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Soil Investigation Report For Construction of District Court Building Near IDA Sch. No. 140, Pipliyahana Talab, Indore (M.P.) Submitted to Divisional Project Engineer MP Public Work Department.

11 Soil Investigation Report For Construction of District Court Building Near IDA Sch. No. 140, Pipliyahana Talab, Indore (M.P.) Submitted to Divisional Project Engineer MP Public Work Department. Project Implementation Unit - Indore Submitted By Apron Test Labs & Consultants Pvt. Ltd , GirnarTower, 2/5 New Palasia Indore (M.P.) Ph no Mob. No ,

12 ACKNOWLEDGEMENT Apron Test Labs & Consultants Pvt. Ltd. is grateful to Er. Anand Rane Divisional Project Engineer MPPWD PIU Indore for reposing confidence and Soil Investigation for Proposed District Court Building near IDA award work of Sch. No. 140 Pipliyahana Talab Indore (M.P.). We also extend our thanks to M/s. Rupal Sanghvi Associate their team for timely cooperation valuable support during investigations.. Hitesh S. Jaiswal (Sr. Manager) Page 1 of 37

13 Chapter 1 INTRODUCTION MP PWD has proposed the construction of District Court Building Near IDA Sch. No. 140 Pipliyahana Talab Indore, assigned the company ATLCPL to conduct the soil investigation work. The report presents the complied data of test results of geotechnical investigation. The observed data of field investigations and laboratory tests are presented and used to access the nature of subsoil strata and to evaluate the soil parameters required for the detailed design of proposed District Court Building. M/s Apron Test Labs & Consultants Pvt. Ltd. (ATLCPL), Indore under took aforesaid Geotechnical Investigation Job. M/s ATLCPL s Geotechnical Engineers conducted the test at the proposed site and has collected the primary information about proposed site. Page 2 of 37

14 Chapter 2 SITE TOPOGRAPHY The site is located in near IDA Sch. No. 140 Pipliyahana Talab Indore. The investigations are required for construction of District Court Building. The site is Near IDA Sch. No. 140 Pipliyahana Talab Indore district of Madhya Pradesh. Indore is the most important business center of central India and is known as the business capital of Madhya Pradesh. The city of Indore covers an area of 214 square kilometers and is It is situated at Lat, north and long The site is perched at an average height of 565 meters above the sea level.the site lies in seismic zone III. The maximum Temperature during summer season reaches 44 C and the minimum temperature during winter falls to 8º C. The humidity ranges between 90% to 20%. Page 3 of 37

15 AIMS OF INVESTIGATION The subject of Safe bearing capacity of soils is of great importance to Engineers who have to design foundations for buildings and structures which are heavy, large and tall. Such structures are required to be put to meet the varying requirements which have come about in the work of substantial. More important the structure is greater need to give attention to design and construction of its foundation. The design and construction of foundation of heavy structure is not an easy task. It calls for ability and experience. The most important factor which influences design of foundations is the load bearing capacity of soils met with. Therefore, in arriving at the safe load bearing capacity of soils, the properties and characteristics of the soil at site is required to be determined. It has many times been experienced that not only the design of foundation is difficult task, the pre- requisite for which are the proper site investigation, field test and laboratory testing, but the actual construction of foundation also poses difficult Problems. It is, therefore necessary to conduct the detail investigations at site are essential before a design can be finalized. The object of subsurface and related site investigations is to provide the engineer / Architect with as much information as possible about the existing conditions, for example, the exposed overburden, the course of a stream nearby, a rock outcrop or a hillock, vegetation and other geological features of the area. It is equally important to know the sub soil conditions below a proposed structure. Page 4 of 37

