G E O T E C H N I C A L I N V E S T I G A T I O N R E P O R T

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1 G E O T E C H N I C A L I N V E S T I G A T I O N R E P O R T Project name : P 0060 Proposed construction of High speed Shaft at Balaghat mine, dist. Balaghat. Report No. : PTMA/MOIL/0060/12-13 Dt. 30/10/2012 Client : Prepared by : Manganese Ore India Ltd. (MOIL), MOIL LTD., MOIL Bhavan, No.A 1, Katol Road, Nagpur P.T. Mase & Associates, Nagpur. Ref. Work Order /date : CIVIL/HO/12-13/BGT/118 Dated: 09/10/2012 Material Category : SOIL TESTING Sampled by : P. T. MASE & ASSOCIATES Sample condition : Sealed Type of test performed : As Given in report Date of Start of Work /test : 01/10/2012 Onwards Testing Method : As per BIS P.T.MASE & ASSOCIATES (P.E.) (AN ISO 9001:2008 COMPANY) Chartered Civil & Structural Engineers Structural Audit & Condition Assessment Division 240 B 1, BAJAJ NAGAR, NAGPUR (INDIA) TEL.NOS: , , FAX NO: , MOBILE dpmase@rediffmail.com, dilipmase@rediffmail.com

2 1. INTRODUCTION: Manganese Ore India Ltd. (MOIL), Balaghat has proposed to construct the High speed Shaft at Balaghat mine. M/s. P. T. MASE & ASSOCIATES, Nagpur was awarded with the job of geotechnical Investigations to generate the required geotechnical parameters for design of suitable foundations. M/s. P. T. MASE & ASSOCIATES, Nagpur has completed the work of soil investigation at 7 borehole & trial pit locations. Location and depth of investigation were decided by the client. Standard penetration tests (SPT) were conducted in these boreholes. Disturbed & undisturbed soil/ rock samples were collected from these boreholes & trial pit for laboratory testing. UU-triaxial/ direct shear test along with other soil/ rock tests were carried out in laboratory to ascertain the safe pressure on the encountered strata. The Allowable Bearing Capacity is presented in clause - 6 of this report (Discussions & Recommendations). All the tests were conducted as per B.I.S. codes. 2. STRATIFICATION: The general stratification is reported below after completing the boring work at 7 nos. of borehole locations up to maximum 27.00m depth from GL and as per samples recovered & tested in the laboratory. Borehole no 1: At the top filling/ dump material was encountered up to 6.00m depth from GL, followed by 5.00m thick layer of yellow clayey sandy soil up to 11.00m depth from GL. The shear parameters obtained in this layer from UU-triaxial direct shear test are ranges from C = 25 kn/m 2 to 38 kn/m 2 and φ = to Below this layer alternate layer of highly weathered & weathered Mica Schist was encountered up to 27.00m depth from GL (Depth of borehole & investigation). SPT values noted from 11.00m to 21.00m depth were ranges from N = 41 to N 50 (refusal). At this borehole location 10 % to 18% core recovery and 10% to 11% RQD (Rock quality designation) was obtained. Water table was encountered at 7.00m depth from GL. Borehole no 2: At this borehole location filling/ dump material was encountered at the top up to 4.50m depth from GL, followed by 6.00m thick layer of yellow clayey sandy soil up to 10.50m depth from GL. The shear parameters obtained in this layer from UU-triaxial direct shear test are ranges from C = 34 kn/m 2 to 35 kn/m 2 and φ = to Below this layer alternate layer of highly weathered & weathered Mica Schist was encountered up to 25.50m depth from GL (Depth of borehole & investigation). SPT values noted from 10.50m to 18.00m depth were ranges from N = 51 to N 50 (refusal). At this borehole location 12 % to 19% core recovery and 10% to 11% RQD (Rock quality designation) was obtained. Water table was encountered at 4.50m depth from GL. P. T. MASE & ASSOCIATES, Nagpur Page 1

3 Borehole no 3: At this borehole location filling/ dump material was encountered at the top up to 4.50m depth from GL, followed by 5.00m thick layer of yellow clayey sandy soil up to 9.50m depth from GL. The shear parameters obtained in this layer from UU-triaxial direct shear test are ranges from C = 28 kn/m 2 to 39 kn/m 2 and φ = to Below this layer alternate layer of highly weathered & weathered Mica Schist was encountered up to 25.50m depth from GL (Depth of borehole & investigation). SPT values noted from 10.50m to 22.50m depth were ranges from N = 55 to N 50 (refusal). At this borehole location 12 % to 21% core recovery and 10% RQD (Rock quality designation) was obtained. Water table was encountered at 4.50m depth from GL. Borehole no 4: At the top filling/ dump material was encountered up to 6.00m depth from GL, followed by 7.50m thick layer of reddish yellowish clayey sandy soil up to 13.50m depth from GL. The shear parameters obtained in this layer from UU-triaxial direct shear test are ranges from C = 27 kn/m 2 to 36 kn/m 2 and φ = 5 0 to Below this layer alternate layer of highly weathered & weathered Mica Schist was encountered up to 25.00m depth from GL (Depth of borehole & investigation). SPT values noted from 13.50m to 18.00m depth were ranges from N = 43 to N 50 (refusal). At this borehole location 12 % to 20% core recovery and 11% to 13% RQD (Rock quality designation) was obtained. Water table was encountered at 7.00m depth from GL. Borehole no 5: At the top filling/ dump material was encountered up to 6.00m depth from GL, followed by 6.00m thick layer of yellowish clayey sandy soil up to 12.00m depth from GL. The shear parameters obtained in this layer from UU-triaxial/ direct shear test are ranges from C = 30 kn/m 2 to 36 kn/m 2 and φ = 8 0 to Below this layer alternate layer of highly weathered & weathered Mica Schist was encountered up to 25.50m depth from GL (Depth of borehole & investigation). SPT values noted from 12.00m to 24.00m depth were N 50 (refusal). At this borehole location 14 % to 21% core recovery and 10% to 11% RQD (Rock quality designation) was obtained. Water table was encountered at 4.90m depth from GL. Borehole no 6: At the top filling/ dump material was encountered up to 6.00m depth from GL, followed by 6.50m thick layer of yellowish clayey sandy soil up to 12.50m depth from GL. The shear parameters obtained in this layer from UU-triaxial/ direct shear test are ranges from C = 28 kn/m 2 to 34 kn/m 2 and φ = to Below this layer alternate layer of highly weathered & weathered Mica Schist was encountered up to 25.50m depth from GL (Depth of borehole & investigation). SPT values noted from 12.50m to 24.00m depth were N 50 (refusal). At this borehole location 18 % to 20% core recovery and 11% to 12% RQD (Rock quality designation) was obtained. Water table was encountered at 5.30m depth from GL. P. T. MASE & ASSOCIATES, Nagpur Page 2

