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| 005 - DATE AND TIME OF LATEST TRANSACTION |
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20251024102713.0 |
| 008 - FIXED-LENGTH DATA ELEMENTS--GENERAL INFORMATION |
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| 040 ## - CATALOGING SOURCE |
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| Transcribing agency |
SSBUL |
| 082 ## - DEWEY DECIMAL CLASSIFICATION NUMBER |
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| Edition number |
23rd edition, |
| Classification number |
T-15 M.Sc. |
| 100 ## - MAIN ENTRY--PERSONAL NAME |
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| Personal name |
Kyaw Zay Ya |
| 9 (RLIN) |
63374 |
| 245 10 - TITLE STATEMENT |
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| Title |
Geomechanics classification and slope stability analysis of power tunnel in upper Keng Tawng hydropower project, Mong Nai Township, Southern Shan State / |
| Statement of responsibility, etc. |
Kyaw Zay Ya |
| 264 ## - PRODUCTION, PUBLICATION, DISTRIBUTION, MANUFACTURE, AND COPYRIGHT NOTICE |
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| Place of production, publication, distribution, manufacture |
Yangon; |
| Name of producer, publisher, distributor, manufacturer |
Uniersity of Yangon, |
| Date of production, publication, distribution, manufacture, or copyright notice |
2018. |
| 300 ## - PHYSICAL DESCRIPTION |
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| Extent |
(v), 126 pages : |
| Other physical details |
figures, tables, |
| Dimensions |
30 cm. |
| 500 ## - GENERAL NOTE |
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| General note |
Includes list of figures, list of tables, appendix. |
| 502 ## - DISSERTATION NOTE |
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| Dissertation note |
ABSTRACT _ Upper Keng Tawng Hydropower project is located Mong Nai Township, Loilem district, about 14 miles away from Southern Keng Tawng in Southern Shan State. Upper Keng Tawng hydropower project has been carried out for hydropower generation. At the project area, the exposed Kalaw Formation (Cretaceous age) is composed of reddish colour sandstone, silstone and conglomerate. Along the tunnel aligmment, core drilling investigation and permeability test are carried out for geotechnical investigation. The percentage of RQD is generally ranging from 50% to 90% according to the drill holes results. Permeability in bed rock is ranging from 1 Lu to 16.9 Lu. Geomechanics classification and detailed slope stability analyses were performed for four locations in the project area. Spacings of discontinuities were measured in the field and the measured results were ranging from 0.4m to 0.6m while the persistence was ranging from 2.2m to 4.4m. Most of the discontinuity openings were between 3.12mm and 6.7mm and they were filed with some clay and silt. Rebound hammer test on some selected rock outcrops in the study area were ranging from 20 MPa to 50 MPa. The RMR value is ranging from poor rock to good rock condition and SMR value is almost rock condition but SMR value of tunnel inlet shows the bad rock condition. Detailed slope stability analyses had been carried out at four locations in the study area by stereographic projection in Win 64 Software and it revealed the factor of safety of 0.43 to 7.6. The areas with safety factor less than 2 are generally unstable and that of greater than 2 are stable. The unstable areas require some effected remedial measures and some suitable supporting and stabilizing methods are needed in the study area. |
| Degree type |
M.Sc. |
| Name of granting institution |
University of Yangon. |
| Year degree granted |
2018 |
| 504 ## - BIBLIOGRAPHY, ETC. NOTE |
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| Bibliography, etc. note |
Includes references. |
| 505 ## - FORMATTED CONTENTS NOTE |
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| Formatted contents note |