16 The methods of sub surface investigation enable vertical sections of the strata to be drawn and samples to be tested, on the site or in a laboratory for determining Shear strength parameters, bearing capacity of the soils, water table, type, classification and other geophysical information in the field. This information together With the normal topographical survey provides the Engineer with complete details of the site and enables him to know the complexity of natural deposits. No one method of exploration is best for all situations. Site reconnaissance would help in deriving program of field investigations that is to assess the need for preliminary or detailed investigations. Page 5 of 37

17 Chapter 3 SCOPE OF WORK The present scope of work is related to Geotechnical Investigation and the M/s. Rupal Sanghvi Associates. placed order to M/S ATLCPL Indore, to carryout Investigation within very short span of time, conducting of SPT at every 1.50 mtr. Interval in Soil and collection of disturbed & undisturbed soil samples for laboratory tests. The laboratory test includes grain size analysis Liquid & plastic limits, classification, shear parameters one in each soil layer / borehole with recommendation and report submission. As Mentioned within the framework of this job contract, the field investigations comprised of the following:- a) Boring of Five borehole of 150mm diameter, up to the 15.0 mtr. b) Collection of representative disturbed soil samples. c) Carrying out Plate Load tests as per IS: 5249 (1992) in five location and subsequently preparation of deflection charts depth-wise for each location. The laboratory tests part of this job contract comprised of the following:- I) Grain Size Analysis ii) Atterburg s Limits iii) Dry Density iv) Specific gravity v) Directs Shear Test. vi) Core Recovery vii) RQD viii) Crushing Strength Page 6 of 37

18 FACTOR OF SAFETY For safety against bearing capacity failure a factor of safety of 3 is recommended under the probable maximum loads. For structures of minor importance and in sub soils of uniform character whose properties are very well known a smaller factor of safety may be used. A factor of safety of three is comparable with the value commonly used for the design of super structure. Effect of water table: The water table has a marked influence on the bearing capacity of Silty and Clay soil, if it rises above a level depth of which below the footing equals its width, the bearing capacity progressively reduces until it becomes about half when the level of water table reaches the level of the footing. Page 7 of 37

19 Chapter 4 FIELD & LABORATORY TESTS Five bore were selected by Engineer Incharge of M/s. Rupal Sanghvi Associates. In the Five bore holes 150mm diameter borehole conducted up to the 15.0 mtr. depth The rock drilling and rock core correction was done in accordance with IS: 6926 (1996) Diamond Core Drilling Site Investigation for River Valley Project-Code of Practice, and IS: 4464 (1985) Code of Practice for Presentation of drilling Information and Core Description and Foundation Investigation. From the bore holes, disturbed and undisturbed samples were collected for lab test. On the sample collected, grain size analysis, Atterbergs limits, specific gravity and shear strength test were conducted. The result of soil and rock test given in Table 1 & 5. The Plate load test equipment was assembling in accordance with the details given in IS: 1888 :( 1982) Method of load test on soil. The plate load test is a field test to determine the ultimate bearing capacity of the soil, and the probable settlement under a given load. The test essentially consists of applying gradual load on a rigid plate at the foundation level for a certain period of time so that the compression of soil indicated by settlement which is recorded with the help of two dial gauges becomes constant corresponding to each load increment. Page 8 of 37

20 Plate load test conducted on Five different locations. The test was conducted in accordance with the IS: 5249 (1992)-Method of test for determination of dynamic properties of soil. The equipment for the test was assembled in accordance with the details given in IS: 1888: (1982) Method of load test on soil. The load was applied at an interval of 2T up to 56 ton. The settlement was recorded by the help of magnetic based dial gauges mounted diagonally Opposite On a steel plate of 0.45m X 0.45 m Size. After plotting the load settlement curves the ultimate bearing capacity is found by intersection of double tangents. The result of plate load test is given in Fig. 3A to 3E. Page 9 of 37