4 Borehole no 7: At the top filling/ dump material was encountered up to 4.50m depth from GL, followed by 6.50m thick layer of reddish yellow clayey sandy soil with mica traces up to 11.00m depth from GL. The shear parameters obtained in this layer from UU-triaxial/ direct shear test are ranges from C = 27 kn/m 2 to 34 kn/m 2 and φ = 7 0 to Below this layer alternate layer of highly weathered & weathered Mica Schist was encountered up to 25.50m depth from GL (Depth of borehole & investigation). SPT values noted from 10.50m to 24.00m depth were N = 37 to N 50 (refusal). At this borehole location 19 % to 23% core recovery and 11% to 13% RQD (Rock quality designation) was obtained. Water table was encountered at 4.50m depth from GL. The detailed borelogs are presented in Annexure I of this report. 3. INVESTIGATIONS: A ) Field tests 3.1 Drilling Work: Boring was carried out using rotary drilling method with double tube core barrel in weathered and soil strata. In rock strata drilling was advance by using NX size drilling bits. The work was in general accordance to IS: Standard Penetration Test: Standard penetration number N is the penetration resistance in terms of number of blows for 30 cm. penetration of split spoon sampler (test conducted as per IS: 2131: 1981). The results obtained in the field test and calculations are presented in Annexure: III Sheet no.5 & 6 of this report. 3.3 Collection & Preservation of Undisturbed & Disturbed soil samples from Boreholes: Undisturbed & Disturbed soil samples were collected from the boreholes for laboratory tests. These samples were transported in the laboratory with care and stored properly. After that further tests were carried out on the samples. Kindly note that representing soil samples & rock samples were preserved for 3 months only from the date of report, any query should be raised before that. 3.4 Ground Water Table: At present ground water table was encountered at m depth from GL, however seasonal variation in ground water table is expected. P. T. MASE & ASSOCIATES, Nagpur Page 3

5 3.5 Eletcrical Resistivity Test: During this test, Wenner Method Electrodes Configurations as per IS: at 5 Nos. were employed keeping the maximum separation between two electrodes. All 4 electrodes C1, P1, P2, C2 are placed at the surface of the ground along a straight lines symmetrically about a point O. Current (I) is sent into the ground through C1 and C2 and potential (V) is measured through P1 and P2. Resistivity is given by P = 2π ar Where P = Average Apparent Resistivity in Ohm. Mts. π = 3.14 a = Distance in meters between two consecutive electrodes and corresponds to a point at the centre of electrodes spreads, and R = Observed Resistance in Ohms. In the present test, a was kept at 1.00, 2.00 Mts., 3.00 Mts., 4.00 Mts., 5.00 Mts., 6.00 Mts., 8.00 Mts., Mts., Mts., Mts., Mts., Mts., Mts. In the present test, Resistivity Meter used is SSR- MP-1 (Signal Stacking Micro Processor Based Resistivity Meter), manufactured by IGIS Ltd, Hyderabad (A.P.), to measured Earth Resistivity. Ground condition: The test is conducted at dry sub soil condition at 32 0 C to 33 0 C. Summerised result of Apparent Resistivity (Ohm. Mts.) of Earth Resistivity Test (ERT ) for these locations are given in Annexure VII, sheet no. 1 to 5. B) Laboratory tests 3.6 Grainsize analysis: In laboratory, the soil samples collected were tested for soil classification, summary of grain size analysis (IS: 2720 Part 4) are presented in Annexure II sheet no.1 of this report. 3.7 Atterberg Limits: Liquid limit, Plastic limits & Plasticity index (IS: 2720 Part 5 & 6), Free swell Index (IS: 2720 Part 40 ) tests were conducted on the soil samples collected and are classified as per IS : 1498 (1978),summary of results are presented in the Annexure II sheet no.1 of this report. P. T. MASE & ASSOCIATES, Nagpur Page 4

6 3.8 Triaxial Shear Test: Unconsolidated Undrained (UU) Triaxial shear test (IS: 2720 Part 11: 1971) was conducted on undisturbed soil samples and C and Ø parameters were obtained. The bearing capacity has been worked out from these values and calculated as per IS 6403:1981. The results are presented in Annexure: III Sheet no Swelling pressure Test: Swelling pressure test (IS 2720 Part -41: 1977 ) were conducted on the undisturbed soil samples collected from boreholes and the results are presented in Annexure: II Sheet no. 1 of this report Consolidation test: Consolidation test were conducted in the laboratory on the undisturbed soil samples collected from boreholes and parameters obtained from the test are reported in Annexure-III sheet no: 3 to this report Unconfined Compression Test: Unconfined compression test were conducted on the natural ( undisturbed sample) soil samples and on remoulded ( disturbed sample) soil samples obtained from the UDS collected from the boreholes and test results are presented in Annexure-III sheet no: 4 of this report Tests on Rock samples: Unconfined compressive strength of rock material (IS 9143:1979) test along with bulk desnity, Porosity, point load index, slake durability, Specific Gravity and Water absorption tests on rocks samples obtained from different boreholes were conducted and the results are presented in Annexure: III Sheet no Slake Durability Index (second cycle) of Rock samples: The slake durability index (second cycle) of rock samples obtained from different boreholes were conducted as per IS: and the results are presented in Annexure: III Sheet no Porosity of rock: Porosity of rock (IS: ) tests conducted on rocks samples obtained from different boreholes and the results are presented in Annexure: III Sheet no.8. P. T. MASE & ASSOCIATES, Nagpur Page 5

