MINISTRY OF WATER AND IRRIGATION
STATE DEPARTMENT FOR WATER SERVICES
ATHI WATER SERVICES BOARD
FUNDING, DESIGN AND BUILD OF KARIMENU
II DAM WATER SUPPLY PROJECT
GEOLOGICAL SURVEY REPORT FOR
PRELIMINARY DESIGN STAGE OF KARIMENU
Ⅱ DAM WATER SUPPLY PROJECT
(RESERVOIR VOLUME)
AVIC & SMEDI JV
KARIMENU DAM II WATER SUPPLY PROJECT
AVIC International Holding Corporation & Shanghai Municipal
Engineering Design Institute (Group) Co., Ltd
June 2018
AVIC & SMEDI JV
Contents
1.
Preface ..................................................................................................................................... 1
1.1 Outline .................................................................................................................................................... 1
1.2 Survey tasks and requirements ............................................................................................................... 3
1.3 Completed work ..................................................................................................................................... 4
2.
General Regional Geology Condition ................................................................................... 9
2.1 Landform ................................................................................................................................................ 9
2.2 Formation Lithology ............................................................................................................................ 10
2.3 Geological Structure and Seism ........................................................................................................... 10
2.3.1 Geological structure .................................................................................................................. 10
2.3.2 Seismic Activity .........................................................................................................................11
2.4 Hydrogeology ........................................................................................................................................11
2.4.1 Fissure water in igneous rocks .................................................................................................. 12
2.4.2 Pore water of loose rock ............................................................................................................ 12
3.
Reservoir Engineering Geology .......................................................................................... 13
3.1 Landform .............................................................................................................................................. 13
3.2 Formation lithology .............................................................................................................................. 13
3.3 Geological structure ............................................................................................................................. 14
3.4 Hydrogeological conditions ................................................................................................................. 14
3.5 Evaluation of reservoir area on engineering geology ........................................................................... 14
3.5.1 Reservoir Leakage ..................................................................................................................... 14
3.5.2 Reservoir Submersion ............................................................................................................... 15
3.5.3 Stability of the banks ................................................................................................................. 15
3.5.4 Reservoir sedimentation ............................................................................................................ 20
3.5.5 Induced earthquake by reservoir ............................................................................................... 20
4. Dam Site Area Engineering Geology ..................................................................................... 22
4.1
Engineering Geological Conditions .............................................................................................. 22
4.1.1 Topography and Physical Geological Phenomena..................................................................... 22
4.1.2 Stratigraphic lithology ............................................................................................................... 24
4.1.3 Geological Structures ................................................................................................................ 26
4.1.4 Hydrogeology ............................................................................................................................ 28
4.1.5 Physical and Mechanical Properties of Rock and Soil .............................................................. 34
4.2 Engineering Geological Evaluation...................................................................................................... 69
4.2.1 Determination of the Dam Foundation base .............................................................................. 69
4.2.2 Seepage of Dam Foundation ..................................................................................................... 72
4.2.3 Seepage Around the Dam .......................................................................................................... 73
4.2.4 Dam Abutment Stability Analysis ............................................................................................. 73
4.2.5 Estimation of Water Inflow in Foundation Pit ........................................................................... 74
4.2.6 Foundation T-2 Layer Engineering Geology ............................................................................. 75
iii
AVIC & SMEDI JV
4.2.7
Environmental Water and Soil Erosion .............................................................................. 77
4.3 Auxiliary dam Engineering Geology .................................................................................................... 81
4.3.1 Description of Engineering Geological Conditions................................................................... 83
4.3.2 Engineering Geology Problem .................................................................................................. 86
5. Ancillary Buildings .................................................................................................................. 89
5.1
5.2
5.3
5.4
5.5
The Engineering Geology of the Spillway .................................................................................... 89
Across spillway traffic bridge engineering geology. ..................................................................... 97
Engineering Geology of Water Diversion Tunnel ....................................................................... 100
Water tower engineering geology ............................................................................................... 107
Cofferdam Engineering Geology .................................................................................................113
5.5.1 Upstream cofferdam .................................................................................................................113
5.5.2 Downstream cofferdam ............................................................................................................113
6. Natural Construction Materials ........................................................................................... 115
6.1 Block Stone .........................................................................................................................................115
6.1.1 Description ...............................................................................................................................115
6.1.2 Quality Evaluation ....................................................................................................................115
6.1.3 Reserves ...................................................................................................................................116
6.2 Coarse Aggregate ................................................................................................................................118
6.3 Fine aggregate .....................................................................................................................................118
6.4 Soil Aggregate .................................................................................................................................... 120
6.4.1. Description ............................................................................................................................. 120
6.4.2 Quality Evaluation ................................................................................................................... 121
6.4.3 Reserves Evaluation ................................................................................................................ 134
6.5 Filling material of rock slag ............................................................................................................... 135
1) Quality Evaluation ....................................................................................................................... 136
2)Reserves ........................................................................................................................................ 136
3)Reserves ........................................................................................................................................ 138
7. Conclusion and Recommendation ....................................................................................... 140
7.1 Conclusion.......................................................................................................................................... 140
7.2 Recommendations .............................................................................................................................. 141
iv
AVIC & SMEDI JV
Index for Drawings
No.
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
Name
Engineering Geological Map of Karimenu reservoir
area
Engineering Geological Map of Karimenu damsite
area
Geological Map of Karimenu 5km rock slag area
Engineering Geological longitudinal section of the
dam axis (B—B＇)
Permeation Geological longitudinal section of the dam
axis (B—B＇)
Engineering Geological longitudinal section of the
dam site （S1—S1＇）
Engineering Geological longitudinal section of the
dam site （S2—S2＇）
Engineering Geological longitudinal section of the
dam site SB —SB＇）
Engineering Geological longitudinal section of the
dam site （XB—XB＇）
Engineering Geological longitudinal section of the
dam site （X1—X1＇）
Engineering Geological horizontal section of the dam
site （B1—B1＇）
Engineering Geological horizontal section of the dam
site （B2—B2＇）
Engineering Geological horizontal section of the dam
site （B3—B3＇）
Engineering Geological horizontal section of the dam
site （B4—B4＇）
Engineering Geological horizontal section of the dam
site （B5—B5＇）
Engineering Geological horizontal section of the dam
site （B6—B6＇）
Engineering Geological horizontal section of the dam
site （B7—B7＇）
Engineering Geological horizontal section of the dam
site （B8—B8＇）
Engineering Geological horizontal section of the dam
site （B9—B9＇）
Engineering Geological horizontal section of the dam
site （B10—B10＇）
Engineering Geological horizontal section of the dam
site （X —X＇）
Engineering Geological longitudinal section of the
auxiliary dam （FB—FB＇）
Engineering Geological longitudinal section of the
spillway （Y —Y＇）
Scale
Drawing no.
Number
of
sheets
1:2000
1-K-01
5
1:1000
1-B-02
1
1:1000
1-B-03
1
1:1000
2-B-03
1
1:1000
2-B-04
1
1:1000
2-B-05
1
1:1000
2-B-06
1
1:1000
2-B-07
1
1:1000
2-B-08
1
1:1000
2-B-09
1
1:1000
2-B-10
1
1:1000
2-B-11
1
1:1000
2-B-12
1
1:1000
2-B-13
1
1:1000
2-B-14
1
1:1000
2-B-15
1
1:1000
2-B-16
1
1:1000
2-B-17
1
1:1000
2-B-18
1
1:1000
2-B-19
1
1:1000
2-B-20
1
1:1000
2-FB-21
1
1:1000
2-Y-22
1
v
AVIC & SMEDI JV
No.
Name
Scale
Drawing no.
Number
of
sheets
24
Engineering Geological longitudinal section of the water
diversion tunnel （D —D＇）
1:1000
2-X-23
1
25
Geological section map of the reservoir area （1---1’）
1:1000
2-K-24
1
26
Geological section map of the reservoir area （2---2’）
1:1000
2-K-25
1
27
Geological section map of the reservoir area （3---3’）
1:1000
2-K-26
1
28
Geological section map of the reservoir area （4---4’）
1:1000
2-K-27
1
29
Geological section map of the reservoir area （5---5’）
1:1000
2-K-28
1
30
Geological section map of the earth material site （A-A’）
1:1000
2-L-29
1
31
Geological section map of the earth material site （A2—A2＇） 1:1000
2-L-30
1
32
Geological section map of the earth material site （A1—A1＇、
1:1000
A3—A3＇）
2-L-31
1
33
Geological section map of the earth material site （BB-BB’）
1:1000
2-L-32
1
1:1000
2-L-33
1
1:1000
2-L-34
1
1:1000
2-L-35
1
1:1000
2-Sl-01
1
1:100
3-B-36
1
3-B-37
1
3-B-38
1
3-B-39
1
3-B-40
1
3-B-41
1
3-B-42
1
3-B-43
1
3-B-44
1
34
35
36
37
Geological section map of the earth material site
（B1—B1＇～B3—B3＇）
Geological section map of the earth material site （L-L’、
L1—L1＇、L2—L2＇）
Geological section map of the block stone site （J-J’、
J1—J1＇～J5—J5＇）
Geological section map of the 5 Km block stone site (1---1'～
3---3')
38
Borehole bar graph of dam site, CK1-CK3
39
Borehole bar graph of dam site, CK4-CK6
40
Borehole bar graph of dam site, CK7-CK9
41
Borehole bar graph of dam site, CK10-CK12
42
Borehole bar graph of dam site, CK13-CK15
43
Borehole bar graph of dam site, CK16-CK18
44
Borehole bar graph of dam site, XK1-XK3
45
Borehole bar graph of dam site, XK4-XK6
46
Borehole bar graph of dam site, XK7-XK9
Refer to
drawing
Refer to
drawing
Refer to
drawing
Refer to
drawing
Refer to
drawing
Refer to
drawing
Refer to
drawing
Refer to
drawing
vi
AVIC & SMEDI JV
No.
Name
47
Borehole bar graph of dam site, XK10-XK12
48
Borehole bar graph of dam site, XK13-XK15
49
Borehole bar graph of dam site, XK16-XK18
50
Borehole bar graph of dam site, XK19-XK21
51
Borehole bar graph of dam site, XK22-XK25
52
Exploratory well bar graph of dam site, SJ1-SJ5, SJ9, SJ10,
SJY1-SJY22
53
Borehole bar graph of reservoir area, DK1-DK4
54
Borehole bar graph of reservoir area, DK5-DK8
55
Borehole bar graph of reservoir area, DK9-DK11
56
Borehole bar graph of reservoir area, DK12-DK14
57
Borehole bar graph of reservoir area, DK15-DK18
58
Borehole bar graph of water diversion tunnel, SZK01-SZK03
59
60
61
Borehole bar graph of water diversion tunnel, SZK04-SZK05,
BCK5
Bar graph of borehole and exploratory well of spillway,
YZK01-YZK03
Bar graph of borehole and exploratory well of auxiliary dam,
FZK01-FZK03
62
Borehole bar graph of earth material site, LK1, LK2, LK5, LK6
63
Borehole bar graph of earth material site, LK7, LK8, LK11,
LK12
64
Borehole bar graph of earth material site, LK13, LK16 - LK18
65
Borehole bar graph of earth material site, LK19 - LK21, LK24
66
Borehole bar graph of earth material site, LK25 - LK28
67
Exploratory well bar graph of earth material site
68
Borehole bar graph of block stone site, XLK1 - XLK3, XLK5
69
Borehole bar graph of block stone site, XLK7 - XLK9
70
Borehole bar graph of 5km rock slag site, CK1～CK5
71
Compression curve of soil layers
Scale
Drawing
no.
Number
of
sheets
3-B-45
1
3-B-46
1
3-B-47
1
3-B-48
1
3-B-49
1
Refer to
drawing
Refer to
drawing
Refer to
drawing
Refer to
drawing
Refer to
drawing
Refer to
drawing
Refer to
drawing
Refer to
drawing
Refer to
drawing
Refer to
drawing
Refer to
drawing
Refer to
drawing
Refer to
drawing
3-B-50
1
3-K-51
1
3-K-52
1
3-K-53
1
3-K-54
1
3-K-55
1
3-D-56
1
3-D-57
1
1:100
3-Y-58
1
1:100
3-FB-59
1
3-L-60
1
3-L-61
1
3-L-62
1
3-L-63
1
3-L-64
1
3-L-65
1
3-L-66
1
3-L-67
1
1:200
3－L-68
1
Refer to
drawing
3-S-68
1
Refer to
drawing
Refer to
drawing
Refer to
drawing
Refer to
drawing
1:100
Refer to
drawing
Refer to
drawing
Refer to
drawing
vii
AVIC & SMEDI JV
1. Preface
1.1 Outline
Karimenu Ⅱ dam water supply project is designed for Nairobi City in Kenya and the
surrounding satellite towns, such as Juja and Ruiru. The main structures of the project
include: Karimenu Ⅱ dam hub, water treatment works, water pipeline and Bennett’s
Ridge pool and so on.
This report only focuses on the geologic survey for the reserviors.
The proposed dam hub is located on the upper reaches of the Karimenu River whose
administrative region belongs to town of Kiriko, Kiambu County， central Kenya, which
is 75 kilometers north of Nairobi, the capital of Kenya with geographical coordinates of
latitude: -0.920457 ° and longitude 36.865498°. Within backwater of the reservoir, the
main river way above the dam site is about 5km and the maximum flood area is 135 × 104
m2.
The scope of the project entails the construction of the Main Dam, Auxiliary Dam,
Spillway, Water Delivery (diversion), Culvert etc.
The proposed dam is a homogeneous earth dam with a total reservoir capacity of 28.21
million m3, with an effective capacity of 18.67 million m3. The dead reservoir capacity is
5.55 million m3 and the dead water level is 1833.00 m. The crest of the dam is 400m long
and the axis coordinate of the left and right bank of the dam are: Left bank: X =
9898269.3816, Y = 262525.2536; Right bank: X = 9898539.2832, Y = 262811.5442. The
crest of the dam is 400m long and 10m wide, the height of the dam is 1859.0 m and the
maximum height of dam is 58m.
According to the provisions of China's flood control standards (GB50201-2014) and the
water conservancy and hydropower project classification and flood standards
(SL252-2017), the proposed project is medium reservoir mainly for urban water supply
and the rank of project is Ⅲ, with level 3 of main structures, level 4 of secondary
structures and temporary structures.
The spillway is non-sluice and open top type located at the left bank abutment and the
1
AVIC & SMEDI JV
stake no. of dam axis is 0+015. The Probable Maximum Flood (PMF) discharge flow is
458m3 / s. The spillway control section adopts the flat bottomed weir with a wide top, the
net width of the flood gate opening is 24m, the upper elevation of the ridge of gate is
1852.50 m, and the drain tank is set in the middle of the downstream drain tank and the
outlet of the spillway outlet adopts the selection flow energy dissipation. Two bridges are
set up in the spillway.
The tunnel is located at the right bank of the dam and the stake number is 0 + 462, 62m
from the right abutment. The tunnel consists of the intake section, the intake tower, the
intake of the open cut tunnel, the hidden hole section, the exit of open cut tunnel, the drain
pool section, the exit of open channel section, the pass box culvert and so on. The intake
base elevation is 1816m and the exit base elevation is 1810m. The tunnel intake tower is
the tower of forward water inlet type. The diversion tunnel is used during diversion period,
then the bottom hole is blocked after the diversion and ∅ 1.0 m pressure pipelines are laid
in the tunnel. The elevation of the outlet center line of the water supply pipe, the
ecological discharge pipe and the sand-flushing blow-down pipe is 1809m.
The maximum height of auxiliary dam is 9.0 m which is the homogeneous earth dam. The
dam crest is 210m long and 10.0 m wide while as the elevation of the dam top is 1859.0
m.
Construction of One (1) cofferdam is done on the upstream and downstream of the
diversion tunnel.
The Karirnenu river is located at the southern slopes of the Aberdare mountains, with a
basin area of 105km2. The river originates from dense forests, traversing the forest along
the southeast of the mountain, and into the Chania river near Thika town. The Chania river
shunts from the Thika river in Thika, which drains into the Masinga dam. It is a secondary
tributary to the Tana river, Kenya’s longest river.
The Karimenu river lies in the southern part of the Aberdare mountains in the humid and
semi-humid agricultural climate zone of Kenya. The annual average temperature is about
14-18 ℃. The average annual precipitation is 1420mm. There are two rainy seasons in a
2
AVIC & SMEDI JV
year, long rainy season (about March to May) and the short rainy season (about October to
November). Monthly average temperature change ranges from 9.9 to 14.6 ℃, the average
annual change range is 11.6 ℃.
Transportation is convenient for the engineering area, but most of the roads are
mountainous and winding dirt roads with a width between 3 to 5m, which can be used by
large and medium-sized vehicles.
1.2 Survey tasks and requirements
Entrusted by the Athi Water Services Board, Kenya, the preliminary engineering
geological design stage of the project was performed. The task of this survey is to find
out the engineering geology and hydrogeological conditions of the reservoir area and the
dam site and to investigate the engineering geological problems that affect the safety of
structures.
According to the contract requirements, the Chinese standards and codes shall be applied
in the survey.
The exploration work is in strict accordance with the “Standard of Small and
Medium-sized
Water
Conservancy
and
Hydropower
Engineering
Geological
Investigation” SL55-2005, “the Regulation of Water Resources and Hydropower
Engineering Drilling” SL291-2003, “the Water Resources and Hydropower Engineering
Pressure Water Test Procedures” SL31-2003, “the Water Resources and Hydropower
Engineering Natural Building Materials Investigation Procedures” SL251-2015, “the
Water Resources and Hydropower Engineering Geological Surveying and Mapping
Regulations” SL299-2004 and other requirements, which mainly meets the demand of the
preliminary design stage, specific investigation purpose and the requirements which are
as follows:
1) to review the original data, to research the regional geological conditions, to analyze
the effect of the main structure on the project area, to evaluate the influence of the
stability of the structure to the region and site, and put forward the motion parameter
in the project area;
3
AVIC & SMEDI JV
2) to investigate topography and landform, strata lithology and geological structure of
reservoirs; the properties of rock and soil in reservoir basin, the thickness and
permeability of alluvial layer. Recheck the seepage conditions in the water reservoir
area, to identify whether the permeable channel or other water permeable belts are
connected outside the reservoir. Analyze the possibility of infiltration into adjacent
valleys after water storage;
3) to identify the terrain, topography, the nature of the rock and soil in possibly
submerged sections, the distribution of the relative aquifers and the depth of
underground water in submerged area, and to predict the scope of the submergence
zone;
4) to find out the stability of the bank, whether there is a large landslide or debris flow
distribution, or whether there will be a subsidence or collapse after the water storage;
5) to demonstrate the conditions of dam site construction, and to evaluate the main
engineering geological and environmental geology problems of the reservoir area that
may influence selection of the program;
6)
to identify the engineering geological conditions of the dam site and make an
evaluation to the major engineering geological problems;
7) to conduct detailed investigation of natural building materials, find out the quality and
reserves of various natural building materials, and propose geological suggestions for
the mining, transportation and processing of materials
1.3 Completed work
The project’s feasibility study was commissioned by Athi Water Services Board in 2013,
and carried out by a local company. The dam of feasibility study site is located in the
upstream of the dam, and the site is not too far from the current site. The geophysical
prospecting, drilling, standard penetration, pressure water test and indoor test have been
conducted. The general and maximum depths are 30m and 40 m respectively. The
stratigraphic and engineering geological conditions revealed in the depth of investigation
are not different from this survey.
The combined investigation of geological survey and drilling and the means of
4
AVIC & SMEDI JV
geophysical prospecting were mainly adopted. The geological surveying and mapping
work was mainly conducted in the reservoir area and on both sides of the banks. The
drilling and geophysical prospecting concentrated on the main building of the dam site
area. A combination of manpowered exploratory well and drilling exploration was
adopted for the exploration of natural building materials field.
The survey plan is as follows:
The reservoir area:
According to the geological survey, the slope of the mountain terrain along the mountain
is large and is basically covered with the impermeable red clay layer. The lower bedrock
is dominated by volcanic breccia and the condition for reservoir formation is better. No
adverse geology conditions such as landslides have been found, and the slope stability is
good. Therefore, combined with the evaluation requirements of the bank collapse, a total
of 5 sections were arranged, with 3-4 holes in each section. The depth of exploration hole
is required to pass through the soil layer to carry out medium~ strong weathered rock
formations.
Dam site area:
A section along the axis of the dam is arranged with an interval of about 50m. The depth
of the boreholes, dam foundation is 55m, from the dam abutment to the water resisting
layer or below the river bed.
The other positions of the dam are arranged in 50~100m intervals parallel to the dam axis.
The drilling distance is about 50m, and the exploration hole is 25~30m, such
that if the
drilling and the bedrock can be appropriately reduced, it should not be less than 5m into
the weathered rock. In actual drilling, due to drilling and T2 weak layer, for further
understanding of the characteristics and distribution of the layer, 6 drill holes on the dam
axis were deepened, and 2 boreholes selected in the direction of the vertical axis of the
dam for deepening , with a maximum depth of 109.2m.
All the drilled weatherd rock formations on the dam axis were subjected to a pressure test
and a wave velocity test. Part of the depth water pressure was less than 1.0Mpa, and the
5
AVIC & SMEDI JV
water injection test was changed. The T2 layer was used as the water injection test.
During the drilling period, 3 boreholes were drilled for long-term water level observation,
with an observation interval of 10 days, and 6 pits arranged to take the upper part of the
original soil sample.
Spillway:
A section is arranged along the axis direction, with a distance of about 100m, and the
depth of the hole is 25~35m.
Water diversion tunnel:
One section is arranged along the axis direction, and a total of six (6) boreholes are
drilled. The depth of the hole is 10m below the bottom of the tunnel, and one of them is
located at the intake tower.
Secondary Dam:
One section is arranged along the axis, and there is one (1) drilling hole and two (2)
exploratory holes. The drilling depth is 20m and the depth of exploration well is 8~10m.
Stockyard:
The soil material field is mainly in the exploration well, arranged in a grid pattern, with a
spcing of less than 500m. The depth is generally excavated through the useful layer, and
the drilling is done at large thickness. The quarry and the dam site survey found that the
quality of the coarse rock is good and can be used as aggregate of the project. So drilling
holes in three stockyards are arranged to find the coarse-grained rock, and the depth of
the exploration hole is to the bottom of the bed or drilled through the rough rock layer.
Indoor test:
Soil layers: Moisture content, heavyness, specific gravity, Atterberg limits, compression,
particle analysis and free expansion rate, shear at the dam foundation, direct shear,
shear-fastening, saturated consolidation fast shear, triaxial unconsolidated undrained
shear (UU), consolidated undrained shear (CU), vertical and horizontal permeability
coefficient and so on.
6
AVIC & SMEDI JV
Rocks: including heavy, uniaxial saturated compressive strength, uniaxial dry
compression strength, softening coefficient, shear strength, saturated Poisson's ratio, and
saturated deformation modulus.
Soil material: Moisture content, plasticity index, dry density, clay content, water soluble
salt, organic matter, optimal moisture content, maximum dry density. Moisture content,
plasticity index, dry density, compression, triaxial unconsolidated undrained shear (UU),
consolidated undrained shear (CU), permeability coefficient and so on, according to the
0.96 degree of compaction.
Stone: dry density, uniaxial saturated compressive strength, uniaxial dry compression
strength, softening coefficient.
The reservoir exploration work commenced on 1st April, 2017; Investigation such as the
newly added auxiliary dam, water conveyance tunnel hole, and the building of spillway
for the adjustment began on 1st July, 2017; The field work was completed on 21st July,
2017; Indoor test for rock and soil, water and data collection, binding and filing were
completed on 4th August, 2017. The statistical results of this geological survey work are
shown in Table 1-1.
7
AVIC & SMEDI JV
Table of workload of engineering geological survey for the preliminary design stage of Karimenu
Ⅱwater supply dam
Table 1-1
item
Surveying
and mapping
for geology
Exploration
Field test
content
unit
quantity
1/2000 Surveying and mapping geology
km2
5.8
1/1000 Surveying and mapping geology
km2
1.1
1/1000 geological section mapping
km/line
17.3/42
point
99
Summary of joints and fissures
point
3
borehole
m/n
shaft
m/n
129．5/17
SPT, standard penetration test
point
485
Water pressure test for borehole
section
97
Water injection test for borehole
set
22
Pumping test for borehole
set
3
Sonic test
m/hole
680.1/17
set
53
disturbed soil sample from exploratory well
set
8
undisturbed soil sample from borehole
set
175
set
42
Rock sample from drill-hole
set
196
Water sample
set
4
Rock sample on field
set
2
Soil sample test
set
662
Rock sample test
set
180
Water quality analysis test
set
9
Investigation of natural building materials
Team day
30
Investigation of the reservoir immersion
Team day
15
Measurement for coordinate elevations of
engineering points
Undisturbed soil sample from exploratory
well
Sampling
Laboratory
test
Others
disturbed soil sample from borehole
Data Collection
Labor
Day
remarks
3966.8/
99
40
8
AVIC & SMEDI JV
2. General Regional Geology Condition
2.1 Landform
East branch of East Africa rift valley, cuting through plateau from north to south, divides
the highlands into east and west parts. The bottom of great rift valley is located at
450-1000m below the plateau, which is 50-100km wide, with a wide range of lakes and
many volcanoes. To The north is desert and semi-desert, accounting for 56% of Kenya’s
total area. Mount Kenya in the central highlands is 5199m above sea level and is the
second highest peak in Africa. The extinct volcano Wagagai is 4,321m above sea level
and is famous for its huge crater, which is 15km in diameter. Rivers and lakes are
numerous, and there are the bigger rivers such as Tana and Galana Rivers. The project is
located in the Thika district, a suburb of Nairobi, as part of the east African rift valley.
The upper reaches of Athi have a volcanic cluster and sediment, produce good aquifer.
The soil is formed by weathering of volcanic rocks and is very fertile with a large number
of pinholes.
Project area is located in the south of Aberdare mountains, it’s elevation generally ranges
from 1600 to 1900 m, the relative elevation difference is less than 200 m, the landform is
of lava plateau type, the terrain slightly curves and waves, the valley is in process of
development, the mountain range and river system obviously controlled by the geological
structure and lithology.
According to the morphogenesis and formation, the geomorphology is divided into two
zones, which are described as follows:
1) Structural denudation and erosion plateau area
It’s the major geomorphic unit of this area, the area is made of volcanic rock formation
of the tertiary thick layers, the top elevation is 1900 ~ 1600m above sea level, the
relative height difference is less than 200 m, with crisscross gully, most of the
mountian tops are in the shape of a beam, and slope angle is relatively smooth.
2) Geological area of river erosion and accumulation
9
AVIC & SMEDI JV
It’s the major geomorphic unit of this area, formed by the river and its branch ravine,
and it is composed of riverbeds and terraces, which are river course and terraces mainly
formed by intermittent ascending and descending effect, strong incision effect.
2.2 Formation Lithology
The main exposure strata of the engineering area are igneous rocks of the tertiary (A) and
loose overburden layers of the quaternary system (Q).
The ancient strata of the tertiary system are mainly exposed to the bottom of the
deep-incised valley and both banks of the valleys and ravines of plateau.
The quaternary system loose strata are mainly distributed in the valley and above terraces,
and its lithology is mainly the high liquid limit clay (silt), formed by pluvial-alluvial
(Q4pal) by river with a small amout of pebbles.
2.3 Geological Structure and Seism
2.3.1 Geological structure
More than 10 million years ago, the fractured crust of the earth formed the great
depression of the Great Rift Valley. The theory of plate tectonics holds that this is the
place where the land masses are separated, that is, the eastern part of Africa is in the
strong zone of the rising flow of mantle material. In the upwelling process, the east
African crust uplifted to form a plateau, and the dispersion of the upwelling in the
opposite direction of the two sides caused the fragile part of the earth’s crust to crack and
fall into the rift zone. The average speed of the cracking is 2cm ~ 4cm a year, and has
been ongoing continusly the rift belt is still expanding to both sides. The depression of the
Great Rift Valley began in the Oligocene, and the major fault movement occurred in the
Miocene epoch, among which the large displacements lasted from the Pliocene epoch to
the quaternary period. The Great Rift Valley is formed by the splitting of the African plate.
The partial subsidence of the middle section formed the graben structure. The rift zone is
located in East Africa, starts from Zambezi river mouth area in the south, via Shirey
Valley in the north to lake Malawi (Niassa), and it is divided into two branches: northern
branch rift zone is the main rift valley, runs along the east of lake Victoria, to the north
10
AVIC & SMEDI JV
via Tanzania and central Kenya, cuts through the Ethiopian highlands into the Red Sea,
and extends northwestward to Jordan valley from the Red Sea, nearly 6000 km. The
width of the rift valley is about a few dozen to 200 kilometers, and the valley floor is
mostly flat. The two sides of the rift valley are steep cliffs, and the height difference
between the bottom and the top of the cliff ranges from a few hundred meters to 2,000
meters. Western branch rift zoneroughly runs along the west side of Lake Victoria, goes
through Lake Tanganyika, lake Kivu and other lakes to the north, gradually disappears to
the north, the scale is smaller and with total length more than 1,700 kilometers.
The engineering area is located in the eastern branch of the east part of east African rift
belt, which is in fault zone in the eastern margin of the east region. The stratigraphic rock
mass in the region is lumpy, with no apparent occurrence, and few structural features, and
no major fracture or folded structure is found. The development of joints in rock is
mainly toward NW and NE.
2.3.2 Seismic Activity
The engineering area is in the active region of the earth’s crust, with probable volcanic
earthquakes. However, no
earthquake epicenter has been recorded so far.
According to the seismic zoning map of Kenya and engineering geological report in
feasibility study stage, dam site is located in the basic earthquake area of seismic intensity
Ⅵ. Refering to the Thika dam, which is about 10 kilometers northeast of the project, the
design benchmark of seismic peak ground acceleration is 0.13 g, and the maximum
seismic peak ground acceleration is 0.40 g. The design benchmark of the seismic peak
ground acceleration of the project is 0.13g, the possibly maximum seismic peak ground
acceleration: 0.40 g.
2.4 Hydrogeology
The water bearing strata in this area is under covered in igneous strata of tertiary system
and strata in quaternary system. The surface runoff mainly includes Chania river,
Karirnenu river and other tributaries, which flows to the east and southeast, and belongs
to the Tana river basin. Groundwater recharge sources are mainly from atmospheric
11
AVIC & SMEDI JV
precipitation, groundwater runoff and drainage to river valleys. According to the
hydrogeological conditions of the region, groundwater types can be divided into two
types: igneous fissure water and loose rock pore-water. The conditions of underground
water supply, runoff and discharge in each aquifer are described as follows:
2.4.1 Fissure water in igneous rocks
The water-bearing rock is igneous stratum in tertiary system and the groundwater is
deposited in the rock fracture. The water-bearing rock is widely distributed in the
engineering area. The recharge of groundwater is mainly based on atmospheric
precipitation and surface water infiltration. There is no spring exposed in the district.
The watery property of igneous rocks is closely related to number of pores and the
porosity of structural fissures. The rock with many pores and structural fractures, big
crack dip angle has better water yield property, and vice versa.
2.4.2 Pore water of loose rock
The water-bearing rock series are soil of all types in quaternary system, mainly
distributed in the both sides of river, the mountain valley, etc., and supplied from the
atmospheric precipitation, and rock series lateral recharge of groundwater, surface water
and other water froom river runoff discharge, it’s hydraulic slope is controlled by
topography, the rock series have unified phreatic groundwater level.
Both types of groundwater receive atmospheric precipitation recharge, and pore water
also receive supplies from lateral and jacking fissure water, according to the survey,
groundwater table elevation of the bedrock fracture on both sides of the banks are above
the valley pore water level, and the groundwater is generally discharged from both sides
of banks to the riverbed and from upstream to downstream.
12
AVIC & SMEDI JV
3. Reservoir Engineering Geology
3.1 Landform
The geomorphic type of the reservoir is the river canyon landform. The Karimenu river
valley has a slight steeper slope, and the topography is undulating. The elevation between
the two banks ranges from 1870 to 1880m, and in the backwater range, the height of the
valley floor is from 1800 to 1860m, and the relative height difference is about 60m.
Karimenu river valley is relatively spacious with “V” shape at the bottom, 600m from the
reservoir to upstream of dam site, the reservoir is composed of 3 ~ 4 branch ravines, main
channel is located at the north of the reservoir, main channel overall flow to SE, river is
“S” shape from the dam site to 600 m of its upstream. There are not many well developed
gullies on both sides of the river valley, all of them are “V” shape, and the valley floor is
wide and the slope is a little steeper. Most reservoir valley bottom is between 50 ~ 90 m
wide, the height of both sides of the banks is 60 ~ 70 m, slope angle is 11 ° ~ 27 °.
accumulation terrace is not well developed on both sides of the gully bed, only levelⅠ
base terrace was discontinuous developed, and the width is 0 ~ 70 m.
3.2 Formation lithology
The formation lithology in the reservoir area is shown as follows from old to new:
1) A tertiary igneous rock (TV): a thick layer fused tuff in T-1 layer; low liquid limit silt
in T-2 layer, with poor graded sand and gravel interlayer; The T-3 layer dominated
thick layer of volcanic breccia and sintering tuff, with local distribution of amphibole
trachyte lens;
2) the Quaternary upper Pleistocene slope proluvial (Q3dpl), is mainly brown red, high
liquid limit clay, lower part contains more calcium nodules and a small amount of
gravel, distributed in the surface of plateau and both slopes of the valley, the thickness
is 0 ~ 30 m;
3) The Quaternary Holocene flood alluvial (Q4pal): mainly consists of high liquid limit
clay, high liquid limit silt, loose, soft plasticity to flow plasticity, distributed in the
bottom of the Karimenu valley and the terrace base of Ⅰ level, 0 to 8 m thick.
13
AVIC & SMEDI JV
3.3 Geological structure
The geological structure of the reservoir is simple, the fault structure is not developed,
and the reservoir area is mainly controlled by the Great Rift Valley. The stratification
layer of reservoir is not obvious. 2 groups joints and fissures mainly developed in rock
mass, all belong to tectonic fracture, 1 N40 ° ~ 60 ° E/NW (SE) < 35 ° ~ 65 °, (2) N30 ° ~
50 ° W/SW (or NE) < 35 ° ~ 85 °.
3.4 Hydrogeological conditions
The surface runoff in the reservoir area mainly depends on perennial flow of Karimenu
River, the sources are atmospheric precipitation and the water supply from both banks.
The groundwater mainly depends on igneous fissure water, and the Karimenu River is
base level for its discharge, to the riverbed and its downstream.
Due to the thickness of the loose overburden layer in the reservoir area reached to 10 ~
25m, the distribution area is wide, so there is a certain amount of porous type upper
stagnant water. The Holocene series clay of quaternary system at the bottom of the valley
is relatively thin and the water supply is limited. The pore water is mainly distributed in
the river course of Karimenu River and the mountain valley, and except the atmospheric
precipitation, surface water and other water-bearing rocks also provide water supply, and
the discharge direction is downstream of the Karimenu River.
3.5 Evaluation of reservoir area on engineering geology
3.5.1 Reservoir Leakage
From the constitute reservoir lithology conditions, reservoir banks are composed of
brown, brown red high liquid limit clay in Quaternary upper Pleistocene slope proluvial
(Q3dpl), the permeability of the soil is weak, can be considered as water-resisting layer of
reservoir bank, although there are igneous rock is exposed at the bottom of the reservoir
in valleys, but its permeability is weak, at the beginning of the retaining water, it will be
submerge by sediment, so it’s difficult to form the outward leakage passage; From the
perspective of the topography and landform of the reservoir, there are parallel or nearly
parallel valleys in both side of the reservoir area, but result from water-proof function by
14
AVIC & SMEDI JV
the thick high liquid limit silt on surface in reservoir area, reservoir water leakage is hard
to lead to both sides iof valleys; From the geological tectonic conditions, it is not obvious
that the tectonism of the reservoir area can influence, no tectonic belt is found, thus
forming no leakage channel. In conclusion, there is no permanent leakage in the reservoir
area in whole.
3.5.2 Reservoir Submersion
When the reservoir is filled to normal storage level, the water return length is about 5.25
km. There is no village and important mineral resources under normal reservoir storage
level, and there are plenty of cultivated land along the banks above and under normal
reservoir storage level.
The groundwater critical buried depth is calculated according to the following formula:
HCR = HK +
H....................................... Formula (3.1)
In the formula: HCR -immersion groundwater critical depth (m);
HK - maximum height of soil capillary water (m);
H - safe ultra high value, 1.0m for agricultural area (crop root depth),
1.5m for residential area (building foundation buried depth).
According to the data of exploratory well, the maximum height of capillary water is 1.6
m. The critical depth of groundwater of submergence shall be: 2.6 m in agricultural area
and 3.1 m in residential area.
The two sides of the reservoir are composed of the loose layer, and the farmland on both
sides of the land is sloped, and the ground elevation of 1855.0 ~ 1857.6 m will be
affected by the flood after the submersion of the reservoir. The villages on both sides
whose elevation range is between 1855.0 ~ 1858.1 m, such as the village of Gituamba in
the left bank, Buchana chapel on the right bank and Buchana Primary School in the
reservoir, will also be affected by the submersion.
3.5.3 Stability of the banks
In backwater scope of reservoir, most of slopes on both sides are covered with loose soil
(physical and mechanical properties are shown in Table 3-5-1), the slope gradient is
15
AVIC & SMEDI JV
slightly steep, generally 20 ~ 25 °, In addition, vegetation is well developed. According to
the geological survey results, there is no landslide. After the reservoir water storage, the
soil of the slopes in two sides becomes instable due to the water infiltration, bank caving
can occur in the reservoir with the influence of water changes and corrosion.