21 DISCUSSION &INTERPRATION OF LAB TESTS Chapter 5 Geotechnical investigation was done at the site of District Court Building near IDA Sch. No. 140 Pipliyahana Talab. The location of Bore Hole was decided by the party. From Bore Holes disturbed & undisturbed samples were collected the soil profile from Bore Holes is shown from Fig 1 to 5. Samples collected from Bore were used for Grain Size Analysis test, Atterbergs limits, Specific Gravity, density & moisture content was conducted in the laboratory. Direct shear test was also conducted. SOIL & ROCK PROFILE BH 1 The soil profile and details of bore logging are shown in Fig.1A from the existing ground level to a depth 1.20 m Soil with Kankar was seen. From 1.20 to 4.00 from. Moorum and 4.00 to 15.0 mtr. Weathered rock was encountered. The soil properties and test results shown on table no. 1A & 1B. BH 2 The soil profile and details of bore logging are shown in Fig.1B from the existing ground level to a depth 1.00 m Soil with Kankar was seen. From 1.00 to 3.00 mtr. Moorum, 3.00 to 15.0 mtr. Weathered rock was encountered. The soil properties and test results shown on table no. 2A & 2B. BH 3 The soil profile and details of bore logging are shown in Fig.1C from the existing ground level to a depth 1.00 m Soil with Kankar was seen. From 1.00 to 5.00 mtr. Moorum and 5.0 to 15.0 mtr. Weathered rock was encountered. The soil properties and test results shown on table no. 3A & 3B. Page 10 of 37

22 BH 4 The soil profile and details of bore logging are shown in Fig.1D from the existing ground level to a depth 1.50 m Soil with Kankar was seen. From 1.50 to 6.00 mtr. Moorum, 6.00 to 15.0 mtr weathered rock was encountered. The soil properties and test results shown on table no. 5A & 5B. BH 5 The soil profile and details of bore logging are shown in Fig.1E from the existing ground level to a depth 1.20 m Soil with Kankar was seen. From 1.20 to 7.50 mtr. Moorum, 7.50 to 15.0 mtr weathered rock was encountered. The soil properties and test results shown on table no. 5A & 5B.. Page 11 of 37

23 Chapter 6 COMPUTATIONS OF SAFE BEARING CAPACITY (I) BASED ON SHEAR CONSIDERATION Box shear test in undrained condition was performed to get shear parameters. The Safe Bearing Capacity is calculated as per IS: (determination of bearing capacity of shallow foundations). For local shear failure the ultimate bearing capacity is given as follows: In case of General shear failure q d = C NcS c d c i c +q (Nq-1) S q d q i q + ½ B γ Nγdγiγ W In case of local shear failure q d = 2/3 C N cs c d c i c +q (N q-1) S q d q i q + ½ B γ N γdγiγ W Where q d = Ultimate bearing capacity C = Cohesion (Non cohesive material C = 0) φ = Angle of internal friction φ = tan -1 (0.67 tan (Ø)) for local shear failure γ N c,n q,n γ = Average density of over burden = Bearing Capacity factors for General Shear Failure N c,n q,n γ = Bearing Capacity factors for Local Shear Failure S c,s q,s γ d c,d q,d γ i c,i q,i γ = Shape factors =depth factors =inclination factors ( 1 in the case of vertical loads) Page 12 of 37

24 q W = Effective surcharge at depth of X Mt below ground level. = Water Table correction factor is ½ (When WT is at base of footing) B = Width of footing in Mts. F.S = Factor of safety considered as 3 For BH-1 at 3.00 m depth c = Kg/cm 2, φ = 27.00, γ = gm/cc since φ< 28 Local shear failure shall be considered. Substituting the values of all other parameters, SBC is calculated as T/m 2. Similarly for other cases also SBC may be evaluated in the same fashion. Page 13 of 37

Chapter 7 CONCLUSION & RECOMMENDATION The safe bearing capacity depends many factors like type of soil, the way of stratification, presence of water table, load coming on the foundation, type of