7 3.15 Heavy compaction and CBR TEST: Heavy compaction test (IS 2720 Part ) were conducted in the laboratory on the disturbed soil samples collected from 7 no. of trial pit locations and Optimum moisture content (OMC) and maximum dry density (γ d max ) was obtained. By using these parameters laboratory CBR test (IS 2720 Part ) was conducted and CBR values are reported in Annexure: V Sheet no.1 to Chemical analysis of soil & water: Chemical analysis of Soil (IS 2720 Part 26 & 27) & Water (IS: ) were carried out in the laboratory and reported in Annexure: VI of this report. 4. CRITERIA ADOPTED FOR COMPUTATION OF SBC: 4.1 Computation of SBC by shear strength parameters (Triaxial/ direct shear): The ultimate net bearing capacity of soils with cohesion and angle of shearing resistance (C& Ø) as per IS: 6403: 1981 clause are given in Annexure: III Sheet No.2 q d = C Nc Scdcic +q (Nq 1) Sq dq iq B. γ Νγ Sγ dγ iγ W` (General shear failure ) q`d = 2/3 C N c Scdcic +q (N q 1) Sq dq iq B. γ Ν γ Ν Sγ dγ iγ W` ( Local Shear failure ) : φ ' = tan -1 (0.67 tan φ ) Corresponding values of N c ', N q ' & N γ ' are obtained from bearing capacity table1. (clause 5.1.1) 4.1.2: Shape factor (Sc = 1.30, Sq = 1.20, Sγ = 0.80) depth factor (dq=dγ = 1for φ <10 0 or dq=dγ = Dt/B Nφ 1for φ >10 0 ) & inclination factor is considered as : Width of foundation B = 6 m 4.1.4: Effect of Water table W' = : Safe Bearing capacity q s = q d / 3 (Assuming F.S = 3) 4.2 Check for Safe bearing pressure for clayey soil by Settlement criteria based on values obtained from consolidation test: Net S.B.C. check for settlement for permissible settlement as per IS: & calculated as per IS: 8009 (Part I) is presented in Annexure: III sheet no. 3 of this report. P. T. MASE & ASSOCIATES, Nagpur Page 6

8 4.3 Computation of SBC by N value The depth factor, shape factor and load inclination factors are mentioned below and assuming the water table correction factor as 0.5. The ultimate net bearing capacity is calculated as per IS: 6403 Clause and results are presented in Annexure: III sheet no.6, q d = q.(nq 1) Sq dq iq B. γ.νγ Sγ dγ iγ W Corresponding values of N q & N γ are obtained from bearing capacity table1. (Clause 5.1.1) 4.3.1: Shape factor ( sc = 1.30, sq = 1.20, sγ = 0.80 ) depth factor (dq=dγ = 1for φ <10 0 or dq=dγ = Dt/B Nφ 1for φ >10 0 ) & inclination factor is considered as : Width of foundation B = 6 m 4.3.3: Effect of Water table W' = : Safe Bearing capacity q s = q d / 3 (Assuming F.S = 3) 4.4 Safe bearing pressure for cohesionless soil by settlement criteria based on SPT N- Value: Net S.B.C. check for settlement for permissible settlement as per IS: & calculated as per IS: 8009 (Part I) is presented in Annexure: III sheet no.7 of this report. 4.5 Modulus of Subgrade Reaction (K-Value): As K-value test was not conducted, for raft foundation design K-value can be calculated from following general equation. K = 40 (SF) q a (Ref-Bowel) Where: K=Modulus of subgrade reaction in kn/m 3 q a = Allowable bearing capacity in kn/m 2 SF= Safety Factor Note: This formula gives a very conservative value of K. P. T. MASE & ASSOCIATES, Nagpur Page 7

9 6) DISCUSSION & RECOMMENDATIONS: 6.1) The general stratification of this site was comprise of filling/ dump material at the top followed by clayey sandy soil up to certain depth. This layer was underlying alternate layer of highly weathered and weathered yellowish Mica Schist up to the depth of investigation. 6.2) Seepage of water was observed up to 6.00m depth and this factor should be considered at design stage. 6.3) At all locations for allowable bearing capacity calculation and other for recommendations the depth was considered from original ground level excluding the depth of top dump material. 6.4) All the dump material should be removed before execution of work. In no case foundation should be rested on filling /dump material. 6.5) For major structure Raft foundation shall be provided at all test locations and rested at min. 7.5m depth from OGL. At this depth recommended allowable bearing capacity of T/m 2 and T/m 2 may be considered with 50mm & 25mm permissible settlement respectively. Below PCC a min.150mm thick well graded sand layer shall be provided. For light structure isolated foundation may be provided at all test locations and it shall be rested at 3.00m to 4.50m depth from OGL. At these depths recommended allowable bearing capacity of 9.00 T/m 2 and T/m 2 may be considered with 50mm permissible settlement respectively. At foundation level of same structure different stratification (Soft/hard) may encountered hence there are chances of differential settlement. So foundation shall be designed considering this aspect with lower permissible settlement. 6.6) At all locations, foundation level strata should be verified / confirmed before laying foundation. 6.7) Rock samples were partially soluble when immersed in water for 24hrs. 6.8) Well graded strong cohesionless granular material with good drainage properties & high compressive strength should be utilised for back filling and it should be compacted in layers to minimum 95% of maximum dry density. Back filling shall not be compacted with free water on the surface. 6.9) For design of flexible pavement CBR value of 6% at 1.74 g/cm 3 MDD with 14.40% OMC ( Heavy compaction) may be considered at 0.50m depth from OGL. 6.10) Result of chemical analysis of soil and water are presented Annexure VI of this report. P. T. MASE & ASSOCIATES, Nagpur Page 8