According to the topography of the slope on the left and right sides, several representative
engineering geological profiles are arranged in the survey(Figure 3.5-1).
Figure 3.5-1 Plan sketch map of exploratory hole
The prediction of width of bank caving is made by the quotation of final collapse bank
caving width calculation formula (formula 3.2) for Homogeneous reservoir in “Water
conservancy and hydropower engineering geological manual”. Due to the bank slope of
the bedrock is exposed in some sections of the bank slope of the reservoirs, and the angle
of slope of the bedrock is bigger than that of underwater stabilized slope (about 12 °,
based on the experience and the measured quantity of Thika dam), so the estimation of
the width of bank caving can be carried out by the formula 3.3.
St = N [(A + hp + hB) ctgα + (H-hB) ctgβ- (A + hp) ctgγ] (Equation 3.2)
St = N [(H-hB) ctgβ + (B + hB) ctgφ] (Equation 3.3)
Where: St - the corrected final width of the collapsed zone (m)
16
AVIC & SMEDI JV
N-The coefficient associated with the particle size of the soil
A- range of water level of reservoir(m), the value is of difference of
h1 and h2
hp- depth of wave erosion (m)
hB-height of wave climbing (m)
H - height of bank slope above normal water level (m)
α- underwater stability slope angle after shallow beach erosion (degrees)
β- shore stability slope angle (degrees)
γ-original bank slope angle (degrees)
h1 - normal water level of designed reservoir, the value is 1855.0m
h2 - designed low water level (water level), the value is 1833.0m
B- depth of bedrock at predicted stat point of bank caving (m)
φ- slope angle of bedrock face (degrees)
Refer to Table 3-5-2 for the calculation of the parameters and results in profiles. The
width of the bank caving of reservoir bank is 31.68 ~ 83.54m.
The impact of the bank caving in the soil reservoir area is that the occupation of
reservoirs caused by the siltation of the bank caving in the reservoirs. The estimated
width of the bank caving is the value of the final bank caving, and the actual years of use
of the reservoir is limited, just only a few decades, the width of the bank caving is
generally less than the predicted value during the operation period, besides, the vegetation
on both sides of the reservoir area is dense with well developed root system, which will
contribute to the stability of the bank to a certain extent and reduce the quantity of bank
caving. In view of the wide range of soil slope, the large amount of protection
engineering, and the large investment, they are generally not -dealt with.
17
AVIC & SMEDI JV
Statistical table of physical and mechanical properties of high liquid limit clay (silty clay) of reservoir bank
Table 3-5-1
Physical property of soil
Water ratio limit
Grain composition
Depth
0.25
0.075
～
～
of soil
Ｗ
ρ
Water
ratio
ｅ
ρd
Gravity
sample
Saturation
quick shear
quick shear
〈
Gs
No.
Direct and
compressibility
WL
WP
IP
IL
Sr
Wet
Dry
density
density
of soil
Saturation
particle
0.005
Void
Liquid
Plastic
Plasticity
Liquidity
0.075
0.005
ratio
limit
limit
index
index
Fine
Silt
Clay
Ｃ
Φ
Modulus of
coefficient
compressibility
av.1-.2
Es.1-.2
Compressibility
Ｃ
Φ
Classification and
Cohesive
Frictional
Cohesive
Frictional
denomination of soil
force
angle
force
angle
sample
particle
--
ｍ
％
--
DK4-1
5.0
44.4
2.77
1.56
DK4-2
4.0
48.4
2.77
DK4-3
3.0
47.4
DK3-3
3.0
DK5-3
sand
particle
％
--
％
％
--
--
％
％
％
MPa-1
MPa
kPa
°
kPa
°
Standard of denomination
1.08
78.6
1.564
85.6
35.4
50.2
0.18
1.0
18.9
80.1
0.85
3.0
39.0
27.3
18.6
20.3
High liquid limit clay
1.31
0.88
62.7
2.137
118.0
40.7
77.3
0.10
1.1
33.8
65.1
2.04
1.5
32.3
12.4
19.3
22.9
High liquid limit clay
2.77
1.32
0.90
62.7
2.094
115.0
34.3
80.7
0.16
0.4
39.5
60.1
1.72
1.8
29.7
20.5
15.1
25.7
High liquid limit clay
44.4
2.77
1.52
1.05
75.4
1.631
107.0
39.6
67.4
0.07
0.8
32.7
66.5
0.82
3.2
40.5
35.9
30.9
26.4
High liquid limit clay
3.0
44.2
2.77
1.36
0.94
63.2
1.936
95.7
38.2
57.5
0.10
0.7
52.6
46.7
1.77
1.7
50.3
29.9
5.9
31.3
High liquid limit clay
DK7-1
5.0
43.2
2.77
1.50
1.05
72.8
1.644
91.1
38.7
52.4
0.09
0.8
26.1
73.1
1.02
2.6
32.6
28.7
33.8
13.1
High liquid limit clay
DK8-1
5.0
42.4
2.77
1.38
0.97
63.2
1.859
89.7
38.6
51.1
0.07
1.1
30.5
68.4
1.35
2.1
25.9
22.1
9.1
29.0
High liquid limit clay
DK8-3
3.0
46.4
2.77
1.41
0.96
68.5
1.876
90.7
38.7
52.0
0.15
2.5
37.0
60.5
1.40
2.1
24.8
21.3
15.1
13.3
High liquid limit clay
DK13-3
3.0
50.4
2.77
1.21
0.80
57.2
2.442
94.8
39.4
55.4
0.20
3.2
51.8
45.0
2.48
1.4
9.2
33.2
7.1
24.7
High liquid limit clay
DK3-1
5.0
43.6
2.77
1.34
0.93
61.3
1.969
87.3
38.7
48.6
0.10
1.6
34.8
63.6
1.34
2.2
13.9
31.6
17.6
25.8
High liquid limit silt
DK3-2
4.0
50.4
2.77
1.46
0.97
75.3
1.853
104.0
48.5
55.5
0.03
1.0
38.8
60.2
1.01
2.8
47.5
26.5
13.2
27.6
High liquid limit silt
DK6-1
5.0
41.6
2.77
1.38
0.97
62.5
1.843
96.8
48.9
47.9
-0.15
1.2
47.0
51.8
0.50
5.7
16.4
34.7
5.4
31.0
High liquid limit silt
DK6-2
4.0
46.3
2.77
1.35
0.92
64.1
2.002
97.1
41.2
55.9
0.09
0.8
54.2
45.0
0.96
3.1
81.0
30.9
10.4
31.4
High liquid limit silt
DK6-3
3.0
41.6
2.77
1.38
0.97
62.5
1.843
94.7
46.7
48.0
-0.11
0.8
50.9
48.3
0.49
5.8
69.7
32.0
13.9
26.8
High liquid limit silt
DK5-1
5.0
43.1
2.77
1.24
0.87
54.3
2.197
95.1
50.5
44.6
-0.17
0.9
52.4
46.7
1.92
1.7
27.0
29.5
2.2
28.4
High liquid limit silt
DK5-2
4.0
45.0
2.77
1.40
0.97
66.7
1.869
99.3
50.1
49.2
-0.10
1.1
57.1
41.8
1.28
2.2
59.3
22.9
15.0
29.1
High liquid limit silt
DK7-2
4.0
42.7
2.77
1.42
1.00
66.3
1.783
91.4
40.7
50.7
0.04
1.4
26.9
71.7
1.21
2.3
47.9
12.7
10.3
23.4
High liquid limit silt
DK7-3
3.0
46.6
2.77
1.45
0.99
71.7
1.800
95.3
40.9
54.4
0.10
2.9
30.3
66.8
1.15
2.4
9.7
29.5
6.7
27.5
High liquid limit silt
g/cm3
18
AVIC & SMEDI JV
Statistical table of physical and mechanical properties of high liquid limit clay (silt) of reservoir bank
Table 3-5-1 (continued)
Physical property
Water ratio limit
of soil
Grain composition
Depth
No.
of soil
sample
Ｗ
Water
ratio
Gs
Gravity
of soil
particle
ρ
ρd
Wet
Dry
density
density
--
ｍ
％
--
DK8-2
4.0
49.2
2.77
1.37
DK12-1
5.0
52.2
2.77
DK12-2
4.0
56.2
DK12-3
3.0
DK13-1
5.0
DK13-2
Sr
Saturation
0.25
0.075
ｅ
WL
WP
IP
IL
～
～
Void
Liquid
Plastic
Plasticity
Liquidity
0.075
0.005
ratio
limit
limit
index
index
Fine
Silt
sand
particle
compressibility
〈
0.005
Clay
particle
Direct and
Saturation
quick shear
quick shear
av.1-.2
Es.1-.2
Ｃ
Φ
Ｃ
Φ
Classification and
Compressibility
Modulus of
Cohesive
Frictional
Cohesive
Frictional
denomination of soil
coefficient
compressibility
force
angle
force
angle
sample
％
--
％
％
--
--
％
％
％
MPa-1
MPa
kPa
°
kPa
°
Standard of denomination
0.92
67.6
2.016
89.8
41.7
48.1
0.16
1.7
34.5
63.8
1.42
2.1
29.1
24.1
10.6
28.0
High liquid limit silt
1.29
0.85
63.7
2.268
82.9
50.2
32.7
0.06
3.8
52.8
43.4
2.15
1.5
6.3
30.4
11.3
25.1
High liquid limit silt
2.77
1.15
0.74
56.4
2.762
91.8
54.1
37.7
0.06
3.2
57.0
39.8
2.46
1.5
7.0
29.2
2.6
26.5
High liquid limit silt
44.2
2.77
1.20
0.83
52.6
2.328
84.6
49.4
35.2
-0.15
1.5
46.7
51.8
2.54
1.3
30.3
22.2
6.5
29.3
High liquid limit silt
49.2
2.77
1.26
0.84
59.8
2.279
82.4
48.8
33.6
0.01
4.1
60.9
35.0
2.77
1.2
13.5
34.6
5.2
25.0
High liquid limit silt
4.0
50.1
2.77
1.54
1.03
81.6
1.700
87.3
52.3
35.0
-0.06
7.2
56.1
36.7
0.50
5.4
46.7
29.9
6.8
32.6
High liquid limit silt
DK16-1
5.0
55.1
2.77
1.46
0.94
78.6
1.942
90.1
55.4
34.7
-0.01
6.7
61.8
31.5
0.38
7.7
11.5
24.6
4.0
16.9
High liquid limit silt
DK16-2
4.0
48.2
2.77
1.38
0.93
67.6
1.975
87.4
52.5
34.9
-0.12
7.2
56.1
36.7
0.83
3.6
48.6
19.3
5.6
22.6
High liquid limit silt
DK16-3
3.0
57.2
2.77
1.10
0.70
53.6
2.958
96.3
57.3
39.0
-0.00
8.1
60.4
31.5
1.12
3.5
48.0
20.8
21.6
22.1
High liquid limit silt
DK15-1
5.0
48.2
2.77
1.01
0.68
43.5
3.066
85.0
50.0
35.0
-0.05
7.1
54.7
38.2
2.59
1.6
73.9
14.9
12.4
20.4
High liquid limit silt
DK15-2
4.0
52.2
2.77
1.11
0.73
51.7
2.797
88.4
47.8
40.6
0.11
6.2
62.3
31.5
1.24
3.1
69.8
13.7
16.1
20.6
High liquid limit silt
DK15-3
3.0
54.0
2.77
1.12
0.73
53.2
2.810
83.3
50.2
33.1
0.11
4.8
62.8
32.4
1.04
3.7
88.0
16.4
27.9
16.8
High liquid limit silt
frquency
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
maximum
57.2
2.77
1.56
1.08
81.6
3.066
118
57.3
80.7
0.2
8.1
62.8
80.1
2.77
7.7
88
35.9
33.8
32.6
minimum
41.6
2.77
1.01
0.68
43.5
1.564
82.4
34.3
32.7
-0.17
0.4
18.9
31.5
0.38
1.2
6.3
12.4
2.2
13.1
g/cm3
Mean value
47.6
2.77
1.33
0.90
64.0
2.108
93.3
45.3
47.9
0.04
2.8
46.0
51.1
1.41
2.8
37.6
25.4
12.7
24.8
Small mean value
44.19
2.77
1.19
0.80
57.89
1.85
87.58
39.06
37.23
-0.07
1.13
31.98
39.39
0.97
1.84
19.95
19.14
7.18
19.76
Great mean value
51.74
2.77
1.41
0.97
69.35
2.59
96.03
50.79
51.91
0.10
5.60
56.49
63.17
2.34
4.62
60.89
30.76
18.66
28.40
Standard deviation
4.423
0.000
0.140
0.108
8.998
0.409
8.683
6.456
12.366
0.106
2.442
12.796
14.427
0.686
1.552
23.041
6.876
8.061
5.125
Variable coefficient
0.093
0.000
0.105
0.120
0.141
0.194
0.093
0.142
0.258
2.966
0.863
0.278
0.282
0.486
0.556
0.612
0.271
0.636
0.207
Suggestive value
47.6
2.77
1.33
0.90
64.0
2.108
93.3
45.3
47.9
0.04
2.8
46.0
51.1
1.41
2.8
18-25
18-24
6-10
18-22
19
AVIC & SMEDI JV
Table of Representative Geological Profile Parameters and Calculation of predicted Width of bank
caving
Table 3-5-2
No. of
formula
profile
N
hB
m
hp
m
H
m
B
m
α
degree
β
degree
φ
degree
1(left)
3-2
0.8
0.2
1.0
24.24
9.73
12
28
15.43
1(right)
3-1
0.8
0.2
1.0
23.00
12
28
2(left)
3-2
0.8
0.2
20.37
7.25
12
28
13.83
54.56
2(right)
3-2
0.8
0.2
20.26
6.30
12
28
16.81
47.39
3(left)
3-2
0.8
0.2
31.23
9.68
12
28
18.49
76.87
3(right)
3-2
0.8
0.2
39.61
9.10
12
28
25.56
74.85
4(left)
3-1
0.8
0.2
1.0
14.29
12
28
23.54
22.0
66.28
5(left)
3-1
0.8
0.2
1.0
22.70
12
28
23.11
22.0
78.05
5(right)
3-1
0.8
0.2
1.0
6.73
12
28
15.70
22.0
31.68
γ
degree
A
m
St
m
64.95
25.78
22.0
83.54
3.5.4 Reservoir sedimentation
Both sides of the valley of upstream of Karimenu reservoir area are covered by loose soil,
undergoing scouring during the rainy season on both sides of the slope, rain carries more
mud and sand into the valley, may bring a small bank slope soil collapse at the same time,
the reservoir will have a certain amount of deposition.
3.5.5 Induced earthquake by reservoir
Reservoir induced earthquake is one of the possible occurred reservoir engineering
geological problem. It is mainly due to the construction of the reservoir, which changes
the hydrogeological conditions around the reservoir. Once the induced earthquake occurs,
it is likely to affect the safety of buildings. According to the specific conditions of the
reservoir, the probability analysis of the induced earthquake is as follows:
1) the surface reservoir area is mainly composed of quaternary pleistocene series clay,
the underlying formation is thick tertiary volcanic clastic rock, which is the massive
soft block rock, it does not have the material basis for the stress concentration, no
regional fault and structural fracture zone goes through the reservoir area, water
bearing or water transmitting capacity is poor, the possibility of the formation of
20
AVIC & SMEDI JV
passage from reservoir to deep geological body is small, therefore, the possibility of
reservoir induced structural earthquake is very small.
2) no large area of carbonate or underground goaf distribution in the reservoir area and
adjacent areas, and there are no basic conditions for the occurrence of earthquakes
induced by non-structural reservoirs.
3) it is estimated that the large reservoirs that cause earthquakes are those with more
than 100 m in dam height and larger than 1 billion m3 in storage capacity. The
reservoir is a medium-sized reservoir with a maximum height of 52m and small
hydrostatic pressure.
4) there are no abnormal phenomena such as hot spring and geothermal in reservoir area.
From the above analysis, the possibility of earthquake after water storage in the reservoir
is very small.
21
AVIC & SMEDI JV
4. Dam Site Area Engineering Geology
4.1 Engineering Geological Conditions
4.1.1 Topography and Physical Geological Phenomena
The dam site is located in Karimenu valley, Kanyoni village, North of Gatundu Town, its
geomorphic unit is shown as the landforms of the plateau river erosion accumulation, its
terrain is a mountain valley, and valley section is “V” shape. The elevation of the river
bed is 1801.0 ~ 1812.0m, and the width of which is nearly 90m, the main river bed is
located on the right side of the valley, which is about 17m wide, and the river flow
direction at the dam axis is S64° E. The left bank slope is about 21°, while the right bank
slope shades from the 38° in the lower part to 17° in the upper part. Both sides of the
slope and the valley are covered by loose layer.( Figure 4.1-1&4.1-2)
Figure 4.1-1 Plan sketch map of exploratory hole
22
AVIC & SMEDI JV
23
AVIC & SMEDI JV
The physical geological phenomena in the dam site area are mainly weathering. In the
dam site, the thickness of the bedrock zone in the valley is different from that in slopes of
the two abutments, which is influenced by stratigraphic lithology, structural plane
development and topography. The left abutment is mainly composed of volcanic breccia
and hornblende trachyte, volcanic breccia is soft and easy to weathered, while the
hornblende trachyte is hard and difficult to weather, the thickness of the intensely
weathered zone on the left abutment can reach 8.0 ~ 11.0m, the strong weathering
Phenomena occurs mainly in the volcanic breccia rock mass which mainly become soft
mudstone after weathering, and the weak weathering zone is 3.0 ~ 7.0m thick; In valley
area, the strong weathering zone is generally 2.0 ~ 4.0m thick while the weak weathering
zone is 2.0 ~ 13.0m thick; At the right abutment, the strong weathering zone is 1.0 ~ 7.0m
thick while the weak weathering zone is 3.0 ~ 7.0m thick.
4.1.2 Stratigraphic lithology
The overburden for dam site area includes the Quaternary upper Pleistocene slope
proluvial (Q3dpl) which are distributed on the two abutments and the Quaternary Holocene
flood alluvial (Q4pal) which are distributed in the valley. The stratigraphic features are as
follows:
1) The Quaternary upper Pleistocene slope proluvial (Q3dpl)
It is maroon red or brown red high liquid limit silt (clay) soil, plastic ~ hard plastic,
with medium compressibility and no expansibility, its lower part contains more
calcium tuberculosis and a small amount of gravel. The thickness of this layer on the
left abutment is 11.0 ~ 19.4m, of which on the right abutment is 18.2 ~ 27.8m.
2) Quaternary Holocene flood alluvial (Q4pal)
It is maroon red, light red, maroon high liquid limit silt, loose ~ slightly dense, with
moderate compressibility, containing humus leading to the poor engineering properties.
The thickness of this Layer is 4.6 ~ 7.9m.
The bedrock stratums in the dam site area are all Tertiary igneous rocks (Tv)，
24
AVIC & SMEDI JV
According to the drilling results and surface mapping, the bedrock in the dam site is
mainly composed of thick layer and hugely thick layer volcanic breccia and fused tuff,
and the left bank is distributed with hugely thick hornblende trachyte lens. According
to lithology and the combination of lithology, the bedrock of the dam site area is
divided into three rock groups (T-1 ~ T-3). The lithology and thickness of each rock
group are shown in Table 4-1-1.
T-2 (1) and T-2 (2) are a kind of soft soil which is distributed in the left abutment and
the lower dam foundation, while this layer is not found above elevation 1779.0m in
the right abutment. The specific location of each layer in drill holes is shown in Table
4-1-2.
25
AVIC & SMEDI JV
Summary table of Lithological characteristics of rock groups in dam site area
Table 4-1-1
Group
Thickness
Lithological characteristics
No.
（m）
Location
Dam foundation and
T-1
Dark gray fused tuff, hard
No bottom
T-2(1)
Brown red low liquid limit clay with detritus, plastic
Approx. 20
Abutments
22.3～27.3
Abutments
Dark gray, brown red poorly graded sand, well-graded
T-2(2)
gravel and low liquid limit clay (silt) soil
T-3(1)
Dark gray fused tuff, a little hard
10.0～16.0
T-3(2)
Light gray volcanic breccia, a little hard
22.8～27.3
T-3(3)
Celadon hornblende trachyte, hard
4.0～10.6
abutments
Dam foundation and
abutments
Dam foundation and
abutments
Left abutment
Summary table of Lithological characteristics of soft rock stratum in dam site area
Table 4-1-2
Hole
No.
Depth (m)
Elevation
(m)
Descriptions
Position
CK10
48.2～
75.5
1774.49～
1747.19
Yellow-green with gray poorly graded sand and low liquid limit clay,
cores in 50.2～53.9m are short columnar fused tuff rocks
T-2(2)
CK9
40.5～
63.3
1768.44～
1745.64
Dark gray, gray with yellow-green poorly graded sand and low
liquid limit clay, cores in 47.3～48.9m are short columnar rocks
T-2(2)
CK8
42.4～
67.8
1766.65～
1741.25
Dark gray with grey yellow low liquid limit clay (silt) soil, soft
plasticity～hard
T-2(2)
CK12
45.2～
65.4
1816.65～
1796.45
grey yellow with light gray low liquid limit clay with detritus
T-2(1)
CK1
43.1～
65.4
1767.62～
1741.02
Dark gray low liquid limit clay (silt) soil, plastic～hard plasticity
T-2(2)
XK10
59.6～
86.2
1767.62～
1741.02
Brown red, taupe gray low liquid limit clay with detritus
T-2(2)
4.1.3 Geological Structures
In the dam site area, only a few rocks emerge, no obvious bedding on the rock stratums
and no geological fault is found.
The bedrock in the left abutment about 300m away in upstream of dam axis emerges,
26
AVIC & SMEDI JV
joint fissure is mainly developed in two groups (see Figure 4-1): ① N10° ~ 20° W /
NE∠80° ~ 90°, ② N40° ~ 50° W / NE (or SW) ∠60° ~ 80°, the fissures are mostly
slightly open or closed and their extension is shorter, filling with mud or no filling, two
groups of joint intersect in a small angle, Group ① is more developed, two groups of
joint cracks skewly cross with the river, Group ② is not conducive to the dam
foundation anti-seepage control.
The bedrock in the right abutment about 440m away in downstream of dam axis emerges,
joint fissure is mainly developed in three groups (See Figure 4-2): ① N20° ~ 30° W /
NE∠ 70° ~ 90°, ② N20° ~ 40° E / SE∠80 (see Figure 4-2)° ~ 90°, ③ N75° ~ 85° E /
NW ∠ 60° ~ 85°, the fissures are mostly slightly open or closed and their extension is
shorter, filling with mud or no filling, Group ① almost vertically intersect with Group
③, and skewly cross with the Group ②, Group ① is more developed, and skewly cross
with the river, which is not conducive to dam foundation anti-seepage control, Group ②
and Group ③ almost vertically intersect with the river.
Figu
re 4-1
27
AVIC & SMEDI JV
Figure 4-2
4.1.4 Hydrogeology
There are two types of groundwater in the dam area: the fourth series of the pore water
and the bedrock fissure water. The former is distributed in the river bed and its buried
depth is 2.5 ~ 3.0m, according to the observation holes (CK9, CK16) set in the dam
foundation during the geological investigation period, the water level elevation is 1805.0
~ 1806.5m (Figure 4-3), the water level changes little with the seasonal variation. The
water level elevation for Hole CK6 in the abutment is generally 1834.3 ~ 1835.7m, but
the elevation reached 1839.5m on 20th May 2017, may be related to precipitation, but
also reflects the larger fluctuations of groundwater.
Bedrock fissure water is distributed in the two abutments and discharged to the river bed
due to its higher water level.
28
AVIC & SMEDI JV
Figure 4-3 Groundwater Observation Curve
1. Dam foundation rock mass permeability
1) The dam foundation rock mass strong weathering zone, water injection tests were
conducted on Drill holes CK8, CK9 and CK10, and the results were 7.56m/d,
2.72m/d and 0.17m/d, respectively. The average is 3.48m / d equal to 4.03 ×
10-3cm/s and the average of large value is 7.56m/d equal to 8.75 × 10-3cm/s, which
belongs to moderate permeable layer.
2) For the dam foundation rock group T-3, according to the statistical analysis of
borehole water pressure test (see Table 4-1-3), the average of the comprehensive
water permeability of dam foundation T-3 bedrock on the riverbed is 8.18 Lu and
1Lu is converted to about 1.3 × 10-5 cm/s, the average value is about 1.06 ×
29
AVIC & SMEDI JV
10-4cm/s and the average of large value is 13.23 Lu equal to 1.72 × 10-4cm/s,
which belongs to weak ~ moderate permeable layer.
Summary table of water pressure test results for dam foundation rock group T-3
Table 4-1-3
Hole No.
CK10
CK9
CK8
XK4
Depth
Water permeability
Average
Average of large
（m）
(Lu)
(Lu)
values (Lu)
22.8-26.4
15.28
Fused tuff
27.4-31.0
3.37
Fused tuff
31.0-35.6
2.39
Volcanic breccia
35.6-40.2
4.57
Volcanic breccia
40.2-44.8
13.04
Breccia, tuff
44.8-49.4
13.04
Fused tuff
49.4-54.0
12.83
Fused tuff
10.2-14.9
11.27
Fused tuff
19.4-24.0
6.74
24.0-28.6
13.04
Volcanic breccia
28.6-33.2
15.65
Volcanic breccia
37.8-42.2
11.7
Fused tuff
17.2-21.8
3.69
Volcanic breccia
33.2-37.8
4.35
Fused tuff
12.0-17.0
0.87
Volcanic breccia
17.0-21.5
3.48
Volcanic breccia
21.5-26.0
3.70
Volcanic breccia
8.18
13.23
Rock stratum
Volcanic breccia
3) For dam foundation rock group T-2 (2). According to the results of the field water
injection tests on rock group T-2 (2) for drill hole CK1, CK10 and XK10 (see
Table 4-1-4), the permeability coefficient is 0.01 ~ 35.48m/d equal to 1.11 × 10-5 ~
4.11 × 10-2 cm/s and the average value is 4.59m/d equal to 5.32 × 10-3 cm/s, which
belongs to moderate permeable layer. According to indoor vertical permeability
test results on the original samples taken at the depth of 59m in the hole CK10, the
permeability coefficient is 4.02 × 10-5cm/s. Based on the analysis above, this layer
is composite of the low liquid viscosity (powder) soil, poorly graded sand and
well-graded gravel and they mixed with each other, with poor uniformity and
inhomogeneous water permeability, partly sections consisting of low viscosity the
liquid (powder) soil has few permeability.
30
AVIC & SMEDI JV
Summary table of water injection test results for dam foundation rock group T-2
Table 4-1-4
Hole No.
Testing Depth
Permeability coefficient
（m）
cm/s
m/d
56.2-65.4
1.76×10-3
1.52
70.0-74.6
1.96×10-4
0.17
74.6-79.2
8.15×10-3
7.04
45.0-51.6
1.46×10-3
1.26
56.2-60.8
3.47×10-3
3.00
60.8-65.4
1.11×10-5
0.01
CK10
58.6-63.2
2.09×10-5
0.02
BCK9
49.6-54.0
4.11×10-2
35.48
49.4-54.0
1.03×10-3
0.91
54.0-58.6
9.96×10-4
0.86
58.6-63.2
3.05×10-4
0.26
Maximum
4.11×10-2
35.48
Minimum
1.11×10-5
0.01
Average
5.32×10-3
4.59
Average of large values
2.46×10-2
21.3
XK10
CK1
BCK12
4) For dam foundation rock group T-1. According to the results of the field water
pressure tests on rock group T-1 for drill hole CK8, CK9 and CK10 (See Table
4-1-5), the water permeability of the dam foundation T-1 bedrock on the riverbed
is 1.74～4.60 Lu equal to (2.26～5.98) × 10-5 cm/s, the average value is 3.21 Lu
which means the permeability coefficient is 4.17 × 10-5 cm/s and the average of the
large values is 4.09 Lu which means the permeability coefficient is 5.32 × 10-5
cm/s, which belongs to weak permeable layer.
According to the results of the field pump-in tests on the T-3 rock stratum for drill hole BCK9,
the comprehensive permeability coefficient of the T-3 rock stratum containing the strong
weathering stratum is 7.84 × 10-3 cm/s.
31
AVIC & SMEDI JV
2. Left abutment rock mass permeability
Summary table of water pressure test results for dam foundation rock group T-1
Table 4-1-5
Hole No.
CK10
CK9
CK8
Testing
Water permeability
Average
Average of large
depth (m)
(Lu)
(Lu)
value (Lu)
90.8-95.4
4.35
Fused tuff
68.9-72.5
3.33
Fused tuff
77.1-81.7
2.17
82.7-86.3
3.05
72.4-77.0
1.74
Fused tuff
78.0-82.6
4.60
Fused tuff
3.21
4.09
Stratum
Fused tuff
Fused tuff
1) For left abutment, strong weathering zone. The water injection test results show that
the water permeability of sections in the strong weathering zone for CK11 and CK12
are 3.17m/d and 0.016m/d, the average is 1.59m/d, and the average of large values is
3.17m/d equal to 3.67 × 10-3 cm/s, which belongs to moderate permeable layer.
According to another water pressure test results on strong weathering zone for Hole
CK12, the water permeability is 9.13～13.04Lu, the average is 11.09 Lu, the
permeability coefficient is about 1.44×10-4 cm/s, the average of large values is 13.04
Lu and the permeability coefficient is about 1.69×10-4 cm/s. According to another
water pressure test results on strong weathering zone for Hole XK6, the water
permeability is 4.93～18.24Lu, the average is 11.18 Lu, the permeability coefficient
is about 1.45×10-4 cm/s, the average of large values is 18.24 Lu and the permeability
coefficient is about 2.37×10-4 cm/s. 1.36×10-3 cm/s, the average of permeability
coefficients of three averages of large values 3.67×10-3 cm/s, 1.69×10-4 cm/s and
2.37×10-4 cm/s can be adopted to calculate the seepage.
2) For left abutment rock group T-3. According to the results of the field water pressure
tests on rock group T-3 for drill hole CK11, CK12 and XK6 (See Table 4-1-6), the
average of comprehensive water permeability of the dam foundation T-3 bedrock on
the riverbed is 3.88Lu, the permeability coefficient is about 5.04×10-5 cm/s and the
average of large values is 7.52 Lu equal to 9.78×10-5cm/s, which belongs to weak
permeable layer.
32
AVIC & SMEDI JV
3) For left dam abutment foundation rock group T-2 (1). Its composition is similar to that
of the rock group T-2 (2), and can be referred to rock group T-2 (2), it belongs to
moderate permeable layer.
4) For Left abutment rock group T-1. According to the results of the field water pressure
tests on rock group T-1 for drill hole CK12, the water permeability of bedrock T-1
section in left abutment is 1.74～1.96 Lu, the average is 1.85 Lu which means the
permeability coefficient is 2.41×10-5 cm/s, and it belongs to weak permeable layer.
Summary table of water pressure test results for left abutment rock group T-3
Table 4-1-6
Hole No.
Testing
Water permeability
Average
Average of large
depth (m)
(Lu)
(Lu)
values (Lu)
37.8-42.4
10.43
Hornblende
trachyte
42.4-47.0
2.61
Hornblende
trachyte
47.0-51.6
2.17
Hornblende
trachyte
50.9-55.5
3.04
40.2-44.8
4.6
Hornblende
trachyte
21.6-25.2
3.05
Hornblende
trachyte
25.2-30.0
1.25
Fused tuff
CK11
CK12
XK6
3.88
7.52
Stratums
Hornblende
trachyte
3. Right Abutment rock mass permeability
1) For right abutment strong weathering zone, the water injection test results show that
the water permeability coefficient of sections in the strong weathering zone for CK5,
CK6 and CK7 are 0.008 m/d, 0.015 m/d and 0.023 m/d, the average is 0.0153 m/d
and the average of large values is 0.023m/d which means the permeability coefficient
is 1.78 × 10-5 cm/s. It belongs to weak permeable layer. According to the results of
water injection tests on this stratum in hole BCK5, the permeability coefficient is
1.24×10-5 ～2.64×10-4 cm/s, the average is 4.93×10-5 cm/s.
2) For right abutment rock group T-3. According to the results of the field water pressure
33
AVIC & SMEDI JV
tests on rock group T-3 for drill hole CK5, CK6, CK7, XK3 and XK10 (See Table
4-1-7), the average of comprehensive water permeability of the dam foundation T-3
bedrock on the riverbed is 3.65 Lu and the permeability coefficient is about 4.75×10-5
cm/s which means this layer belongs to weak permeable layer, the average of large
values is 8.88 Lu which means the permeability coefficient is 1.15×10-4 cm/s.
According to the results of the field pump-in tests on this stratum in hole BCK5, the
permeability coefficient is 1.24×10-5～2.64×10-4 cm/s and the average is 4.93×10-5
cm/s.
4.1.5 Physical and Mechanical Properties of Rock and Soil
Summary table of water pressure test results for right abutment rock group T-3
Table 4-1-7
Hole No.
CK5
CK6
CK7
XK10
XK3
Testing depth
Water
Average
Average of large
(m)
permeability
(Lu)
values (Lu)
44.4-49.0
3.04
Volcanic breccia
51.4-55.0
1.09
Volcanic breccia
33.2-37.8
6.4
Volcanic breccia
37.8-42.4
4.35
Volcanic breccia
42.4-47.0
2.83
Volcanic breccia
47.0-51.6
2.83
Volcanic breccia
51.6-55.0
3.53
Volcanic breccia
21.8-26.4
3.04
Volcanic breccia
26.4-31.0
2.17
Volcanic breccia
31.0-35.6
3.26
Volcanic breccia
35.6-40.2
2.39
Volcanic breccia
40.2-44.8
2.39
44.8-49.4
1.96
Volcanic breccia
49.4-55.0
1.74
Volcanic breccia
19.4-24.0
2.61
Fused tuff
24.0-28.6
2.39
Fused tuff
3.65
11.54
Stratums
Volcanic breccia
33.2-37.8
1.74
Fused tuff
37.8-42.4
14.13
Volcanic breccia
42.4-47.0
10.65
Volcanic breccia
47.0-51.6
2.61
Fused tuff
57.2-60.8
4.35
Fused tuff
19.0-24.0
2.39
Volcanic breccia
24.0-28.5
2.17
Volcanic breccia
34
AVIC & SMEDI JV
The physical and mechanical properties of the Quaternary Holocene flood alluvial (Q4pal)
soil are shown in Table 4-1-8, and the soil moisture content (ω) is 35.5% ~ 53.8%, the
average is 43.1%; the dry density (ρd) is 0.70 ~ 1.09 g/cm3, the average is 0.82g/cm3, the
natural void ratio (e) is 1.529～2.912, the average is 2.428, liquid limit (WL) is 58.1% ~
68.1%, the average is 62.1%; The plastic limit (Wp) is 38.6% ~ 49.7%, the average is
42.3%; The plasticity index (Ip) was 17.3% ~ 24.2%, the average is 17.42%, the liquid
index (IL) is -0.17 ~ 0.26, Showing hard to hard plastic state, the plasticity index was
24.5% ~ 50.8%, the average is 38.0%; The soil free expansion rate is 10% ~ 30% which
means the soil has no expansibility. The standard penetration test (Summary statistics of
the Q4 soil standard penetration tests are shown in Table 4-1-9), the number of hits is
between 3 and 50 and the average is 9.8, after the correction of the length of the rod, the
number of hits is between 2.9 and 47.1 and the average is 9.4.
The physical and mechanical properties of the Quaternary Pleistocene flood alluvial
deposit (Q3pal) soil are shown in Table 4-1-10 ~ Table 4-1-14 , and the soil moisture
content (ω) is 37.7 ~ 59.2%, the average is 45.3%; the dry density (ρd) is 0.80 ~ 1.18
g/cm3, the average is 1.00 g/cm3, the natural void ratio (e) is 1.348 ~ 2.465, the average is
1.800, liquid limit (WL) is 63.0%～111.0%, the average is 88.3%; The plastic limit (Wp)
is 26.6% ~ 53.8%, the average is 44.7%; The plasticity index (Ip) was 19.7% ~ 82.1%, the
average is 43.7%, the liquid index (IL) is -0.38 ~ 0.39, mostly Showing hard to hard
plastic state, the plasticity index was 30.8% ~ 71.2%, the average is 48.1%; The soil free
expansion rate is 8% ~ 31% which means the soil has no expansibility. According to the
three axles shear test, under the undrained and unconsolidated condition, the cohesive
force © is 44.5 ~ 137.7kPa, the average is 107.3kPa, the internal friction angle is 11.5°~
19.0°and the average is 15.8°, under the undrained and consolidated condition, the
cohesion force c is 10.9 ~ 148.0kPa and the average is 47.8kPa, the internal friction angle
φ is 9.8° ~ 29.8° and the average is 19.1 °, the effective cohesion force c’ is 19.7 ~ 130.2
kPa and the average is 48.2 kPa, the effective internal friction angleφ’ is 14.5°~ 32.0° and
the average is 26.4°. The summary results of the tests are shown in Figure 4-1. As can be
seen from Fig. 4-1, the value of c calculated from the mean is 47.1 kPa and the value of φ
is 19.7°, the value of c’ is 46.5 kPa and the value of φ’ is 26.5°. The standard penetration
35
AVIC & SMEDI JV
test (see Table 4-1-16 summary table of test statistics) the number of hits is between 2 and
51, the average is 24.7, after the correction of the length of the rod, the number of hits is
between 1.4 ~ 40.9, the average is 20.6. The geologically recommended value of friction
coefficient between soil and concrete is 0.28 ~ 0.30.
