =..8 ) ( 6 )4 5.4 Design Earthquake Magnitude, M = (N)6CS (.8 } (N)6CS.6 ) Kσ on Richter scale g

65 449RNalanda University Depth m Corrected N Value, N6 Fines Content (FC), % Total Overburden Pressure, σ tot, T/m Effective Overburden Pressure, σ v', T/m CN (N)6 (N)6 CS (N)6 CS α CN Values computed by iterative process Design Earthquake Magnitude, M = rd at M =.5 Factor of Safety against Liquefaction g Soil Type Cyclic Stress Ratio,.8 Cyclic Stress Ratio = on Richter scale Depth m Peak ground acceleration, amax..95 C NA Cohesive Soil.45 C NA Cohesive Soil 4.95 C NA Cohesive Soil 6.45 C NA Cohesive Soil.95 C NA Cohesive Soil 9.45 C NA Cohesive Soil Remarks

66 449RNalanda University 6.95 C NA Cohesive Soil.45 C.89.. NA Cohesive Soil.95 C NA Cohesive Soil 5.45 C NA Cohesive Soil 6.95 C NA Cohesive Soil 8.45 C NA Cohesive Soil 9.95 C NA Cohesive Soil In Granular soils / sands, If Factor of Safety <, Liquefiable In Granular soils / sands, If Factor of Safety >=., No Liquefaction End of report