10 6.11) Average apparent resistivity in ohm. Mtr. at each test location obtained from Electrical Earth Resistivity test are as under. Average Apparent Resistivity Test No. Location (Ohm. Mts.) ERT - 01 BH-1 & BH ERT 02 BH ERT 03 BH ERT 04 BH ERT 05 BH ) Report is prepared on the basis of subsoil conditions revealed at the test location of boreholes and trial pits, laboratory tests performed on the encountered & recovered samples from the site. Any discrepancy if observed during construction shall be reported immediately to the concerned authorities & P. T. MASE & ASSOCIATESNagpur. for M/s. P. T. MASE & ASSOCIATES, Nagpur (Dr. Dilip P. Mase) B.E. (Civil), M.tech.(Struct),P.hd Chartered Engineer P. T. MASE & ASSOCIATES, Nagpur Page 9

11 ANNEXURE - I Sheet no.1 B O R E L O G CASIN C A S I N G > > 150 mm G BORE HOLE NO. :- CLIENT :- PREPARED BY :- PROJECT :- DEPTH (M) THICK NESS OF LAYER BH-1 DIRECTION OF BORING :- Vertical DATE OF START :- 02/10/2012 GROUND WATER :- 7.00m from GL VISUAL DESCRIPTION LOG OF STRATA Manganese Ore India Ltd. (MOIL), Balaghat P.T. Mase & Associates, Nagpur. Proposed construction of High speed Shaft at Balaghat mine, dist. Balaghat. FINAL DEPTH : m METHOD OF BORING. :- Rotary method FIELD TEST DATE OF COMPLETION :- 04/10/2012 Type of sample TEST SPT (N) Type - No Depth (m) CORE PIECES CORE DRILLING RECOVERY % R. Q. D. % WS Filling/ dump Material WS WS UDS UDS Yellowish Clayey sandy soil UDS UDS SPT-1 N = 41 DS SPT-2 N Highly weathered m Yellowish Mica Schist DS SPT-3 N Weathered Yellowish Mica Schist CP+SP to 7 15% 10% DS SPT-4 N DS SPT-5 N Highly weathered DS-6 Yellowish Mica Schist SPT-6 N DS SPT-7 N WS SP to 15 12% Weathered Yellowish Mica Schist CP+SP to 23 18% 11% SP to 31 10% L O G A B B R E V I A T I O N No. 6.00m 5.00m 1.50m 7.50m 4.50m Filling/ dump Material Yellowish Clayey sandy soil DS :- WS :- Disturbed Sample Wash Sample 7 no. 4 no.. Highly weathered Yellowish Mica Schist UDS :- Undisturbed Sample 4 no. Weathered Yellowish Mica Schist CP :- Core Pieces S.P. :- Small Pieces 1 to 31 SPT :- Standard 7 no. VST :- WT :- Vane Shear Test Water Table From GL Nil 7.00m from Gl. SCALE :- DATE :- DRN BY:- CHKD BY ;- 100 VER :- HOR :- REMARK Water Table From GL 7.00m NTS NTS 18/10/2012 TAHMEENA S. SURYAWANSHI P.T. Mase & Associates Nagpur REFERENCE NO. GS RC /0060/

12 ANNEXURE - I Sheet no.2 B O R E L O G CASIN C A S I N G > > 150 mm G BORE HOLE NO. :- CLIENT :- PREPARED BY :- PROJECT :- BH-2 DIRECTION OF BORING :- Vertical DATE OF START :- 06/10/2012 GROUND WATER :- 4.50m from GL DATE OF COMPLETION :- 08/10/2012 DEPTH (M) THICK NESS OF LAYER VISUAL DESCRIPTION LOG OF STRATA Manganese Ore India Ltd. (MOIL), Balaghat P.T. Mase & Associates, Nagpur. Proposed construction of High speed Shaft at Balaghat mine, dist. Balaghat. FINAL DEPTH : m METHOD OF BORING. :- Rotary method FIELD TEST Type of sample TEST SPT (N) Type - No Depth (m) CORE DRILLING RECOVERY % R. Q. D. % WS Filling/ dump Material 3.00 WS UDS UDS Yellowish Clayey sandy UDS soil UDS SPT-1 N = 51 DS DS SPT-2 N DS SPT-3 N Highly weathered m DS-4 Yellowish Mica Schist SPT-4 N DS SPT-5 N DS SPT-6 N Weathered Yellowish Mica Schist CP+SP to 8 18% 11% Highly weathered m WS-3 Yellowish Mica Schist SPT-7 N CP+SP to 17 19% 10% Weathered Yellowish Mica Schist SP to 23 12% SP to 29 13% m 6.00m 1.50m 4.50m CORE PIECES REMARK Water Table From GL 4.50m L O G A B B R E V I A T I O N No. SCALE :- VER :- NTS HOR :- NTS Filling/ dump Material Yellowish Clayey sandy soil DS :- WS :- Disturbed Sample Wash Sample 6 no. 3 no. DATE :- 18/10/2012. Highly weathered Yellowish Mica Schist UDS :- Undisturbed Sample 4 no. Weathered Yellowish Mica Schist CP :- Core Pieces 1 to 29 S.P. :- Small Pieces DRN BY:- TAHMEENA SPT :- Standard 7 no. VST :- WT :- Vane Shear Test Water Table From GL Nil 4.50m from Gl. CHKD BY ;- S. SURYAWANSHI P.T. Mase & Associates REFERENCE NO. GS RC /0060/ Nagpur 11