36
AVIC & SMEDI JV
Summary table of results of physical and mechanical properties tests of Q4 high liquid limit silt (shaft samples) in dam site area
Table 4-1-8
Physical properties
Marginal moisture content
Nature
Three Axis（CU）
Consolidated quick shear (q)
Soil
Friction
Friction
Compre- Modulus
Cohesive
Cohesive
Specific
of
angle
angle
Plasti- Liquid- ssibility
sample— Mois- gravity Wet
Cohesive force
force
force
Dry Satur- Void Liquid Plastic
Φ’
Φ
av compressity
city
Ｃ
Ｃ’
Ｃ
ture of soil density density ation ratio Limit Limit
ibility
cu
cu
100
index index
cu
cu
WP
Wl
ｅ
Sr
ρd
Ｗ partical ρ0
Es
～
Il
Ip
Gs
100
200
Permeability
Coefficient
Clay swelling
Sample Depth of
No.
Free
Friction
angle
Φ
HorizoVertical
ntal
Kv
Kh
content ratio
δef
％
％
8.6
31.8
18
57.9
3.5
50.8
24
-0.09
53.9
2.8
35.5
30
17.3
0.2
36.7
6
31.8
18
38.6
32.5
-0.09
0.20
12.8
21.7
6.7
40.38
48
22
50.3 2.076 76.8
41.8
35
-0.12
0.43
7.2
11.1
10.3
59.6
43.3
10
0.7
50.7
2.93
75.6
49.7
25.9
0.16
7
7
7
7
7
7
7
7
2
2.77
1.48
1.09
64.1
2.93
76.8
49.7
35
0.26
35.6
2.74
1.04
0.70
40.9 1.538 58.1
38.6
17.3
43.1
2.75
1.17
0.82
49.7 2.432 66.1
42.3
Avg of large values 53.80
2.77
1.48
1.00
Avg of small values 37.27
2.74
1.07
Standard deviation 6.47
0.01
0.16
Variation coefficient 0.15
0.01
2.75
g/cm3
--
ｍ
％
--
°
TJ2-1
0.8-1.0
43.8
2.74
1.08
0.75
45.3 2.648 58.1
38.8
19.3
0.26
13.2
TJ2-2
1.7-1.9
43.7
2.74
1.18
0.82
51.2 2.337 60.3
41.6
18.7
0.11
TJ3-1
0.8-1.0
38.5
2.74
1.06
0.77
40.9
58.6
40.2
18.4
TJ3-2
1.7-1.9
48.5
2.74
1.04
0.7
45.6 2.912 62.4
45.1
SJ3-1
1.5
35.6
2.77
1.48
1.09
64.1 1.538 71.1
SJ3-2
2.5
37.7
2.77
1.24
0.9
SJ7-1
1.5
53.8
2.76
1.08
Frequency
7
7
Maximum
53.8
Minimum
Average
Suggestion value
43.1
--
MPa-1
kPa
％
2.58
％
--
％
MPa
kPa
35.4
°
17.6
kPa
25.3
°
27.5
10-6cm/s 10-6cm/s
9.8
15.8
12.8
25.7
18.5
17.1
70.66
24.5
19
2
2
2
2
2
7
7
3
7
7
0.43
12.8
35.4
17.6
25.3
27.5
57.9
17.1
70.66
50.8
30
-0.12
0.20
7.2
9.8
15.8
12.8
25.7
11.1
2.8
40.38
24.5
10
23.9
0.06
0.32
10.0
22.6
16.7
19.1
26.6
30.4
7.9
56.88
38.0
20.1
64.10 2.93 76.20
49.70 33.75
0.16
0.43
12.80
35.40
17.60
25.30
27.50
20.10
17.10
65.13
45.65
20.50
0.73
43.93 1.98 59.85
40.20 18.43
-0.10
0.20
7.20
9.80
15.80
12.80
25.70
16.13
4.75
40.38
30.90
16.25
0.14
7.35
0.50
8.14
3.95
7.34
0.16
0.16
3.96
18.10
1.27
8.84
1.27
19.30
4.85
15.32
9.64
0.13
0.17
0.15
0.20
0.12
0.09
0.31
2.57
0.52
0.40
0.80
0.08
0.46
0.05
0.63
0.62
0.27
0.25
1.17
0.82
49.7 2.432 66.1
42.3
23.9
0.06
0.32
10.0
9.80
15.80
12.80
25.70
16.13
4.75
65.13
38.0
20.1
37
AVIC & SMEDI JV
Summary table of results of standard penestration tests of Q4 soillayer
Table 4-1-9
Actual
corrected
value of
value of
hits
hits
（m）
（hit）
（hit）
2.15~2.45
8
8.0
4.15~4.45
10
2.15~2.45
Actual
corrected
value of
value of
hits
hits
（m）
（hit）
（hit）
CK9
4.15~4.45
10
9.6
9.6
CK14
2.15~2.45
9
9.0
4
4.0
CK16
2.55~2.85
4
4.0
4.15~4.45
4
3.8
2.15~2.45
10
10.0
5.75~6.05
6
5.6
4.15~4.45
9
8.6
2.15~2.45
6
6.0
2.15~2.45
6
6.0
4~4.45
6
5.5
4.15~4.45
3
2.9
6~6.45
12
9.1
2.15~2.45
29
29.0
2.15~2.45
7
7.0
4.15~4.40
50
47.1
2~2.45
6
6.0
2.15~2.45
6
6.0
4~4.45
8
7.1
2.15~2.45
9
9.0
6~6.45
11
9.2
4.15~4.45
9
8.5
Testing depth
Hole No.
CK1
CK8
XK1
XK2
XK4
Statistical frequency of
actual value of hits
26
Testing depth
Hole No.
CK17
XK5
XK8
XK16
XK25
Statistical frequency of
corrected value of hits
26
Actual maximum（hit）
50
Corrected maximum（hit）
47.1
Actual minimum（hit）
3
Corrected minimum（hit）
2.9
Actual average（hit）
9.8
Corrected average（hit）
9.4
38
AVIC & SMEDI JV
Summary table of results of physical and mechanical properties tests of Q3 high liquid limit silty (clay) soil (shaft samples) in dam site area
Table 4-1-10
Physical properties
Marginal moisture content
Soil
Specific
Sample Depth of
Wet
Dry
Void
sample— Moisture gravity
No.
of soil density density Saturation
ratio
Ｗ
Sr
partical
ρ0
ρd
ｅ
Gs
Liquid
Limit
Wl
Permeability
Coefficient
Nature
Free
Clay
Modulus of
Plasticity Liquidity Compressibility
Horizontal Vertical content
compressibility
index
index
Limit
av
Kh
Kv
Es
Ip
Il
100 ～ 200
100 ～ 200
WP
Plastic
swelling
ratio
δef
--
MPa-1
MPa
10-6cm/s
10-6cm/s
％
37.5
-0.08
1.15
2.69
2597.2
2922.3
71.2
47.2
22.8
0.27
0.23
12.83
37.6
68.1
44.0
24.1
0.23
0.11
23.89
30.8
1.958
73.5
53.8
19.7
0.27
0.21
13.88
35.7
92.8
1.490
63.0
42.1
20.9
0.39
0.13
19.19
34.1
0.91
67.2
2.049
87.1
50.6
36.5
-0.02
0.77
3.97
1358.1
1.54
1.06
77.9
1.617
90.5
49.5
41.0
-0.10
0.55
4.73
51.5
52.8
2.77
1.42
0.98
68.5
1.836
89.4
48.3
41.1
-0.07
0.73
3.89
87.5
52.9
45.2
2.77
1.46
1.01
71.3
1.755
88.0
47.4
40.6
-0.05
0.47
5.88
31.6
52.9
7.5
44.5
2.77
1.66
1.15
87.3
1.411
84.8
47.7
37.1
-0.09
0.15
16.01
48.6
51.0
SJ9-Y6
9.0
40.7
2.77
1.66
1.18
83.6
1.348
82.9
47.4
35.5
-0.19
0.10
23.96
36.7
47.7
SJ9-Y7
10.0
48.5
2.72
1.66
1.12
92.0
1.433
87.9
50.9
37.0
-0.06
0.13
19.30
2.8
51.0
SJ1-3
10.0
48
2.77
1.54
1.04
80
1.662
102
48.1
53.9
0
0.22
11.9
66.8
12
SJ2-1
2.0
43.1
2.77
1.36
0.95
62.4
1.915
91.9
52.2
39.7
-0.23
0.93
3.1
31.7
10
g/cm3
--
ｍ
％
--
％
--
％
％
SJ10-Y1
1.5
45.7
2.77
1.30
0.89
60.2
2.105
86.3
48.8
SJ10-Y2
3.0
53.3
2.76
1.44
0.94
75.9
1.938
70.0
SJ10-Y3
4.5
49.5
2.76
1.56
1.04
83.1
1.645
SJ10-Y4
6.0
59.2
2.75
1.48
0.93
83.1
SJ10-Y5
8.0
50.3
2.75
1.66
1.10
SJ9-Y1
1.5
49.7
2.77
1.36
SJ9-Y2
3.0
45.5
2.77
SJ9-Y3
4.5
45.4
SJ9-Y4
6.0
SJ9-Y5
573.5
％
37.6
39
AVIC & SMEDI JV
Summary table of results of physical and mechanical properties tests of Q3 high liquid limit silty (clay) soil (shaft samples) in dam site area
Table 4-1-10 (continued)
Physical properties
Soil
Sample
No.
--
Marginal moisture content
Specific
Depth of
Void
gravity
Wet
Dry
sample— Moisture
Saturation
ratio
of soil density density
Ｗ
Sr
partical
ρ0
ρd
ｅ
Gs
ｍ
％
-g/cm3
％
--
Liquid
Limit
Wl
Permeability
Coefficient
Nature
Free
Modulus of
Clay swelling
Plastic Plasticity Liquidity Compressibility
compressibility Horizontal Vertical content ratio
av
Limit
index
index
Es
δef
Kh
Kv
WP
Ip
Il
100 ～ 200
100 ～ 200
％
％
--
MPa-1
MPa
10-6cm/s
10-6cm/s
％
％
40.3
16
SJ2-2
6.0
38.5
2.76
1.62
1.17
78.2
1.36
76.7
49
27.7
-0.38
0.23
10.1
SJ2-3
8.0
46.7
2.76
1.68
1.15
91.4
1.41
81.1
51.1
30
-0.15
0.22
10.8
90.93
SJ4-1
1.3-1.5
42.6
2.77
1.21
0.85
52.1
2.264
95.5
42.3
53.2
0.01
0.47
6.9
24.77
58.0
31
SJ5-2
2.0-2.2
40.1
2.77
1.12
0.8
45.1
2.465
94.2
43.3
50.9
-0.06
0.38
9.1
2.70
54.8
28
SJ5-3
3.0-3.2
45.2
2.77
1.19
0.82
52.6
2.38
92.5
48.9
43.6
-0.08
0.46
7.3
30.93
34.5
17
SJ6-1
2.50-2.70
37.7
2.77
1.54
1.12
70.7
1.477
110
27.9
82.1
0.12
0.22
11.4
55.4
27
SJ6-2
3.80-4.00
47.5
2.77
1.44
0.98
71.6
1.837
108
32.5
75.5
0.2
0.24
11.7
134.84
57.2
20
SJ6-3
5.3-5.5
46.3
2.77
1.38
0.94
66.2
1.937
102
40.7
61.3
0.09
0.4
7.3
5.02
SJ1-1
2.0
40.3
2.77
1.6
1.14
78.1
1.429
80.5
34.5
46
0.13
0.35
7
370.9
50.3
14
SJ1-2
6.0
38.5
2.77
1.58
1.14
74.7
1.428
91.8
26.6
65.2
0.18
0.4
6.1
45.96
40.2
8
SJ5-1
1.0-1.2
43.22
61.4
22
24
20
40.4
2.77
1.31
0.93
56.8
1.969
111
41.5
69.5
-0.02
0.31
9.6
Frequency
25
25
25
25
25
25
25
25
25
25
25
25
6
9
Maximum
59.2
2.77
1.68
1.18
92.8
2.465
111
53.8
82.1
0.39
1.15
23.96
2597.2
2922.3
71.2
31
2.8
30.8
8
18.9
Minimum
37.7
2.72
1.12
0.8
45.1
1.348
63
26.6
19.7
-0.38
0.1
2.69
31.6
12
Average
45.3
2.8
1.5
1.0
72.9
1.8
88.3
44.7
43.7
0.0
0.4
10.5
695.8
464.8
48.4
Avg of large values
41.40
2.75
1.33
0.92
62.06
1.497
79.22
37.54
33.43
-0.10
0.22
6.26
54.80
98.16
56.6
12.83
Avg of small values
48.89
2.77
1.60
1.12
82.93
2.054
98.23
49.39
61.96
0.21
0.63
15.90
1977.65
1747.90
36.7
25.00
7.416
Standard deviation
5.021
0.011
0.161
0.116
12.958
0.330
12.552
7.324
16.858
0.178
0.268
6.088
1067.628
941.550
11.57
Variation coefficient
0.111
0.004
0.110
0.114
0.178
0.187
0.142
0.164
0.386
14.36
0.702
0.580
1.534
2.026
0.24
0.392
Suggestion value
45.3
2.8
1.5
1.0
72.9
1.8
88.3
44.7
43.7
0.0
0.4
10.5
80
100
45-55
18.9
40
AVIC & SMEDI JV
Summary table of results of shear tests of Q3 high liquid limit silty (clay) soil (shaft samples) in dam site area
Table 4-1-10 (continued)
Soil
Sample
Depth of
Samples
No.
ｍ
-SJ10-Y1
1.5
SJ9-Y1
1.5
SJ9-Y2
3
SJ9-Y3
4.5
SJ9-Y4
6
SJ9-Y5
7.5
SJ9-Y6
9
SJ9-Y7
10
SJ1-3
10
SJ2-1
2
SJ2-2
6
SJ2-3
8
SJ4-1
1.3-1.5
SJ5-2
2.0-2.2
SJ5-3
3.0-3.2
SJ6-1
2.50-2.70
SJ6-2
3.80-4.00
SJ6-3
5.3-5.5
SJ1-1
2
SJ1-2
6
SJ5-1
1.0-1.2
Frequency
Maximum
Minimum
Average
Avg of large values
Avg of small values
Standard deviation
Variation coefficient
Suggestion value
Three axles（CU）
Three axles (UU)
Cohesive
force
Ｃcu
kPa
Friction
Angel
Φcu
°
Cohesive
force
Ｃ’cu
kPa
Friction
Angel
Φ’cu
°
10.9
19.5
22.5
32
133.3
22
130.2
Cohesive
force
Ｃu
kPa
Friction
Angel
Φu
°
Three axles when
Saturated (UU)
Consolidated quick
shear (q)
Cohesive
force
Ｃu
kPa
Friction
Angel
Φu
°
Cohesive
force
Ｃ
kPa
12.3
Friction
Angel
Φ
°
25.5
123.2
112.5
118.6
12.5
11.5
17.5
18.8
23.1
24.5
25.5
31
28.5
137.7
44.5
18.5
19
56.4
48.8
29.5
28.5
Consolidated quick
direct shear when
saturated
Cohesive
Friction
force
Angel
Ｃ
Φ
kPa
°
25
11.7
29.3
29.8
15.5
33.9
19.7
29.8
30
15.8
17.9
44.6
18.9
11.9
9.8
20.6
28.7
47.5
27.9
21.2
14.5
33.4
24.6
38.9
29.1
33
148
20.7
18.2
22.9
116.9
10
148.0
10.9
47.8
24.58
140.65
50.24
1.05
25-30
10
29.8
9.8
19.1
14.86
25.47
5.85
0.31
15-20
10
130.2
19.7
48.2
29.34
123.55
40.81
0.85
25-30
36.1
15.9
71.1
52.5
76.2
34.1
70.5
20.5
23.8
20.1
24.3
26
30.7
24.2
210.9
30.5
110.7
17.8
30.3
27.9
10
32.0
14.5
26.4
21.23
30.32
5.37
0.20
20-25
9
210.9
30.5
77.0
53.00
210.90
56.37
0.73
55-65
9
30.3
15.9
23.0
18.58
28.07
4.75
0.21
18-23
5
137.7
44.5
107.3
44.50
123.00
36.32
0.34
45-55
5
19.0
11.5
15.8
12.00
19.00
3.53
0.22
12-15
6
56.4
12.3
30.7
19.68
56.40
17.69
0.58
20-35
6
31.0
25.5
28.1
25.50
30.25
2.20
0.08
25-28
4.1
13.8
20.9
19.3
18.9
20.2
37.7
19.1
15.6
9.5
8
15.3
15.8
13
37.7
4.1
16.8
11.73
19.66
8.10
0.48
15-20
31.2
28.6
30
26.7
18.7
19.5
18
30
30.1
21.2
27.9
35.3
24.5
13
35.3
18.0
26.3
20.38
30.44
5.45
0.21
20-25
41
AVIC & SMEDI JV
Summary table of results of physical and mechanical properties tests of Q3 high liquid limit silty (clay) soil (drilling samples) in dam site area
Table 4-1-11
Soil
Sample
No.
Physical properties
Marginal moisture content
Specific
Depth of
Wet
Dry
Void
sample— Moisture gravity
of soil density density Saturation
ratio
Ｗ
Sr
partical
ρ0
ρd
ｅ
Gs
Liquid
Limit
Wl
Permeability
Coefficient
Nature
Free
Clay swelling
Modulus of
Plasticity Liquidity Compressibility
compressibility Horizontal Vertical content ratio
index
index
Limit
av
Kh
Kv
Es
Ip
Il
100 ～ 200
δef
100 ～ 200
WP
Plastic
％
％
69.5
12
61.4
19
66.8
10
0.06
61.6
38
15.4
5.81
55.9
17
0.45
6.6
0.11
69.7
30
0.38
0.47
6
5.21
62
24
48.4
0.23
0.32
8.3
0.08
63.4
27
43
41.5
-0.13
1.68
1.9
46.5
16
109
49.6
59.4
-0.08
0.91
2.9
59.8
30
1.686
94
44.5
49.5
0
0.34
7.9
48
24
88.3
1.961
105
52.8
52.2
0.19
0.54
5.5
52.3
12
0.95
93.1
1.923
101
50
51
0.29
0.5
5.8
1.42
0.79
88.5
2.525
112
61.1
50.9
0.39
1.2
2.9
2.77
1.44
0.82
88.5
2.395
90.8
49.7
41.1
0.65
1.14
3
71.5
2.77
1.44
0.84
86.1
2.299
87.6
56.1
31.5
0.49
0.56
5.9
5.80-6.00
55.3
2.77
1.6
1.03
90.7
1.689
114
46.7
67.3
0.13
0.41
6.5
7.80-8.00
74.5
2.77
1.5
0.86
92.9
2.222
107
57.4
49.6
0.34
0.57
5.7
g/cm3
--
MPa-1
MPa
65.1
0.06
0.31
8.8
52.9
49.1
0.25
0.53
5.3
91.7
46
45.7
0.54
0.56
5.3
1.204
81.9
42.2
39.7
0.03
0.15
14.6
92.6
1.513
127
50.7
76.3
0
0.16
0.94
96.7
1.942
124
50.8
73.2
0.23
1.61
0.99
96.3
1.794
96
42.1
53.9
2.77
1.61
1.03
91.8
1.677
92.8
44.4
37.6
2.77
1.19
0.86
47.3
2.203
84.5
5.80-6.00
44.7
2.77
1.51
1.04
74.8
1.654
ck12-y4
7.80-8.00
44.5
2.77
1.49
1.03
73.1
ck12-y5
9.80-10.00
62.5
2.77
1.52
0.94
ck12-y6
11.80-12.00
64.6
2.77
1.56
ck12-y7
13.80-14.00
80.7
2.77
ck12-y8
15.80-16.00
76.5
ck12-y9
17.80-18.00
ck11-y3
ck11-y4
--
ｍ
％
--
％
--
％
％
ck6-y2
12.0-12.2
57.9
2.77
1.58
1
90.7
1.768
119
53.9
ck6-y3
15.3-15.5
65.4
2.77
1.64
0.99
100
1.794
102
ck6-y4
17.6-17.8
70.8
2.77
1.59
0.93
99.3
1.976
ck6-y7
25.4-25.6
43.2
2.77
1.8
1.26
99.4
ck5-y6
11.8-12.0
50.6
2.77
1.66
1.1
ck5-y11
21.80-22.0
67.8
2.77
1.58
ck5-y12
23.8-24.0
62.4
2.77
ck5-y13
25.8-26.0
55.6
ck12-y1
1.80-2.00
ck12-y3
10-6cm/s
10-6cm/s
15.69
8.28
41
41.9
36.8
1
27.9
7
31.5
38.69
20
55.4
3
42
AVIC & SMEDI JV
Summary table of results of physical and mechanical properties tests of Q3 high liquid limit silty (clay) soil (drilling samples) in dam site area
Table 4-1-11 (continued)
Soil
Sample
No.
Physical properties
Marginal moisture content
Depth of
Specific
Void
Wet
Dry
sample— Moisture gravity of
Saturation
ratio
density density
Ｗ
soil partical
Sr
ｅ
ρ0
ρd
Gs
g/cm3
Permeability
Coefficient
Nature
Free
Modulus of
Clay Swelling
Liquid Plastic Plasticity Liquidity Compressibility compressibility
Horizontal Vertical content ratio
av
Limit Limit
index
index
Es
δef
Kh
Kv
Wl
WP
Ip
Il
100 ～ 200
100 ～ 200
--
MPa-1
MPa
52
0.29
0.49
6.1
39.9
42.2
0.04
0.37
6.3
78
53.8
24.2
-0.17
0.24
10.4
2.198
90.2
38.9
51.3
0.62
0.65
4.9
2.097
79.2
47.7
31.5
0.63
0.57
5.4
84.2
2.245
76.3
57.2
19.1
0.6
0.46
7.1
85.8
2.27
76.6
49.7
26.9
0.78
0.44
7.5
0.93
67.6
1.975
94
49.7
44.3
-0.03
1.56
1.9
0.95
67.9
1.9
100
48.5
51.5
-0.04
1.63
1.8
1.04
76.5
1.654
90.7
45.2
45.5
0.01
0.51
5.2
1.4
0.94
69.2
1.936
90.6
45.3
45.3
0.07
1.13
2.6
1.58
1.04
86.8
1.673
79.1
43.2
35.9
0.26
0.64
4.2
1.74
1.16
99.2
1.379
90.8
58.4
32.4
-0.28
0.18
13.2
2.76
1.46
0.95
78.2
1.916
72.1
49.1
23
0.23
1.12
2.6
41.6
2.77
1.41
1
64.7
1.781
97.8
42.9
54.9
-0.02
0.69
4.1
54.4
2.77
1.4
0.91
73.3
2.055
105
54.5
50.5
0
0.9
3.4
11.8-12.0
60.2
2.77
1.62
1.01
95.9
1.739
104
50.9
53.1
0.18
0.34
7.9
xk14-y8
15.8-16.0
78.8
2.77
1.58
0.88
102.2
2.136
104
50.9
53.1
0.53
0.89
3.5
--
ｍ
％
--
％
--
％
％
ck11-y5
9.80-10.00
68.3
2.77
1.56
0.93
95.1
1.988
105
53
ck10-y1
1.8-2.0
41.5
2.77
1.66
1.17
84.5
1.361
82.1
ck10-y2
3.8-4.0
49.7
2.76
1.68
1.12
94
1.459
ck10-y3
5.8-6.0
ck10-y4
7.8-8.0
70.8
2.77
1.48
0.87
89.2
67.7
2.77
1.5
0.89
89.4
ck10-y5
9.8-10.0
68.7
2.75
1.43
0.85
ck10-y6
11.8-12.0
70.6
2.76
1.44
0.84
xk7-y1
2.00-2.20
48.2
2.77
1.38
xk7-y4
8.0-8.2
46.6
2.77
1.4
xk7-y5
10.0-10.2
45.7
2.77
1.52
xk17-y1
1.8-2.0
48.4
2.77
xk17-y3
5.8-6.0
52.4
2.77
xk17-y5
9.8-10.0
49.4
2.77
xk17-y6
11.8-12.0
54.3
xk14-y1
1.8-2.0
xk14-y4
7.8-8.0
xk14-y6
xk14-y11
21.8-22.0
62.6
2.77
1.62
1
97.4
1.78
73.3
42.9
30.4
0.65
0.28
9.9
xk14-y12
23.8-24.0
78.8
2.76
1.59
0.89
103.4
2.104
74.5
48.7
25.8
1.17
0.42
7.3
xk11-y2
3.8-4.0
41.8
2.77
1.74
1.23
92
1.258
71.7
37.8
33.9
0.12
0.25
9.1
10-6cm/s 10-6cm/s
％
％
0.5
9
53.9
62.6
67.5
34.25
45.9
43
AVIC & SMEDI JV
Summary table of results of physical and mechanical properties tests of Q3 high liquid limit silty (clay) soil (drilling samples) in dam site area
Table 4-1-11 (continued)
Permeability
Physical properties
Marginal moisture content
Nature
Free
Soil
Coefficient
Specific
Sample Depth of
Clay swelling
Plastic
Modulus of
Dry Saturation Void Liquid
Plasticity Liquidity Compressibility compressibility Horizontal Vertical content
No.
sample— Moisture gravity Wet
ratio
of soil density density
ratio Limit Limit index
index
av
Sr
Ｗ
Kh
Kv
Es
partical ρ0
ρd
ｅ
Wl
Ip
Il
100 ～ 200
δef
100 ～ 200
WP
Gs
ｍ
％
％
％
％
％
--g/cm3
--MPa-1
MPa
10-6cm/s 10-6cm/s ％
Xk11-y4
Xk11-y5
xk15-y1
xk13-y1
xk23-y1
xk23-y2
xk23-y3
xk19-y2
xk19-y4
xk19-y5
xk19-y6
xk19-y7
xk19-y8
xk22-y1
xk22-y2
xk22-y3
xk18-y1
xk18-y3
xk21-y1
xk21-y4
xk12-y1
7.8-8.0
9.8-10.0
1.8-2.0
1.8-2.0
1.80-2.00
3.80-4.00
5.80-6.00
3.8-4.0
7.80-8.00
9.80-10.00
11.80-12.00
13.80-14.00
15.80-16.00
1.80-2.00
3.80-4.00
5.80-6.00
1.80-2.00
5.80-6.00
1.80-2.00
7.80-8.00
1.80-2.00
63.3
68.6
49.6
49.4
52.4
57.8
69.3
68.8
57.7
63.7
61.4
72.2
80.2
40.7
45.5
51.4
50.6
54.7
44.7
52.4
54.3
2.76
2.77
2.77
2.77
2.77
2.77
2.77
2.77
2.77
2.74
2.77
2.77
2.77
2.76
2.77
2.77
2.77
2.77
2.77
2.77
2.77
1.48
1.46
1.56
1.69
1.56
1.56
1.66
1.48
1.66
1.59
1.62
1.58
1.48
1.62
1.54
1.62
1.48
1.52
1.58
1.64
1.61
0.91
0.87
1.04
1.13
1.02
0.99
0.98
0.88
1.05
0.97
1
0.92
0.82
1.15
1.06
1.07
0.98
0.98
1.09
1.08
1.04
85.4
86.4
83
94.4
85.1
88.9
105.2
88.2
98
95.8
96.7
99
93.6
80.4
77.9
89.6
77
83.3
80.5
92.2
90.9
2.046
2.198
1.656
1.449
1.706
1.802
1.825
2.16
1.631
1.821
1.759
2.02
2.374
1.397
1.617
1.588
1.819
1.818
1.538
1.575
1.655
80.9
97.3
97.5
88.1
77.5
82.5
99
98.9
90.8
68.3
118
101
98.9
60.5
89.6
79.8
95.6
104
80
90.7
90.7
52.5
41.9
42.2
41.8
47.2
48.3
55.4
50.7
48.6
50.7
53.4
57.2
45.3
35.2
40
39.9
46.8
44.8
39.8
43.5
42.4
28.4
55.4
55.3
46.3
30.3
34.2
43.6
48.2
42.2
17.6
64.6
43.8
53.6
25.3
49.6
39.9
48.8
59.2
40.2
47.2
48.3
0.38
0.48
0.13
0.16
0.17
0.28
0.32
0.38
0.22
0.74
0.12
0.34
0.65
0.22
0.11
0.29
0.08
0.17
0.12
0.19
0.25
0.68
1.08
0.92
0.69
1.01
1.32
0.7
1.42
0.49
0.7
0.59
0.74
4.4
2.9
2.9
3.5
2.7
2.1
4
2.2
5.3
4
4.7
4.1
0.52
0.65
0.87
0.85
0.54
0.67
0.38
0.94
4.6
4
3
3.3
5.2
3.8
6.7
2.8
123.76
329.01
26.76
81.75
44
AVIC & SMEDI JV
Summary table of results of physical and mechanical properties tests of Q3 high liquid limit silty (clay) soil (drilling samples) in dam site area
Table 4-1-11 (continued)
Physical properties
Soil
Sample
No.
--
Marginal moisture content
Specific
Depth of
Void
gravity
Wet
Dry
sample— Moisture
Saturation
ratio
of soil density density
Ｗ
Sr
ｅ
partical
ρ0
ρd
Gs
ｍ
％
％
-g/cm3
--
Liquid
Limit
Wl
Permeability
Coefficient
Nature
Free
Modulus of
Clay swelling
Plastic Plasticity Liquidity Compressibility
compressibility Horizontal Vertical content ratio
av
Limit
index
index
Es
δef
Kh
Kv
100 ～ 200
WP
Ip
Il
100 ～ 200
％
％
--
MPa-1
MPa
10-6cm/s
10-6cm/s
％
％
xk12-y2
3.80-4.00
50.4
2.77
1.54
1.02
81.9
1.706
91.8
48.5
43.3
0.04
0.85
3.2
ck6-y1
9.4-9.6
42.2
2.77
1.76
1.24
94.4
1.238
139
50.7
88.3
-0.1
0.08
29.8
57.9
29
ck6-y5
19.7-19.9
63.3
2.77
1.64
1
99.7
1.758
90.2
38.9
51.3
0.48
0.32
8.6
66.6
10
ck6-y6
22.2-22.4
40.6
2.77
1.72
1.22
89
1.264
85.7
36.7
49
0.08
0.14
16.1
60
39
ck5-y1
1.8-2.0
38.8
2.77
1.29
0.93
54.3
1.98
89.6
34.5
55.1
0.08
1.09
2.7
30.2
7
ck5-y2
3.80-4.00
39.6
2.77
1.4
1
62.3
1.762
96.3
31.8
64.5
0.12
0.85
3.3
31.8
20
ck5-y3
5.80-6.0
41.4
2.77
1.5
1.06
71.2
1.611
84.4
34.6
49.8
0.14
0.69
3.8
ck5-y4
7.8-8.0
52.5
2.77
1.52
1
81.7
1.779
93.1
24.3
68.8
0.41
0.91
3.1
ck5-y5
9.8-10.0
45.4
2.77
1.64
1.13
86.4
1.456
88.9
28.9
60
0.28
0.32
7.7
ck5-y7 13.80-14.00
53.5
2.77
1.6
1.04
89.4
1.657
117
40.8
76.2
0.17
0.32
8.3
ck5-y8 15.80-16.00
55.6
2.77
1.62
1.04
92.7
1.661
105
42.3
62.7
0.21
0.32
8.3
ck5-y9
17.80-18.0
53.2
2.77
1.64
1.07
92.8
1.588
122
42.9
79.1
0.13
0.19
13.8
ck5-y10 19.80-20.0
69.2
2.77
1.62
0.96
100
1.893
124
35.4
88.6
0.38
0.2
14.1
ck12-y2
3.80-4.00
47.6
2.77
1.53
1.04
78.8
1.672
121
42.9
78.1
0.06
0.81
3.3
ck11-y1
1.80-2.00
45.1
2.77
1.48
1.02
72.8
1.716
116
29.6
86.4
0.18
0.56
4.8
ck11-y2
3.80-4.00
49.9
2.77
1.64
1.09
90.2
1.532
110
35.5
74.5
0.19
0.4
6.3
ck11-y6 11.80-12.00
63.4
2.77
1.62
0.99
97.9
1.794
140
43.9
96.1
0.2
0.25
11.1
xk10-y1
2.0-2.2
50.4
2.77
1.6
1.06
87
1.604
94.5
31
63.5
0.31
0.52
5
xk10-y2
4.0-4.2
49
2.77
1.52
1.02
79.2
1.715
93.8
35.4
58.4
0.23
0.61
4.4
xk10-y3
6.0-6.2
56.6
2.77
1.56
1
88.1
1.78
96.2
39.2
57
0.31
0.51
5.5
xk10-y4
8.0-8.2
47.8
2.77
1.64
1.11
88.5
1.497
93.3
38.6
54.7
0.17
0.49
5.1
17.16
40.4
23
40.4
10
45.3
20
0.02
59.1
28
0.17
70.4
9
70.4
14
70.4
30
53.2
30
46.9
19
28.72
0.32
469.12
8
0.06
28
47.7
54.2
45
AVIC & SMEDI JV
Summary table of results of physical and mechanical properties tests of Q3 high liquid limit silty (clay) soil (drilling samples) in dam site area
Table 4-1-11 (to be continued)
Physical properties
Soil
Sample
No.
--
Marginal moisture content
Specific
Depth of
Void
gravity
Wet
Dry
sample— Moisture
Saturation
ratio
of soil density density
Ｗ
Sr
ｅ
partical
ρ0
ρd
Gs
ｍ
％
％
-g/cm3
--
xk10-y5
10.0-10.2
ck10-y6
12.0-12.2
xk7-y3
6.0-6.20
xk14-y10 19.8-20.0
xk18-y1
47.2
2.77
1.61
1.09
50
2.77
1.68
50.2
2.77
1.46
62.2
2.77
1.80-2.00
50.6
xk18-y2
3.80-4.00
xk19-y9
17.8-18
xk19-y10
19.8-20
Liquid
Limit
Wl
Permeability
Coefficient
Nature
Free
Clay swelling
Modulus of
Plastic Plasticity Liquidity Compressibility
compressibility Horizontal Vertical content ratio
av
Limit
index
index
δef
Es
Kh
Kv
100 ～ 200
WP
Ip
Il
100 ～ 200
％
％
91
33.5
57.5
--
MPa-1
MPa
0.24
0.59
4.3
10-6cm/s
10-6cm/s
85.3
1.532
1.12
94.1
1.472
91
34.8
56.2
0.27
0.26
9.4
0.97
75.2
1.849
92.4
32.7
59.7
0.29
1.47
1.9
0.07
1.68
1.04
102.9
1.674
83.2
34.7
48.5
0.57
0.47
5.7
0.18
2.77
1.48
0.98
77
1.819
95.6
46.8
48.8
0.08
0.85
3.3
42.6
2.77
1.72
1.21
91
1.296
112
38.9
73.1
0.05
0.14
16.3
77.3
2.77
1.52
0.86
96
2.23
78.4
26.7
51.7
0.98
0.57
5.6
46.5
2.76
1.68
1.15
91.3
1.406
58.9
30
28.9
0.57
0.13
19
％
％
49.2
67.5
xk19-y11
21.8-22
42.7
2.77
1.74
1.22
93
1.272
68.4
25.6
42.8
0.4
0.14
16.1
xk21-y2
3.80-4.00
43.7
2.77
1.54
1.07
76.4
1.585
107
43.1
63.9
0.01
0.74
3.5
xk21-y3
5.80-6.00
46.3
2.77
1.7
1.16
92.7
1.384
104
39.1
64.9
0.11
0.31
7.6
xk21-y4
7.80-8.00
52.4
2.77
1.64
1.08
92.2
1.575
90.7
43.5
47.2
0.19
0.38
6.7
xk12-y1
1.80-2.00
54.3
2.77
1.61
1.04
90.9
1.655
90.7
42.4
48.3
0.25
0.94
2.8
xk12-y2
3.80-4.00
50.4
2.77
1.54
1.02
81.9
1.706
91.8
48.5
43.3
0.04
0.85
3.2
XK6-Y1
1.8-2.0
44.2
2.77
1.54
1.07
76.8
1.594
81.2
23.4
57.8
0.36
0.6
4.3
Frequency
96
96
96
96
96
96
96
96
96
96
95
95
4
22
40
33
Maximum
80.7
2.77
1.8
1.26
105.2
2.525
140
61.1
96.1
1.17
1.68
29.8
123.8
469.12
70.4
39
Minimum
37.6
2.74
1.19
0.79
47.3
1.204
58.9
23.4
17.6
-0.28
0.08
1.8
0.46
0.02
27.4
1
Average
55.33
2.77
1.56
1.01
87.01
1.763
94.71
43.75
50.96
0.25
0.62
6.28
39.67
48.92
53.23
18.9
Avg of large values
47.66
2.757
1.478
0.932
77.18
1.56
84.45
37.37
40.03
0.092
0.389
3.939
11.64
10.34
41.29
10.67
Avg of small values
67.03
2.77
1.643
1.092
94.03
2.004
108.5
50.39
63.34
0.459
0.96
10.69
123.8
293.3
63
28.63
27.4
46
AVIC & SMEDI JV
Summary table of results of shear tests of Q3 high liquid limit silty (clay) soil (drilling samples) in dam site area
Table 4-1-11 (continued)
Soil Sample
Depth of
Samples
No.
