SSBU

Includes list of figures, list of tables,summary , conclusion.

ABSTRACT_ The upper Keng Tawng project is situated on Nam Teng Chaung, about 14 miles away from southeast of Keng Tawng in Southern Shan State. Likewise, it is located at Latitude 20 44' 36" N and 98 11' 11" E and 1:63360-scale topographic map index of 93.L/2 N-935122.It is a central core, zoned embankment dam 65m high, 422m long, with dam crest at elevation 747m.
There are four different types of geological formation and group. In western part of the project area, calcitic nature of Upper Plateau Limestone is found nearby north-south trending intra-formational fault. About two-third of the mapped area is consisted of red coloured sandstone, siltstone, marl and conglomerate of Kalaw Formation in age of cretaceous. In centre of the formation, permo-carboniferous aged Plateau Limestone, triassic aged Natteik Limestone and jurassic aged Loi-An Group are exposed as inliers. The two formations, Natteik Limestone and Plateau Limestone, are cross cut by northeast trending faults interperted with aerial photo analysis of the area. The project area lies within the Kalaw Formation. Five main types of rock mass classes are identified according to CRIEPI. They are CH, CI, CM, CH and D class. The two main types of grouting which are performed at Upper Keng Tawng Dam are curtain grouting and consolidation grouting for a curtain grouting, primary hole, secondary hole and tertiary hole are drilled up to 50m. The foundation is horizontally bedded sandstone and calcareous tufa mainly, exhibiting near vertical and horizontal cracking with openings varying widely from almost tight to several inches. Most application started with 8 : 1. for a curtain grouting, primary hole, secondary hole and tertiary hole are drilled up to 60m.
A single row grout curtain was constructed by stage grouting, using split spacing method, with widely spaced primary holes then successively halving the distance between holes untill eventually the desired standard of permeability was achieved in accordance with the principles. The grout holes are spaced 3m each. The curtain line had average 5.6 Lugeon after primary holes. Average Lugeon values dropped to 4.6 after secondary holes. after tertiary holes average Lugeon values are 2.9 and after quaternary holes average lugeon values are 1.4. Addational holes are drilling and grouting to obtain target lugeon value. Most of the grout hole which are found at Upper Keng Tawng dam foundation are low to moderate take. Somewhere, actual grout take are large up to Extremely high. In conclusion, the Lugeon values at the Upper Keng Tawng dam site area are less than 2 Lugeon ag=fter the grouting. M.Sc. University of Yangon. 2018

Includes references.

CONTENTS_
ABSTRACT
ACKNOWLEDGEMENTS
CONTENTS
LIST OF FIGURES
LIST OF TABLES
CHAPTER (1) INTRODUCTION
1.1 Location, size and accessibility
1.2 Salient features of the Upper Keng Tawng hydropower project
1.3 Physiography
1.3.1 Topography
1.3.2 Drainage
1.4 Climate, rainfall and vegetation
1.5 Purposes of study
1.6 Methods of study
1.7 Previous works
CHAPTER (II) : REFIONAL GEOLOGY OF THE STUDY AREA
2.1 Regional geological setting
2.2 Stratigraphic Sequence of the study area
2.2.1 Kalaw Red Bed
2.2.2. Loi-An Group
2.2.3 Natteik Limestone
2.2.4 Plateau limestone
2.3 Geological Structures
2.3.1 Folds
2.3.2 Faults
2.3.3 Joints
2.3.4 Sink holes
2.4 Seismicity of the study area
CHAPTER (III) : LITERATURE REVIEW FOR DAM FOUNDATION GROUTING
3.1 Foundation grouting
3.2 Grout materials and mixes
3.2.2 Grouting materials
3.3 Grouting Equipment
3.3.1 Drilling Machine
3.3.2 Grout Mixer
3.3.3 Agitator
3.3.4 Grout pump
3.3.5 Measuring Tank
3.3.6. Water pump
3.3.7 Flowmeter
3.3.8 Packers
3.3.9 Other equipments
3.4 Geological investigations for grouting in rock
3.4.1 Spacing of joints
3.4.2 Joints width and continuity
3.4.3 Joint Inclination
3.4.4 Uniformity of the site
3.4.5 Strength of rock
3.5 The procedure for grouting system
3.5.1 Selection of drilling method
3.5.2 Grouting hole drilling
3.5.3 Hole Logging
3.5.4 Water testing
3.5.5 Interpretation of lugeon values
3.5.6 Grout Mixing and Grout Milk Ratio
3.5.7 Selection of Grouting Pressure
3.6 Grouting
3.6.1 Types of grouting
3.6.2 Methods of grouting
3.6.3 Stage length
3.6.4 Grout hole spacing and Closure Criteria
3.6.5 Staggering sequences
3.6.6 Grout hole depth
3.7 Grout Take classification
CHAPTER (IV) ENGINEERING GEOLOGY OF UPPER KENG TAWNG DAM
4.1 Left abutment of dam site area
4.2 River section of dam site area
4.3 Right abutment of dam site area
4.4 Engineering geological inverstigation at Upper Keng Tawng Dam
4.5 Geotechnical parameters of rock mass
CHAPTER (V) LABORATORY TESTING OF GROUTING MATERIALS
5.1 Grout Properties
5.1.1 Apparent viscosity
5.1.2 Cohesion
5.1.3 Time to initial and final gel time
5.1.4 Bleed
5.1.5 Initial and final set times
5.1.6 Compressive strength
5.2 Bleeding test
5.3 Flow Cones
5.4 Mud balance
5.5 Properties of grout
CHAPTER (VI) UPPER KENG TAWNG DAM FOUNDATION GROUTING
6.1 Drilling the Grouting Hole
6.2 Water testing and interpretation of lugeon value
6.3 Spacing and Closure Criteria
6.4 Selection of grouting pressure
6.5 Grouting materials
6.6 Grout mix ratio
6.7 Lugeon value and grout take of curtain line
CHAPTER (VII) SUMMARY AND CONCLUSION
REFERENCES



Htet Naing Win. Dam foundation treatment of upper Keng Tawng hydropower project, Mongnai township, Shan State (south) /