13 ANNEXURE - I Sheet no.3 B O R E L O G CASIN C A S I N G > > 150 mm G BORE HOLE NO. :- CLIENT :- PREPARED BY :- PROJECT :- BH-3 DIRECTION OF BORING :- Vertical DATE OF START :- 06/10/2012 GROUND WATER :- 4.50m from GL DATE OF COMPLETION :- 09/10/2012 DEPTH (M) THICK NESS OF LAYER VISUAL DESCRIPTION LOG OF STRATA Manganese Ore India Ltd. (MOIL), Balaghat P.T. Mase & Associates, Nagpur. Proposed construction of High speed Shaft at Balaghat mine, dist. Balaghat. FINAL DEPTH : m METHOD OF BORING. :- Rotary method FIELD TEST Type of sample TEST SPT (N) Type - No Depth (m) CORE DRILLING RECOVERY % R. Q. D. % WS Filling/ dump Material 3.00 WS UDS UDS Yellowish Clayey sandy soil UDS UDS SPT-1 N = 55 DS Highly weathered m Yellowish Mica Schist DS SPT-2 N SP to 6 16% Weathered Yellowish m Mica Schist SP to 12 14% SP to 19 12% DS SPT-3 N DS Highly weathered SPT-4 N Yellowish Mica Schist DS SPT-5 N WS SPT-6 N Weathered Yellowish CP+SP to 23 21% 10% Mica Schist CP+SP to 29 17% 10% m 5.00m 6.00m 3.00m CORE PIECES REMARK Water Table From GL 4.50m L O G A B B R E V I A T I O N No. SCALE :- VER :- NTS HOR :- NTS Filling/ dump Material Yellowish Clayey sandy soil DS :- WS :- Disturbed Sample Wash Sample 5 no. 3 no. DATE :- 18/10/2012. Highly weathered Yellowish Mica Schist UDS :- Undisturbed Sample 4 no. Weathered Yellowish Mica Schist CP :- Core Pieces 1 to 19 S.P. :- Small Pieces DRN BY:- TAHMEENA SPT :- Standard 6 no. VST :- WT :- Vane Shear Test Water Table From GL Nil 4.50m from GL CHKD BY ;- S. SURYAWANSHI P.T. Mase & Associates REFERENCE NO. GS RC /0060/ Nagpur 12

14 ANNEXURE - I Sheet no.4 B O R E L O G BORE HOLE NO. :- BH-4 CLIENT :- Manganese Ore India Ltd. (MOIL), Balaghat PREPARED BY :- P.T. Mase & Associates, Nagpur. PROJECT :- Proposed construction of High speed Shaft at Balaghat mine, dist. Balaghat. FINAL DEPTH : m METHOD OF BORING. :- Rotary method CASIN C A S I N G > > 150 mm G DIRECTION OF BORING :- Vertical DATE OF START :- 06/10/2012 GROUND WATER :- 7.00m from GL DATE OF COMPLETION :- 09/10/2012 DEPTH (M) THICK NESS OF LAYER VISUAL DESCRIPTION LOG OF STRATA FIELD TEST Type of sample TEST SPT (N) Type - No Depth (m) CORE DRILLING RECOVERY % R. Q. D. % WS Filling/ dump Material WS WS UDS UDS UDS Reddish Yellowish m Clayey sandy soil UDS UDS SPT-1 N = 43 DS DS SPT-2 N Highly weathered DS-3 Yellowish Mica Schist SPT-3 N DS SPT-4 N Weathered Yellowish CP+SP to 9 20% 13% Mica Schist CP+SP to 17 19% 11% Highly weathered DS-5 Yellowish Mica Schist SPT-5 N m 4.50m 3.00m 1.50m 2.50m Weathered Yellowish Mica Schist CORE PIECES CP+SP to 28 12% L O G A B B R E V I A T I O N No. SCALE :- Filling/ dump Material Reddish Yellowish Clayey sandy soil DS :- WS :- Disturbed Sample Wash Sample 5 no. 3 no. DATE :-. Highly weathered Yellowish Mica Schist UDS :- Undisturbed Sample 5 no. Weathered Yellowish Mica Schist CP :- Core Pieces 1 to 28 S.P. :- Small Pieces DRN BY:- SPT :- Standard 5 no. VST :- WT :- Vane Shear Test Water Table From GL Nil 7.00m from Gl. CHKD BY ;- VER :- HOR :- REMARK Water Table From GL 7.00m NTS NTS 18/10/2012 TAHMEENA S. SURYAWANSHI P.T. Mase & Associates REFERENCE NO. GS RC /0060/ Nagpur 13

15 ANNEXURE - I Sheet no.5 B O R E L O G BORE HOLE NO. :- BH-5 CLIENT :- Manganese Ore India Ltd. (MOIL), Balaghat PREPARED BY :- P.T. Mase & Associates, Nagpur. PROJECT :- Proposed construction of High speed Shaft at Balaghat mine, dist. Balaghat. FINAL DEPTH : m METHOD OF BORING. :- Rotary method CASIN C A S I N G > > 150 mm G DIRECTION OF BORING :- Vertical DATE OF START :- 12/10/2012 GROUND WATER :- 4.90m from GL DATE OF COMPLETION :- DEPTH (M) THICK NESS OF LAYER VISUAL DESCRIPTION LOG OF STRATA FIELD TEST Type of sample TEST SPT (N) Type - No Depth (m) 14/10/2012 CORE DRILLING RECOVERY % R. Q. D. % WS Filling/ dump Material WS WS UDS UDS UDS m Yellow Clayey sandy soil UDS DS SPT-1 N Weathered Yellowish m Mica Schist SPT-2 N 50 CP+SP to 4 17% 10% DS Highly weathered SPT-3 N Yellowish Mica Schist DS SPT-4 N Weathered Yellowish m Mica Schist CP+SP to 11 21% 11% Highly weathered m DS-4 Yellowish Mica Schist SPT-5 N Weathered Yellowish m Mica Schist CP+SP to 19 18% 11% DS Highly weathered SPT-6 N Yellowish Mica Schist DS SPT-7 N Weathered Yellowish m Mica Schist CP+SP to 26 14% L O G A B B R E V I A T I O N No. 6.00m 3.00m 3.00m CORE PIECES SCALE :- Filling/ dump Material Yellow Clayey sandy soil DS :- WS :- Disturbed Sample Wash Sample 6 no. 3 no. DATE :-. Highly weathered Yellowish Mica Schist UDS :- Undisturbed Sample 4 no. Weathered Yellowish Mica Schist CP :- Core Pieces 1 to 26 S.P. :- Small Pieces DRN BY:- SPT :- Standard 7 no. VST :- WT :- Vane Shear Test Water Table From GL Nil 4.90m from Gl. CHKD BY ;- 25 VER :- HOR :- REMARK Water Table From GL 4.90m NTS NTS 18/10/2012 TAHMEENA S. SURYAWANSHI P.T. Mase & Associates REFERENCE NO. GS RC /0060/ Nagpur 14