--
ｍ
ck6-y2
12.0-12.2
ck6-y3
15.3-15.5
ck6-y4
17.6-17.8
ck6-y7
25.4-25.6
ck5-y6
11.8-12.0
ck5-y11
21.80-22.0
ck5-y12
Three axles（CU）
Cohesive
force
Ｃcu
kPa
Friction
Angel
Φcu
°
Cohesive
force
Ｃ’cu
kPa
Three axles (UU)
Friction
Angel
Φ’cu
°
Cohesive
force
Ｃu
kPa
Friction
Angel
Φu
°
Quick shear
Cohesive
force
Ｃu
kPa
Friction
Angel
Φu
°
Slow shear
Cohesive
force
Ｃu
kPa
Friction
Angel
Φu
°
Consolidated quick
shear (q)
Cohesive
force
Ｃ
kPa
Friction
Angel
Φ
°
Consolidated quick
direct shear when
saturated
Cohesive
Friction
force
Angel
Ｃ
Φ
kPa
°
27
21.3
12.4
25.3
23.8-24.0
28.2
23.1
ck5-y13
25.8-26.0
12.9
26.9
ck12-y4
7.80-8.00
ck12-y5
9.80-10.00
66.5
11.6
ck12-y6
11.80-12.00
55.1
6.8
ck12-y7
13.80-14.00
3.5
30.2
ck12-y8
15.80-16.00
ck12-y9
17.80-18.00
39.1
20
ck11-y3
5.80-6.00
13.2
23.8
ck11-y4
7.80-8.00
ck10-y1
1.8-2.0
38.7
27.5
ck10-y2
3.8-4.0
17.9
26.5
ck10-y3
5.8-6.0
13.3
26.6
ck10-y4
7.8-8.0
26.6
23.2
40.5
68.9
24.4
52.1
10.3
128.4
13.6
41.4
7.2
30.1
20.8
80.1
7.5
5.5
47
AVIC & SMEDI JV
Summary table of results of shear tests of Q3 high liquid limit silty (clay) soil (drilling samples) in dam site area
Table 4-1-11 (continued)
Soil
Sample
Depth of
Samples
No.
--
ｍ
ck10-y5
Three axles (UU)
Three axles（CU）
Cohesive
force
Ｃcu
kPa
Friction
Angel
Φcu
°
Cohesive
force
Ｃ’cu
kPa
Friction
Angel
Φ’cu
°
Cohesive
force
Ｃu
kPa
Friction
Angel
Φu
°
Quick shear
Slow shear
Cohesive
force
Ｃu
kPa
Friction
Angel
Φu
°
Cohesive
force
Ｃu
kPa
Friction
Angel
Φu
°
9.8-10.0
42
23.6
ck10-y6
11.8-12.0
37.6
19.6
xk7-y1
2.00-2.20
36.4
15.5
xk7-y5
10.0-10.2
xk17-y1
1.8-2.0
71.3
19.8
xk17-y6
11.8-12.0
53.2
16.1
xk14-y1
1.8-2.0
xk14-y4
7.8-8.0
34.2
24.7
xk14-y11
21.8-22.0
104.4
8.5
xk14-y12
Consolidated quick
shear (q)
Cohesive
force
Ｃ
kPa
Friction
Angel
Φ
°
50.1
16.7
72.1
13.2
23.8-24.0
123.7
11.2
Xk11-y2
3.8-4.0
111.1
7.1
Xk11-y4
7.8-8.0
40.9
24.5
xk23-y1
1.80-2.00
98.2
10.2
xk23-y2
3.80-4.00
41.6
11.2
xk23-y3
5.80-6.00
38.5
8.3
xk19-y2
3.8-4.0
42.3
18.2
xk19-y4
7.80-8.00
33.4
18.6
xk19-y5
9.80-10.00
33.1
20.5
xk19-y7
13.80-14.00
39.2
14.3
xk22-y1
1.80-2.00
35.5
25.9
Consolidated quick
direct shear when
saturated
Cohesive Friction
force
Angel
Φ
Ｃ
kPa
°
48
AVIC & SMEDI JV
Summary table of results of shear tests of Q3 high liquid limit silty (clay) soil (drilling samples) in dam site area
Table 4-1-11 (continued)
Soil
Sample
Depth of
Samples
No.
--
ｍ
xk22-y3
Three axles (UU)
Three axles（CU）
Cohesive
force
Ｃcu
kPa
Friction
Angel
Φcu
°
Cohesive
force
Ｃ’cu
kPa
Friction
Angel
Φ’cu
°
Cohesive
force
Ｃu
kPa
Slow shear
5.80-6.00
14.2
20.1
xk18-y3
5.80-6.00
71
14.6
xk21-y4
7.80-8.00
71.6
17.4
ck6-y5
19.7-19.9
17.4
28.6
ck5-y2
3.80-4.00
14.3
27.3
ck5-y5
9.8-10.0
ck5-y7
13.80-14.00
30.4
29.3
ck5-y8
15.80-16.00
ck5-y9
17.80-18.0
31.3
30.8
ck5-y10
19.80-20.0
21.6
23.4
ck11-y2
3.80-4.00
23.3
26
ck11-y6
11.80-12.00
xk10-y1
2.0-2.2
xk10-y2
4.0-4.2
xk10-y3
6.0-6.2
27.4
13.7
xk10-y4
8.0-8.2
37.9
21.6
xk10-y5
10.0-10.2
68.5
15.3
ck10-y6
101.4
Friction
Angel
Φu
°
Cohesive
force
Ｃ
kPa
Friction
Angel
Φ
°
Consolidated quick
direct shear when
saturated
Cohesive Friction
force
Angel
Φ
Ｃ
kPa
°
Friction
Angel
Φu
°
54.4
Cohesive
force
Ｃu
kPa
Consolidated quick
shear (q)
Cohesive
force
Ｃu
kPa
53.5
Friction
Angel
Φu
°
Quick shear
21.2
10.1
4.2
110.1
4.2
10.6
28.5
12.0-12.2
20.2
26.3
xk14-y10
19.8-20.0
73.8
16.4
xk19-y9
17.8-18
53.8
19.7
49
AVIC & SMEDI JV
Summary table of results of shear tests of Q3 high liquid limit silty (clay) soil (drilling samples) in dam site area
Table 4-1-11 (continued)
Soil
Sample
Depth of
Samples
No.
Three axles (UU)
Three axles（CU）
Quick shear
Consolidated quick
shear (q)
Consolidated quick
direct shear when
saturated
Cohesive
force
Friction
Angel
Cohesive
force
Friction
Angel
Cohesive
force
Friction
Angel
Cohesive
force
Friction
Angel
Cohesive
force
Friction
Angel
Cohesive
force
Friction
Angel
Cohesive
force
Friction
Angel
Ｃcu
Φcu
Ｃ’cu
Φ’cu
Ｃu
Φu
Ｃu
Φu
Ｃu
Φu
Ｃ
Φ
Ｃ
Φ
kPa
°
kPa
°
kPa
°
kPa
°
kPa
°
kPa
°
kPa
°
7.7
32.5
--
ｍ
xk19-y11
21.8-22
47.4
24.4
xk21-y2
3.80-4.00
37
26.7
xk21-y4
7.80-8.00
71.6
17.4
XK6-Y1
1.8-2.0
Frequency
Slow shear
10
10
25
25
9
9
5
5
13
13
Maximum
128.4
21.2
110.1
26.7
73.8
28.5
123.7
32.5
39.1
30.8
Minimum
20.8
4.2
14.2
4.2
10.6
16.1
7.7
7.1
3.5
20.0
64.2
9.8
50.7
17.5
36.2
23.4
72.9
16.1
21.1
25.8
Avg of large values
44.28
6.24
36.39
12.55
17.72
18.88
43.3
10.5
12.28
22.82
Avg of small values
94.1
13.36
81.15
22.16
59.25
27.08
117.4
24.6
28.7
28.44
Standard deviation
31.66
4.93
24.68
5.99
24.50
4.83
46.93
9.78
9.92
3.40
Variation coefficient
0.49
0.50
0.49
0.34
0.68
0.21
0.64
0.61
0.47
0.13
10
10
25
25
9
9
5
5
13
13
Average
Suggestion value
1
68.9
1
1
24.4
1
1
52.1
1
1
30.1
1
50
AVIC & SMEDI JV
Summary table of results of three aixles ( CU ) tests of Q3 high liquid limit silty (clay) soil (shaft samples) (Saturated) in dam site area
Table 4-1-12
Ultimate shear stress of Three - axis
Soil
Sample
Corresponding pore pressure of
ultimate shear stress
Confining
Confining
Confining
pressure
pressure
pressure
100
200
300
kPa
kPa
kPa
kPa
kPa
kPa
Depth of
Samples
Cohesive
Friction
Cohesive
Friction
No.
--
ｍ
force
Ｃcu
kPa
Angel
Φcu
°
force
Ｃ’cu
kPa
Angel
Φ’cu
°
SJ1-3
10.0
11.7
29.8
33.9
29.8
242.0
428.5
SJ2-1
2.0
29.3
15.5
19.7
30
146.0
SJ4-1
1.3-1.5
15.8
18.9
20.6
27.9
SJ5-2
2.0-2.2
17.9
11.9
28.7
SJ5-3
3.0-3.2
44.6
9.8
SJ9-Y1
1.5
10.9
SJ9-Y6
9.0
SJ6-2
Pore water pressure peak
Ultimate shear stress of Three - axis
Confining
pressure
100
kPa
kPa
Confining
pressure
200
kPa
kPa
Confining
pressure
300
kPa
kPa
Confining
pressure
100
kPa
kpa
Confining
pressure
200
kPa
kpa
Confining
pressure
300
kPa
kpa
637.4
33.9
48.2
34.6
34.2
49.9
37.9
231.6
291.6
61.6
117.0
189.0
66.9
126.0
221.3
138.7
239.3
330.8
55.4
111.3
146.8
60.0
117.9
146.8
21.2
126.0
175.0
267.7
58.6
107.8
146.6
60.7
112.7
176.4
47.5
14.5
131.8
230.6
202.9
56.8
112.6
135.9
61.2
123.5
140.4
19.5
22.5
32
132.8
221.2
329.9
78.0
136.9
190.9
79.5
141.7
228.5
133.3
22
130.2
25
496.6
679.4
725.6
32.5
32.6
67.4
37.2
37.2
126.0
3.80-4.00
33.4
24.6
38.9
29.1
243.6
395.0
528.3
39.3
65.6
89.1
39.3
65.6
89.1
SJ1-1
2.0
33
20.7
22.9
30.7
227.3
275.5
438.4
45.8
76.4
141.0
46.9
80.5
149.1
SJ1-2
6.0
148
18.2
116.9
24.2
479.3
652.7
640.8
9.4
21.7
74.3
13.4
22.2
79.9
Frequency
10
10
10
10
10
10
10
10
10
10
10
10
10
Maximum
148.0
29.8
130.2
32.0
496.6
679.4
725.6
78.0
136.9
190.9
79.5
141.7
228.5
Minimum
10.9
9.8
19.7
14.5
126.0
175.0
202.9
9.4
21.7
34.6
13.4
22.2
37.9
Average
47.8
19.1
48.2
26.4
236.4
352.9
439.3
47.1
83.0
121.6
49.9
87.7
139.5
Avg of large values
140.7
23.3
123.6
29.9
365.4
538.9
633.0
62.1
117.1
158.4
65.7
124.4
177.1
Avg of small values
24.6
14.9
29.3
21.2
150.4
228.9
310.2
32.2
48.9
66.4
34.2
51.1
83.2
Standard deviation
50.235
5.850
40.811
5.368
140.811
183.039
182.764
19.240
39.733
52.690
19.359
42.178
60.293
Variation coefficient
1.051
0.306
0.847
0.203
0.596
0.519
0.416
0.408
0.479
0.433
0.388
0.481
0.432
Suggestion value
10
10
10
10
10
10
10
10
10
10
10
10
10
51
AVIC & SMEDI JV
Test Results Table of Three Axial Shear ( CU ) of Q3 High Liquid Limit SiltIn Dam Site
Table 4-1-13
σ3=100(kPa)
Dry
Soil Sample
Density
No.
(g/cm3)
σ1
σ1 ′
U
σ3=200(kPa)
1   3
1   3
2
2
σ1
σ1 ′
kPa
U
σ3=300(kPa)
1   3
1   3
2
2
σ1
σ1 ′
kPa
U
Shear Strength Index
1   3
1   3
2
2
kPa
Ｃcu
φcu
Ccu′
φcu′
kPa
°
kPa
°
SJ1-3
1.04
342
308.1
33.9
221
121
628.5
580.3
48.2
414.25
214.25
937.4
902.8
34.6
618.7
318.7
11.7
29.8
33.9
29.8
SJ2-1
0.95
246
184.4
61.6
173
73
431.6
314.6
117
315.8
115.8
591.6
402.6
189
445.8
145.8
29.3
15.5
19.7
30
SJ4-1
0.85
238.7
183.3
55.4
169.35
69.35
439.3
328
111.3
319.65
119.65
630.8
484
146.8
465.4
165.4
15.8
18.9
20.6
27.9
SJ5-2
0.8
226
167.4
58.6
163
63
375.0
267.2
107.8
287.5
87.5
567.7
421.1
146.6
433.85
133.85
17.9
11.9
28.7
21.2
SJ5-3
0.82
231.8
175
56.8
165.9
65.9
430.6
318
112.6
315.3
115.3
502.9
367
135.9
401.45
101.45
44.6
9.8
47.5
14.5
SJ9-Y1
0.91
232.8
154.8
78
166.4
66.4
421.2
284.3
136.9
310.6
110.6
629.9
439
190.9
464.95
164.95
10.9
19.5
22.5
32
SJ9-Y6
1.18
596.6
564.1
32.5
348.3
248.3
879.4
846.8
32.6
539.7
339.7
1025.6
958.2
67.4
662.8
362.8
133.3
22
130.
25
29.1
SJ6-2
0.98
343.6
304.3
39.3
221.8
121.8
595.0
529.4
65.6
397.5
197.5
828.3
739.2
89.1
564.15
264.15
33.4
24.6
2
38.9
SJ1-1
1.14
327.3
281.5
45.8
213.65
113.65
475.5
399.1
76.4
337.75
137.75
738.4
597.4
141
519.2
219.2
33
20.7
22.9
30.7
SJ1-2
1.14
579.3
569.9
9.4
339.65
239.65
852.7
831
21.7
526.35
326.35
940.8
866.5
74.3
620.4
320.4
148
18.2
116.9
24.2
336.4
289.3
47.1
218.2
118.2
552.9
469.9
83.0
376.4
176.4
739.3
617.8
121.6
519.7
219.7
47.8
19.1
48.2
26.4
Mean Value
52
AVIC & SMEDI JV
Chart 4-1 Fracture Stress Diagram of Q3 Soil Layer Mean Value in Dam Site
The Statistical Table of The Q3 High Liquid Limit Clay(Silt) Soil Slow Shear Test in Dam Site Area
Table 4-1-14
Soil Sample No.
Sampling Depth
（m）
Coagulative Power
Ｃ（kPa）
Frictional Angle
Φ (°)
ck10-y1
1.8-2.0
38.7
27.5
ck10-y2
3.8-4.0
17.9
26.5
ck10-y3
5.8-6.0
13.3
26.6
ck10-y4
7.8-8.0
26.6
23.2
xk8-y1
1.8-2.0
11.2
28.7
xk17-y1
1.8-2.0
71.3
19.8
xk17-y6
11.8-12.0
53.2
16.1
xk14-y10
19.8-20.0
73.8
16.4
ck10-y6
12.0-12.2
20.2
26.3
xk10-y2
4.0-4.2
10.6
28.5
Frequency
10
10
Maximum Value
73.8
28.7
Minimum Value
10.6
16.1
Mean Value
33.7
24.0
Small Mean Value
16.6
18.9
Standard Values
24.42
4.85
Coefficient of Variation
0.72
0.20
Proposed Value
26-25
18-20
Soil Sample
Name
High liquid
limit silt
High liquid
limit silt
High liquid
limit silt
High liquid
limit silt
High liquid
limit silt
High liquid
limit silt
High liquid
limit silt
High liquid
limit clay
High liquid
limit clay
High liquid
limit clay
53
AVIC & SMEDI JV
Q3 Soil Layer Standard Penetration Test Statistics Table
Table 4-1-15
Borehole
No.
XK3
XK6
XK7
XK9
XK10
XK11
XK12
XK13
XK14
Test Position
Actual
Strike Value
Corrected
Value
（m）
2.15~2.45
4.15~4.45
6.15~6.45
8.15~8.45
10.15~10.45
12.15~12.45
14.15~14.45
16.15~16.45
2.15~2.45
2.15~2.45
4.15~4.45
6.15~6.45
8.15~8.45
10.15~10.45
2.15~2.45
4.15~4.45
6.15~6.45
8.15~8.45
10.15~10.45
2.15~2.45
4.15~4.45
5.75~6.05
8.15~8.45
10.35~10.65
12.75~13.05
2.15~2.45
4.15~4.45
6.15~6.45
8.15~8.45
10.15~10.45
2.15~2.45
4.15~4.45
6.15~6.45
2.15~2.45
2.15~2.45
4.15~4.45
6.15~6.45
8.15~8.45
10.15~10.45
12.15~12.45
14.15~14.45
16.15~16.45
18.15~18.45
20.15~20.45
22.15~22.45
24.15~24.45
（Strike）
5
7
10
9
12
13
12
14
10
18
25
27
28
30
8
13
17
19
26
6
15
17
17
23
24
9
13
17
18
28
9
10
11
10
21
24
27
30
33
36
36
39
39
42
42
45
（Strike）
5.0
6.6
8.9
7.7
9.9
10.4
9.2
10.6
10.0
18.0
23.9
25.0
24.5
24.9
8.0
12.3
15.2
16.3
21.4
6.0
14.4
15.7
14.6
19.1
19.18
9.0
12.4
15.2
15.4
23.3
9.0
9.4
9.7
10.0
21.0
22.5
23.9
25.6
27.1
28.6
27.7
29.6
28.1
29.8
29.4
31.5
Boring
Number
XK15
XK17
XK18
XK19
XK20
XK21
XK22
XK23
XK24
Test Position
（m）
2.15~2.45
2.15~2.45
4.15~4.45
6.15~6.45
8.15~8.45
10.15~10.45
12.15~12.45
2.15~2.45
4.15~4.25
6.15~6.25
2.15~2.45
4.15~4.45
6.15~6.45
8.15~8.45
10.15~10.45
12.15~12.45
14.15~14.45
16.15~16.45
18.15~18.45
20.15~20.45
22.15~22.45
2.15~2.45
4.15~4.45
6.15~6.45
8.15~8.45
10.15~10.45
2.15~2.45
4.15~4.45
6.15~6.45
8.15~8.45
2.15~2.45
4.15~4.45
6.15~6.45
2.15~2.45
4.15~4.45
6.15~6.45
8.15~8.45
10.15~10.45
12.15~12.45
13.95~14.25
2.15~2.45
4.15~4.45
6.15~6.45
8.15~8.45
10.15~10.45
12.15~12.45
Actual
Strike
Value
（Strike）
8
12
14
16
11
10
7
11
12
11
22
21
24
24
27
27
24
12
11
2
2
8
13
17
19
26
11
12
12
11
12
12
18
7
9
12
17
27
35
50
9
13
19
24
29
36
Corrected
Value
（Strike）
8.0
12.0
13.0
14.1
9.4
8.2
5.5
11.0
11.3
9.7
22.0
19.7
21.3
20.5
22.1
21.4
18.5
9.1
7.9
1.4
1.4
8.0
12.3
15.2
16.3
21.4
11.0
11.9
10.7
9.4
12.0
11.3
16.0
7.0
8.4
10.6
14.3
21.9
27.8
38.5
9.0
12.3
17.0
20.6
23.9
28.7
54
AVIC & SMEDI JV
Q3 Soil Layer Standard Penetration Test Statistics Table
Table 4-1-15 (continued)
Borehole
Test Position
No.
（m）
2.15~2.45
4.15~4.45
5.75~6.05
CK3
8.15~8.45
10.15~10.45
12.05~12.35
2.15~2.45
4.15~4.45
CK4
6.15~6.45
8.15~8.45
2.15~2.45
4.15~4.45
6.15~6.45
8.15~8.45
10.15~10.45
12.15~12.45
CK5
14.15~14.45
16.15~16.45
18.15~18.45
20.15~20.45
22.15~22.42
24.15~24.45
26.15~26.31
2.15~2.45
4.15~4.45
6.15~6.45
8.15~8.45
10.15~10.45
12.15~12.45
CK6
14.15~14.45
16.15~16.45
18.15~18.45
20.15~20.45
22.15~22.45
24.15~24.45
26.15~26.42
2.15~2.45
CK7
4.15~4.45
6.15~6.45
The Frequency of Actual
Strikes Value Statistics
Maximum Value of
Actual Strikes Value
Minimum Value of Actual
Strikes Statistics
Mean Value of
Actual Strikes Value
Actual
Corrected
Strike Value
Value
（Strike）
16
21
30
38
47
51
17
23
25
36
20
29
36
30
35
41
39
46
43
47
51
51
51
18
28
32
40
29
34
39
45
35
41
47
51
51
10
15
20
（Strike）
16.0
20.1
26.8
33.29
39.20
40.90
17.0
21.8
22.3
30.96
20.0
27.8
32.2
25.68
28.54
32.23
30.0
35.0
31.0
33.4
35.7
35.7
35.2
18.0
26.8
28.6
34.24
23.72
27.18
30.0
34.2
25.2
29.1
32.9
35.7
35.2
10.0
14.4
17.9
171
Boring
Test Position
Number
（m）
8.15~8.45
10.15~10.45
12.15~12.45
CK7
14.15~14.45
16.15~16.45
2.15~2.45
4.15~4.45
5.75~6.05
CK10
8.15~8.45
10.15~10.45
12.15~12.35
2.15~2.45
4.15~4.45
6.15~6.45
CK11
8.15~8.45
10.15~10.45
12.15~12.45
14.15~14.25
2.15~2.45
4.15~4.45
6.15~6.45
8.15~8.45
CK12
10.15~10.45
12.15~12.45
14.15~14.45
16.15~16.45
18.15~18.45
2.15~2.45
4.15~4.45
6.15~6.45
CK13
8.15~8.45
10.15~10.45
12.15~12.45
14.15~14.45
2.2~2.5
3.7~4.0
CK15
5.7~6.0
7.7~8.0
9.7~10.0
The Frequency of
Corrected Value Statistics
Actual
Corrected
Strike Value
Value
（Strike）
24
26
29
34
36
16
21
30
38
47
51
19
25
21
29
33
40
51
15
19
21
26
30
37
32
45
49
18
22
25
27
30
36
41
16
21
9
5
10
（Strike）
21.02
21.61
23.18
26.2
27.4
16.0
20.1
26.8
33.29
39.20
40.90
19.0
23.9
18.8
24.82
26.91
31.97
39.3
15.0
18.2
18.8
22.78
24.94
29.58
24.6
34.2
35.3
18.0
21.1
22.3
23.11
24.94
28.78
31.6
16.0
20.4
8.3
4.40
8.37
171
51.0
Maximum Value of
Corrected Value
40.9
2.0
Minimum Value of
Corrected Value
1.4
24.7
Mean Value of
Corrected Value
20.6
55
AVIC & SMEDI JV
The information of ignimbrite in Tertiary igneous rock rock group T-1 in Dam site area
known by the indoor test data (index of physical mechanical properties are shown in table
4-1-16): the saturated bulk density of the saturation block is 1.84～2.36g/cm3, the mean value
is 2.11g/cm3, the dry compressive strength is 7.24～108.9Mpa and its mean value is 40.5MPa;
saturated compressive strength is 7.0～90.1MPa, its mean value is 26.6MPa, the softening
coefficient is 0.49～0.96, its mean value is 0.75, the water absorption is 2.19%～24.7%, its
mean value is 11.62%, the saturated percent sorption is 2.56%～21.3%, its mean value is
11.65%, the saturated poisson ratio(μ50) is 0.18～0.25, its mean value is 0.21, the saturated
deformation modulus is(1.08～2.31)×104MPa, its mean value is 1.49×104MPa.
The composition of the formation of the T-2 rocks in the dam foundation is relatively
unevenly, most of them composed of gravel, graded sand, fine gravel, low liquid limit silt
(clay) and so on. Its physical property indicators can be referenced in table 4-1-17, 4-1-18.
The ignimbrite Tertiary igneous rock rock group T-3 in Dam site area are known by the
indoor test data (index of physical mechanical properties can be seen table 4-1-19): the
saturated bulk density of the saturation block is 2.03 ～ 2.32g/cm3,mean value is
2.11g/cm3,Dry compressive strength is 6.35～34.6MPa, and the mean value is 17.92MPa;
saturated compressive strength is 3.62～29.4MPa, and the mean value is 13.3MPa, the
softening coefficient is 0.36～0.94, the mean value is 0.72, the water absorption is 2.21%～
18.5%, the mean value is 11.39%, the saturated percent sorption is 3.07%～25.6%, the mean
value is 12.47%, the saturated poisson ratio(μ50) is 0.17～0.23, the mean value is 0.20, the
saturated deformation modulus is(0.564～1.180)×104MPa, mean value is 1.49×104MPa. The
geological parameters f’ of the shear strength of concrete and T-3 (1) are recommended as
0.75 ~ 0.80, C’ is 0.50 ~ 0.55, and the anti-shear strength friction coefficient f geological
recommendation is 0.50 ~ 0.55.
T-3 (2) rock formation volcanic breccia is known by the laboratory test data (physical and
mechanical properties are shown in table 4-1-20): the saturated bulk density of the saturation
block is 1.82～2.37g/cm3, mean value is 2.24g/cm3,Dry compressive strength is 12.40～
68.6MPa, mean value is 39.1MPa; saturated compressive strength is 4.86～44.0MPa, mean
56
AVIC & SMEDI JV
value is 22.43MPa, softening coefficient is 0.15～0.98, mean value is 0.58, water absorption
is 1.81%～14.4%,mean value is 7.0%, saturated percent sorption is 1.57%～15.6%, mean
value is 7.62%, saturated poisson ratio(μ50) is 0.18～0.23, mean value is 0.20, saturated
deformation modulus is (0.34～2.09)×104MPa, mean value is 0.95×104MPa. The geological
parameters f’ of the shear strength of concrete and T-3 (2) are recommended as 0.75 ~ 0.80, C
‘is 0.50 ~ 0.55, and the anti-shear strength friction coefficient f geological recommendation is
0.50 ~ 0.55.
T - 3 (3) hornblended trachyte is known from the indoor test data (physical and mechanical
properties are shown in table 4-1-21): the saturated bulk density of the saturation block is
1.63～2.30g/cm3, mean value is 2.06g/cm3,Dry compressive strength is 4.64～137.0MPa,
mean value is 76.69MPa; saturated compressive strength is 4.34～77.8MPa, mean value is
58.01MPa, softening coefficient is 0.53～0.94, mean value is 0.79, water absorption is
1.24%～16.41%,mean value is 5.4%, saturated percent sorption is 1.27%～17.08%, mean
value is 5.51%, saturated poisson ratio(μ50) is 0.22～0.23, mean value is 0.23, saturated
deformation modulus is (1.85～2.32)×104MPa, mean value is 2.09×104MPa. The geological
parameters f’ of the shear strength of concrete and T-3 (3) are recommended as 0.80~ 0.85, C
‘is 0.45~ 0.50, and geologically recommended valve of the anti-shear strength friction
coefficient f is 0.50 ~ 0.55.
According to the geophysical sound waves test, the range value of the mean value of
longitudinal wave velocity considered by position
for dam foundation is 1981～3561m/s,
the right bank is 1971～4033m/s, and the dam foundation is 1919～3401m/s.The test results
are shown in table 4-1-22, 4-1-23, 4-1-24.
57
AVIC & SMEDI JV
Statistical Table of Test results of T-1 Fused Tuff Rocks in Dam Site Area
Table 4-1-16
The Field
No.
Sampling
Location
（m）
Bulk
Density
（g/cm3）
Grain
Density
ρp
(g/cm3)
Natural
Drying
Water
Absorption
saturated
Daturated
Percent
Sorption
Uniaxial
Compressive
Strength
R（MPa）
Softening
coefficient
Dry
Shear Strength
Saturation Shear
Strength
Poisson’s Ratio
μ50
Drying
（%）
（%）
Drying
saturated
——
C（MPa） φ（°）
C(MPa)
φ（°） ——
(MPa)
Deformation
Modulus
E50
saturated
Drying
saturated
——
104MPa
104MPa
ck9-2
67.9-72.0
1.81
24.7
21.3
7.24
6.98
0.96
ck8-7
75.0-79.0
2.13
10.9
12.7
32.3
15.9
0.49
CK10-7
90.8-94.0
2.03
1.89
40.2
22.1
0.55
xk10-10
89.0-91.8
1.78
1.47
1.84
14.9
13
0.87
CK12-4
69.0-71.2
2.57
2.13
2.03
2.24
10.59
10.65
31.5
19.5
0.62
1.82
42.1
0.18
1.08
CK10(1)
90.8-93.0
2.42
1.99
1.86
2.08
10.67
11.60
39.7
28.3
0.71
1.74
26.9
0.25
1.09
XK10(2)
101-103
2.32
1.97
1.85
2.05
10.69
11.09
18.5
17.2
0.93
2.26
41.7
——
——
XK5-2
66.2-67.8
2.42
2.34
2.30
2.36
2.19
2.56
109
90.1
0.83
0.20
2.31
Frequency
4
8
6
5
6
6
8
8
8
3
3
3
3
Frequency
2.57
2.34
2.30
2.36
24.70
21.30
108.9
90.1
0.96
2.26
42.10
0.25
2.31
Maximum Value
2.32
1.78
1.47
1.84
2.19
2.56
7.2
7.0
0.49
1.74
26.90
0.18
1.08
Minimum Value
2.43
2.02
1.90
2.11
11.62
11.65
40.5
26.6
0.75
1.94
36.90
0.21
1.49
Mean Value
2.39
1.89
1.77
1.99
9.01
8.98
26.9
15.8
0.59
1.78
26.90
0.19
1.09
Small Mean Value
2.57
2.16
2.17
2.30
24.70
17.00
108.9
59.2
0.90
2.26
41.90
0.25
2.31
Large Mean Value
0.103
0.182
0.271
0.198
7.258
5.969
36.078
26.400
0.179
0.280
8.663
0.036
0.707
0.042
0.090
0.142
0.094
0.624
0.512
0.890
0.991
0.240
0.144
0.235
0.172
0.474
2.43
2.02
1.90
2.11
11.62
11.65
35-45
20-25
0.75
1.5~2.0
35-40
0.19-0.21
1.2-1.8
Standard Value
Coefficient of Variation
58
AVIC & SMEDI JV
The Statistical Table of Test Results of Physical and Mechanical Properties of Badly Graded Sand and Well Graded Sand (Borehole Samples) In The T-2 (2)
Level of The Dam Site Area
Table 4-1-17
Physical Properties of Soil
Soil
Sample
NO.
--
Natural
Specifi
COC CM
Moistur c
Grave
Soil
Wet
Dry Saturabili
av Es
Void
e Conte Gravit
l
Depth
Densit Densit
ty
Ratio 100 100
nt
y of
y
y
〉
Soil
～ ～
ｅ
ρ0
ρd
Sr
2.00
W
Grain
200 200
Gs
MPaMPa ％
-g/cm3
-ｍ
％
％
1
ck10-3 48.8-49.0
ck10-4 59.9-59.4
ck10-5 62.8-63.0
ck10-6 67.4-67.6
ck10-7 69.6-69.8
xk10-4 63.0-63.2
xk10-5 64.8-65.0
xk10-6 68.4-68.6
xk10-7 72.0-72.2
xk10-8 78.8-79.0
xk10-9 85.2-85.4
ck9-y1 52.5-52.7
ck9-y2 59.5-59.7
ck9-y3 63.1-63.3
Frequency
Maximum Value
Minimum Value
Mean Value
25.5
46.6
32.8
39.4
37.5
8.8
28.4
25.7
26.6
29.5
27.6
11
46.6
8.8
29.9
2.72
2.72
2.72
2.72
2.72
1.82
1.66
1.66
1.70
1.77
1.45
1.13
1.25
1.22
1.29
79.2
90.4
75.9
87.1
91.7
0.875
1.402
1.176
1.231
1.113
0.13
0.19
0.25
0.28
0.27
14.0
12.7
8.7
7.9
7.7
2.72
2.72
2.72
2.72
1.41
1.40
1.74
1.40
1.10
1.11
1.37
1.08
52.3
48.5
73.9
52.9
1.476
1.442
0.979
1.516
0.52
0.49
0.27
0.34
4.8
5.0
7.3
7.5
9
2.72
2.72
2.72
9
9
166 113.23
1.4
1.08
19.88 13.68
9
91.7
-129.9
47.96
9
9
9
1.516 0.52 14
-0.976 0
4.8
0.98 0.28 8.1
Engineering Classifica
tion
Grain Composition
40.4
41.3
44.1
14.9
26.4
47.1
23.9
35.0
37.1
45.1
55.8
45.8
60.0
63.0
14
63
14.9
41.4
Fine
Silt
Grit Velve
Clay
Sand
Coefficient
0.075
2.00 0.50
Nonuniform
0.25
of
Coefficient
～
～
～
Curvature
〈
～
Classification and
Cu
0.005
0.50 0.25
Cc
Name of Soil Samples
0.005
0.075
％
％
％
％
22.8
18.1
24.7
25.3
22.7
22.9
25.0
24.0
23.7
23.2
23.1
16.6
15.1
16.8
14
25.3
15.1
21.7
21.1
16.9
13.5
20.5
20.0
18.7
19.3
15.4
14.6
13.6
10.4
12.2
8.6
8.8
14
21.1
8.6
15.3
15.0
21.6
17.3
38.4
30.4
10.0
28.1
20.8
19.2
15.4
8.2
13.1
11.7
9.5
14
38.4
8.2
18.5
0.7
2.1
0.4
1.0
0.5
1.4
3.7
4.8
5.8
2.7
2.5
12.3
4.9
1.9
14
12.3
0.4
3.2
％
12.01
19.16
18
6.16
7.83
12.55
9.15
17.15
19.37
19.27
12.03
43.23
50.75
20.46
14
50.75
6.16
19.08
0.44
0.43
0.7
0.49
0.92
0.37
0.67
0.66
0.68
0.67
1.61
0.56
1.16
2.04
14
2.04
0.37
0.81
Badly Graded Sand
Badly Graded Sand
Badly Graded Sand
Badly Graded Sand
Badly Graded Sand
Badly Graded Sand
Badly Graded Sand
Badly Graded Sand
Badly Graded Sand
Badly Graded Sand
Well Graded Sand
Badly Graded Sand
Well Graded Sand
Well Graded Sand
59
AVIC & SMEDI JV
The Statistical Table of Experimental Results of The Physical and Mechanical Properties of Low Liquid Limit Viscosity (Silt) Soil (Borehole Samples) of the
T-2 (2) Layer of The Dam Site
Table 4-1-18
Physical Properties of Soil
Soil
Sample
NO.