25 Chapter 7 CONCLUSION & RECOMMENDATION The safe bearing capacity depends many factors like type of soil, the way of stratification, presence of water table, load coming on the foundation, type of foundation, permissible settlements etc. The profile of the soil along index properties and shear parameters is shown in the Table- 1A to Table 5B. The following safe bearing capacity of respective depth open foundation in the form of isolated footing as recommended in table given below :- Location Safe Bearing Capacity in Ton/m Mtr Mtr Mtr. Location Location Location Location Location The effect of earth quake forces must be considered for very tall structures. Technical Director Apron Test Labs & Consultants Pvt. Ltd Page 14 of 37

26 REFERENCE CODES & STANDARDS Unless specifically mentioned otherwise, the following latest revision of the applicable codes and standards of Bureau of Indian Standards shall be followed. Sr. No. CODE NO TITLE OF CODE 1. IS 1888:1982 Method of load tests on soils 2. IS 1892:1979 Code practice for subsurface investigations for foundations 3. IS2132:1986 Code practice for thin walled tube sampling of soils 4. IS2720: PART 1 to PART31 & Methods of test of soils IS2720 PART 33 to PART IS 3043:1987 Code practice of earthling 6. IS 4464:1985 Code practice for presentation of drilling information and core description in foundation investigation 7. IS 5249:1992 Method of test for determination of dynamic properties of soil 8. IS 6935:1973 Method of determination of water level in bore hole 9. IS6403:1981 Code of practice for determination of bearing capacity of shallow foundations 10. IS8009:1981 part I Code of practice for calculation of settlement of foundation part - 1Shallow foundations 11. IS8009:1981 part II Code of practice for calculation of settlement of foundation part-ii-deep foundations 12. IS:2720 (part IV)-1985 Grain Size Analysis Page 15 of 37

27 Sr. No. CODE NO TITLE OF CODE 13. IS8009:1981 part I Code of practice for calculation of settlement of foundation part - 1Shallow foundations 14. IS8009:1981 part II Code of practice for calculation of settlement of foundation part-ii-deep foundations 15. IS:2720 (part IV)-1985 Grain Size Analysis Reaffirmed IS2720 (part V)-1985 Consistency limits Reaffirmed IS 2720 (part III/Sec 2)- Specific gravity 1980 Reaffirmed IS 2720 (part II)-1973 Natural moisture content Reaffirmed IS 2720 (part-xiii)-1986 Direct shear test 20. IS 1498 (1970) IS soil classification Page 16 of 37

28 Fig. 1-A Showing the Soil/Rock Profile in BH 01 Page 17 of 37

29 Fig. 1-B Showing the Soil/Rock Profile in BH 02 Page 18 of 37

30 Fig. 1-C Showing the Soil/Rock Profile in BH 03 Page 19 of 37

31 Fig. 1-D Showing the Soil/Rock Profile in BH 04 Page 20 of 37

32 Fig. 1-E Showing the Soil/Rock Profile in BH 05 Page 21 of 37

33 Fig. 2 :- Showing the Location of Bore Holes Page 22 of 37

34 . Table 1 A :- Properties of Soil Sample Collected From Bore Holes 1 S. No. Bore Hole no. : -BH - 1 Location: - Pipliyahana Talab Project: Construction of District Court Building Bore Location: See Fig. 1 Soil classification systems: Indian Standards Weather Condition: Summer Depth (Mtr.) Sample ID /Depth Mtr. Strata (Soil/Rock) Gravel % Grain Size Analysis Sand % Silt % Clay % Atterburg s Limits LL % Density NMC PL % Gm/cc % Specific Gravity Shear Perameters Safe Bearing Capacity C kg/cm 2 Φ T/M S-4 / 1.20 Soil with Kankar S-4 / 3.00 Moorum S-4 / 4.00 Moorum S-4 / 6.00 Wheared Rock S-4 / 7.50 Wheared Rock S-4 / 9.00 Wheared Rock S-4 / Wheared Rock S-4 / Wheared Rock S-4 / Wheared Rock S-4 / Wheared Rock S-4 / Wheared Rock S-4 / Wheared Rock Page 23 of 37