16 ANNEXURE - I Sheet no.6 B O R E L O G CASIN C A S I N G > > 150 mm G BORE HOLE NO. :- CLIENT :- PREPARED BY :- PROJECT :- BH-6 DIRECTION OF BORING :- Vertical DATE OF START :- 15/10/2012 GROUND WATER :- 5.30m from GL DATE OF COMPLETION :- DEPTH (M) THICK NESS OF LAYER VISUAL DESCRIPTION LOG OF STRATA Manganese Ore India Ltd. (MOIL), Balaghat P.T. Mase & Associates, Nagpur. Proposed construction of High speed Shaft at Balaghat mine, dist. Balaghat. FINAL DEPTH : m METHOD OF BORING. :- Rotary method FIELD TEST Type of sample TEST SPT (N) Type - No Depth (m) 17/10/2012 CORE DRILLING RECOVERY % R. Q. D. % WS Filling/ dump Material WS WS UDS UDS UDS m Yellow Clayey sandy soil UDS DS SPT-1 N SPT-2 N 50 Weathered Yellowish Mica Schist CP+SP to 9 18% 11% Highly weathered DS-2 Yellowish Mica Schist SPT-3 N Weathered Yellowish m Mica Schist CP+SP to 16 20% 12% DS SPT-4 N DS SPT-5 N Highly weathered m DS-5 Yellowish Mica Schist SPT-6 N DS SPT-7 N WS L O G A B B R E V I A T I O N No. SCALE :- 6.00m 2.50m 1.50m CORE PIECES Filling/ dump Material Yellow Clayey sandy soil DS :- WS :- Disturbed Sample Wash Sample 6 no. 4 no.. Highly weathered Yellowish Mica Schist UDS :- Undisturbed Sample 4 no. Weathered Yellowish Mica Schist CP :- Core Pieces S.P. :- Small Pieces 1 to 16 SPT :- Standard 7 no. VST :- WT :- Vane Shear Test Water Table From GL Nil 5.30m from GL. 25 CHKD BY ;- VER :- HOR :- REMARK NTS NTS DATE :- 18/10/2012 DRN BY:- Water Table From GL 5.30m TAHMEENA S. SURYAWANSHI P.T. Mase & Associates REFERENCE NO. GS RC /0060/ Nagpur 15

17 ANNEXURE - I Sheet no.7 B O R E L O G BORE HOLE NO. :- BH-7 CLIENT :- Manganese Ore India Ltd. (MOIL), Balaghat PREPARED BY :- P.T. Mase & Associates, Nagpur. PROJECT :- Proposed construction of High speed Shaft at Balaghat mine, dist. Balaghat. FINAL DEPTH : m METHOD OF BORING. :- Rotary method CASIN C A S I N G > > 150 mm G DIRECTION OF BORING :- Vertical DATE OF START :- 21/10/2012 GROUND WATER :- 4.50m from GL DATE OF COMPLETION :- 23/10/2012 DEPTH (M) THICK NESS OF LAYER VISUAL DESCRIPTION LOG OF STRATA FIELD TEST Type of sample TEST SPT (N) Type - No Depth (m) WS Filling/ dump Material 3.00 WS UDS UDS Reddish Yellow Clayey UDS UDS SPT-1 N = 37 DS SPT-2 N m 6.50m 2.50m sandy soil with mica traces CORE PIECES CORE DRILLING RECOVERY % R. Q. D. % CP+SP to 6 23% DS Highly weathered SPT-3 N Yellowish Mica Schist DS SPT-4 N Weathered Yellowish m Mica Schist CP+SP to 17 19% Highly weathered m DS-4 Yellowish Mica Schist SPT-5 N Weathered Yellowish m Mica Schist CP+SP to 23 22% 13% DS Highly weathered SPT-6 N Yellowish Mica Schist DS SPT-7 N Weathered Yellowish m Mica Schist CP+SP to 27 19% 11% L O G A B B R E V I A T I O N No. 3.00m 3.00m Weathered Yellowish Mica Schist SCALE :- Filling/ dump Material Yellow Clayey sandy soil DS :- WS :- Disturbed Sample Wash Sample 6 no. 2 no. DATE :-. Highly weathered Yellowish Mica Schist UDS :- Undisturbed Sample 4 no. Weathered Yellowish Mica Schist CP :- Core Pieces 1 to 27 S.P. :- Small Pieces DRN BY:- SPT :- Standard 7 no. VST :- WT :- Vane Shear Test Water Table From GL Nil 4.50m from GL. CHKD BY ;- VER :- HOR :- REMARK Water Table From GL 4.50m NTS NTS 24/10/2012 TAHMEENA S. SURYAWANSHI P.T. Mase & Associates REFERENCE NO. GS RC /0060/ Nagpur 16

18 ANNEXURE-1 Sheet no.8 TRIAL PITS No.:- CLIENT :- PREPARED BY:- PROJECT :- TP-1, TP-2, TP-3 Manganese Ore India Ltd. (MOIL), Balaghat P.T. Mase & Associates, Nagpur. Proposed construction of High speed Shaft at Balaghat mine, dist. Balaghat. DT. OF TEST:- 06/10/2012 WATER LEVEL:- TP-1=TP-2 Not Encountered, TP m depth from GL. Trial pit no. 1 Trial pit no. 2 Trial pit no. 3 DEPTH (M) Log Visual Discription Of Strata Sample/ TEST DEPTH (M) Log Visual Discription Of Strata Sample/ TEST DEPTH (M) Log Visual Discription Of Strata Sample/ TEST Filling/ dump Material Filling/ dump Material Filling/ dump Material Water Table From GL 4.50m Yellow Clayey DS sandy soil 5.50 Yellow Clayey sandy soil DS Yellow Clayey sandy soil DS-1 P.T. Mase & Associates, Nagpur. 17