Soil
Depth
--
ｍ
Natural
COC
Specific
Moisture
Dry Saturability Void av
Gravity Wet
Content
Ratio 100
of Soil Density Density
Grain
ρ0
ρd
Sr
ｅ
～
W
Gs
200
g/cm3
Fine
Silt
CM
Grit Velve
Clay
Sand
0.075
Es Gravel 2.00 0.50
0.25
100 〉 ～ ～
～
〈
～
～ 2.00 0.50 0.25
0.005
0.005
0.075
200
-- MPa-1 MPa
Engineering
Classification
Grain Composition
％
％
％
％
％
Nonuniform
Coefficient
Cu
Coefficient of
Curvature
Cc
Classification and
Name of Soil Samples
％
％
--
ck8-1 39.20-39.40
21.1
2.74
1.74
1.44
63.7
0.907 0.16 12.2
4.2 8.1
8.1 52.8
26.8
Low Liquid Limit Clay
ck8-2
44.8-45.0
33.4
2.70
1.68
1.26
78.8
1.144 0.24 8.9
17.3 15.3 16.8 41.9
8.7
Low Liquid Limit Clay
ck8-3 49.0-49.20
34.8
2.70
1.59
1.18
72.9
1.289 0.29 7.8
15.8 13.4 12.4 46.8
11.6
Low Liquid Limit Clay
ck8-4 56.40-56.60
31.3
2.73
1.68
1.28
75.4
1.134 0.37 5.7
17.6 12.9 13.5 47.3
8.7
Low Liquid Limit Clay
Frequency
4
4
4
4
4
Maximum Value
34.8
2.74
1.74
1.44
78.8
1.289 0.37 12.2
17.6 15.3 16.8 52.8
26.8
Minimum Value
21.1
2.7
1.59
1.18
63.7
0.907 0.16 5.7
4.2 8.1
8.1 41.9
8.7
Mean Value
30.2
2.72
1.67
1.29
72.7
1.119 0.27 8.7
13.7 12.4 12.7 47.2
14.0
％
4
4
4
4
4
4
4
4
60
AVIC & SMEDI JV
Statistical Table of Test results of T-1 Fused Tuff Rocks in Dam Site Area
Table 4-1-19
The
Field
No.
ck16-2
Uniaxial
Daturated
Bulk
Grain
Compressive
Water
Percent
Softening
Dry
Sampling Density
Density
Strength
Absorption Sorption
coefficient
Shear Strength
Location
ρp
（g/cm3）
R（MPa）
（m）
(g/cm3) Natural Drying saturated
——
（%）
（%） Drying saturated
C（MPa） φ（°）
Saturation
Shear Strength
Deformation
Modulus
E50
Drying saturated Drying saturated
Poisson’s Ratio
μ50
C(MPa) φ（°） ——
——
104MPa 104MPa
5.6-10.2
2.03
2.21
3.07
18.3
14.9
0.81
ck16-2
5.6-10.2
2.03
2.21
ck18-2 12.6-15.6
2.23
18.5
25.6
9.95
3.62
0.36
ck18-2
12.6-15.6
2.23
18.5
ck17-1 12.2-14.5
1.78
ck17-1
12.2-14.5
1.78
CK14-1
8.26
8.69
6.0-10.0
1.81
6.35
5.31
0.84
CK14-1
6.0-10.0
1.81
ck10-1 24.0-29.2
2.12
1.84
26.6
17.6
0.66
ck10-1
24.0-29.2
2.12
1.84
1.08
CK3-1
1.76
1.54
9.01
7.92
0.88
CK3-1
5.8-8.0
1.76
1.54
1.09
xk23-2
23.5-25.5
2.16
5.8-8.0
xk23-2 23.5-25.5
2.16
xk15-2 16.8-18.0
2.11
XK20-1 18.6-20.0
1.76
XK17-1 19.5-22.5
1.67
1.44
8.35
7.34
XK14-1 34.1-36.6
1.76
1.68
12.7
8.5
XK8-1
7.0-9.0
1.95
15.5
13.2
0.85
——
xk15-2
16.8-18.0
2.11
XK20-1
18.6-20.0
1.76
1.95
2.31
0.88
XK17-1
19.5-22.5
1.67
1.44
2.31
0.67
XK14-1
34.1-36.6
1.76
1.68
1.08
3
1.84
1.62
17.1
16.1
0.94
XK8-1
7.0-9.0
1.84
1.62
1.49
XK7-1 19.5-25.0
2.01
1.83
16.1
14
0.87
XK7-1
19.5-25.0
2.01
1.83
1.09
XK13-1 12.0-14.0
2.00
1.84
19
10.8
0.57
XK13-1
12.0-14.0
2.00
1.84
2.31
XK23-1 20.0-22.0
2.02
XK23-1
20.0-22.0
2.02
xk12-2 20.0-21.5
2.23
2.19
2.26
31.9
20.4
0.64
xk12-2
20.0-21.5
2.23
2.19
2.26
0.474
xk16-1
8-11.0
2.06
1.85
2.11
15.93
7.55
0.47
xk16-1
8-11.0
2.06
1.85
2.11
1.2-1.8
xk2-1
5.5-7.8
2.07
1.99
2.11
17.93
7.02
0.39
0.707
61
AVIC & SMEDI JV
Statistical Table of Test results of T-1 Fused Tuff Rocks in Dam Site Area
Table 4-1-19 (continued)
The
Field
No.
ck16-2
Uniaxial
Daturated
Bulk
Grain
Compressive
Water
Percent
Softening
Dry
Sampling Density
Density
Strength
Absorption Sorption
coefficient
Shear Strength
Location
ρp
（g/cm3）
R（MPa）
（m）
(g/cm3) Natural Drying saturated
——
（%）
（%） Drying saturated
C（MPa） φ（°）
Saturation
Shear Strength
Deformation
Modulus
E50
Drying saturated Drying saturated
Poisson’s Ratio
μ50
C(MPa) φ（°） ——
——
104MPa 104MPa
5.6-10.2
2.03
2.21
3.07
18.3
14.9
0.81
ck16-2
5.6-10.2
2.03
2.21
ck18-2 12.6-15.6
2.23
18.5
25.6
9.95
3.62
0.36
ck18-2
12.6-15.6
2.23
18.5
ck17-1 12.2-14.5
1.78
ck17-1
12.2-14.5
1.78
CK14-1
8.26
8.69
6.0-10.0
1.81
6.35
5.31
0.84
CK14-1
6.0-10.0
1.81
ck10-1 24.0-29.2
2.12
1.84
26.6
17.6
0.66
ck10-1
24.0-29.2
2.12
1.84
1.08
CK3-1
1.76
1.54
9.01
7.92
0.88
CK3-1
5.8-8.0
1.76
1.54
1.09
xk23-2
23.5-25.5
2.16
5.8-8.0
xk23-2 23.5-25.5
2.16
xk15-2 16.8-18.0
2.11
XK20-1 18.6-20.0
1.76
XK17-1 19.5-22.5
1.67
1.44
8.35
7.34
XK14-1 34.1-36.6
1.76
1.68
12.7
8.5
XK8-1
7.0-9.0
1.95
15.5
13.2
0.85
——
xk15-2
16.8-18.0
2.11
XK20-1
18.6-20.0
1.76
1.95
2.31
0.88
XK17-1
19.5-22.5
1.67
1.44
2.31
0.67
XK14-1
34.1-36.6
1.76
1.68
1.08
3
1.84
1.62
17.1
16.1
0.94
XK8-1
7.0-9.0
1.84
1.62
1.49
XK7-1 19.5-25.0
2.01
1.83
16.1
14
0.87
XK7-1
19.5-25.0
2.01
1.83
1.09
XK13-1 12.0-14.0
2.00
1.84
19
10.8
0.57
XK13-1
12.0-14.0
2.00
1.84
2.31
XK23-1 20.0-22.0
2.02
XK23-1
20.0-22.0
2.02
xk12-2 20.0-21.5
2.23
2.19
2.26
31.9
20.4
0.64
xk12-2
20.0-21.5
2.23
2.19
2.26
0.474
xk16-1
8-11.0
2.06
1.85
2.11
15.93
7.55
0.47
xk16-1
8-11.0
2.06
1.85
2.11
1.2-1.8
xk2-1
5.5-7.8
2.07
1.99
2.11
17.93
7.02
0.39
0.707
62
AVIC & SMEDI JV
Statistical Table of Test Results of Volcanic Breccia Rocks at the T-3 (2) of The Dam Site
Table 4-1-20
Uniaxial
Daturated
Bulk
Grain
Water
Compressive
Percent
Sampling
Density
Absorption
The Field Location Density
Strength
Sorption
ρp
（g/cm3）
No.
R（MPa）
（m）
(g/cm3) Natural Drying saturated
（%）
（%） Drying saturated
ck2-1 26.6-27.2
2.19
4.11
3.07
42.2
ck13-1 22.4-24.2
2.15
6.24
3.72
19.5
16.1
ck6-2 49.4-51.6
2.2
5.82
7.95
33.7
13.9
ck15-1 31.0-35.0
2.11
6.35
6.39
47.7
18.8
ck7-1 21.8-24.0
2.12
6.19
8.32
25.2
6.89
ck18-4 22.0-25.0
2.2
1.81
4.25
47.7
39.9
ck9-1 19.5-21.9
2.26
5.87
3.96
44
ck5-1 53.0-55.0
2.21
4.12
8.81
35.5
20
ck12-1 19.4-21.4
1.95
14.4
15.6
17.3
4.86
ck8-6 16.0-21.0
2.42
3.6
1.57
46.6
20.5
ck16-3 17.7-21.1
1.78
8.26
8.69
ck7-2 42.4-44.8
2.10
7.39
9.35
24.40
23.70
CK14-2 15.2-20.5
2.35
42.5
31.4
CK3-2 15.0-17.5
2.21
2.12
14.9
13.2
CK10-2 30.0-35.0
2.1
2.03
32.9
19.3
XK24-1 23.5-25.0
2.32
xk15-1 7.0-9.0
2.23
2.10
29.9
26.5
XK10-1 17.2-20.7
2.17
2.08
28.3
15.6
xk10-3 40.2-42.4
2.35
2.27
46
24.7
XK20-2 26.4-29.0
2.21
XK8-2 18.0-20.8
2.28
2.19
46.5
20.1
XK13-2 18.0-21.0
2.26
2.17
64.8
34.1
xk21-1 19.0-23.0
2.03
xk12-1 11.2-12.5
2.09
2.28
2.15
68.6
10.1
xk22-1 19.0-23.0
2.19
xk2-2 14.2-20.0
2.32
2.24
2.37
46.58
26.58
Softening
coefficient
——
Deformation
Modulus
E50
Drying saturated Drying saturated
——
104MP 104MPa
C（MPa）φ（°） C(MPa) φ（°） ——
Dry
Saturation
Shear Strength Shear Strength
Poisson’s Ratio
μ50
0.83
0.41
0.39
0.27
0.84
0.56
0.28
0.44
0.97
0.74
0.89
0.59
0.89
0.55
0.54
0.43
0.53
0.15
0.57
63
AVIC & SMEDI JV
Statistical Table of Test Results of Volcanic Breccia Rocks at the T-3 (2) of The Dam Site
Table 4-1-20 (continued)
Uniaxial
Daturated
Bulk
Grain
Water
Compressive
Percent
Sampling
Density
Absorption
The Field Location Density
Strength
Sorption
ρp
（g/cm3）
No.
R（MPa）
（m）
(g/cm3) Natural Drying saturated
（%）
（%） Drying saturated
ck2-1 26.6-27.2
2.19
4.11
3.07
42.2
ck13-1 22.4-24.2
2.15
6.24
3.72
19.5
16.1
ck6-2 49.4-51.6
2.2
5.82
7.95
33.7
13.9
ck15-1 31.0-35.0
2.11
6.35
6.39
47.7
18.8
ck7-1 21.8-24.0
2.12
6.19
8.32
25.2
6.89
ck18-4 22.0-25.0
2.2
1.81
4.25
47.7
39.9
ck9-1 19.5-21.9
2.26
5.87
3.96
44
ck5-1 53.0-55.0
2.21
4.12
8.81
35.5
20
ck12-1 19.4-21.4
1.95
14.4
15.6
17.3
4.86
ck8-6 16.0-21.0
2.42
3.6
1.57
46.6
20.5
ck16-3 17.7-21.1
1.78
8.26
8.69
ck7-2 42.4-44.8
2.10
7.39
9.35
24.40
23.70
CK14-2 15.2-20.5
2.35
42.5
31.4
CK3-2 15.0-17.5
2.21
2.12
14.9
13.2
CK10-2 30.0-35.0
2.1
2.03
32.9
19.3
XK24-1 23.5-25.0
2.32
xk15-1 7.0-9.0
2.23
2.10
29.9
26.5
XK10-1 17.2-20.7
2.17
2.08
28.3
15.6
xk10-3 40.2-42.4
2.35
2.27
46
24.7
XK20-2 26.4-29.0
2.21
XK8-2 18.0-20.8
2.28
2.19
46.5
20.1
XK13-2 18.0-21.0
2.26
2.17
64.8
34.1
xk21-1 19.0-23.0
2.03
xk12-1 11.2-12.5
2.09
2.28
2.15
68.6
10.1
xk22-1 19.0-23.0
2.19
xk2-2 14.2-20.0
2.32
2.24
2.37
46.58
26.58
Softening
coefficient
——
Deformation
Modulus
E50
Drying saturated Drying saturated
——
104MP 104MPa
C（MPa）φ（°） C(MPa) φ（°） ——
Dry
Saturation
Shear Strength Shear Strength
Poisson’s Ratio
μ50
0.83
0.41
0.39
0.27
0.84
0.56
0.28
0.44
0.97
0.74
0.89
0.59
0.89
0.55
0.54
0.43
0.53
0.15
0.57
64
AVIC & SMEDI JV
Statistical Table of Test Results of Shingle Surface Rock Rocks in The Dam Site Area T-3 (3)
Table 4-1-21
The Field
No.
Sampling
Location
（m）
Bulk
Density
（g/cm3）
Grain
Density
ρp
(g/cm3)
Natural
Drying
Water
Absorption
saturated
（%）
Daturated
Percent
Sorption
（%）
ck12-2
30.3-33.5
2.21
3.3
2.41
ck12-3
40.2-44.6
2.28
1.24
1.27
CK4-1
27.3-35.0
2.25
XK9-1
22.4-31.0
2.10
2.21
2.18
2.26
3.10
BCK12-1
30.5-32.5
1.89
1.60
1.39
1.63
BCK12-2
35.6-40.0
2.38
2.27
2.23
3
6
Maximum Value
2.38
Minimum Value
Uniaxial
Compressive
Strength
R（MPa）
Drying
saturated
137
72.5
Softening
coefficient
Dry
Shear Strength
Saturation
Shear Strength
Drying
——
C（MPa） φ（°）
C
(MPa)
0.94
3.42
77.0
55.6
0.72
16.41
17.08
4.64
4.34
0.94
0.577
2.30
2.95
3.38
92.6
77.8
0.84
3
3
5
5
5
6
2.28
2.23
2.30
16.41
17.08
137.00
1.89
1.60
1.39
1.63
1.24
1.27
Mean Value
2.12
2.14
1.93
2.06
5.40
Small Mean Value
2.00
2.01
1.39
1.63
Large Mean Value
2.38
2.23
2.21
0.246
0.366
0.116
2.12
Coefficient
Variation
Proposed Value
of
saturated
Drying
saturated
——
104MPa
104MPa
70.2
67.6
Standard Value
φ（°） ——
Deformation
Modulus
E50
0.53
72.2
Frequency
Poisson’s Ratio
μ50
0.22
1.85
28.9
——
——
2.25
42.0
0.23
2.32
5
2
2
2
2
77.80
0.94
2.25
42.00
0.23
2.32
4.64
4.34
0.53
0.58
28.90
0.22
1.85
5.51
76.69
58.01
0.79
1.41
35.45
0.23
2.09
2.65
2.62
38.42
29.97
0.63
0.58
28.90
0.22
1.85
2.28
16.41
17.08
102.20
72.03
0.91
2.25
42.00
0.23
2.32
0.471
0.376
6.209
6.526
47.702
27.307
0.173
1.183
9.263
0.007
0.332
0.165
0.244
0.182
1.150
1.184
0.622
0.471
0.218
0.837
0.261
0.031
0.159
2.14
1.93
2.06
5.40
5.51
60~90
55~75
0.79
1.2-2.0
30~40
0.20-0.23
1.8~2.1
65
AVIC & SMEDI JV
The Statistical Table of The Rock Mass Dynamic Parameters of The Borehole Ultrasonic Test of The
Dam Foundation
Table 4-1-22
Borehole
Depth Range and
Major Lithology
No
CK1
(Dam
Foundation)
CK9
(Dam
Foundation)
CK14
(Dam
Foundation)
CK8
(Dam
Foundation)
7.0～9.0m
Ignimbrite
9.0～30.0m
Volcanic Breccia
30.0～35.0m
Ignimbrite
35.0～38.0m
Volcanic Breccia
38.0～43.0m
Ignimbrite
43.0～66.0m
Ignimbrite
66.0～84.0m
Ignimbrite
11.0～36.0m
Volcanic Breccia
36.0～42.0m
Ignimbrite
42.0～64.0m
Ignimbrite
64.0～70.0m
Ignimbrite
70.0～77.0m
Ignimbrite
4.0～9.0m
Ignimbrite
9.0～15.0m
Ignimbrite
15.0～33.0m
Volcanic Breccia
10.0～28.0m
Volcanic Breccia
28.0～38.0m
Ignimbrite
38.0～67.0m
Gravel high liquid
limit clay
67.0～82.0m
Ignimbrite
Depth
Range
（m）
Longitudinal
Wave Velocity
of Rock Mass
（m/s）
Dynamic
Poissons
Ratio
Dynamic
Dynamic Shear
Modulus
Modulus
of Elasticity
3
（×10
MPa）
（×103MPa）
2271
0.29
10.49
4.07
8.33
3561
0.26
27.89
11.07
19.37
2292
0.29
10.69
4.14
8.48
3186
0.27
21.79
8.58
15.79
2208
0.29
9.92
3.85
7.87
2075
-
-
-
-
3138
0.27
21.14
8.32
15.32
2985
0.28
18.66
7.29
14.14
2149
0.30
9.14
3.52
7.62
1981
-
-
-
-
2258
0.29
10.37
4.02
8.24
2881
0.28
17.38
6.79
13.17
2064
0.30
8.43
3.24
7.03
3327
0.27
23.76
9.36
17.22
2947
0.28
18.19
7.11
13.78
3194
0.27
21.90
8.62
15.87
3072
0.27
20.26
7.98
14.68
1990
-
-
-
-
2678
0.28
17.61
6.88
13.34
66
AVIC & SMEDI JV
The Statistical Table of The Rock Mass Dynamic Parameters of The Borehole Ultrasonic Test of The
Dam Abutment
Table 4-1-23
Depth
Range
（m）
Longitudina
l
Wave
Velocity of
Rock Mass
（m/s）
Dynamic
Poissons
Ratio
Dynamic
Modulus
of Elasticity
（×103MPa）
Dynamic Shear
Modulus
（×103MPa）
3150
0.27
21.30
8.39
15.43
1992
-
-
-
-
2160
0.30
9.24
3.55
7.70
3045
0.27
19.90
7.84
14.42
4033
0.25
36.63
14.65
24.42
2019
-
-
-
-
3140
0.27
21.16
8.33
15.34
2244
0.30
9.96
3.83
8.30
3269
0.27
22.94
9.03
16.62
3469
0.27
25.83
10.17
18.72
2409
0.29
11.81
4.57
9.37
1917
0.33
6.59
2.48
6.46
Borehole
Depth Range
and Major
Lithology
No
23.0～49.0m
Volcanic Brecci
a
CK10
（Left Bank）
49.0～76.0m
Ignimbrite
76.0～86.0m
Ignimbrite
86.0～97.0m
Ignimbrite
CK11
（Left Bank）
46.0～55.0m
Hornblende
55.0～65.0m
CK12
（Left Bank）
Ignimbrite
65.0～78.0m
Ignimbrite
40.0～45.0m
Volcanic Brecci
a
45.0～51.0m
XK11
（Left Bank）
Ignimbrite
51.0～63.0m
Ignimbrite
63.0～70.0m
Ignimbrite
70.0～97.0m
Ignimbrite
67
AVIC & SMEDI JV
The Statistical Table of The Rock Mass Dynamic Parameters of The Borehole Ultrasonic Test of The
Dam Abutment
Table 4-1-24
Borehole
Depth Range and
Major Lithology
Depth
Wave
Dynamic
Range
Velocity of
Poissons
（m）
Rock Mass
Ratio
No
（m/s）
27.0～32.0m
Volcanic Breccia
32.0～40.0m
BCK5
（Right Bank）
Volcanic Breccia
40.0～57.0m
Volcanic Breccia
57.0～70.0m
Volcanic Breccia
22.0～30.0m
Volcanic Breccia
30.0～51.0m
Ignimbrite
XK10
（Right Bank）
51.0～61.0m
Ignimbrite
61.0～87.0m
Ignimbrite
87.0～97.0m
Ignimbrite
CK6
（Right Bank）
29.0～55.0m
Volcanic Breccia
22.0～37.0m
CK7
（Right Bank）
Volcanic Breccia
37.0～55.0m
Volcanic Breccia
29.0～38.0m
Volcanic Breccia
CK5
（Right Bank）
Dynamic
Longitudinal
38.0～44.0m
Volcanic Breccia
44.0～55.0m
Volcanic Breccia
Modulus
of Elasticit
y
（×103MP
Dynamic Shear
Modulus
（×103MPa）
a）
1919
0.33
6.61
2.48
6.48
1959
0.33
6.88
2.59
6.75
3023
0.27
19.62
7.72
14.21
3398
0.27
24.79
9.76
17.96
2997
0.28
19.65
7.80
13.65
3389
0.27
24.66
9.70
17.86
2576
0.28
14.52
5.76
10.08
1994
-
-
-
-
2925
0.28
18.72
7.43
13.00
3276
0.27
23.04
9.07
16.69
3401
0.27
24.83
9.78
17.99
3372
0.27
24.41
9.61
17.69
2034
0.30
8.19
3.15
6.28
2582
0.28
13.96
5.45
10.57
3207
0.27
22.08
8.69
16.00
68
AVIC & SMEDI JV
4.2 Engineering Geological Evaluation
From the dam axis, geological profiles show that the overburden layer is Quaternary
Holocene flood alluvial (Q4pal) red brown, reddish brown, brown high liquid limit silt,
loose ~ slightly dense state, with medium compressibility, containing humus layer
thickness of 4.6 ~ 7.9m, bottom elevation is 1801 ~ 1805.5m.
4.2.1 Determination of the Dam Foundation base
1) Dam Foundation base
From the dam axis, geological profiles show that the overburden layer is Quaternary
Holocene flood alluvial (Q4pal) red brown, reddish brown, brown high liquid limit silt,
loose ~ slightly dense state, with medium compressibility, containing humus layer
thickness of 4.6 ~ 7.9m, bottom elevation is 1801 ~ 1805.5m.
Q4pal the third igneous rock (TV) under the high liquid limit silt, the lithology is
mainly volcanic breccia and fused tuff, the strong weathering zone thickness of rock
body is 1.8 ~ 9.3 m, the height of the strong weathering zone is 1898.7 ~ 1800.7 m,
The average permeability coefficient of this layer is 3.48m/d, The large mean value is
7.56 m/d, that is to say 8.75×10-3cm/s, It is a medium permeable layer.
The foundation rocks of the dam are mainly volcanic breccia and fused tuff, the mean
value of RQD value of the rock mass is 51 percent (The RQD value of rock mass of
the dam foundation T-3 rock is shown in table 4-2-1), it is Close to 50%, The mean
value of the saturation compressive strength of the dam rock mass is less than 30MPa.
According to the acoustic test of the dam foundation, The mean value of the
longitudinal wave velocity of acoustic wave is 2479.3 m/s, it is less than 2500m/s,
The dam foundation rock mass is intact and intensity is Low and is poor in
anti-slidinganddeformation resistance. According to 《 The Specification of
Geological survey of Hydraulic and Hydropower Engineering 》GB50487-2008
appendix V，Dam foundation rock mass engineering geology classification is Ⅳ
class.
69
AVIC & SMEDI JV
RQD Value Statistics of the Rock Group T-3 Rock Formation
Table 4-2-1
Borehole No.
CK9
CK8
CK1
CK3
Depth（m）
4.6~5.6
5.6~8.0
8.0~10.2
10.2~12.6
12.6~14.9
14.9~17.3
17.3‘19.5
19.5~21.9
21.9~24.1
24.1~26.5
26.5~28.7
28.7~31.1
31.1~33.3
33.3~35.7
35.7~37.9
37.9~40.3
40.3~42.5
42.5~44.9
7.9~10.2
10.2~12.6
12.6~14.8
14.8~17.2
17.2~19.4
19.4~21.8
21.8~24
24~26.4
26.4~28.6
28.6~31
31~33.2
33.2~35.6
35.6~37.8
37.8~40.2
40.2~42.4
5.6~8
8~10.2
10.2~12.6
12.6~14.8
14.8~17.2
17.2~19.4
19.4~21.8
21.8~24
24~26.4
26.4~28.6
28.6~31
31~33.2
33.2~35.6
35.6~37.8
37.8~40.2
40.2~42.4
6.5~8.5
RQD (%)
26
6
66
75
49
56
35
92
52
41
0
0
41
36
0
29
0
15
87
50
14
42
50
46
52
54
23
0
27
48
50
18
7
29
46
23
59
0
14
57
41
28
23
0
0
46
25
0
0
98
Borehole No.
CK3
CK14
Depth（m）
8.5~10
10~11.5
11.5~13
13~14.5
14.5~16
16~17.5
17.5~19
19~20.5
20.5~22
22~23.5
23.5~25
25~26.5
26.5~28
28~29.5
29.5~31
31~32.5
32.5~34
34~35
35~36
36~37.5
37.5~39
39~40.5
40.5~42
4.0~7.5
7.5~9.0
9.0~10.5
10.5~12
12~13.5
13.5~14.5
14.5~15.5
15.5~17.0
17.0~17.5
17.5~18.5
18.5~19.5
19.5~20.5
20.5~21.5
21.5~22.5
22.5~23.5
23.5~24.5
24.5~25.5
25.5~26.5
26.5~27.5
27.5~28.5
28.5~29.5
29.5~30.5
30.5~31.5
31.5~32.5
32.5~33.5
33.5~34.5
34.5~36.5
RQD(%)
82
67
87
60
45
97
74
66
68
62
41
41
47
63
71
89
93
90
87
97
69
73
46
31
87
80
93
87
90
90
73
100
85
80
87
40
12
54
24
0
90
21
38
100
90
48
38
18
14
31
70
AVIC & SMEDI JV
RQD Value Statistics of the Rock Group T-3 Rock Formation
Continued Table4-2-1
Borehole No.
CK16
XK2
XK4
XK5
Depth（m）
RQD(%)
3.4~5.6
5.6~8.0
8.0~10.2
10.2~12.6
12.6~14.8
14.8~17.2
17.2~19.4
19.4~21.8
21.8~24.0
24.0~26.4
26.4~28.6
28.6~30.0
4~5.5
5.5~7
7~8.2
8.2~9
9~10.5
10.5~12
12~13.3
13.3~15
15~16.5
16.5~18
18~20
7~8
8~9.5
9.5~11
11~12
12~13
13~14.5
14.5~15.5
15.5~17
17~18.5
18.5~19.5
19.5~21
21~21.5
21.5~23
23~24.5
24.5~26
26~27.5
27.5~29
29~30.5
4.2~5.6
5.6~8.0
8.0~10.2
10.2~12.6
12.6~14.8
14.8~17.2
17.2~19.4
19.4~21.8
Mean Value of PQD
9
19
82
54
52
40
52
85
0
46
50
54
43
43
63
83
57
50
62
44
57
47
33
68
67
59
90
89
93
67
75
83
37
47
80
25
43
67
100
100
43
21
32
49
35
19
31
55
52
Borehole No.
XK5
XK1
XK8
XK16
Depth（m）
RQD(%)
14.8~24.0
24.0~26.4
26.4~28.6
28.6~31.0
31.0~33.2
33.2~35.6
35.6~37.8
37.8~40.2
8~9.5
9.5~11
11~12.5
12.5~14
14~15.5
15.5~17
17~18.5
18.5~20
20~21
21~22.5
22.5~24
24~25.5
25.5~27
27~28.5
28.5~30
6~8
8~10
10~12
12~14
14~16
16~18
18~20
20~20.8
5.6~8
8~10.2
10.2~12.6
12.6~14.8
14.8~17.2
17.2~19.4
19.4~21.8
21.8~24
24~26.4
26.4~28.6
28.6~31
31~33.2
33.2~35.6
35.6~37.8
37.8~40.2
40.2~42.4
42.4~44.8
18
0
0
22
42
45
23
0
99
96
86
93
87
56
97
42
100
93
75
36
89
65
53
55
85
85
73
80
88
49
63
31
53
92
77
75
76
47
41
13
25
6
0
33
11
31
43
24
51%
71
AVIC & SMEDI JV
1) The base of Dam Abutment
The upper surface of the dam abutment is updated with high liquid limit silt (clay) on the
fourth system, the thickness is 11.0 ~ 27.8 m. The structure of the surface layer (within 4
meters) is loose. According to the table 4-1-10, the horizontal permeability coefficient of
the internal soil layer in the surface layer (within 4 meters) of the dam abutment is 5.15 ×
10-5cm/s ~ 2.60 × 10-4cm/s, the mean value is 1.34 × 10-4cm/s. The vertical permeability
coefficient is 9.09 × 10-5cm/s ~ 2.92 × 10-4cm/s, the mean value is 8.19 × 10-4cm/s. most
of the permeability is medium. The mean value of dry density is 0.95g/cm3. the soil layer
more than 2m from top soil contains more plant roots. It is recommended to excavate the
surface layer, then backfill.
4.2.2 Seepage of Dam Foundation
The main seepage layer of the dam foundation is overburden and strongly weathered zone
of bedrock of quaternary system. removing the overburden layer and setting up a sink for
the strongly weathered bedrock layer and consolidation grouting and other anti-seepage
measures should be considered, so that when the dam is in its’ operation, there is no
leakage of covering layer and strong weathering rock.
The seepage amount of weathering zone of foundation rock can be calculated by formula
4.1 and 4.2. It is considered that the water permeation rate of weak weathering zone is
lower than that of 5Lu. According to the actual stratum structure and comprehensive
consideration of seepage situation, it is estimated that the thickness of the seepage layer
of the foundation of rock mass is about 65m. That is to say to the bottom of the T-2 (2)
layer. The permeability coefficient k can be divided into the average of the T-3 layers
under the strong weathering rock(1.06×10-4cm/s). The average permeability coefficient of
T-2 (2) is 5.32×10-3cm/s, the permeability coefficient of the drilled pumping test of BCK9
is 7.84×10-3cm/s. The permeability coefficient of the mean value of the three numbers is
4.42×10-3cm/s, that is to say it is 3.82m/d.
The calculation formula of bedrock leakage：
q= K·H·T/（2b+T）……………………………… The formula 4.1
Q= q·B …………………………………………… The formula 4.2
72
AVIC & SMEDI JV
In the formula：
q—single - wide leakage of dam foundation（m3/d·m）;
K—Mean permeability coefficient（m/d）;
H—Water Head Difference of front and after the dam,（m）；
2b—Dam foundation width（m）；
T—The average thickness of the permeable layer（m）；
B—The average width of the permeable bed（m）；
Q—Seepage（m3/d）。
The curtain grouting treatment of 0 + 400 sections of dam foundation pile is recommended.
Grouting test should be carried out before grouting construction.The grouting parameters are
determined by experiment.
4.2.3 Seepage Around the Dam
the top soil of the two sides of the dam site below normal storage level is the high liquid
limit clay (silt) soil layer. Among them, the left dam abutment thickness is 11.0 ~ 19.4 m.
Right dam abutment thickness is 13.8 ~ 18.2 m. Its horizontal permeability coefficient is
3.16 × 10-5 ~ 2.60 × 10-3cm/s, mean value is 6.96×10-4cm/s. The vertical permeability
coefficient is 2.80 × 10-6 ~ 2.93 × 10-3cm/s, mean value is 4.65×10-4cm/s. It is mainly
medium permeable. The permeable soil layer is mainly located in the surface of within
4m. 4m below the surface, its horizontal permeability coefficient is 3.16 × 10-5 ~ 8.75 ×
10-5cm/s, mean value is 5.59×10-5cm/s. The vertical permeability coefficient is 2.80 x 10-6
~ 9.09 × 10-5cm/s, mean value is 3.63×10-5cm/s. mostly, the permeability is weak.
Comprehensive analysis; the leakage around the dam is less.
4.2.4 Dam Abutment Stability Analysis
Below the normal water level, there are T-2 (1) rocks in the left abutment of the dam site.
The rock group consists mainly of low - liquid limit silt and unclassified sand, graded
gravel with poor engineering properties/quality. This layer is about 20m thick.The top
elevation of the layer is 1800 ~ 1820m and the bottom elevation is at 1783 ~ 1800m.The
top surface of the layer is about 40 ~ 60m below the surface of the dam abutment.The
73
AVIC & SMEDI JV
layer is below the dead water level and soon it will be buried in the sediment.The
probability of large-scale slime formation is very small.In addition, the surface of the dam
has a layer of soil covering 11.0 ~ 19.4 m thick.The soil layer is weak permeable
soil.There are few penetrating fractures in rock mass.There is basically no cutting
condition.Therefore, it is very unlikely to analyze the formation of the cutting layer along
the T-2 (1) rock formation.
4.2.5 Estimation of Water Inflow in Foundation Pit
After The dam excavationof overburden (assuming excavate to elevation of 1800m). The
foundation pit will form a depth of 4.5 ~ 8.0 m. The surface water and groundwater are
abundant in the valley. Water gushing will be generated during foundation pit
construction.
1) Calculation of the amount of water inflow
assumes that the all overburden in foundation pit have been excavated, and the water
level below the bedrock surface. At this point, the foundation pit can be assumed to be
a large well. Groundwater will flood into the foundation in the upper and downstream
slopes. The calculation formula of the inflow of water inflow can be calculated by the
formula 4.3. The length of the open river is 360m.
Q  k
H  S S
R  r  r
...................................The formula 4.3 in the
formula：
Q ——Steady flow rate when descending to S(m3/d) ；
k
——
Permeability coefficient of permeable layer(m/d) ，take the
large mean value of the large value of the Q4 soil layer is 0.082m/d；
H ——
The thickness of the permeable laye (m)，take thickness of
under water covering layer as 4m；
S
——
Maximum drawdown(m)，4 m；
R
——
Radius of influence(m)，Experience value is 50m；
r
——
Test borehole radius，this should be the radius of the foundation
pit(m).
74
AVIC & SMEDI JV
2) Calculation of the Base Rock Inflow Amount
Bedrock surge water is generated during the excavation of the bedrock strong wind
layer. For the caculation of water inflow of both sides of the pit and the bedrock of the
pit. A large well calculation formula for phreatic aquifer foundation pit shall be
adopted. First, make a horizontal plane at the base of the foundation pit. The
infiltration flow is divided into two parts. The upper part is the free water flow. The
pit wall is horizontally into the foundation pit. The base of the foundation pit is in a
vertical direction seeping into the foundation pit.
When it is culculated, the phreatic aquifer position (which can be regarded as a
horizontal plane) is considered as a height of 1806m. The permeability coefficient of
bedrock pit wall is based on the high permeability coefficient of the strong weathering
rock. The average value is K1 = 8.75m/d. Experience value R = 500m is adopted in
the influence radius. The osmotic coefficient of infiltration at the bottom of
foundation pit is K2 = 8.75m/d.
Formula 4.4 can be used for the calculation：
K h  S S
Q   K rS ................................The formula4.4 In the formula：
lgR  lgr
Q ——
The total water inflow of bedrock (m3/d) ；
S ——
Depth of diving surface, which is 1806 – 1799 = 7m；
K1 —— The permeability coefficient of bedrock horizontal direction (m/d) ；
K2 —— The permeability coefficient of the vertical direction of bedrock(m/d) ；
h0 —— The depth at the bottom of the base pit, which is 7m；
r ——
The imaginary radius of the pit，Imagine the foundation pit as a big
R ——
Radius of influence(m), which is 500m.
well；
4.2.6 Foundation T-2 Layer Engineering Geology
According to the drilling core analysis, T-2 can be divided into T-2 (1), T-2(2). It is a
tertiary deposit in the interval between two volcanic eruptions. The T-2 (1) layer is the
75
AVIC & SMEDI JV
residual sediment in the riverbed. The T-2 (2) layer is the flood product of the riverbed.
The T-2 (1) layer is located about 45m deep below the surface of the left dam. The top
elevation is about 1816m. The bottom elevation is about 1796m. The thickness is about
20m. Borehole drilling data based on CK12. The core is grayish yellow. The composition
is low liquid limit silt (clay) soil, it is badly graded sand. It contains a small amount of
gravel.
The T-2 (2) layer lies 42 ~ 48m below the valley floor. The top elevation is 1766.5 ~
1774.5 m. The bottom elevation is about 1741 ~ 1747m. The thickness is about 22.8 ~
27.3 m. Borehole drilling data based on CK1, CK8, CK9, CK10, XK10. The core is
mostly dark gray and brown. There is a small amount of grayish yellow. The composition
is low liquid limit silt (clay) soil, it is badly graded sand. It contains a small amount of
gravel. It’s associated with the T-2 (1) layer.
Sonic tests have been performed on the boreholes which have been found in the T-2 layer
（as shown in table 4-2-3）.The range of the longitudinal wave velocity is 1550 ~
3125m/s.The mean value is 2010m/s.The analysis of this layer is weak.
T-2 Layer borehole sound wave velocmity statistics table
Table 4-2-3
Layer
Location
Borehole
No.
Buried
depth
Elevation
Longitudina
l wave range
Longitudin
al wave
velocity
average
（m）
（m）
（m/s)
（m/s)
T-2(2)
CK10
48.2～75.5
1774.49～1747.19
1739～2667
1991.4
T-2(2)
CK9
40.5～63.3
1768.44～1745.64
1802～2632
2025.6
T-2(2)
CK8
42.4～67.8
1766.65～1741.25
1681～2353
2016.0
T-2(1)
CK12
45.2～65.4
1816.65～1796.45
1835～2381
2019.1
T-2(2)
CK1
43.1～65.4
1767.62～1741.02
1739～2985
2057.0
T-2(2)
XK10
59.6～86.2
1767.62～1741.02
1550～3125
1950.6
The T-2 layers are found on the left and the dam foundation. The right abutment dam is
exposed in the XK10 hole near the riverbed. However, the layer was not found in the BCK5
hole on the right side of the XK10, which is about 160 m on the dam axis. That is, no such
76
AVIC & SMEDI JV
layer exists in the elevation of 1799m. The distribution of the T-2 layer in the dam site is
shown in table 4-1-2.
The existence of this layer is also found in the drilling process of soil material in reservoir
area, such as LK1 and LK2 boreholes of material field A. LK27 and LK28 holes of the
material fields are exposed. The layer is located at 28.9 ~ 49.5 m. The condition of the hole in
the reservoir is shown in table 4-2-4.
During the drilling of T-2, no drilling, bonding, and drilling were found in the drilling of the
layer. No abnormal phenomena such as sudden leakage of drilling hole were found. It shows
that the layers are continuous. It is good to connect with the upper and lower strata. There is
no escape.
Summary of conditions of the exposing T-2 Layer of the drilling holes in reservoir area
Table 4-2-4
Drilling hole
No.