35 TableA 1B :- Properties of Rock Sample Collected From Bore Holes 01 S. No. Depth (Mtr.) Density Core Recovery Rock Quality Designation Crushing Strength Permissible Bearing Pressure Specific Strata (Soil/Rock) Gravity From To Gm/cc % % Kg/cm 2 T/M Soil with Kankar Moorum Moorum Wheared Rock Wheared Rock Wheared Rock Wheared Rock Wheared Rock Wheared Rock Wheared Rock Wheared Rock Wheared Rock Page 24 of 37

36 S. No. Table 2 A :- Properties of Soil Sample Collected From Bore Holes 2 Bore Hole no. : -BH - 2 Location: - Pipliyahana Talab Project: Construction of District Court Building Bore Location: See Fig. 2 Soil classification systems: Indian Standards Weather Condition: Summer Depth (Mtr.) Sample ID /Depth Mtr. Strata (Soil/Rock) Gravel % Grain Size Analysis Sand % Silt % Clay % Atterburg s Limits LL % Density NMC PL % Gm/cc % Specific Gravity Shear Perameters Safe Bearing Capacity C kg/cm 2 Φ T/M S-5 / 1.00 Soil with Kankar S-5 / 2.00 Moorum S-5 / 3.00 Moorum S-5 / 4.00 Wheared Rock S-5 / 5.00 Wheared Rock S-5 / 6.00 Wheared Rock S-5 / 7.00 Wheared Rock S-5 / 8.00 Wheared Rock S-5 / 9.00 Wheared Rock S-5 / Wheared Rock S-5 / Wheared Rock S-5 / Wheared Rock S-5 / Wheared Rock S-5 / Wheared Rock S-5 / Wheared Rock Page 25 of 37

37 TableA 2B :- Properties of Rock Sample Collected From Bore Holes 02 S. No. Depth (Mtr.) Density Core Recovery Rock Quality Designation Crushing Strength Permissible Bearing Pressure Specific Strata (Soil/Rock) Gravity From To Gm/cc % % Kg/cm 2 T/M Soil with Kankar Moorum Moorum Wheared Rock Wheared Rock Wheared Rock Wheared Rock Wheared Rock Wheared Rock Wheared Rock Wheared Rock Wheared Rock Wheared Rock Wheared Rock Wheared Rock Page 26 of 37

38 S. No. Table 3 A :- Properties of Soil Sample Collected From Bore Holes 3 Bore Hole no. : -BH - 3 Location: - Pipliyahana Talab Project: Construction of District Court Building Bore Location: See Fig. 3 Soil classification systems: Indian Standards Weather Condition: Summer Depth (Mtr.) Sample ID /Depth Mtr. Strata (Soil/Rock) Gravel % Grain Size Analysis Sand % Silt % Clay % Atterburg s Limits LL % Density NMC PL % Gm/cc % Specific Gravity Shear Perameters Safe Bearing Capacity C kg/cm 2 Φ T/M S-2 / 1.00 Soil with Kankar S-2 / 3.00 Moorum S-2 / 4.00 Moorum S-2 / 5.00 Moorum S-2 / 6.00 Wheared Rock S-2 / 7.00 Wheared Rock S-2 / 8.00 Wheared Rock S-2 / 9.00 Wheared Rock S-2 / Wheared Rock S-2 / Wheared Rock S-2 / Wheared Rock S-2 / Wheared Rock S-2 / Wheared Rock S-2 / Wheared Rock Page 27 of 37