19 ANNEXURE-1 Sheet no.9 TRIAL PITS No.:- CLIENT :- PREPARED BY:- PROJECT :- TP-4, TP-5, TP-6 Manganese Ore India Ltd. (MOIL), Balaghat P.T. Mase & Associates, Nagpur. Proposed construction of High speed Shaft at Balaghat mine, dist. Balaghat. DT. OF TEST:- 06/10/2012 WATER LEVEL:- Not Encountered Trial pit no. 4 Trial pit no. 5 Trial pit no. 6 DEPTH (M) Log Visual Discription Of Strata Sample/ TEST DEPTH (M) Log Visual Discription Of Strata Sample/ TEST DEPTH (M) Log Visual Discription Of Strata Sample/ TEST Filling/ dump Filling/ dump Material Material Filling/ dump Material Yellow Clayey Yellow Clayey DS-1 DS sandy soil 6.50 sandy soil 6.50 Yellow Clayey sandy soil DS-1 P.T. Mase & Associates, Nagpur. 18

20 ANNEXURE-1 Sheet no.10 TRIAL PITS No.:- CLIENT :- PREPARED BY:- PROJECT :- TP-7 Manganese Ore India Ltd. (MOIL), Balaghat P.T. Mase & Associates, Nagpur. Proposed construction of High speed Shaft at Balaghat mine, dist. Balaghat. DT. OF TEST:- 06/10/2012 WATER LEVEL:- Not Encountered Trial pit no. 7 DEPTH (M) Log Visual Discription Of Strata Sample/ TEST Filling/ dump Material Yellow Clayey sandy soil DS P.T. Mase & Associates, Nagpur. 19

21 Annexure: II Sheet no.1 SUMMARY OF RESULTS (GSA, WL, WP, IP, FSI & Classification) FOR BOREHOLE: BH No. BH-1 Depth Sample No. Sampl e Grain Size Analysis (%) Grave l Sand Silt & Clay WC (%) Atterberg Limit (%) Shrinkage Limit WL WP IP WS gs-61/bh-1/05 UDS SC-CI gs-61/bh-1/06 UDS SC-CI x gs-61/bh-1/07 UDS SC-CI x gs-61/bh-1/08 UDS SC-CI x gs-61/bh-1/09 DS NP NP SM-SP Free Swell Index FSI (%) Swelling Pressure (kg/cm 2 Specific Gravity G Classification Bulk Density (kg/cm3) Dry Density (kg/cm3) Permeability gs-61/bh-2/03 UDS SC-CI gs-61/bh-2/04 UDS SC-CI x10-3 BH gs-61/bh-2/05 UDS SC-CI x gs-61/bh-2/06 UDS SC-CI x gs-61/bh-2/07 DS NP NP GP-SP gs-61/bh-2/08 DS NP NP SM-SP gs-61/bh-3/03 UDS SC-CI gs-61/bh-3/04 UDS SC-CI x10-3 BH gs-61/bh-3/05 UDS SC-CI x gs-61/bh-3/06 UDS SC-CI x gs-61/bh-3/07 DS NP NP GP-SP gs-61/bh-3/08 DS NP NP SM-SP gs-61/bh-4/04 UDS SC-CI gs-61/bh-4/05 UDS SC-CI x10-3 BH gs-61/bh-4/06 UDS SC-CI x gs-61/bh-4/07 UDS SC-CI x gs-61/bh-4/08 UDS SC-CI x gs-61/bh-4/09 DS NP NP SM-SP P. T. MASE & ASSOCIATES Nagpur, Page 20

22 BH No. Depth Sample No. Sampl e Grain Size Analysis (%) Grave l Sand Silt & Clay WC (%) Atterberg Limit (%) Shrinkage Limit WL WP IP WS gs-61/bh-5/04 UDS SC-CI Free Swell Index FSI (%) Swelling Pressure (kg/cm 2 Specific Gravity G Classification Bulk Density (kg/cm3) Dry Density (kg/cm3) Permeability gs-61/bh-5/05 UDS SC-CI x10-3 BH gs-61/bh-5/06 UDS SC-CI x gs-61/bh-5/07 UDS SC-CI x gs-61/bh-5/08 DS SC-CL gs-61/bh-6/04 UDS SC-CI gs-61/bh-6/05 UDS SC-CI x10-3 BH gs-61/bh-6/06 UDS SC-CI x gs-61/bh-6/07 UDS SC-CI x gs-61/bh-6/08 DS SC-CI gs-61/bh-6/09 DS NP NP NP NP SM-SP gs-61/bh-7/03 UDS SC-CI gs-61/bh-7/04 UDS SC-CI x10-3 BH gs-61/bh-7/05 UDS SC-CI x gs-61/bh-7/06 UDS SC-CI x gs-61/bh-7/07 DS SC-CI FOR TRIAL PIT TP gs-61/tp-1/01 DS SC-CI TP gs-61/tp-2/01 DS SC-CI TP gs-61/tp-3/01 DS SC-CI TP gs-61/tp-4/01 DS SC-CI TP gs-61/tp-5/01 DS SC-CI TP gs-61/tp-6/01 DS SC-CI TP gs-61/tp-7/01 DS SC-CI ABBREVIATION: SC-CL: Clayey sandy soil with low plasticity SC-CI: Clayey sandy soil with intermediate plasticity SM-SP: Poorly graded sandy silty soil GP-SP: Poorly graded gravel with sand P. T. MASE & ASSOCIATES Nagpur, Page 21

23 Annexure: III Sheet No. 1 Allowable Bearing Capacity Bore hole No. BH-1 BH-2 BH-3 BH-4 BH-5 BH-6 BH-7 Depth - (m) from OGL * Allowable Bearing Capacity T/m² 50mm Permissible settlement mm Permissible settlement * At all locations for bearing capacity calculation the depth was considered from original ground level excluding the depth of top dump material. (-X)* indicates the depth of dump material. P. T. MASE & ASSOCIATES Nagpur, Page 22