CONTENTS _ <br/>ABSTRACT <br/>CONTENTS <br/>LIST OF FIGURES <br/>LIST OF TABLES <br/>CHAPTER I : INTRODUCTION <br/> 1.1 Location, size and accessibility <br/> 1.2 Salient features of Upper Keng Tawng Hydropower Project <br/> 1.3 Physiography <br/> 1.3.1 Topography <br/> 1.3.2 Drainage <br/> 1.3.3 Climate, rainfall and vegetation <br/> 1.4 Purposes of study <br/> 1.5 Methods of study <br/> 1.5.1 Desk study <br/> 1.5.2 Field methods <br/> 1.5.3 Laboratory methods <br/> 1.5.4 Data analysis and processing <br/> 1.6 Previous works <br/>CHAPTER II : REGIONAL GEOLOGY <br/> 2.1 General Statements <br/> 2.2 Regional geology of the study area <br/> 2.2.1 Stratigraphic succession of the study area <br/> 2.3 Plateau Limestone <br/> 2.4 Natteik Limestone<br/> 2.5 Loi-An Group <br/> 2.6 Kalaw Formation<br/> 2.7 Alluvium<br/> 2.7.1 River bed deposit <br/> 2.7.2 Terrace deposit <br/> 2.7.3 Alluvial fan deposit <br/> 2.7.4 Foot slope deposit <br/> 2.7.5 Residual soil <br/> 2.8 Geological structure <br/> 2.8.1 Folds <br/> 2.8.2 Faults <br/> 2.8.3 Joints <br/>CHAPTER III : LITERATURE REVIEW AND THEROITICAL BACKGROUND<br/> 3.1 Effect of discontinuities on slope stability <br/> 3.2 Stereographic projection of a plane and its pole <br/> 3.3 Effect of water pressure in the tension crack <br/> 3.4 Friction and Cohension <br/> 3.5 Types of the slope instability <br/> 3.5.1 Planer failure <br/> 3.5.2 Wedge failure <br/> 3.5.3 Circular failure <br/> 3.5.4 Toppling Failure <br/> 3.6 Geomechanics classification <br/> 3.7 Rock quality designation index (RQD) <br/> 3.8 Slope mass rating (SMR)<br/>CHAPTER IV RESEARCH MEDOLOGY <br/> 4.1 Preliminary Investigations <br/> 4.2 Detailed Investigations <br/> 4.2.1 Field Investigations <br/> 4.2.2 Measurement of Discontinuities <br/> 4.2.3 Estimation of Intact Rock strength <br/> 4.2.4 Estimation of angle of internal friction (Ø) <br/> 4.3 Analysis of Discontinuities <br/> 4.4 Drilling investigation <br/> 4.5 Laboratory testing <br/> 4.6 Slope Stability Analysis <br/>CHAPTER V : ENGINEERING GEOLOGIGAL INVESTIGATION <br/> 5.1 Drilling investigation along the power tunnel <br/> 5.2 Engineering geological conditons of dam site area<br/> 5.3 Engineering geological conditions of power tunnel <br/> 5.4 Rock core recovery of drill holes<br/> 5.5 Pressure test <br/> 5.6 Engineering properties selected site <br/> 5.7 Site of construction materials <br/> 5.8 Engineering geological map of the project<br/>CHAPTER VI : GEOMECHANIS CLASSIFICATION AND SLOPE STABILITY ANALYSIS <br/> 6.1 Rock Mass Classification <br/> 6.2 Measurement of Discontinuities <br/> 6.3 Calculation of rock mass rating (RMR) <br/> 6.4 Slope Mass Rating (SMR) <br/> 6.5 Calculation of SMR <br/> 6.6 Kinematic Analysis <br/> 6.7 Kinematic Analysis at Location-1 <br/> 6.7.1 Identifying Modes of Failure and Stability Analysis at Location-1 <br/> 6.8 Kinematic Analysis at Location-2 <br/> 6.8.1 Identifying Modes of Failure and Stability Analysis at Location-2<br/> 6.9 Kinematic Analysis at Location-3<br/> 6.9.1 Identifying Modes of Failure and Stability Analysis at Location-3 <br/> 6.10 Kinematic Analysis at Location-4 <br/> 6.10.1 Identifying Modes of Failure and Stability Analysis at Location-4<br/>CHAPTER VII : DISCUSSION, CONCLUSION AND RECOMMENDATION <br/> 7.1 Discussion<br/> 7.2 Conclusion<br/> 7.3 Recommendation <br/> REFERENCES <br/>APPENDIX. |
| Statement of responsibility |
Geomechanics classification and slope stability analysis of power tunnel in upper Keng Tawng hydropower project, Mong Nai Township, Southern Shan State / |
| Title |
Kyaw Zay Ya |
| 650 ## - SUBJECT ADDED ENTRY--TOPICAL TERM |
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| Topical term or geographic name entry element |
Geology |
| General subdivision |
Geomechanics classification |
| -- |
Slope stability analysis |
| Geographic subdivision |
Mong Nai township |
| -- |
Southern Shan State. |
| 9 (RLIN) |
63375 |
| 942 ## - ADDED ENTRY ELEMENTS (KOHA) |
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| Source of classification or shelving scheme |
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| Koha item type |
Reference |