Position
LK1
material field A
1792.77
28.90
LK2
material field A
1807.81
32.0
LK27
material field C
1783.81
48.1
LK28
material field C
1784.09
49.5
4.2.7
Elevation of the top of Depth of the layer
the exposing layer（m）
top (m)
Environmental Water and Soil Erosion
1) Environmental water corrosion
According to the analysis water samples in river water and borehole, the corrosive
effect of water samples on concrete, concrete and steel structure is evaluated. (The
evaluation results are shown in table 4-2-5 ~ 4-2-7). According to 《The Code for
Geological Survey of Hydraulic and Hydropower Engineering》 GB50487-2008, the
river is weakly corrosive to concrete, the corrosion type is heavy carbonic acid, it is
not corrosive to reinforced steel, and is weakly corrosive to steel structure. The
ground water has weak ~ moderate corrosion on concrete, the type of corrosion is
carbonic acid and heavy carbonic acid, it is not corrosive to reinforced steel and is
weakly corrosive to steel structure.
77
AVIC & SMEDI JV
2) Subgrade Soil Erosion
Test analysis of Q3dpl soil samples in T6, T8 and T11. The corrosive effect of soil on
concrete and steel structure is evaluated (The evaluation results are shown in table
4-2-8 ~ 4-2-11). According to 《The Code of Geotechnical Engineering Survey 》
GB50021-2001 (2009 edition). Q3 soil is considered by environmental type and
stratigraphic permeability. It is slightly corrosive to concrete structure. It is
corrosively corrosive in reinforced concrete. It is slightly corrosive to steel structure.
Environmental Water’s Corrosive Assessment of Concrete
Table 4-2-5
Corrosive
type
Decide on the
basis of
General acid type
Bicarbonate type
Magnesium ionic type
Sulfate type
CO2 content
HCO3-content
Mg2+content
SO32-content
（mg/L）
（mmog/L）
（mg/L）
（mg/L）
non-corrosive
non-corrosive
non-corrosive
non-corrosive
Weak-moderate
Weak-moderate
Weak-moderate
corrosion
corrosion
corrosion
micro-corrosion micro-corrosion
micro-corrosion
micro-corrosion
micro-corrosion
highly corrosive highly corrosive
highly corrosive
highly corrosive
highly corrosive
PH Value
non-corrosive
corrosion
degree
limit indexes
river water
Evaluation
Result
CK16
groundwater
CK7
groundwater
CK18
groundwater
Evaluation
Result
Carbonic acid
type
Weak-moderate Weak-moderate
corrosion
corrosion
PH＞6.5
CO2＜15
HCO3-＞1.07
Mg2+＜1000
SO32-＜1000
6.5≥PH＞6.0
15＜CO2≤30
1.07≥HCO3-＞0.70
1000≤Mg2+＜1500
1000≤SO32-＜1500
6.0≥PH＞5.5
30＜CO2≤60
HCO3-≤0.7
1500≤Mg2+＜2000
1500≤SO32-＜2000
PH≤5.5
CO2＞60
—
Mg2+≥2000
SO32-≥2000
7.13
3.33
1.05
2.68
7.47
non-corrosive
non-corrosive
micro-corrosion
non-corrosive
non-corrosive
6.76
45.41
1.48
2.19
4.87
6.87
18.35
1.05
12.87
1.12
7.09
23.05
1.05
6.85
21.11
micro-corrosion
non-corrosive
non-corrosive
non-corrosive
Weak-moderate
corrosion
78
AVIC & SMEDI JV
Environmental Water Corrosive Assessment of Reinforced Steel
Table 4-2-6
Basis of Corrosivity
Corrosion Degree
Judgment
Limit
River Water
Groundwater
100～500
1.91+0.25×7.47
（4.04+0.25×4.87）～
500～5000
=
（1.49+0.25×53.59）.
＞5000
3.78
It is 5.26～14.89
non-corrosive
non-corrosive
Indexes
Weak-moderate
-
CL Content（mg/L）
+1/4 (SO32- )
corrosion
micro-corrosion
highly corrosive
Evaluation Result
Corrosive Evaluation of Steel Structure by Ambient Water
Table 4-2-7
Basis of Corrosivity
Judgment
PH
-
2-
（CL + SO3 ）
Corrosion Degree
Limit Indexes
Weak-moderate
PH 3～11（CL-+
corrosion
SO32-）＜500
micro-corrosion
highly corrosive
PH 3～11（CL-+
River Water
Groundwater
PH （CL-+ SO32-）
（CL-+ SO32-）
PH
Weak-moderate
PH
7.13
9.38
SO32-）
SO32-）≥500
Evaluation Result
（CL-+
corrosion
micro-corrosion
highly corrosive
Weak-moderate
Weak-moderate
corrosion
corrosion
Corrosive Evaluation of Concrete Structure by Environmental Type Foundation Soil
Table 4-2-8
Corrosive
Sulfate type
Magnesium salt content
SO3
Mg2+
（mg/L）
（mg/L）
micro-
micro-
micro-
weak
weak
weak
middle
middle
middle
strong
strong
strong
＜300
＜2000
＜20000
300～1500
2000～3000
20000～50000
1500～3000
3000～4000
50000～60000
＞3000
＞4000
＞60000
T6
35.41
11.02
182.61
T8
21.21
7.59
117.74
T11
28.81
6.17
160.08
Evaluation Result
micro-
micro-
micro-
medium
Corrosion Degree
Limit Indexes
2-
Total salinity（mg/L）
Note: the values in the table are applicable to the corrosive evaluation of water and the corrosive evaluation of
soil should be multiplied by the coefficient of 1.5.
79
AVIC & SMEDI JV
The Corrosive Evaluation of Concrete Structure Based on The Permeability of Strata
Table 4-2-9
PH
B
(Weak permeable soil)
＞5.0
5.0～4.0
4.0～3.5
＜3.5
Corrosion Degree
T6
6.63
micro-
T8
6.20
micro-
T11
6.36
micro-
Limit Indexes
A
(Strong permeable soil)
＞6.5
6.5～5.0
5.0～4.0
＜4.0
Evaluation Result
microweak
middle
strong
micro-
The Corrosive Evaluation of Reinforced Concrete Structure in The Foundation Soil
Table 4-2-10
Cl-content of soil（mg/L）
Limit Indexes
A
(Lithosol, sandy soil, slightly wet silt,
hard, hard clay soil above the water
level)
＜400
400～750
750～7500
＞7500
B
(Wet, very wet silvery soil,
plastic, soft plastic, plastic clay
soil)
＜250
250～500
500～5000
＞5000
Corrosion
Degree
microweak
middle
strong
T6
4.63
micro-
T8
25.28
micro-
T11
22.43
micro-
Evaluation Result
micro-
Corrosive Evaluation of Steel Structure in Foundation Soil
Table 4-2-11
PH
Corrosion Degree
Limit Indexes
＞5.5
5.5～4.5
4.5～3.5
＜3.5
microweak
middle
strong
T6
6.63
micro-
T8
6.20
micro-
T11
6.36
micro-
Evaluation Result
micro80
AVIC & SMEDI JV
4.3 Auxiliary dam Engineering Geology
The auxiliary dam is located at the east side of the left abutment, Buchana school. there is
a gully tothe south side of designeddam (downstream) . The depth of dam at the designed
normal water level (1855m) is 10 ~ 120m. The top elevation of the auxiliary dam is
1856.4 ~ 1860.5 m. It is lpwer than the elevation of designed dam crest (1859.5 m). The
designed dam length is 210m. The direction of the dam is W. (Figure 4.3-1&4.3-2)
Figure 4.3-1 Plan sketch map of exploratory hole
81
AVIC & SMEDI JV
82
AVIC & SMEDI JV
4.3.1 Description of Engineering Geological Conditions
The dam site area of the auxiliary dam is covered with the update of the Quaternary upper
Pleistocene slope proluvial (Q3dpl). The underlying tertiary igneous rock is a completely
weathered soil layer.
The high liquid limit silt layers of the Quaternary upper Pleistocene slope proluvial
(Q3dpl) were brown red and light yellow high liquid limit soil. The lower part contains
calcareous tuberculosis and a small amount of gravel. The thickness is about 15m. The
physical and mechanical properties are shown in table 4-3-1. The natural moisture content
of soil layer (ω) is 38.7～47.4%. Mean value is 41.6%. Dry density (ρd) is 0.93～
1.16g/cm3. Mean value is 1.02g/cm3. The natural void ratio (e) is 1.387～1.975. Mean
value is 1.711. The liquid limit (WL) is 81.6%～97.9%. Mean value is 90.1%%. The
plastic limit (Wp) is 50.0%～61.3%%. Mean value is 51.5%. The plasticity index (Ip) is
30.7%～43.3%%. Mean value is 35.2%. The liquid index (IL) is -0.60～-0.25, which is
hard and hard plastic. The content of clay is 33.0%～39.7%. Mean value is 36.9%. The
standard penetration test value is 9 ~ 20 (The test statistics are shown in table 4-3-2).
Mean value is 14.0. After the rod length correction, the number of hits is 8.0 ~ 16.0.
Mean value is 12.0.
The upper part of the igneous rock is gray and white. It was brown and black and grey. It
contains more debris, High clay content. The standard penetration test value is 16 ~
28(The test statistics are shown in table 4-3-2). Mean value is 20.7. After the length of the
rod, the number of stroke is 12.2 ~ 20.2. Mean value is 15.1.
83
AVIC & SMEDI JV
Statistical table of the test results of the physical and mechanical properties of the Q3 high liquid limit silt (The vertical shaft)
Table 4-3-1
Physical Properties of Soil
Soil Sample Soil
No.
Depth
Water Ratio
-Ｗ
ｍ
-FZK01-1
2.0
FZK01-2
4.0
FZK01-3
6.0
FZK01-4
8.0
FZK01-5
8.5
FZK03-1
2.0
FZK03-2
4.0
FZK03-3
6.0
FZK03-4
8.0
FZK03-5
10.2
frequency
Maximum Value
Minimum Value
Mean Value
Small Mean value
Large Mean value
Standard Deviation
Variable Coefficient
Proposed Value
％
38.7
39.7
39.6
47.4
47.4
39.2
39.6
42.4
42.6
39.6
10
47.4
38.7
41.6
39.4
45.0
3.312
0.080
41.6
GS
Gs
-2.77
2.77
2.77
2.77
2.77
2.77
2.77
2.77
2.77
2.77
10
2.77
2.77
2.77
2.77
ND
ρ0
Water Ratio Limit
DD saturability VR
ｅ
ρd
Sr
g/cm3
1.41 1.02
1.50 1.07
1.62 1.16
1.46 0.99
1.48 1.00
1.34 0.96
1.30 0.93
1.40 0.98
1.51 1.06
1.50 1.07
10
10
1.62 1.16
1.30 0.93
1.45 1.02
1.36 0.98
1.51 1.09
0.093 0.067
0.064 0.066
1.45 1.02
％
62.2
69.6
79.1
73.1
74.7
57.8
55.6
64.6
73.0
69.5
10
79.1
55.6
67.9
60.1
73.2
7.651
0.113
67.9
-1.725
1.580
1.387
1.797
1.759
1.877
1.975
1.817
1.616
1.578
10
1.975
1.387
1.711
1.540
1.825
0.172
0.101
1.711
liquid
limit
Wl
PL
WP
％
88.1
89.6
87.6
96.0
97.9
89.0
95.6
93.1
81.6
82.5
10
97.9
81.6
90.1
86.4
95.7
5.544
0.062
90.1
％
50.0
58.4
54.4
61.3
59.8
50.3
52.3
60.7
50.3
51.8
10
61.3
50.0
54.9
51.5
60.1
4.640
0.084
54.9
Saturability
Saturated Quick
Shear
The Permeability
Coefficient
COC
CM
Cohesion Friction
liquidity
vertical
av
Es
Ｃ
Angle
index
Kv
100～200 100～200
Φ
Il
-MPa-1
MPa
kPa
°
10-4cm/s
38.1
-0.30
0.85
3.20
23.6
22.5
3.20
31.2
-0.60
0.83
3.14
12.1
21.5
4.46
33.2
-0.45
0.34
7.10
52.2
20.5
0.94
34.7
-0.40
1.40
1.99
25.3
27.5
4.35
38.1
-0.33
0.63
4.41
38.6
24.5
4.64
38.7
-0.29
1.21
2.38
14.6
24.0
3.83
43.3
-0.29
1.53
1.94
14.2
25.5
9.45
32.4
-0.56
0.95
2.99
34.9
25.0
4.06
31.3
-0.25
0.91
2.86
21.9
23.0
6.94
30.7
-0.40
0.69
3.74
15.6
26.0
5.70
10
10
10
10
10
10
10
43.3
-0.25
1.53
7.10
52.2
27.5
9.45
30.7
-0.60
0.34
1.94
12.1
20.5
0.94
35.2
-0.39
0.93
3.38
25.3
24.0
4.76
32.3
-0.48
0.71
2.64
17.0
21.9
3.64
39.6
-0.29
1.27
5.08
41.9
25.7
7.36
4.193
0.361
1.511
12.966 2.147
2.268
0.119
0.386
0.448
0.513
0.089
0.477
35.2
-0.39
0.93
3.38
17-22
21-24
7.36
PI
Ip
Horizontal
Kh
10-4cm/s
2.22
1.92
0.75
3.30
3.15
2.08
8.78
1.45
3.21
2.94
10
8.78
0.75
2.98
1.89
4.61
2.202
0.739
4.61
Clay
content
％
36.4
34.8
36.4
38.0
39.7
36.4
39.6
38.0
36.3
33.0
10
39.7
33.0
36.9
35.6
38.8
2.062
0.056
36.9
84
AVIC & SMEDI JV
The Standard of Auxiliary dam Q3 Soil Standard Penetrant Test Statistics
Table 4-3-2
Borehole No.
Location(m)
Actual strike value
corrected value
2.15~2.45
10
10.0
4.15~4.45
13
12.4
6.15~6.45
9
8.0
8.15~8.45
10
8.56
10.15~10.45
17
14.13
12.15~12.45
20
15.99
14.15~14.45
19
14.6
Statistical Frequency
7
7
Maximum Value
20.0
16.0
Minimum Value
9.0
8.0
Mean value
14.0
12.0
Standard Deviation
4.619
3.138
Variable Coefficient
0.330
0.262
FZK02
Statistical table of the test results of the physical and mechanical properties of the entire weathering
high liquid limit of the auxiliary dam foundation volcanic rock
Table 4-3-3
physical properties of soi
water ratio limit
saturation
Soil
sample
No.
SD—
water
ratio
Ｗ
--
ｍ
％
GS ND DD saturability VR
Gs ρ0
--
ρd
g/cm3
Sr
％
ｅ
--
liquid
limit
Wl
％
PL
PI
WP
Ip
liquidity
index
Il
--
％
COC CM
Av
100 vertical horizontal
100~
～
200
200
MPa-1 MPa
Kv
Kh
10-4
10-4
cm/s
cm/s
FZK02-1 15.8 48.6 2.77 1.62 1.09
87.4
1.541 80.2 42.8 37.4
0.16
0.43
5.94
0.40
0.47
FZK02-2 17.8 49.0 2.77 1.71 1.15
96.0
1.414 77.4 40.3 37.1
0.23
0.55
4.42
0.24
0.43
FZK02-3 19.8 51.3 2.77 1.70 1.12
97.0
1.465 85.6 43.0 42.6
0.19
0.62
3.97
0.23
0.29
3
3
3
3
3
frequency
3
3
3
3
3
3
3
3
3
Maximum
51.3 2.77 1.71 1.15
97.0
1.541 85.6 43.0 42.6
0.23
0.62
5.94
0.40
0.47
Minimum
48.6 2.77 1.62 1.09
87.4
1.414 77.4 40.3 37.1
0.16
0.43
3.97
0.23
0.29
Mean
49.6 2.77 1.68 1.12
93.5
1.473 81.1 42.0 39.0
0.19
0.53
4.78
0.29
0.40
Large Mean
51.3
1.71 1.15
96.5
1.541 85.6 42.9 42.6
0.23
0.59
5.94
0.40
0.45
Small Mean
48.8
1.62 1.09
87.4
1.440 78.8 40.3 37.3
0.18
0.43
4.20
0.24
0.29
49.6 2.77 1.68 1.12
93.5
1.473 81.1 42.0 39.0
0.19
0.53
4.78
0.29
0.40
Proposed
85
AVIC & SMEDI JV
4.3.2 Engineering Geology Problem
1) Dam Foundation Seepage
The permeability coefficient of the Quaternary upper Pleistocene slope proluvial
(Q3dpl) high liquid limit silt layers of the auxiliary dam foundation was 7.5 x 10-5 ~
8.78 x 10-4 cm/s. Mean value is 2.98×10-4cm/s. The large mean value is
4.61×10-4cm/s.That is to say 0.398m/d. The vertical permeability coefficient is 9.4 x
10-5 ~ 9.45 x 10-4cm/s. Mean value is 4.76×10-4cm/s. The large mean value is
7.36×10-4cm/s. That is to say it is 0.636m/d. It has a medium permeability.
The horizontal permeability coefficient of the volcanic rock under the auxiliary dam
foundation Q3dpl was (2.9 ~ 4.7) x 10-5cm/s. Mean value is 3.97×10-5cm/s. The
vertical permeability coefficient is (2.3 ~ 4.0) x 10-5cm/s. Mean value is
2.90×10-5cm/s. It has a weak permeability.
According to FZK02 borehole data, the upper elevation of the high liquid limit silt
layer of the upper layer of the Quaternary upper Pleistocene slope proluvial (Q3dpl)
high liquid limit was 1839.5 m. It can be used as the bottom of the relative permeable
layer. The thickness of the leakage layer is 15.5 m. Leakage can be calculated
according to formula 4.1 and 4.2. The results are shown in table 4-3-4.
Calculation of seepage of auxiliary dam foundation
Table 4-3-4
Item
High liquid
limit silt
Rmark
Water
Dam
Head
Foundatio
Differenc
n Width
e
Permeabili
ty
Thickness
Permeabilit
y
Coefficient
Permeabilit
y Width
Single
Wide
Seepage
Seepag
e
H
(m)
2b
(m)
T
(m)
K
(m/d)
B
(m)
q
（m3/d
m）
Q
m3/d
15.5
160
15.5
0.398
210
0.54
114.4
Normal water level 1855.0 m, bottom of water permeable layer 1839.5 m.
86
AVIC & SMEDI JV
From the available Calculation, the leakage of high liquid limit of the auxiliary dam
base was 114.4 m3/d. The leakage is small.
2) Seepage Stability
i) Osmotic deformation type
The auxiliary dam base high liquid limit silt is cohesive soil. The osmotic type is
mainly fluitic.
ii) Determination of critical hydraulic ratio drop
According to《the specification for geological survey of water conservancy and
hydropower engineering》(GB50487-2008), The critical hydraulic ratio of flow soil
can be determined by formula 4.5.
Jcr＝(Gs-1) (1-n)
The formula 4.5
In the formula：Jcr—The critical hydraulic ratio of soil is reduced；
Gs—The proportion of soil；
n—Soil porosity(%)。
According to the statistics of the auxiliary dam foundation soil work test (shown in
table 4-3-1), the pore ratio of high liquid limit powder was 1.711. The porosity is
63.11% according to the pore ratio. The average value of soil was 2.77. It is
calculated that the critical hydraulic ratio of the soil is 0.65.
iii) Determination of Allowable hydraulic gradient
According to《the specification for geological survey of water conservancy and
hydropower engineering》(GB50487-2008), the allowable hydraulic gradient should
be the number that the critical hydraulic gradient of soil being devided by safty factor
of 1.5-2.0. take the importance of this project into consideration, the security factor is
2.0. Therefore, the hydraulic gradient of the deformation of the dam foundation soil
is 0.33. It is recommended that hydraulic ratios be allowed to be considered by 0.33.
3) Dam foundation stability
The auxiliary dam foundation strata were the Quaternary upper Pleistocene slope
proluvial (Q3dpl) high liquid limit silt. The dry density of the soil layer (rho d) is 0.93
87
AVIC & SMEDI JV
~ 1.16 g/cm3.The mena value is 1.02g/cm3.The compression coefficient is 0.34 ~ 1.53,
with the mean value being 0.71 and thus, it is mostly high compressibility.The liquid
index (IL) is -0.60 ~ -0.25.It is hard and hard plastic.The cohesive force of the direct
shear shear test was 12.1 ~ 52.2 kPa.The small mean value is 17.0 kPa.Internal
friction Angle phi is 20.5° ~ 27.5°.The small mean value is 21.9°.The standard
penetration test is 8.0 ~ 16.0 hits after the rod length correction.The mean value is 12
hits.It's midmiform.It has a thickness of about 15m.The total weathering rock of
igneous igneous rocks under the Q3 soil layer.The dry density of the soil layer (rho d)
is 1.09 ~ 1.15 g/cm3.The mean value is 1.12g/cm3.The compression coefficient is 0.43
~ 0.62, with a mean value of 0.53 thus it is mostly high compressibility.The liquid
index (IL) is -0.160~ -0.23.It is hard and hard plastic..The standard penetration test is
12.2~ 20.2 hits after the rod length correction.The mean value is 15.1 hits.It's
midmiform.
The two soils have higher compressibility.Its physical and mechanical properties are
better.The soil is stable. Normal water level elevation is located at 1855m.The
foundation width is about 10m.It is unfavorable for the stability of the foundation and
thus it’s widening is recommended.
4) Foundation Bearing Capacity
The geological proposal value of the bearing capacity of the auxiliary dam area is:
Q3dpl and total weathering high liquid limit layer 0.15 ~ 0.18 MPa.
88
AVIC & SMEDI JV
5. Ancillary Buildings
Design a spillway on the left bank, water diversion tunnel to be designed on the right bank
and the diversion tunnel inlet to be equipped with a water tower.
5.1 The Engineering Geology of the Spillway
The spillway is designed to go about 50m upstream of the left bank dam axis and after the
dam axis, the end is placed at about 340m downstream of the dam axis. Total length of 425m,
design pile overflow 0+000~0+425.( Figure5.1-1&5.1-2)
Figure 5.1-1 Plan sketch map of exploratory hole
89
AVIC & SMEDI JV
90
AVIC & SMEDI JV
Along the spillway through ground elevation of 1806.7 ~ 1859.0 m. Surface formation
lithology of Quaternary upper Pleistocene slope proluvial (Q3dpl), Quaternary Holocene
flood alluvial (Q4pal), underlying tertiary volcanic rocks (TV).
Quaternary Holocene flood alluvial (Q4pal) lithology is mainly for the high liquid limit silt,
including plant roots and humus, standard penetration test of real number for 3 ~ 50, the
average number was 9.8, the revised length number is 2.9 ~ 47.1, the average number of 9.4,
slightly dense~middle dense, the top is loose, and the thickness of 0 ~ 5 m.
The Quaternary upper Pleistocene slope proluvial (Q3dpl) lithology is mainly for the high
liquid limit silt, the lower part contains calcium nodules, physical and mechanical properties
of the soil indicators are shown in table 5-1-1, table 5-1-2, the natural moisture content of
soil (ω) was 38.6% ~ 46.8%, average 41.7%; Dry density (Pd) is 1.00 ~ 1.22 g/cm3, average
1.10 g/cm3; Natural void ratio (e) 1.264 ~ 1.774, the average 1.543;Liquid limit (WL) was
95.8% ~ 98.0%, average 97.1%;Plastic limit (Wp) was 52.1% ~ 58.4%, average
55.6%;Plasticity index (Ip) was 39.3% ~ 44.4%, average 41.6%;Liquidity index (IL) is 0.44
~ 0.29, the solid state, clay content 45.4% ~ 57.3%, average 53.0%;Standard penetration test
(see table 5-1-3) real number is 7 ~ 51, average number was 22.3, the revised length number
is 7.0 ~ 39.3, the average number was 19.3, middle dense ~ dense structure, the thickness of
4.5 ~ 14.5 m.The coefficient of friction between soil and concrete geological suggested
value of 0.28 ~ 0.30
91
AVIC & SMEDI JV
Spillway Q3 high liquid limit silt sample (shaft) statistics of the physical and mechanical properties test results
Table 5-1-1
The physical properties of soil
Limit moisture content
Soil sample
number
Soil depth
specific soil
Void
moisture gravity natura Dry
Saturation
density
ratio
l
of soil
content
Sr
ｅ
particle density ρd
Ｗ
ρ0
Gs
Liquid
limit
Wl
Plastic
limit
WP
--
ｍ
％
--
g/cm3
％
--
％
％
yzk01-1
2.0
38.6
2.77
1.44 1.04
64.2
1.666
96.5
52.1
yzk01-2
4.0
42.4
2.77
1.42 1.00
66.1
1.778
98.0
yzk01-3
6.0
40.2
2.77
1.64 1.17
81.4
1.368
yzk01-4
8.0
40.6
2.77
1.72 1.22
89.0
yzk01-5
10.0
46.8
2.77
1.54 1.05
frequency
5
5
maximum
46.8
2.77
minimum
38.6
average
standard deviation
coefficient of
variation
proposed values
saturation
Saturated direct and
quick shear
Coefficient
modulus of
of
Plastic Liquidit
compressio cohesion
compressi
index y index
n
Ｃ
bility
Ip
Il
Es
av
100～200
100～200
osmotic coefficient
Clay
content
friction
angle
level
vertical
Φ
Kh
Kv
MPa-1
MPa
kPa
°
44.4
-0.30
1.24
2.15
22.9
25.5
8.08
7.41
45.4
54.8
43.2
-0.29
0.43
6.40
23.3
27.0
5.64
6.45
55.5
95.8
54.4
41.4
-0.34
0.35
6.85
17.1
27.0
5.28
4.69
57.3
1.264
97.6
58.1
39.5
-0.44
0.19
12.04
32.8
27.0
1.97
2.74
52.2
79.0
1.640
97.7
58.4
39.3
-0.30
0.23
11.69
64.0
23.0
3.13
4.30
54.4
5
5
5
5
5
5
5
5
5
5
5
5
5
1.72 1.22
89
1.778
98.0
58.4
44.4
-0.29
1.24
12.04
64
27
8.08
7.41
57.3
2.77
1.42 1.00
64.2
1.264
95.8
52.1
39.3
-0.44
0.19
2.15
17.1
23
1.97
2.74
45.4
41.7
2.77
1.55 1.10
75.9
1.543
97.1
55.6
41.6
-0.33
0.49
7.83
32.0
25.9
4.82
5.12
53.0
3.145
0.000 0.129 0.094 10.540 0.217 0.931
2.665
2.243
0.431
4.120
18.743
1.746
2.371
1.839
4.612
0.075
0.000 0.083 0.086
0.139
0.141 0.010
0.048
0.054
0.883
0.526
0.585
0.067
0.492
0.359
0.087
41.7
2.77
75.9
1.543
55.6
41.6
0.49
7.83
20-30
24-26
5
5
53.0
5
5
1.55 1.10
97.1
-0.33
10-4cm/s 10-4cm/s
％
--
92
AVIC & SMEDI JV
Spillway Q3 high liquid limit powder silt (clay) sample (drilling) statistics of the physical and mechanical properties test results
Table 5-1-2
The physical properties of soil
Natural
Solid block(q)
osmotic coefficient
Clay
content
Soil sample
number
Limit moisture content
Soil depth
specific
soil
Dry
moisture gravity
natural
Saturation
density
of soil
content
density
Sr
ρd
particle
Ｗ
ρ0
Gs
Liquid
limit
Wl
％
--
％
％
limit
WP
Compressi Compressi Cohesio Friction
on
on
Plastic Liquidit
n
Angle
index y index coefficient modulus
Ｃ
Φ
Es
av
Ip
Il
100～200 100～200
level
vertical
Kh
Kv
10-6cm/s
10-6cm/s
％
469.12
46.9
--
MPa-1
MPa
86.4
0.18
0.56
4.8
35.5
74.5
0.19
0.4
6.3
23.3
26
114
46.7
67.3
0.13
0.41
6.5
13.2
23.8
2.222
107
57.4
49.6
0.34
0.57
5.7
95.1
1.988
105
53.0
52.0
0.29
0.49
6.1
0.5
0.99
97.9
1.794
140
43.9
96.1
0.2
0.25
11.1
0.06
6
6
6
6
6
6
6
6
6
6
2
2
4
2
2.77
1.64
1.09
97.9
2.222
140
57.4
96.1
0.34
0.57
11.1
23.3
26
469.12
55.4
45.1
2.77
1.48
0.86
72.8
1.532
105
29.6
49.6
0.13
0.25
4.8
13.2
23.8
0.06
46.9
average
59.42
2.77
1.57
0.99
89.93
1.82 115.33
44.35
70.98
0.22
0.45
6.75
18.25 24.90
127.09
51.15
standard deviation
11.267
0.000 0.065 0.081
8.868
0.246 12.770 10.457 18.504 0.078
0.120
2.214
7.142 1.556
228.736
6.010
0.190
0.000 0.042 0.082
0.099
0.135 0.111
0.269
0.328
0.391 0.062
1.800
0.118
--
g/cm3
Plastic
Void
ratio
ｅ
％
--
ck11-y1 1.80-2.00
45.1
2.77
1.48
1.02
72.8
1.716
116
29.6
ck11-y2 3.80-4.00
49.9
2.77
1.64
1.09
90.2
1.532
110
ck11-y3 5.80-6.00
55.3
2.77
1.6
1.03
90.7
1.689
ck11-y4 7.80-8.00
74.5
2.77
1.5
0.86
92.9
ck11-y5 9.80-10.00
68.3
2.77
1.56
0.93
ck11-y6 11.80-12.00
63.4
2.77
1.62
frequency
6
6
maximum
74.5
minimum
ｍ
coefficient of
variation
0.236
0.261 0.351
kPa
°
38.69
55.4
93
AVIC & SMEDI JV
Spillway Q3 soil standard penetration test statistics
Table 5-1-3
Drilling No.
Location(m)
Actual value(hit)
Revised value(hit)
2.15~2.45
19
19.0
4.15~4.45
25
23.9
6.00~6.45
21
18.8
8.00~8.45
29
24.82
10~10.45
33
26.91
12~12.45
40
31.97
14~14.25
51
39.3
2.15~2.45
8
8.0
4.15~4.45
15
14.4
6.15~6.45
18
16.1
8.15~8.45
24
20.54
10.15~10.45
21
17.46
2.15~2.45
7
7.0
4.15~4.45
10
9.6
6.15~6.45
13
11.6
frequency
15
15
maximum
51.0
39.3
minimum
7.0
7.0
average
22.3
19.3
standard deviation
12.157
9.032
coefficient of variation
0.546
0.468
CK11
YZK02
YZK03
Tertiary igneous rocks (AV) mainly consists of soft volcanic breccia, some have lower soft
welded tuff layer, pile number 0 + 000 ~ 0 + 130 section contains qualitative hard flash
trachyte lens. Fully weathered zone is located in Q3 soil, rock mass structure have been
destroyed, soil structure, the layer of standard penetration test (see table 5-1-4) The actual hit
value is 13 ~ 51, average was 25.6, the revised is 9.9 ~ 39.3, the average was 19.5, the
thickness of 2.0 ~ 20.5m, the coefficient of friction between the soil and concrete geology
suggest a value of 0.28 ~ 0.30;Strong weathered zone thickness 1.5 ~ 6.5m, the weak
weathered zone thickness 2.8 ~ 7.0m. Concrete and the shear strength of the volcanic breccia
layer between geological parameters recommended value f ‘is 0.75 ~ 0.80, C’ is 0.50 ~ 0.55,
the shear strength of the friction coefficient f geological suggested value of 0.50 ~ 0.55.
Pile number overflow 0+000 ~ 0+050 section, among which overflow pile 0 + 000 ~ 0 + 040
section for the side slot.
94
AVIC & SMEDI JV
Spillway weathered rock layer of standard penetration test statistics
Table 5-1-4
Drilling No.
Location(m)
Actual value(hit)
Revised value(hit)
12.15~12.45
20
15.99
14.15~14.45
16
12.3
16.15~16.45
13
9.9
18.15~18.45
19
13.7
20.15~20.45
24
17.0
22.15~22.45
29
20.3
24.15~24.45
37
25.9
8.15~8.45
19
16.26
10.15~10.45
23
19.12
12.15~12.45
31
24.78
14.15~14.45
51
39.3
frequency
11
11
maximum
51.0
39.3
minimum
13.0
9.9
average
25.6
19.5
10.930
8.169
0.426
0.419
YZK02
YZK03
standard
deviation
coefficient of
variation
Pile number overflow 0+040 ~ 0+050 section is for adjusting.This ground elevation
1851.5~1859.0m, design of bottom elevation 1847.4 ~ 1848.3 m.Surface on the formation of the
Quaternary upper Pleistocene slope proluvial (Q3dpl) high liquid limit soil, of thickness 8.5 ~15.0
m, underlying tertiary volcanic breccia, strongly weathered zone of about 7 m thick. The esign
of the bottom line is located in Q3dpl of high liquid limit soil, the design of the bottom line
soil layer of 4.0 ~10.8m thick above,
,and
with
design of the bottom line soil layer with
thicknessof 4.5~4.8 mbelow the botomline. the earing capacity of geological recommended
values: Q3dpl and fully weathered rock mass of high liquid limit soil of 0.15 ~ 0.18 MPa, volcanic
breccia strong weathering of 0.2 ~ 0.3MPa.Excavation slope geological recommended values:
high liquid limit clay 1:0.75 (temporary), 1:1. (permanent).
Pile number overflow 0+050 ~ 0+320 section for a period in the discharge, spill this ground
elevation 1810.0 ~ 1858.2 m, the bottom of the design elevation of 1801.5 ~ 1848.9 m.Surface
on the formation of the Quaternary upper Pleistocene slope proluvial (Q3dpl) high liquid limit soil,
95
AVIC & SMEDI JV
5.0 ~ 14.0 m thick, underlying tertiary volcanic breccia, ignimbrite, with fully weathered zone of
thickness 2.0 ~ 20 m,and strongly weathered zone of thickness 1.5 ~ 6.5m. the Pile number
overflow is within 0+050~ 0+280 section and the
design of the bottom line is located in Q3dpl
high liquid limit clay layer. the design of the bottom line soil layer is 4.5~8.5 m thick, and the of
the soil layer below the bottom line is 0~8.0 mthick, and underlying volcanic rocks weathered
layer.the Pile overflow is within 0 +280 ~ 0+320 section, design of the bottom line is located in
the tertiary volcanic breccia completely weathered zone, design of the bottom line more than soil
thickness 8.0 ~ 10.0 m, the weathered layer thickness of 0 ~ 6.5m.Bearing capacity of geological
recommended values: Q3dpl and fully weathered rock mass of high liquid limit soil of 0.15 ~
0.18MPa, volcanic breccia, ignimbrite strong weathering 0.2 ~ 0.3MPa, 0.8 ~ 1.0 MPa weakly
weathered layer;Excavation slope geological recommended values: high liquid limit clay 1-0. 75
(temporary), 1 to 1. 0 (permanent), volcanic breccia, ignimbrite strong weathering 1-0. 3 ~ 1-0.
5.And should be subject to the non-uniform deformation of earth-rock contact parts.
Pile number is 0+320 ~ 0+380 section of spill for stilling basin, located in the valley, the segment
ground elevation 1804.0 ~ 1810.0 m, the bottom of the design height of 1801.5m. Surface
formation of the Quaternary Holocene flood alluvial (Q4pal) high liquid limit soil, about 6 m thick,
underlying tertiary volcanic breccia, ignimbrite, fully weathered zone about 0~2m thick, strongly
weathered zone about 2~4m thick.Design of the bottom line is located in the tertiary volcanic
breccia, ignimbrite weakly weathered layer at the top. excavation of bedrock thickness of 2 ~4 m,
andexcavation of soil layer thickness is 4~6 m.Bearing capacity of geological recommended
values: volcanic breccia, ignimbrite strong weathering 0.2 ~ 0.3 MPa, 0.8~1.0MPa weakly
weathered layer; Excavation slope geological recommended values: high liquid limit silt 1:1. 0
(temporary), 1 ：1. 5 (permanent), volcanic breccia, ignimbrite strong weathering 1:0.3 ~ 1:0.5.
Pile number overflow is within 0+380 ~ 0+425 section of flood period and the anti scouring
section, located in the valley,while the segment ground elevation 1804.0 ~ 1810.0 m, and the
bottom of the design elevation of 1803.0 ~ 1806.3 m.The surface formation of the Quaternary
Holocene flood alluvial (Q4pal) high liquid limit soil, about 6 m thick, underlying tertiary
volcanic breccia,with strongly weathered zone thickness of about 4 m thick. Design the bottom
line in more Q4pal high liquid limit soil, the anti scouring trough is located in volcanic breccia is
96
AVIC & SMEDI JV
strong weathering, design the baseline above the soil layer thickness 1.0 ~ 3.0m, design of the
bottom line in 0 ~ 3.6 m thick below the soil layer. Loose powder Q4pal high liquid limit soil
structure, low bearing capacity, poor engineering properties, suggest all invisible, based in
bedrock layer. Bearing capacity of geological recommended values: Q4pal high liquid limit silt
0.09 ~ 0.10MPa, volcanic breccia, ignimbrite strong weathering 0.2 ~ 0.3MPa, 0.8 ~ 1.0MPa
weakly weathered layer; Excavation slope geological recommended values: high liquid limit silt
1:1. 0 (temporary), 1 ： 1.5 (permanent), volcanic breccia, ignimbrite strong weathering
1:0.3~1:0.5.The paragraph is below the underground water level.