39 TableA 3B :- Properties of Rock Sample Collected From Bore Holes 03 S. No. Depth (Mtr.) Density Core Recovery Rock Quality Designation Crushing Strength Permissible Bearing Pressure Specific Strata (Soil/Rock) Gravity From To Gm/cc % % Kg/cm 2 T/M Soil with Kankar Moorum Moorum Moorum Wheared Rock Wheared Rock Wheared Rock Wheared Rock Wheared Rock Wheared Rock Wheared Rock Wheared Rock Wheared Rock Wheared Rock Page 28 of 37

40 S. No. Table 4 A :- Properties of Soil Sample Collected From Bore Holes 4 Bore Hole no. : -BH - 4 Location: - Pipliyahana Talab Project: Construction of District Court Building Bore Location: See Fig. 4 Soil classification systems: Indian Standards Weather Condition: Summer Depth (Mtr.) Sample ID /Depth Mtr. Strata (Soil/Rock) Gravel % Grain Size Analysis Sand % Silt % Clay % Atterburg s Limits LL % PL % Density NMC Gm/cc % Specific Gravity Shear Perameters Safe Bearing Capacity C kg/cm 2 Φ T/M S-1 / 1.50 Soil with Kankar S-1 / 3.00 Moorum S-1 / 4.50 Moorum S-1 / 6.00 Moorum S-1 / 7.00 Weathered Rock S-1 / 8.00 Weathered Rock S-1 / 9.00 Weathered Rock S-1 / Weathered Rock S-1 / Weathered Rock S-1 / Weathered Rock S-1 / Weathered Rock S-1 / Weathered Rock S-1 / Weathered Rock Page 29 of 37

41 TableA 4B :- Properties of Rock Sample Collected From Bore Holes 04 S. No. Depth (Mtr.) Density Core Recovery Rock Quality Designation Crushing Strength Permissible Bearing Pressure Specific Strata (Soil/Rock) Gravity From To Gm/cc % % Kg/cm 2 T/M Soil with Kankar Moorum Moorum Weathered Rock Weathered Rock Weathered Rock Weathered Rock Weathered Rock Weathered Rock Weathered Rock Weathered Rock Weathered Rock Page 30 of 37

42 Table 5 A :- Properties of Soil Sample Collected From Bore Holes 5 Bore Hole no. : -BH - 5 Location: - Pipliyahana Talab Project: Construction of District Court Building Bore Location: See Fig. 5 Soil classification systems: Indian Standards Weather Condition: Summer S. No. Depth (Mtr.) Sample ID /Depth Mtr. S-2 / Strata (Soil/Rock) Gravel % Grain Size Analysis Sand % Silt % Clay % Atterburg s Limits LL % Density NMC PL % Gm/cc % Specific Gravity Shear Perameters Safe Bearing Capacity C kg/cm 2 Φ T/M 2 Soil with Kankar S-2 / 3.00 Moorum S-2 / 4.50 Moorum S-2 / 6.00 Moorum S-2 / 7.50 Moorum S-2 / 9.00 Wheared Rock S-2 / Wheared Rock S-2 / Wheared Rock S-2 / Wheared Rock S-2 / Wheared Rock S-2 / Wheared Rock S-2 / Wheared Rock Page 31 of 37

43 TableA 5B :- Properties of Rock Sample Collected From Bore Holes 05 S. No. Depth (Mtr.) Density Core Recovery Rock Quality Designation Crushing Strength Permissible Bearing Pressure Specific Strata (Soil/Rock) Gravity From To Gm/cc % % Kg/cm 2 T/M Soil with Kankar Moorum Moorum Moorum Moorum Wheared Rock Wheared Rock Wheared Rock Wheared Rock Wheared Rock Wheared Rock Wheared Rock Page 32 of 37

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GEOTECHNICAL INVESTIGATION REPORT

GEOTECHNICAL INVESTIGATION REPORT SOIL INVESTIGATION REPORT FOR STATIC TEST FACILITY FOR PROPELLANTS AT BDL, IBRAHIMPATNAM. Graphics Designers, M/s Architecture & Engineering 859, Banjara Avenue, Consultancy