24 Bore hole No. BH-1 BH-2 BH-3 BH-4 BH-5 BH-6 BH-7 Annexure: III Sheet No. 2 CALCULATION OF SBC FROM UU- TRIAXIAL/ DIRECT SHEAR TEST Depth - (m) Cohesion - Angle of Sharing from OGL * Sample No. C (kn/m²) Resistance φ (deg) q d F.S S.B.C T/m² 1.50 gs-61/bh-1/ gs-61/bh-1/ gs-61/bh-1/ gs-61/bh-2/ gs-61/bh-2/ gs-61/bh-2/ gs-61/bh-3/ gs-61/bh-3/ gs-61/bh-3/ gs-61/bh-4/ gs-61/bh-4/ gs-61/bh-4/ gs-61/bh-4/ gs-61/bh-5/ gs-61/bh-5/ gs-61/bh-5/ gs-61/bh-6/ gs-61/bh-6/ gs-61/bh-6/ gs-61/bh-7/ gs-61/bh-7/ gs-61/bh-7/ * At all locations for bearing capacity calculation the depth was considered from original ground level excluding the depth of top dump material. (-X)* indicates the depth of dump material. Abbreviation: TST: Triaxial Shear test Note: 1. Bulk unit weight (Average)- γ = 18 kn/m 3 2. Factor of safety of 3 has been used for calculating qs. 3. Width of foundation (B) =6m, assuming load inclination factors as unity(1) shape factor ( sc = 1.30, sq = 1.20, sγ = 0.80 ) depth factor (dq=dγ = 1for φ <10 0 or dq=dγ = Dt/B Nφ 1for φ >10 0 ) and assuming the water table correction factor W`= 0.5 (During rainy season) 4. Calculations and B.C factors as per IS 6403 Clause P. T. MASE & ASSOCIATES, Nagpur Page 23

25 BH. No. BH-1 Depth - (m) from OGL *) Annexure: III Sheet No. 3 CONSOLIDATION TEST RESULTS AND COMPUTATION OF SETTLEMENT Sample No. Initial voids ratio eo Compressi on Index (Cc) Pressure Intensity (T/m 2 ) Initial settlement (mm) Consolidation settlement (mm) Total settlement (mm) Total settlement after applying correction factor (mm) 1.50 gs-61/bh-1/ gs-61/bh-1/ gs-61/bh-1/ Remarks 7.50 T/m2 is within permissible limit for 50mm for 25mm 2.50T/m2 is within limit T/m2 is within permissible limit for 50mm for 25mm 3.50T/m2 is within limit T/m2 is within permissible limit for 50mm & 25mm BH-2 BH-3 BH gs-61/bh-2/ gs-61/bh-2/ gs-61/bh-2/ gs-61/bh-3/ gs-61/bh-3/ gs-61/bh-3/ gs-61/bh-4/ gs-61/bh-4/ gs-61/bh-4/ gs-61/bh-4/ T/m2 is within permissible limit for 50mm for 25mm 3.00T/m2 is within limit 9.50 T/m2 is within permissible limit for 50mm for 25mm 3.50T/m2 is within limit T/m2 is within permissible limit for 50mm & 25mm 8.00 T/m2 is within permissible limit for 50mm for 25mm 3.00T/m2 is within limit 9.00 T/m2 is within permissible limit for 50mm for 25mm 3.50T/m2 is within limit T/m2 is within permissible limit for 50mm & 25mm 7.00 T/m2 is within permissible limit for 50mm for 25mm 2.50T/m2 is within limit T/m2 is within permissible limit for 50mm for 25mm 5.00T/m2 is within limit T/m2 is within permissible limit for 50mm for 25mm 9.00T/m2 is within limit T/m2 is within permissible limit for 50mm & 25mm P. T. MASE & ASSOCIATES, Nagpur Page 24

26 BH. No. BH-5 Depth - (m) from OGL *) Sample No. Initial voids ratio eo Compressi on Index (Cc) Pressure Intensity (T/m 2 ) Initial settlement (mm) Consolidation settlement (mm) Total settlement (mm) Total settlement after applying correction factor (mm) 1.50 gs-61/bh-5/ gs-61/bh-5/ gs-61/bh-5/ Remarks 8.00 T/m2 is within permissible limit for 50mm for 25mm 3.00T/m2 is within limit 9.50 T/m2 is within permissible limit for 50mm for 25mm 5.00T/m2 is within limit T/m2 is within permissible limit for 50mm for 25mm 7.00T/m2 is within limit BH-6 BH gs-61/bh-6/ gs-61/bh-6/ gs-61/bh-6/ gs-61/bh-7/ gs-61/bh-7/ gs-61/bh-7/ T/m2 is within permissible limit for 50mm for 25mm 3.00T/m2 is within limit 9.50 T/m2 is within permissible limit for 50mm for 25mm 4.50T/m2 is within limit T/m2 is within permissible limit for 50mm for 25mm 7.00T/m2 is within limit 7.50 T/m2 is within permissible limit for 50mm for 25mm 3.00T/m2 is within limit 9.00 T/m2 is within permissible limit for 50mm for 25mm 4.50T/m2 is within limit T/m2 is within permissible limit for 50mm for 25mm 6.50T/m2 is within limit * At all locations for bearing capacity calculation the depth was considered from original ground level excluding the depth of top dump material. (-X)* indicates the depth of dump material. Note: 1) The above settlement is checked for corresponding allowable pressure with respect to the corresponding depth. 2) For pressure intensity the total settlement is within the permissible limit as per IS: To keep the differential settlement within the limit the size of the footing must be proportionate. P. T. MASE & ASSOCIATES, Nagpur Page 25

27 Annexure-III Sheet No.4 UNCONFINED COMPRESSION TEST Bore hole No. BH-1 BH-2 BH-3 BH-4 BH-5 BH-6 BH-7 Depth - (m) from OGL * Sample No. Bulk Unit Wt. (KN/m 3 ) γ Water content % Unconfined compressive Strength Natural (KN/m 2 ) 1.50 gs-61/bh-1/ gs-61/bh-1/ gs-61/bh-1/ gs-61/bh-2/ gs-61/bh-2/ gs-61/bh-2/ gs-61/bh-3/ gs-61/bh-3/ gs-61/bh-3/ gs-61/bh-4/ gs-61/bh-4/ gs-61/bh-4/ gs-61/bh-4/ gs-61/bh-5/ gs-61/bh-5/ gs-61/bh-5/ gs-61/bh-6/ gs-61/bh-6/ gs-61/bh-6/ gs-61/bh-7/ gs-61/bh-7/ gs-61/bh-7/ P. T. MASE & ASSOCIATES, Nagpur Page 26