Spillway is located in the loose bed, uneven deformation problems and anti-scouring problems,
proposed to based on bedrock.
5.2 Across spillway traffic bridge engineering geology.
According to the design scheme,the bridge center is located at the center of the road piling
No K0 + 345, across spillway pile number for overflow 0 + 215, all of which are single span,
and the span is 35 m, which is the medium bridge, and the pile foundation is proposed.
1) Topography
The two bridges are located on the left bank of the reservoir, and the height of the bridge
at road piling No K0+345 is about 1856 ~ 1863m. The bridge is relatively low and the
elevation is about 1829 ~ 1831m.
2) Formation lithology (Stratigraphic Lithology)
The lithology at the bridge site is Quaternary upper Pleistocene slope proluvial (Q3dpl)
and the Lower Tertiary (TV) volcanic rocks.
Quaternary Pleistocene (Q3dpl) lithology is mainly high liquid limit silt, the lower part
contains calcareous tuberculosis, the standard penetration test (see Table 5-1-3) hit the
value of 7~51, The average was 22.3, medium dense ~ dense, the thickness of 4.5 ~
14.5m. Two new Bridge rates are shown.
Tertiary igneous rocks (AV) mainly consists of soft volcanic breccia, some have soft
welded tuff layer, lower local flash trachyte angular distribution。
97
AVIC & SMEDI JV
Volcanic breccia: fully weathered zone is located in Q3 soil, mainly seen in the road
piling No K0+345 bridge, the rock mass structure has been destroyed, soil structure, the
layer of standard penetration test (see table 5-1-4) real hit value is 13 ~ 51, average was
25.6, the thickness of 2.0 ~ 20.5 m; Hard soil genus Ⅲ level. Weakly weathered zone in
0+195 bridge foundation, dark gray, brecciated structure, block structure, the core of
short column is given priority to, average saturated rock compressive strength is
22.4MPa, the thickness of 2.8 ~ 7.0m, Ⅴ grades flint.
Ignimbrite: both bridge distribution, strongly weathered zone, light grey, brecciated
structure, block structure, the core is given priority to with fragmental, qualitative soft,
hammer is fragile.Weakly weathered zone, sallowness clip light grey, tuff breccia
structure, block structure, qualitative hard, crack development, rock core short column,
the column is given priority to, according to YZK02-1and YZK03-1 of rock indoor test,
the compressive strength of the rock saturated 7.9 ~ 10.7MPa, the thickness of more than
10m, Ⅴ grades flint.
hornblended trachyte: see 0 + 040 bridge, give priority to with weak weathering, sage
green, porphyritic, crystalline structure, block structure, a small phenocryst, vitreous
luster contains about 5%, core is given priority to with short columnar, saturated average
compressive strength of rock was 58 Mpa, the thickness of more than 10 m, level Ⅵ
flint.
3) Hydrogeological characteristics
Is given priority to with bedrock fissure water, groundwater buried depth is larger,
overflow area about 40 m to the road piling No K0 + 345 bridge, overflow 0 + 215
bridge is about 17.9 m, the integrity of rock mass is relatively good, the analysis of the
bedrock fissure water is weak.
According to the dam site of corrosive water, soil specimen analysis data, according to
the geotechnical engineering specification GB50021-2001 (2009 edition), corrosion,
such as groundwater are weak in the concrete of concrete reinforced with micro
corrosion; The foundation soil by environmental type and formation permeability,
98
AVIC & SMEDI JV
slightly corrosive to concrete structures, slightly corrosive to steel bar in reinforced
concrete.
4) Summary
i.
From the regional tectonic analysis, the geological structure is simple, not seen
landslide, collapse, debris flow, such as bad geological, overall is good, the
engineering geological conditions have good stability, suitable for engineering
construction.
ii.
Site category for Ⅱ class building site, design benchmark seismic peak ground
acceleration: 0.13g，the possible seismic peak ground acceleration: 0.40g.
iii.
Proposed bridge site in groundwater is given priority to with bedrock fissure water,
burial depth is larger, corrosion, such as groundwater are weak in the concrete of
concrete reinforced with micro corrosion; The foundation soil by environmental type
and formation permeability, slightly corrosive to concrete structures, slightly
corrosive to steel bar in reinforced concrete.
iv.
Recommend that the abutment pile foundation, pile foundation uses the
rock-socketed piles, the following be used as weakly weathered rock strata, pile end
into the complete bearing layer of not less than 0.5 m.
v.
The engineering geological investigation, surveying and mapping of comprehensive
prospecting, drilling, in situ testing and laboratory geotechnical test results, on the
basis of the highway bridge standard about foundation and foundation design
(JTGD63-2007), and combining with the experience area, bridge site in area of
foundation rock and soil physical and mechanical properties indicators suggest the
5-1-5 value as shown in the table.
99
AVIC & SMEDI JV
Traffic bridge of rock, soil physical and mechanical index suggested value
Table 5-1-5
Blunt, drill
Stratigraphic Name of the
code
geotechnical
Natural gravity
Basic allowable
hole pile lateral
Saturated rock
bearing capacity
soil friction
compressive
value
resistance
strength FRK
standard
suggested values
state
γ（KN/m3）
dpl
Q3
TV
High liquid
Middle
limit silt
dense~dense
Volcanic
whole-weath
breccia
ered
Volcanic
strong-weath
breccia
ering
Volcanic
moderate
breccia
weathering
Welded tuff
Welded tuff
Hornblended
trachyte
strong-weath
ering
moderate
weathering
strong-weath
fa0
(KPa)
qik(kPa)
(MPa)
15.5
150
55
/
16.0
180
70
/
21.0
300
200
/
22.0
1000
/
18
20.0
300
200
/
19.5
1000
/
8.0
21.5
500
260
/
22.5
2000
/
40
ering
Hornblended
moderate
trachyte
weathering
5.3 Engineering Geology of Water Diversion Tunnel
Water diversion tunnel inlet is located at about 217m upstream of the dam axis and is about
474m on the right bank of the valley. The axial direction of the tunnel is S42.9°E in the
upstream section of the dam and gradually turning to S83. 2°E in the downstream of the dam
axis. The exit is located about 250m downstream of the dam axis.
100
AVIC & SMEDI JV
Figure 5.3-1 Plan sketch map of exploratory hole
The surface elevation of the water diversion tunnel is 1818.7 ~ 1871.0m. The surface
stratigraphic lithology is the Quaternary upper Pleistocene slope proluvial (Q3dpl), and the
underlying tertiary igneous rocks (TV). There are no obvious strata in the rock formation. There
are three sets of joint fissures in the rock mass, namely; (1) N20 ° ~ 30 ° W / NE∠ 70° ~ 90°,
②N20° ~ 40° E / SE ° 80° ~ 90°, ~ 85° E / NW ∠ 60° ~ 85°, the fissure extension is shorter,
more micro and closed, mud-filled or no filling, the first group and the tunnel front near parallel
to the dam axis and after a period of nearly rectangular tunnel dam axis, the first group is close to
the front of the tunnel dam, and is oblique to the rear section of the tunnel dam. The first group is
comparatively developed, and the river is oblique, and the third group is inclined with the tunnel
front. The latter part is near parallel.
101
AVIC & SMEDI JV
102
AVIC & SMEDI JV
Q3dpl high liquid limit viscosity (powder) soil thickness of 6.5 ~ 27.6m, the structure is dense ~
dense, plastic ~ hard plastic. Lithology of tertiary igneous rocks (TV) is mainly volcanic breccia
and fused tuff, mostly soft rock (its physical and mechanical properties are shown in tables:
5-3-1 and 5-3-2).
The pile number is D0 + 052 ~ D0 + 120, the ground elevation is 1829.4 ~ 1853.6m, and the
surface is the upper layer (Q3dpl) high liquid limit soil layer, 6.7-10.8 m thick, and the entire
weathering rock of the underlying volcanic rock. The design hole line is located in the
volcanic rock, strong weathering rock. The thickness of the roof layer is 6.5 ~ 31.5m, and
the hole condition is poor, and excavation is suggested. Excavation slope recommendation
value: high liquid limit viscosity (powder) soil 1:0.75, bedrock strong weathering rock 1:0.5.
Pile D0 + 120 ~ D0 + 470 section is the tunnel section, its ground elevation is 1838.0 ~
1871.0m, tunnel surrounding rock is volcanic breccia, the thickness of the overlying roof
rock 7.0 ~ 14.0 m, the segment into hole conditions of surrounding rock is poorer, rock type
is Type Ⅴ . The classification of surrounding rocks is shown in table 5-3-3. It is
recommended that the elastic resistance coefficient of the surrounding rock mass shall be k0
= (60 ~ 80) x 104kN/m3, the strong coefficient is 1, the saturation compressive strength Rb =
20MPa, the saturation poisson ratio mu = 0.22, the deformation modulus is 7.6 x 103MPa. It
is recommended that shotcrete, system bolt and steel mesh, rigid support, and concreting
concrete lining. It is recommended that the excavation slope of the entrance and exit is 1: 0.5.
After excavation of the hole, the concrete should be sprayed for protection.
\
103
AVIC & SMEDI JV
Statistics of the diversion tunnel of volcanic breccia physical and mechanical properties
Table 5-3-1
uniaxial
compressive
strength
density
Soil sample number
Soil depth
natural
density
(g/cm3)
dry den
sity
(g/cm3)
Saturated
density
(g/cm3)
dry
saturated
Softening
coefficient
(MPa)
szk01-11
8.0-12.0
1.77
1.88
5.68
szk01-12
15.0-18.0
2.30
2.28
2.34
37.6
19.4
0.52
szk02--11
33.7-34.5
2.00
1.95
2.06
16.8
5.56
0.33
szk02--12
36.0-37.0
1.90
1.82
1.95
18.1
7.68
0.42
szk02--13
39.8-41.0
2.12
2.04
2.22
27.6
7.62
0.28
szk02--14
46.5-48.0
2.10
1.99
2.16
20.4
8.51
0.42
szk02--15
51.0-52.0
2.14
2.05
2.19
27.8
19.6
0.71
szk02--16
54.0-55.0
2.19
2.12
2.25
28.2
15.8
0.56
szk02--17
56.5-57.5
2.12
2.01
2.17
22.5
6.81
0.3
szk03-16
30.0-30.8
1.90
1.79
1.97
8.34
2.35
0.28
szk03-17
33.0-33.8
1.91
1.78
1.98
8.38
4.74
0.57
szk03-18
36.0-36.8
2.06
1.90
2.11
9.42
7.71
0.82
szk03-19
39.0-39.8
2.09
1.98
2.16
18.8
9.32
0.5
szk03-20
42.0-42.8
1.95
1.82
2.04
20.5
9.36
0.46
szk03-21
45.0-45.8
2.30
2.25
2.34
25.7
10.1
0.39
szk03-22
48.0-48.8
2.28
2.22
2.32
33.1
24.3
0.73
szk03-23
51.0-51.8
2.14
2.08
2.21
26.3
6.4
0.24
szk03-24
54.0-54.8
2.13
1.97
2.21
19.2
16.2
0.84
szk03-25
57.0-57.8
2.05
1.97
2.11
33.9
8
0.24
szk03-26
60.0-60.8
2.06
1.91
2.11
11.6
10.2
0.88
szk03-27
63.0-63.8
2.15
2.06
2.22
27.3
12.6
0.46
szk03-28
66.0-66.8
2.13
1.98
2.19
24
12.5
0.52
szk04-9
19.0-19.8
2.05
1.93
2.13
20.2
9.34
0.46
szk04-10
31.0-31.8
2.22
2.11
2.29
28.5
12.1
0.42
szk04-11
34.0-34.8
2.12
2.08
2.18
27.1
19.7
0.73
szk04-12
37.0-37.8
2.24
2.17
2.30
31.9
18.3
0.57
szk04-13
40.0-40.8
2.31
2.24
2.35
42.4
27.4
0.65
szk04-14
43.0-43.8
2.35
2.30
2.39
36
31.6
0.88
szk04-15
45.0-45.8
2.36
2.31
2.41
65.7
16.4
0.25
Bck5-14
37.5-40.2
1.82
1.70
1.94
8.65
4.86
0.56
Bck5-15
44.8-47.0
2.07
1.96
2.14
22.3
5.84
0.26
Bck5-16
48.6-50.0
2.11
2.01
2.18
23.8
14
0.59
Bck5-17
52.0-53.0
2.17
2.07
2.22
32.4
22
0.68
104
AVIC & SMEDI JV
Statistics of the diversion tunnel of volcanic breccia physical and mechanical properties
Table 5-3-1 (continued)
uniaxial
density
Soil sample number
compressive
strength
Soil depth
natural
dry densi
density
ty
(g/cm3)
(g/cm3)
Saturate
dry
Softening
coefficient
saturated
d
density
(MPa)
3
(g/cm )
Bck5-18
57.0-58.0
2.21
2.15
2.29
22.6
16.2
0.72
Bck5-19
63.2-64.0
2.27
2.21
2.32
49.8
34.1
0.68
Bck5-20
66.0-67.0
2.12
2.04
2.20
31
21.4
0.69
Bck5-21
68.5-69.5
2.09
2.03
2.13
26
8.92
0.34
szk05-3
8.0-8.8
2.22
2.13
2.28
26.3
13
0.49
szk05-4
11.0-11.8
2.27
2.22
2.31
35.9
9.69
0.27
frequency
39
38
39
38
39
38
maximum
2.36
2.31
2.41
65.70
34.10
0.88
minimum
1.77
1.70
1.88
8.34
2.35
0.24
average
2.12
2.04
2.19
26.21
13.21
0.52
standard deviation
0.14
0.15
0.13
11.35
7.57
0.19
coefficient of variation
0.07
0.07
0.06
0.43
0.57
0.37
Recommended values
2.12
2.04
2.19
22-28
12-15
0.52
105
AVIC & SMEDI JV
Statistics of the diversion tunnel ignimbrite physical and mechanical properties
Table 5-3-2
uniaxial
density
compressive
strength
Soil sample
number
Soil depth
natural
dry densit
density
y
3
(g/cm3)
(g/cm )
dry
saturated
d
Softening
coefficient
density
(g/cm3)
14.0-14.8
1.85
szk05-6
17.0-17.8
1.81
szk05-7
20.0-20.8
1.72
1.63
1.78
9.57
3.94
0.41
szk05-8
23.0-23.8
2.05
1.92
2.12
17.4
7.44
0.43
szk05-9
26.0-26.8
2.16
2.06
2.18
22.9
12.6
0.55
szk05-10
29.0-29.8
2.34
2.23
2.35
frequency
6
5
6
30.9
5
26.4
6
0.85
5
maximum
2.34
2.23
2.35
30.90
26.40
0.85
minimum
1.72
1.63
1.78
9.57
3.94
0.41
average
1.99
1.91
2.05
18.43
10.19
0.54
standard deviation
0.24
0.24
0.21
8.72
8.51
0.18
0.12
0.13
0.10
0.47
0.83
0.33
1.99
1.91
2.05
16-20
10-12
0.54
Recommended values
1.96
(MPa)
szk05-5
coefficient of variation
1.73
Saturate
11.4
1.90
5.51
0.48
5.23
Water diversion tunnel surrounding rock classification assessment
Table 5-3-3
item
score
Rock strength
7
degree of a
State of
complete
structural
rock mass
plane
14
18
Total
29
The main
ground
structural
On behalf of the pile
water
plane
number
occurrence
-8
-7
D0+120～
D0+470
Pile D0 + 470 ~ D0 + 526.4 section, the ground elevation 1828.5 ~ 1838.0 m, design line
located in volcanic breccia is strong, weathered layer, design the top line of rock mass
thickness of 0 ~ 6m, the conditions of the rock mass into the hole is poor and thus digging is
recommended. Excavation slope recommended value: high liquid limit silt 1:0.75, bedrock
strong weathering rock 1:0.5.
106
AVIC & SMEDI JV
5.4 Water tower engineering geology
The intake tower is located at K0 + 079.5 ~ K0 + 109.5 of the water diversion tunnel. The
ground elevation is 1840.0 ~ 1845.65 m, and the base height is 1812.5 m. Excavation depth
of 27.5 ~ 33.5 m.
The ground strata lithology of the intake tower is of pleistocene series on quaternary alluvial
hong powder high liquid limit soil (the physical and mechanical properties of the indexes are
shown in 5-4-1), the natural water content of soil (ω) is 39.4 ~ 65.4%, and the average value
is 50.0%; Dry density (ρd) is 0.96 ~ 1.22 g/cm3, averaging 1.08 g/cm3; The liquid index (IL)
was -0.39 ~ 0.23, mostly hard to hard plastic state, and the clay content 33.9% ~ 68.3%, with
an average of 48.4%. direct shear fast shear test conditions under the cohesion c is 26.8 ~
166.1kPa, the average value of 84.4kPa, the internal friction angle φ is 18.5 ° ~ 31.3 °, the
average value of 25.3 °. The standard penetration test (see table 5-4-2) is the actual hit value
of 8 ~ 42 hit, the average value is 20.4 hit, the number of hit is 8.0 ~ 33.0, the average is
18.0, and the thickness is 11 ~ 12m. Underlying tertiary volcanic breccia (see table 5-3-1),
the physical mechanics indexes, the weathered layers (see table 5-4-3), the physical
mechanics indexes of natural moisture content (ω) was 35.4 ~ 82.4%, average 58.9%; Dry
density (ρd) is 0.87 ~ 1.36 g/cm3, averaging 1.02 g/cm3; The liquid index (IL) was -0.15 ~
1.56, which was mostly hard and plastic. The content of clay was 19.0% ~ 74.4%, and the
average value was 47.5%. Quick direct shear shear test under the condition of its cohesion c
is 33.6 ~ 72.1 kPa, with a mean of 47.7 kPa, internal friction Angle φ is 13.8 ° ~ 28.6 °, with
a mean of 22.5 °. The standard penetration test (see table 5-4-4) is a real hit value of 10 to 51,
after the length of the bar after the correction number of 7.7 to 35.7 hit, the average is 22.4
hit. Thick 15 ~ 16m. Rock strong weathering zone thickness 8.5 ~ 10.5m, weak weathering
thickness 5.0 ~ 5.5m.
The base of the water tower is located in the strong weathering zone of the rock mass, and
the strong wind zone of the basement is 2.5 ~ 9.5m.
The geological recommendation of the bearing capacity is as follows: the upper renewal
system and the total weathering high liquid limit soil layer: 0.15 ~ 0.18 MPa; Volcanic
breccia strong weathering rock 0.2-0.3 MPa, weak weathering rock 0.8 ~ 1.0Mpa.
107
AVIC & SMEDI JV
Excavation slope geological recommendation: high liquid limit silt 1:0.65 (temporary), 1:1.0
(permanent), strong weathering bedrock 1:0.5-1:0.75, weak weathering bedrock 1:0.3-1:0.5.
108
AVIC & SMEDI JV
Intake tower Q3 powder high liquid limit soil physical and mechanical properties test results
Table 5-4-1
The physical properties of soil
Soil
sample
number
Soil depth
mois
ture
conte
nt
Ｗ
speci
fic
gravi
ty of
soil
parti
cle
Gs
soil
natu
r-al
dens
i-ty
ρ0
Dry
densi
t-y
ρd
Satu
ration
Sr
-ｍ
％
-g/cm3
％
szk01-1
1.80-2.00
39.5 2.77 1.40 1.00 62.2
szk01-2
3.80-4.00
42.4 2.77 1.58 1.11 78.5
szk01-3
5.80-6.00
42.2 2.77 1.58 1.11 78.3
szk01-4
7.80-8.00
39.4 2.77 1.62 1.16 78.9
szk01-5 9.80-10.00 41.6 2.77 1.72 1.21 90.0
szk02-1
1.80-2.00
47.4 2.77 1.54 1.04 79.5
szk02-2
3.80-4.00
44.7 2.77 1.50 1.04 74.0
szk02-3
5.80-6.00
54.6 2.76 1.60 1.03 90.4
szk02-4
7.80-8.00
47.4 2.77 1.66 1.13 90.0
szk02-5 9.80-10.00 62.4 2.77 1.60 0.99 95.4
szk03-1
1.80-2.00
46.6 2.77 1.58 1.08 82.2
szk03-2
3.80-4.00
45.2 2.77 1.68 1.16 89.8
szk03-3
5.80-6.00
49.4 2.77 1.60 1.07 86.3
szk03-4
7.80-8.00
53.8 2.77 1.64 1.07 93.3
szk03-5 9.80-10.00 52.6 2.77 1.68 1.10 96.1
szk03-6 11.80-12.00 57.5 2.77 1.62 1.03 94.1
szk04-1
1.80-2.00
49.4 2.77 1.56 1.04 82.8
szk04-2
3.80-4.00
50.3 2.77 1.58 1.05 85.2
szk04-3
5.80-6.00
45.8 2.77 1.69 1.16 91.3
szk04-4
7.80-8.00
53.4 2.77 1.64 1.07 93.0
szk04-5 9.80-10.00 49.1 2.77 1.62 1.09 87.8
szk04-6 11.80-12.00 65.4 2.77 1.59 0.96 96.3
BCK5-Y
1.80-2.00
44.4 2.77 1.63 1.13 84.6
1
BCK5-Y
3.80-4.00
60.5 2.77 1.66 1.03 99.9
2
BCK5-Y
5.80-6.00
42.6 2.77 1.74 1.22 92.9
3
BCK5-Y
7.80-8.00
46.6 2.77 1.64 1.12 87.4
4
BCK5-Y
9.80-10.00 55.3 2.77 1.66 1.07 96.3
5
BCK5-Y
11.80-12.00 60.4 2.77 1.64 1.02 97.9
6
BCK5-Y
13.80-14.00 61.2 2.77 1.60 0.99 94.7
7
frequency
29
29
29
29
29
maximum
65.4 2.77 1.74 1.22 99.9
minimum
39.4 2.76
1.4
0.96 62.2
average
50.0
2.8
1.6
1.08 87.9
Average for the
44.9 2.76 1.56 1.03 80.6
minimum
Average for the
57.3 2.77 1.66 1.14 93.8
maximum
standard deviation
7.265 0.002 0.067 0.065 8.386
coefficient of variation 0.145 0.001 0.041 0.060 0.095
proposed values
50.0
2.8
1.6
1.08 87.9
Limit moisture content
Coefficie Comp
nt of
ression Direct shear quick
compress modul
shear
ibility
us
Void
ratio
ｅ
Liqui
d
limit
Wl
Plastic
limit
WP
Plas
tic
inde
x
Ip
Liqu
idity
inde
x
Il
100
～
200
kPa
-1.760
1.497
1.493
1.384
1.280
1.651
1.672
1.667
1.460
1.812
1.570
1.394
1.586
1.598
1.516
1.693
1.653
1.635
1.390
1.591
1.549
1.881
％
91.9
98.3
95.7
88.5
98.5
96.8
95.7
95.7
92.2
99.5
87.6
98.7
101.0
99.0
113.0
103.0
91.0
91.7
99.1
106.0
102.0
99.8
％
44.5
50.8
49.7
47.8
50.4
49.4
53.9
66.1
53.0
64.2
47.0
51.1
49.7
58.3
50.3
62.9
46.2
47.2
47.4
57.4
50.1
57.2
-47.4
47.5
46.0
40.7
48.1
47.4
41.8
29.6
39.2
35.3
40.6
47.6
51.3
40.7
62.7
40.1
44.8
44.5
51.7
48.6
51.9
42.6
--0.06
-0.18
-0.16
-0.21
-0.18
-0.04
-0.22
-0.39
-0.14
-0.05
-0.01
-0.12
-0.01
-0.11
0.04
-0.13
0.07
0.07
-0.03
-0.08
-0.02
0.19
MPa-1
1.05
0.64
0.42
0.23
0.12
0.72
0.33
0.31
0.14
0.29
0.82
0.47
0.76
0.35
0.37
0.21
0.87
0.99
0.30
0.33
0.57
0.36
1.454
99.5
51.1
48.4
-0.14
0.33
7.35
1.678
98.0
49.0
49.0
0.23
0.28
9.61
1.270
101.0
50.1
50.9
-0.15
0.20
11.25
1.476
122.0
56.9
65.1
-0.16
0.31
7.98
1.591
114.0
66.2
47.8
-0.23
0.32
8.06
1.709
102.0
49.5
52.5
0.21
0.35
7.66
1.791
108.0
53.8
54.2
0.14
0.65
4.29
29
1.881
1.270
1.576
29
122.0
87.6
99.6
29
66.2
44.5
52.8
29
65.1
29.6
46.8
29
0.23
-0.39
-0.06
29
1.05
0.12
0.45
29
13
19.37 166.1
2.64 26.8
7.56 84.4
13
31.3
18.5
25.3
29
68.3
33.9
48.4
1.441
95.4
49.0
40.5
0.29
4.57
59.9
21.5
43.9
1.686
106.5
59.1
51.3
0.75
10.36 123.6
28.6
54.0
0.152
0.096
1.576
7.572
0.076
99.6
5.983 7.254
0.113 0.155
52.8 46.8 -0.06
0.254
0.563
0.45
4.098 40.067
0.542 0.475
7.56 60-90
4.189
0.166
21-26
7.235
0.149
48.4
100
～
200
kPa
Cohe
-sion
Ｃ
MPa
kPa
2.64 73.8
3.92 87.1
6.00 101.9
10.59 80.2
19.37 145.3
3.70 38.8
8.16 166.1
8.59 56.5
17.99 71.2
9.64 78.8
3.14
5.15
3.42
7.38
6.75
12.63
3.03
2.67
7.86
7.88
4.50
8.10
Frictio
n
Angle
Φ
°
22.9
20.5
30.2
31.3
21.3
26.4
23.0
27.0
29.9
18.5
clay
〈
0.005
％
47.9
51.2
53.0
51.2
52.9
47.7
58.0
47.0
50.4
52.0
45.1
47.1
48.8
47.2
45.2
42.2
44.0
49.0
47.4
42.2
49.0
46.3
36.1
117.4
29.9
41.1
42.4
53.3
25.3
33.9
52.5
26.8
22.5
65.9
68.3
109
AVIC & SMEDI JV
Intake tower Q3 standard penetration test statistics
Table5-4-2
Drilling No.
Location(m)
Actual value(hit)
Revised value(hit)
SZK01
2.15~2.45
18
18.0
4.15~4.45
23
21.8
6.15~6.45
32
28.6
8.15~8.45
22
18.9
10.15~10.45
33
27.2
2.15~2.45
16
16.0
4.15~4.45
24
23.0
6.15~6.45
34
30.4
8.15~8.45
21
18.0
2.15~2.45
8
8.0
4.15~4.45
10
9.6
6.15~6.45
11
9.8
8.15~8.45
11
9.4
10.15~10.45
12
10.0
12.15~12.45
11
8.6
2.15~2.45
9
9.0
4.15~4.45
10
9.6
6.15~6.45
12
10.7
8.15~8.45
14
12.0
10.15~10.45
16
13.3
SZK05
2.15~2.45
8
8.0
BCK5
2.15~2.45
20
20.0
4.15~4.45
25
23.9
6.15~6.45
33
29.5
8.15~8.45
24
20.5
10.15~10.45
35
28.5
12.15~12.45
42
33.0
14.15~14.45
36
27.7
frequency
28
28
maximum
42
33.0
minimum
8
8.0
average
20.4
18.0
standard deviation
10.11
8.23
coefficient of variation
0.50
0.46
SZK02
SZK03
SZK04
110
AVIC & SMEDI JV
Intake tower of weathered rock mass powder high liquid limit soil physical and mechanical
properties test results
Table 5-4-3
The physical properties of soil
Soil
sample
number
-szk01-6
szk01-7
szk01-8
szk01-9
szk01-10
szk02-6
szk02-7
szk02-8
szk02-9
szk02-10
szk03-7
szk03-8
szk03-9
szk03-10
szk03-11
szk03-12
szk03-13
szk03-14
szk03-15
szk04-7
szk04-8
Soil depth
Limit moisture content
specific
moistur
soil
gravity
Dry Saturatio Void
e
natural
ratio
of soil
density
n
content
density
particle
ρd
Sr
ｅ
Ｗ
ρ0
Gs
ｍ
％
11.80-12.00 56.5
13.80-14.00 58.4
16.80-17.00 43.4
19.80-20.00 60.8
21.80-22.00 35.4
11.80-12.00 73.5
13.80-14.00 66.4
15.80-16.00 65.4
17.80-18.00 65.4
19.80-20.00 63.6
13.80-14.00 66.4
15.80-16.00 62.5
17.80-18.00 64.8
19.80-20.00 59.2
21.80-22.00 71.3
23.80-24.00 49.7
25.80-26.00 36.4
27.80-28.00 50.5
28.40-28.60 55.4
13.80-14.00 72.4
16.00-16.20 38.5
BCK5-Y8 15.80-16.00 48.4
BCK5-Y9 17.80-18.00 59.8
BCK5-Y10 19.80-20.00 60.2
BCK5-Y11 21.80-22.00 62.4
BCK5-Y12 23.80-24.00 66.6
BCK5-Y13 25.80-26.00 82.4
szk05-1
3.8-4.0
62.4
szk05-2
5.8-6.0
49.6
frequency
29
maximum
82.4
minimum
35.4
average
58.9
Average for the
47.5
minimum
Average for the
65.9
maximum
standard deviation
11.25
coefficient of variation 0.19
proposed values
58.9
Liquid
limit
Wl
Plastic
limit
WP
Liquidi
Plastic
ty
index
index
Ip
Il
Coefficie
Compr
nt of
ession
compres
modulus
sibility
100
～
200
kPa
100
～
200
kPa
-2.77
2.76
2.72
2.74
2.74
2.77
2.77
2.76
2.77
2.75
2.77
2.77
2.77
2.77
2.77
2.77
2.77
2.76
2.76
2.77
2.76
2.77
2.77
2.77
2.77
2.77
2.76
2.77
2.76
29
2.77
2.72
2.8
g/cm3
1.64 1.05
1.54 0.97
1.50 1.05
1.51 0.94
1.84 1.36
1.62 0.93
1.58 0.95
1.60 0.97
1.62 0.98
1.60 0.98
1.54 0.93
1.57 0.97
1.66 1.01
1.60 1.01
1.59 0.93
1.68 1.12
1.68 1.23
1.70 1.13
1.54 0.99
1.56 0.90
1.74 1.26
1.54 1.04
1.64 1.03
1.63 1.02
1.56 0.96
1.61 0.97
1.58 0.87
1.60 0.99
1.58 1.06
29
29
1.84 1.36
1.5
0.87
1.6
1.0
％
95.2
87.7
73.8
86.9
95.4
100
95.9
97.4
99.1
96.5
92.3
92.7
100
93.4
99.5
93.8
80.7
96.6
85.7
97.3
88.8
80.3
97.5
96.8
91.8
98.8
100
95.4
84.9
29
100.0
73.8
92.9
-1.643
1.839
1.600
1.918
1.016
1.967
1.917
1.853
1.828
1.812
1.993
1.867
1.750
1.756
1.984
1.468
1.249
1.443
1.785
2.061
1.197
1.669
1.699
1.722
1.884
1.866
2.186
1.812
1.613
29
2.186
1.016
1.738
％
96.1
75.1
54.4
66.3
50.5
114.0
106.0
74.5
96.0
75.5
96.6
96.1
91.0
81.0
93.7
89.7
84.5
70.2
68.7
99.2
55.4
112.0
104.0
104.0
111.0
99.1
69.7
79.0
70.1
29
114.0
50.5
85.6
％
51.6
46.4
42.3
49.1
32.3
61.8
55.9
47.5
57.8
55.4
63.5
52.7
51.3
46.6
50.8
48.2
37.6
44.3
41.3
54.3
30.7
56.7
55.9
47.9
49.1
44.5
47.0
42.6
42.2
29
63.5
30.7
48.5
-44.5
28.7
12.1
17.2
18.2
52.2
50.1
27.0
38.2
20.1
33.1
43.4
39.7
34.4
42.9
41.5
46.9
25.9
27.4
44.9
24.7
55.3
48.1
56.1
61.9
54.6
22.7
36.4
27.9
29
61.9
12.1
37.1
-0.11
0.42
0.09
0.68
0.17
0.22
0.21
0.66
0.20
0.41
0.09
0.23
0.34
0.37
0.48
0.04
-0.03
0.24
0.51
0.40
0.32
-0.15
0.08
0.22
0.21
0.40
1.56
0.54
0.27
29
1.56
-0.15
0.32
MPa-1
0.38
0.42
0.49
1.02
0.17
0.52
0.63
0.57
0.48
0.68
0.50
0.61
0.60
0.53
0.54
0.56
0.54
0.51
0.57
0.94
0.20
0.72
0.30
0.36
0.32
0.58
0.83
1.16
0.46
29
1.16
0.17
0.56
MPa
7.00
6.77
5.28
2.87
11.85
5.76
4.60
5.05
5.87
4.11
5.96
4.72
4.57
5.20
5.48
4.42
4.15
4.77
4.92
3.25
11.03
3.71
8.95
7.53
9.09
4.92
3.84
2.42
5.68
29
11.85
2.42
5.65
2.75
1.56
0.96
86.0
1.484
69.6
42.8
25.4
0.15
0.42
2.77
1.67
1.13
97.1
1.893 100.6
54.7
48.0
0.56
0.01
0.00
2.8
0.07
0.04
1.6
0.11
0.11
1.0
6.73
0.07
92.9
0.26 18.01
0.15 0.21
1.738 85.6
7.78
0.16
48.5
13.33
0.36
37.1
0.32
Direct shear
quick shear
Cohesio Friction
n
Angle
Ｃ
Φ
clay
〈
0.005
kPa
54.8
36.7
38.2
38.2
72.1
33.6
41.8
°
19.6
27.7
28.6
26.4
23.8
22.5
16.3
68.2
19.2
48.2
13.8
42.3
20.6
50.8
11
72.1
33.6
47.7
28.5
11
28.6
13.8
22.5
％
52.9
44.2
20.6
19.0
29.0
62.1
50.5
36.8
64.2
28.3
54.4
59.1
74.4
59.2
64.4
32.1
45.9
47.6
37.5
51.5
42.7
39.4
62.7
74.4
64.6
51.5
31.1
41.1
36.2
29
74.4
19.0
47.5
4.35
38.5
17.9
34.6
0.73
7.77
58.8
26.3
59.6
0.22
0.40
0.56
2.23
0.40
5.65
12.81 5.04 15.09
0.27 0.22 0.32
38-50 18-22 47.5
111
AVIC & SMEDI JV
Intake tower of weathered rock soil standard penetration test statistics
Table 5-4-4
Drilling No.
Location(m)
Actual value(hit)
Revised value(hit)
SZK01
12.15~12.45
40
31.9
14.15~14.45
34
26.2
17.15~17.45
38
28.9
20.15~20.45
46
32.7
2.15~2.45
16
16.0
10.15~10.45
34
28.3
12.15~12.45
28
22.4
14.15~14.45
29
22.3
16.15~16.45
31
23.6
18.15~18.45
46
33.1
14.15~14.45
10
7.7
16.15~16.45
12
9.1
18.15~18.45
13
9.4
20.15~20.45
15
10.7
22.15~22.35
18
12.6
24.15~24.45
24
16.8
26.15~26.45
27
18.6
28.15~28.45
31
21.1
12.15~12.45
18
14.1
14.15~14.45
20
15.4
16.15~16.45
24
18.2
SZK05
4.15~4.45
10
9.6
BCK5
16.15~16.45
40
30.4
18.15~18.45
39
28.1
20.15~20.45
49
34.8
22.15~22.45
51
35.7
24.15~24.45
51
35.7
26.15~26.45
51
35.2
frequency
28
28
maximum
51
35.7
minimum
10
7.7
average
30.2
22.4
standard deviation
13.45
9.33
coefficient of variation
0.45
0.42
SZK02
SZK03
SZK04
112
AVIC & SMEDI JV
5.5 Cofferdam Engineering Geology
5.5.1 Upstream cofferdam
Upstream cofferdam is located on the Karimenu river, about 80m downstream of the
diversion tunnel. The cofferdam is about 126m long, the height of the weir is 1827.0 m, the
height of the weir is 10.0 m, the weir is 11.0 m, and the upstream and downstream slopes are
1:3.0. The riverbed of the cofferdam and the flood plain of the river are 60m, of which the
riverbed is wide and 7m, the ground elevation of the bed section is about 1812m, and the
surface elevation of the river is 1814 ~ 1816m. The left bank of the cofferdam is the bank of
the bank, with a convex bank, the right bank is the erosion bank, the bank is concave, the
riverbed is close to the right bank.
The surface layer of the bed section is 4 ~ 8m thick, which is composed of high liquid limit
silt and subv volcanic rock. There is a problem of infiltration and deformation of the high
liquid limit silt layers, and the soil of the weir subsoil is viscous soil. Loose powder high
liquid limit soil structure, strong permeability, dam foundation seepage problems,
Geological recommendation: Q4 high liquid limit silt 0.09 ~ 0.10MPa, strong weathering
volcanic breccia and fused tuff 0.2-0.3 MPa.
5.5.2 Downstream cofferdam
The downstream cofferdam is located on the Karimenu river, about 70m upstream of the
diversion tunnel. The cofferdam is about 75m long, the height of the weir is 1811.0 m, the
height of the weir is 7.0 m, the weir is 3.0 m, and the upstream and downstream slopes are
1:3.0. The riverbed of the cofferdam and the river bank are 75m wide, of which the river bed
has a width of 10m, and the ground elevation of the bed section is about 1806m, and the
surface elevation of the river is 1808-1809m. The left bank of the cofferdam is the bank of
the bank, with a convex bank, the right bank is the erosion bank, the bank is concave, the
riverbed is close to the right bank.
The surface layer of the bed section is 4 ~ 8m thick, which is composed of high liquid limit
silt and subv volcanic rock. Loose powder high liquid limit soil structure, strong
113
AVIC & SMEDI JV
permeability, dam foundation seepage problems, Geological recommendation: Q4 high
liquid limit silt 0.09 ~ 0.10MPa, strong weathering volcanic breccia and fused tuff 0.2-0.3
MPa.
114
AVIC & SMEDI JV
6. Natural Construction Materials
The design will propose to use block stone masonry 71×103 m3, soil material 2.179 million
m3, some coarse aggregate and fine aggregate.
The gravel debris filling material (soft rock) about 0.9 million m3, bulk stone about 80,000
m3, anti-filter material about 0.24 million m3, concrete about 38,000 m3 are needed for the
selection scheme for core wall of stone slag dam. The saturation compressive strength of
rock slag filling materials is greater than 6MPa.
6.1 Block Stone
6.1.1 Description
The stockyard A will be chosen as the block stone quarry, which is located around 800 m
west of the dam axis and is convenient for transportation because the village road is linked
to the dam site.
The stratum involved in the stockyard are the tertiary igneous rocks, whose main lithologies
are volcanic breccia, fused tuff , hornblende trachyte and the high or low liquid limit clay
layer deposited in the Tertiary volcanic eruption period.
6.1.2 Quality Evaluation
Take the samples of volcanic breccia, fused tuff and amphibolite in the stockyard for
laboratory examination and test. The saturation compressive strength of volcanic breccia and
fused tuff is lower than 30 MPa from the results of sample tests, which is difficult to meet
the protolith quality requirements of masonry and concrete coarse aggregate.
The dry density of amphibolite is between 2.70 and 2.71g/cm3 greater than 2.40g/cm3. The
saturation compressive strength is between 43.6～46.6 MPa, and the average is 44.97 MPa
greater than 30 MPa. The softening coefficient is between 0.79 and 0.81, and the average is
0.80 greater than 0.75, which could meet the protolith quality requirements of block stone,
thus can be used as block stone. In addition, its water absorption is between 0.15% and
0.18%, and the average is 0.17% less than 10%. The sulfide content is between 0.33% and
115
AVIC & SMEDI JV
0.36%, and the average is 0.35% less than 1%, which could meet the protolith quality
requirements of block stone, thus can be used as block stone.
6.1.3 Reserves
The mountain for quarry is thick, but the distribution of amphibolite is unstable. The burial
depth is around 7.9～22.4m, which is shallow on the bank of the Karimenu river and is
deeper away from the bank of the river. Thus, the exploitation shall be started from the bank
of river to the middle of mountain if exploiting, whose stripping layer is thicker, thus the
utilization is lower. And the reserves of amphibolite are less than 1.5 times of design
requirement. The reserves calculation is as shown in the following table: -
116
AVIC & SMEDI JV
Quarry Amphibolite Reserve Calculation Table Using Parallel Cross-section Method
Table 6-1-1
Cross-section
Serial No
The thickness of
unavailable layer (m)
stripping
layer
interlayer
The
thickness of
available
layer (m)
The area of cross-section (m2)
The average area of two cross-sections (m2)
unavailable laye
stripping layer
interlayer
unavailable laye
available laye
J3～J3′
4826.1
0
J4～J4’’
3476.8
1294.0
J4～J4’’
3476.8
1294.0
J5～J5’’
4161.5
0
Total
stripping layer
interlayer
available lay
Average The volume of unavailable
extrapolation
lay
The reserve of
distance of
distance of
(×103m3)
available lay
two
cross-section
(×103m3)
cross-sections
(m)
(m)
stripping layer interlayer
4151.5
647.0
75.0
311
48.5
3819.2
647.0
74.6
285
48.3
596
96.8
117
AVIC & SMEDI JV
In addition, there is no outcrop distribution after geological survey nearby, nor applicable
quarry for block rocks near dam site to meet the quality requirements, thus outsourcing is
recommend for the short part. There is hornblende trachyte with good quality and rich
reserves, which is located around 50 Km in the the southeast of Kilimambogo. At present,
they are produced and sold by VALLEM QUARRY company, whose capacity is 150～
240T/H. Transport is convenient because the existing rural roads and village dirt roads are
linked with dam site.
6.2 Coarse Aggregate
The quality of amphibolitein stockyard A is better, thus can be used as concrete coarse
aggregate. But the utilization is lower because of thicker stripping layer.
There is no applicable quarry for coarse aggregate meeting the quality requirements near
dam site, thus we advise outsourcing of the same. This can be sourced from a company
named VALLEM QUARRY, which is located around 50 Km in the the southeast of
Kilimambogo. Transport is convenient because the existing rural roads and village dirt roads
are linked with dam site.
6.3 Fine aggregate
There is no applicable quarry for coarse aggregate meeting the quality requirements near
dam site, thus we advise outsourcing of the same. This can be sourced from a company
named VALLEM QUARRY, which is located around 50 Km in the the southeast of
Kilimambogo. Transport is convenient because the existing rural roads and village dirt roads
are linked with dam site.
-Results Table for Sand Particle Size Content - Mwingi Quarry
Table 6-3-1
grain composition
Sample
Serial
fineness
5～
2.5～
1.25～
0.63～
0.315～
0.315～
2.5
1.25
0.63
0.315
0.158
0.075
1.6
4.8
11.0
22.2
21.6
21.4
M2
0.2
1.6
5.2
30.4
39.8
Average
0.9
3.2
8.1
26.3
30.7
No
>5
M1
Average
particle
<0.075
modulus
14.6
2.8
2.02
0.34
16.0
5.2
1.6
2.16
0.37
18.7
9.9
2.2
2.09
0.355
size
118
AVIC & SMEDI JV
DRA. 6-3-1（M1 Sieve-analysis Curve）
DRA. 6-3-2（M2 Sieve-analysis Curve）
The comparison table of fine aggregate index for concrete at the Mwingi quarry and quality
requirement is illustrated in table 7-22 below: 119
AVIC & SMEDI JV
The Comparison Table of Fine Aggregate Index for Concrete at the Mwingi Quarry and Quality
Requirement
Table 6-3-2
Item
Quality Index
The value of test range
The average value of test
Apparent Density
>2.55g/cm3
2.597～2.620
2.609
Bulk Density
>1.50g/cm3
1.341～1.369
1.355
Poriness
<40%
47.3～48.8
48.1
Mica Content
<2%
0
0
Silt Content
<3%
4.0～4.8
4.4
SO3 Content
<1%
0.16～0.17
0.165
Lighter than standard
Lighter、deeper than
color
standard color
≤1%
0.1～0.2
0.015
0.36～0.50mm
0.34～0.37
0.355
2.5～3.5
2.02～2.16
2.09
Organic Content
Light Material
Content
Average Size
Fineness
Modulus
From Table 6-3-1 and figures 6-3-1 and 6-3-2, it can be seen that the sand at Mwingi quarry
is fine sand, whose apparent density, mica content, SO3 content, light material content,
average size and fineness modulus, meet the quality index of concrete fine aggregate.
However, the silt content of sand and its porosity is a little larger, bulk density is a little
smaller, and organic content is a little larger, which is inappropriate for use as concrete fine
aggregate directly, unless it becomes qualified after the treatment.
6.4 Soil Aggregate
6.4.1. Description
Several mountain ridges in the reservoir region are chosen as borrow pits, and are divided
into parcels A, B and C.
Parcel A is located on the mountain ridge at the right of main riverway around 800～2700m
on the western side of the dam. The elevation of the the land surface is 1816.4～1928.5m.
Topographically high in the west and low in the east, showing slope spread with the
120
AVIC & SMEDI JV
residential areas in the top of the material yard. Parcel C is located around 320～630m in the
front of left bank of dam, and the elevation of the land surface is1820.0～1882.4m.
Topographically high in the west and low in the east, showing slope spread.
The covering layer exposure from parcel A, parcel B and parcel C is maroon high liquid
limit clay soil of Quaternary upper Pleistocene slope proluvial（Q3dpl） in the fourth system
with little calcareous nodule in the middle of soil and more calcareous nodule in the lower
soil. The underlying is tertiary igneous rocks. The common exposure thickness of the soil in
parcel A is 9.6～17.6m, the part of the soil is a bit thin. The exposure thickness of the soil in
parcel B is 6.4～23.6m. The exposure thickness of the soil in parcel C is 9.6～20.1m. They
could be exploited except the top 1.5 m of soil with many plant roots, which need to be
stripped.
The transport distance of borrow pit is short and convenient, and the borrow pit and dam are
linked by a dirt road.
6.4.2 Quality Evaluation
Natural water content of soil aggregate from borrow pit (Q3dpl) is 39.5～65.4% with the
average of 48.2%. Plasticity index is 31.8～49.7 with the average of 39.3. Clay content is
27.3%～67.3% with the average of 46.7%. Dry density is 0.85～1.12g/cm3 with the average
of 1.00g/cm3. Take the disturbance sample from the middle of soil layer in borrow pit,
adopting light compaction, from that the best water content is 44.4%～55.1% with the
average of 48.5%, the max dry density is 1.04～1.20g/cm3 with the average of1.13g/cm3.
Tri-axial shear tests were conducted on the soil samples with the compactness of 0.96
(statistics values of physical and mechanical properties are as table 6-4-2～6-4-5). In the
conditions of unconsolidated and undrained (UU), its cohesion C is 19.0～83.3kPa with the
average of 37.0kPa, internal friction angleφis 4.5°～11.0°with the average of 6.4°. In the
conditions of consolidation drainage（ CU ）, its cohesion C is 16.4～58.6kPa with the
average of 39.3kPa, internal friction angleφis 11.0°～19.5°with the average of 13.7°, the
effective cohesion c＇is 16.6～56.6kPa with the average of 33.4kPa, the effective internal
friction angleφ＇is 25.0°～34.0°with the average of 27.9°. The test statistic results are as
121
AVIC & SMEDI JV
drawing 6-1, where we can know that C is 38.6kPa, φis 13.9°, c′is 30.4kPa andφ′is 27.7°
calculated from average value.
Permeation test for the matched soil samples was conducted and the following results were
obtained: - Vertical permeability coefficient is 1.50×10-7～6.01×10-6cm/s with an average
value of 2.51×10-6cm/s, thus it has micropermeability. Free expansion rate is 15%～39%,
thus it is not expansible. Compressive tests were conducted to the matched soil samples, and
a conclusion made that for the soil samples after the compaction as homogeneous dam soil
aggregate and anti-seepage aggregate, their permeability can meet the specification quality
requirements.
The comparison between soil aggregate index in borrow pit and the quality requirement for
homogeneous soil dam and anti-seepage soil aggregate is as represented in table 6-4-6 below.
The optimal moisture content for the soil aggregate index in borrow pit is close to the natural
moisture content, and its’ permeability coefficient meets the quality requirement of filling
materials and anti-seepage materials. Water soluble salt content and organic content in soil
meets the requirement of filling materials for dam and anti-seepage materials. The clay
content of soil aggregate in borrow pit is a bit higher with bigger plastic index, thus these
two index can’t meet the Quality Specification Requirement.
Powerchina Stecol Corporation conducted the site rolling compaction test, and the results
show that the compaction could meet the design requirement when the moisture content is
controlled near the optimal moisture content and the soil aggregate index in borrow pit can
be used as the filling material for the Dam.
At the same time, according to the design requirements, reconstituted soil samples were
tested according to the optimal moisture content, and the test data is shown in the tables;
6-4-7 and 6-4-8.
122
AVIC & SMEDI JV
Statistical Table of Physical and Mechanical Properties for High liquid limit silt layer（Q3dpl）in Borrow Pit
Table 6-4-1
Physical Property of Soil
Boundary Moisture Content
Grain Composition
Water
Soluble
Salt
Content
Organic
Content
--
ｍ
％
specifi
c
gravit
y of
soil
grain
Gs
--
BXLT1
3.0
43.7
2.77
1.28
0.89
57.4
2.11
84.7
49.8
34.9
-0.17
4.4
63.6
32
0.030
0.214
BLT5-1
3.0
45.4
2.77
1.42
0.98
68.5
1.836
98.8
55.3
43.5
-0.23
2
37.4
60.6
0.102
0.200
BLT5-2
6.0
61.4
2.77
1.52
0.94
87.6
1.941
94.7
53.7
41.0
0.19
2.7
44.6
52.7
0.030
0.146
BLT5-3
9.0
65.4
2.77
1.54
0.93
91.7
1.975
81.7
49.6
32.1
0.49
1.3
51.2
47.5
BLT10-1
2.0
39.5
2.77
1.54
1.1
72.5
1.509
75.7
43.6
32.1
-0.13
2.2
0.9
2.8
35.1
59
BLT10-2
4.0
41.3
2.77
1.46
1.03
68.1
1.681
84.5
51.6
32.9
-0.31
1
0.6
3.9
27.2
67.3
BLT10-3
6.0
40.7
2.77
1.52
1.08
72.1
1.564
81.1
49.3
31.8
-0.27
1.6
1.1
1.7
40.1
55.5
0.042
0.347
BLT10-4
8.0
54.6
2.77
1.59
1.03
89.3
1.693
97.5
49.3
48.2
0.11
7
45.9
47.1
0.018
0.187
BLT14-1
2.0
43.7
2.77
1.56
1.09
78
1.552
95.2
50.7
44.5
-0.16
1.3
58.6
40.1
BLT14-2
3.0
44.7
2.77
1.42
0.98
67.9
1.823
98.8
49.1
49.7
-0.09
0.6
57.2
42.2
BLT14-3
4.0
50.2
2.77
1.42
0.95
72.1
1.93
97.4
54.9
42.5
-0.11
1.6
56.3
42.1
BLT14-4
6.0
53.6
2.77
1.48
0.96
79.2
1.875
92
53.9
38.1
-0.01
0.8
47
52.2
BLT14-5
9.0
56.5
2.77
1.35
0.86
70.8
2.211
96.1
56.5
39.6
0
0.9
43.6
55.5
BLT15-1
2.0
48.2
2.77
1.54
1.04
80.2
1.666
86
52.4
33.6
-0.13
5.7
59.1
35.2
Sample
Serial No
Depth for
Soil
Moisture
Content
Ｗ
Wet
Densit
y
ρ0
Dry
Densit
yρd
g/cm3
Saturabi
lity
Sr
Void
Ratio
ｅ
Liquid
Limit
Wl
Plastic
Limit
Wp
Plastic
Index
Ip
Liquid
Index
Il
Coarse
Sand
Mediu
m
Sand
Fine
Sand
Particl
e
Clay
Partic
le
％
--
％
％
--
--
％
％
％
％
％
％
％
123
AVIC & SMEDI JV
Statistical Table of Physical and Mechanical Properties for High liquid limit silt layer（Q3dpl）in Borrow Pit
Table 6-4-1 (Continued)
Physical Property of Soil
Sample
No
Serial
Depth for Soil
Boundary Moisture Content
Grain Composition
Void
Moisture specific
Dry Saturability
gravity of Wet
Ratio
Content
soil grain Densityρ0 Densityρd
S
ｅ
Ｗ
Gs
Liquid
Limit
Wl
Plastic
Limit
Wp
Plastic
Index
Ip
Liquid
Index
Il
Coarse
Sand
Medium
Sand
Fine
Sand
Particle
Clay
Particle
g/cm3
％
％
％
％
％
--
ｍ
％
--
BLT15-2
4.0
42.5
2.77
1.4
BLT15-3
6.0
44.6
2.77
BLT15-4
8.0
45.4
BLT15-5
9.0
BLT19-1
Water
Soluble Salt
Content
Organic
Content
%
%
％
--
％
％
--
--
0.98
64.7
1.819
89.7
48.8
40.9
-0.15
1.9
58
40.1
1.5
1.04
74
1.67
91.8
54.6
37.2
-0.27
0.8
40.6
58.6
2.77
1.58
1.09
81.2
1.549
95.2
56.5
38.7
-0.29
1
55.3
43.7
48.2
2.77
1.56
1.05
81.8
1.632
93.8
58.7
35.1
-0.3
0.9
55.4
43.7
3.0
47.3
2.77
1.44
0.98
71.5
1.833
92.2
47.9
44.3
-0.01
1
53.7
45.3
BLT19-2
6.0
44.6
2.77
1.62
1.12
83.9
1.472
91.8
47.4
44.4
-0.06
0.5
59.4
40.1
BLT19-3
9.0
46.3
2.77
1.56
1.07
80.3
1.598
95.2
50.2
45
-0.09
1
58.9
40.1
LT21
5.0
52.7
2.77
1.3
0.85
64.8
2.254
87.3
53.8
33.5
-0.03
3.7
69
27.3
0.020
0.467
Frequency
22
22
22
22
22
22
22
22
22
22
3
3
22
22
22
6
6
Max
65.4
2.77
1.62
1.12
91.7
2.254
98.8
58.7
49.7
0.49
2.2
1.1
7
69
67.3
0.102
0.467
Min
39.5
2.77
1.28
0.85
57.4
1.472
75.7
43.6
31.8
-0.31
1
0.6
0.5
27.2
27.3
0.018
0.146
Average
48.2
2.77
1.48
1.00
75.35
1.7815
91.0
51.7
39.3
-0.09
1.6
0.9
2.2
50.8
46.7
0.040
0.260
Proposed Value
48.2
2.77
1.48
1.00
75.35
1.7815
91.0
51.7
39.3
-0.09
1.6
0.9
2.2
50.8
46.7
124
AVIC & SMEDI JV
Statistical Table of Physical and Mechanical Properties for High liquid limit silt layer（Non-saturation after sample）in Borrow Pit Q3
Table 6-4-2
Consolidation Void ratio（ei）
Solidification Load
Physical Property of Soil
Sample
Serial No
Depth
specific
for Soil Moisture gravity of Wet
Content
Density
soil grain
ρ
Ｗ
Gs
Void
Dry
Saturability
Ratio
Density
Sr
ρd
ｅ
g/cm3
50
kPa
100
kPa
200
kPa
400
kPa
800
kPa
1200
kPa
compressibility ratio（av）
compression modulus （Es）
100
～
200
kPa
200
～
400
kPa
100
～
200
kPa
0.14
0.12
0.07
0.07
0.1
0.11
0.04
0.06
0.05
0.07
0.09
0.12
12
0.14
0.04
0.087
400
～
800
kPa
800
～
1200
kPa
200
～
400
kPa
400
～
800
kPa
Permeability
coefficient
800
～
1200
kPa
Verticality
Kv
8.41
8.93
7.19
11.86
14.62
10
18.01
8.96
16.84
11.25
6.4
10.14
12
18.01
6.4
11.05
MPa
10.01 14.84
10.81 17.73
10.74 26.37
17.2 26.93
15.95 20.79
12.83 18.86
19.42 37.46
13.76 27.58
19.45 37.42
16.01 22.23
8.24 16.18
11.61 18.14
12
12
19.45 37.46
8.24 14.84
13.84 23.71
compaction test
Max Dry
Density
ρdm
Optimum
Moisture
ContentＷp
17.84
22.28
36.78
33.78
24.28
23.21
59.39
44.39
48.94
35
29.05
20.91
12
59.39
17.84
32.99
10-6cm/s
5.3
0.26
0.36
0.61
2.69
3.66
0.15
1.47
1.84
6.06
4.81
2.9
12
6.06
0.15
2.509
g/cm3
1.17
1.05
1.07
1.15
1.15
1.13
1.15
1.04
1.2
1.17
1.14
1.12
12
1.2
1.04
1.13
％
46.6
54.2
55.1
45.7
45.3
49.3
46.3
52.9
44.7
44.4
48
49.5
12
55.1
44.4
48.5
1.12
1.01
1.03
1.1
1.1
1.08
1.1
1
1.15
1.12
1.09
1.08
12
1.15
1
1.08
％
81.9
76.9
82.4
77.8
74.7
80.3
79.2
73.7
81.7
78.6
78.8
80.1
12
82.4
73.7
78.84
-1.467
1.737
1.681
1.516
1.52
1.565
1.511
1.774
1.403
1.467
1.535
1.56
12
1.774
1.403
1.561
-1.459
1.725
1.669
1.506
1.511
1.554
1.502
1.762
1.392
1.458
1.521
1.549
12
1.762
1.392
1.551
-1.445
1.704
1.65
1.493
1.499
1.539
1.493
1.742
1.38
1.44
1.499
1.54
12
1.742
1.38
1.535
-1.415
1.673
1.613
1.471
1.481
1.514
1.479
1.712
1.366
1.418
1.46
1.515
12
1.712
1.366
1.51
-1.366
1.623
1.563
1.442
1.45
1.474
1.453
1.671
1.341
1.387
1.398
1.471
12
1.671
1.341
1.47
-1.3
1.561
1.522
1.405
1.401
1.419
1.426
1.631
1.315
1.343
1.336
1.414
12
1.631
1.3
1.423
-1.244
1.512
1.493
1.375
1.36
1.375
1.409
1.606
1.296
1.315
1.301
1.365
12
1.606
1.244
1.388
0.29
0.31
0.37
0.21
0.17
0.26
0.14
0.31
0.14
0.22
0.4
0.25
12
0.4
0.14
0.26
MPa-1
0.25 0.17
0.25 0.15
0.25
0.1
0.15 0.09
0.16 0.12
0.2
0.14
0.13 0.07
0.2
0.1
0.12 0.06
0.15 0.11
0.31 0.16
0.22 0.14
12
12
0.31 0.17
0.12 0.06
0.2 0.118
0.04
0.05
2.74
0.11
0.11
0.11
0.11
0.10
0.10
0.10
0.08
0.06
0.04
0.03
3.69
3.74
7.66
12.71
2.18
2.02
1.74
0.00
0.03
0.04
0.03
0.07
0.07
0.07
0.07
0.07
0.07
0.07
0.33
0.29
0.30
0.36
0.33
0.27
0.32
0.39
0.54
0.46
0.40
2.77
1.56
1.08
78.84
1.561
1.551
1.535
1.51
1.47
1.423
1.388
0.26
0.2
0.118
0.087
11.05
13.84
23.71
32.99
0.5-5.0
1.09-1.16
46-53
-ｍ
BXLT1r
3.0
BLT5-1r
3.0
BLT5-2r
6.0
BLT5-3r
9.0
BLT10-1r
6.0
BLT10-2r
8.0
BLT14-1r
3.0
BLT14-2r
9.0
BLT19-1r
3.0
BLT19-2r
6.0
BLT19-3r
9.0
LK21r
5.0
Frequency
Max
Min
Average
％
43.4
48.2
50
42.6
41
45.4
43.2
47.2
41.4
41.6
43.7
45.1
12
50
41
44.4
-2.77
2.77
2.77
2.77
2.77
2.77
2.77
2.77
2.77
2.77
2.77
2.77
12
2.77
2.77
2.77
1.61
1.5
1.55
1.57
1.55
1.57
1.58
1.47
1.63
1.59
1.57
1.57
12
1.63
1.47
1.56
Standard Deviation
2.86
0.00
Variable Coefficient
0.06
Proposed Value
44.4
125
AVIC & SMEDI JV
Statistical Table of Physical and Mechanical Properties for High liquid limit silt layer（Saturation after sample）in Borrow Pit Q3
Table 6-4-3
Consolidation Void ratio（ei）
Solidification Load
Physical Property of Soil
Sample
Serial No
Depth
for
Soil—
--
ｍ
Moisture
Content
Ｗ
specific
gravity
of soil
grain
Gs
％
--
Wet
Density
ρ
DryDensity
ρd
g/cm3
Saturability
Sr
Void
Ratio
ｅ
50
kPa
100
kPa
200
kPa
400
kPa
800
kPa
1200
kPa
％
--
--
--
--
--
--
--
compressibility ratio （av）
compression modulus（Es）
100
～
200
kPa
100
～
200
kPa
200
～
400
kPa
400
～
800
kPa
800
～
1200
kPa
200
～
400
kPa
MPa-1
400
～
800
kPa
800
～
1200
kPa
MPa
tri-axis (UU)
cohesion
Ｃu
frictional
angle
Φu
kPa
°
BXLT1r
3.0
50.9
2.77
1.69
1.12
95.7
1.473
1.463
1.446
1.413
1.34
1.236
1.158
0.33
0.36
0.26
0.2
7.39
6.79
9.56
12.57
37.8
5.0
BLT5-1r
3.0
61.4
2.77
1.63
1.01
97.6
1.743
1.726
1.705
1.665
1.604
1.513
1.436
0.41
0.3
0.23
0.19
6.75
9.03
12.04
14.19
35.8
8.5
BLT5-2r
6.0
60.2
2.77
1.65
1.03
98.7
1.689
1.667
1.64
1.595
1.519
1.411
1.337
0.46
0.38
0.27
0.19
5.87
7.07
10.04
14.45
19
6.0
BLT5-3r
9.0
52.7
2.77
1.68
1.1
96.2
1.518
1.503
1.482
1.443
1.373
1.269
1.196
0.39
0.35
0.26
0.18
6.38
7.27
9.61
13.78
32.5
6.0
BLT10-1r
6.0
53.6
2.77
1.69
1.1
97.8
1.518
1.5
1.466
1.414
1.352
1.282
1.224
0.52
0.31
0.17
0.15
4.87
8.03
14.44
17.23
29.2
5.5
BLT10-2r
8.0
53.7
2.77
1.66
1.08
95.1
1.565
1.55
1.533
1.489
1.422
1.311
1.242
0.44
0.33
0.28
0.17
5.89
7.69
9.19
14.98
21.6
6
BLT14-1r
3.0
52.7
2.77
1.68
1.1
96.2
1.518
1.502
1.477
1.423
1.33
1.199
1.133
0.54
0.47
0.33
0.16
4.68
5.38
7.68
15.44
34.7
11.0
BLT14-2r
9.0
63
2.77
1.63
1
98.6
1.77
1.744
1.705
1.639
1.525
1.369
1.288
0.66
0.57
0.39
0.2
4.22
4.84
7.13
13.54
23.6
5.5
BLT19-1r
3.0
48.7
2.77
1.71
1.15
95.8
1.409
1.395
1.377
1.324
1.232
1.105
1.044
0.53
0.46
0.32
0.15
4.54
5.2
7.58
16.01
53.2
5.5
BLT19-2r
6.0
50.9
2.77
1.69
1.12
95.7
1.473
1.459
1.439
1.391
1.32
1.204
1.144
0.47
0.36
0.29
0.15
5.23
6.91
8.54
16.67
50.6
4.5
BLT19-3r
9.0
53.2
2.77
1.67
1.09
95.6
1.541
1.525
1.504
1.45
1.373
1.264
1.201
0.53
0.38
0.27
0.16
4.75
6.6
9.33
16.15
22.3
5.0
LK21r
5.0
54.6
2.77
1.67
1.08
96.7
1.564
1.551
1.532
1.499
1.437
1.366
1.311
0.33
0.31
0.18
0.14
7.74
8.22
14.39
18.95
83.3
8.0
12
12
12
12
12
12
12
12
12
12
12
12
12
12
12
12
12
12
12
12
12
12
Frequency
Max
63
2.77
1.71
1.15
98.7
1.77
1.744
1.705
1.665
1.604
1.513
1.436
0.66
0.57
0.39
0.2
7.74
9.03
14.44
18.95
83.3
11.0
Min
48.7
2.77
1.63
1
95.1
1.409
1.395
1.377
1.324
1.232
1.105
1.044
0.33
0.3
0.17
0.14
4.22
4.84
7.13
12.57
19.0
4.5
54.6
2.77
1.67
1.08
96.64
37.0
6.4
1.565
1.549
1.526
1.479
1.402
1.294
1.226
0.47
0.38
0.27
0.17
5.69
6.92
9.96
15.33
Average for Min
Average
52.33
1.65
1.04
95.76
1.51
1.48
1.46
1.41
1.33
1.22
1.16
0.39
0.34
0.23
0.15
4.72
5.95
8.58
13.92
27.34
5.44
Average for Max
61.53
1.69
1.11
97.88
1.73
1.65
1.62
1.58
1.50
1.39
1.32
0.54
0.50
0.32
0.19
6.67
7.89
12.73
16.74
56.23
9.17
Standard Deviation
4.49
0.00
0.02
0.05
1.23
0.11
1.64
0.11
0.11
0.10
0.10
0.11
0.11
0.10
0.08
0.06
0.02
1.17
1.28
2.45
1.79
2.00
Variable Coefficient
0.08
0.00
0.01
0.04
0.01
0.07
0.03
0.07
0.07
0.07
0.07
0.08
0.09
0.20
0.21
0.23
0.13
0.21
0.18
0.25
0.12
0.42
Proposed Value
54.6
2.77
1.67
1.08
96.64
1.565
1.549
1.526
1.479
1.402
1.294
1.226
0.47
0.38
0.27
0.17
5.69
6.92
9.96
15.33
27-35
5-7
126
AVIC & SMEDI JV
Statistical Table of CU for High liquid limit silt layer（Saturation after sample）in Borrow Pit Q3
Table 6-4-4
Tri-axis (CU)
Sample
Serial No
Depth
for
Soil—
-ｍ
BXLT1r
3.0
BLT5-1r
3.0
BLT5-2r
6.0
BLT5-3r
9.0
BLT10-1r
6.0
BLT10-2r
8.0
BLT14-1r
3.0
BLT14-2r
9.0
BLT19-1r
3.0
BLT19-2r
6.0
BLT19-3r
9.0
LK21r
5.0
Frequency
Max
Min
Average
Average for Max
Average for Min
Standard Deviation
Standard Deviation
Proposed Value
ultimate shear stress of tri-axis
pore pressure of ultimate shear stress
Pore Water Pressure Peak
cohesion
Ｃcu
frictional
forces
Φcu
cohesion
Ｃ’
frictional
forces
Φ’
Confining
Pressure
100
kPa
Confining
Pressure
200
kPa
Confining
Pressure
300
kPa
Confining
Pressure
100
kPa
Confining
Pressure
200
kPa
Confining
Pressure
300
kPa
Confining
Pressure
kPa
Confining
Pressure
200
kPa
Confining
Pressure
300
kPa
kPa
54.8
36.8
58.6
32.5
16.4
36.1
41.2
36.3
32.7
39.7
40.3
46.1
12
58.6
16.4
39.3
46.8
31.8
10.886
0.277
32-40
°
13.5
11.0
19.5
14.0
15.0
14.5
11.5
14.0
12.5
13.0
12.5
13.5
12
19.5
11.0
13.7
15.4
12.5
2.169
0.158
12-14
kPa
39.3
38.7
56.0
26.3
16.6
28.1
24.3
33.9
24.9
33.6
34.7
44.8
12
56.0
16.6
33.4
40.1
24.0
10.537
0.315
24-35
°
28.5
26.5
26.0
29.0
34.0
33.5
28.5
25.0
27.0
26.0
25.5
25.0
12
34.0
25.0
27.9
30.7
25.9
3.061
0.110
25-28
kPa
194.6
135.4
268.5
142.3
109.2
155.7
154.5
163.4
141.7
152.3
156.5
175.2
12
268.5
109.2
162.4
200.4
143.5
39.422
0.243
162.4
kPa
273.5
191.0
368.2
220.9
184.0
238.9
196.4
212.6
187.1
224.2
206.9
243.4
12
368.2
184.0
228.9
281.0
202.9
51.164
0.223
228.9
kPa
315.9
231.8
471.4
269.4
246.5
289.9
255.4
292.4
254.0
266.4
265.9
296.6
12
471.4
231.8
288.0
333.2
255.6
62.458
0.217
288.0
kPa
67.3
89.5
43.1
64.9
77.5
78.7
62.3
58.8
66.3
66.0
72.3
75.9
12
89.5
43.1
68.6
78.8
61.2
11.671
0.170
68.6
kPa
109.0
167.6
81.3
145.0
158.6
147.7
132.3
129.3
129.9
136.0
126.9
127.8
12
167.6
81.3
132.6
151.0
119.5
22.476
0.169
132.6
kPa
207.7
230.6
114.2
199.4
223.4
224.3
206.6
170.6
198.0
192.7
200.1
191.8
12
230.6
114.2
196.6
211.3
167.3
30.735
0.156
196.6
kpa
67.4
90.8
43.5
65.1
101.8
84.2
99.4
81.3
78.6
91.6
74.3
80.4
12
101.8
43.5
79.9
89.9
65.8
16.151
0.202
79.9
kpa
109.0
174.9
141.3
156.5
170.1
160.4
145.5
148.0
180.5
184.7
176.3
127.9
12
184.7
109.0
156.3
171.9
134.3
22.962
0.147
156.3
kpa
234.0
247.4
114.2
215.8
226.7
227.1
272.6
171.3
257.9
257.8
276.0
239.1
12
276.0
114.2
228.3
255.0
191.0
45.653
0.200
228.3
127
AVIC & SMEDI JV
Test Results Table of CU for Disturbed Sample of High liquid limit silt layer in Borrow Pit Q3
Table 6-4-5
dry
density
Sample
of
Serial No
sample
(g/cm3)
σ3=100(kPa)
σ1
σ1 ′
U
σ3=200(kPa)
1   3
1   3
2
2
σ1
σ1 ′
kPa
U
σ3=300(kPa)
1   3
1   3
2
2
σ1
σ1 ′
kPa
U
shearing strength index
1   3
1   3
2
2
kPa
Ｃcu
φcu
Ccu′
φcu′
kPa
°
kPa
°
BXLT1r
1.12
294.6
227.3
67.3
197.3
97.3
473.5
364.5
109
336.75
136.75
615.9
408.2
207.7
457.95
157.95
54.8
13.5
39.3
28.5
BLT5-1r
1.01
235.4
145.9
89.5
167.7
67.7
391.0
223.4
167.6
295.5
95.5
531.8
301.2
230.6
415.9
115.9
36.8
11.0
38.7
26.5
BLT5-2r
1.03
368.5
325.4
43.1
234.25
134.25
568.2
486.9
81.3
384.1
184.1
771.4
657.2
114.2
535.7
235.7
58.6
19.5
56.0
26.0
BLT5-3r
1.10
242.3
177.4
64.9
171.15
71.15
420.9
275.9
145
310.45
110.45
569.4
370.0
199.4
434.7
134.7
32.5
14.0
26.3
29.0
BLT10-1r
1.10
209.2
131.7
77.5
154.6
54.6
384.0
225.4
158.6
292
92
546.5
323.1
223.4
423.25
123.25
16.4
15.0
16.6
34.0
BLT10-2r
1.08
255.7
177.0
78.7
177.85
77.85
438.9
291.2
147.7
319.45
119.45
589.9
365.6
224.3
444.95
144.95
36.1
14.5
28.1
33.5
BLT14-1r
1.10
254.5
192.2
62.3
177.25
77.25
396.4
264.1
132.3
298.2
98.2
555.4
348.8
206.6
427.7
127.7
41.2
11.5
24.3
28.5
BLT14-2r
1.00
263.4
204.6
58.8
181.7
81.7
412.6
283.3
129.3
306.3
106.3
592.4
421.8
170.6
446.2
146.2
36.3
14.0
33.9
25.0
BLT19-1r
1.15
241.7
175.4
66.3
170.85
70.85
387.1
257.2
129.9
293.55
93.55
554
356.0
198
427
127
32.7
12.5
24.9
27.0
BLT19-2r
1.12
252.3
186.3
66
176.15
76.15
424.2
288.2
136
312.1
112.1
566.4
373.7
192.7
433.2
133.2
39.7
13.0
33.6
26.0
BLT19-3r
1.09
256.5
184.2
72.3
178.25
78.25
406.9
280.0
126.9
303.45
103.45
565.9
365.8
200.1
432.95
132.95
40.3
12.5
34.7
25.5
LK21r
1.08
275.2
199.3
75.9
187.6
87.6
443.4
315.6
127.8
321.7
121.7
596.6
404.8
191.8
448.3
148.3
46.1
13.5
44.8
25.0
262.4
193.9
68.6
181.2
81.2
428.9
296.3
132.6
314.5
114.5
588.0
391.4
196.6
444.0
144.0
39.3
13.7
33.4
27.9
Average
128
AVIC & SMEDI JV
Drawing 6-1 Average broken stress circle of samples from soil aggregate
C′=30.4kPa
Φ′=27.7°
τ(KPa)
200
C=38.6kPa
Φ=13.9°
100
0
0
100 200 300 400 500 600 700 800 900
σ(KPa)
土料场配样土平均值破损应力圆
Comparasion Table between soil aggregate index in borrow pit and quality requirement of
homogeneous dam soil aggregate and impermeable soil aggregate
Table 6-4-6
Serial
No
1
Quality Index
Item
content of clay
grains
Q2
homogeneous dam soil
Impermeable soil
aggregate
aggregate
10%～30%
Range Value
Average
15%～40%
27.3%～67.3%
46.7%
31.8～49.7
39.3
2
plastic index
7～17
10～20
3
permeability
coefficient
(cm/s)
After compaction
＜1×10～4
After compaction
＜1×10-5
organic content
＜5%
＜2%
4
5
6
Water soluble salt
content
Moisture Content
After compaction,
verticality
2.51×10-6
1.5×10-7～6.01×10-6
＜3%
The optimum moisture content is
48.5%
39.5%～65.4%
48.2%
129
AVIC & SMEDI JV
Statistical Table of Physical and Mechanical Properties for High liquid limit silt layer（Q3dpl）in Borrow Pit
Table 6-4-7
Physical Property of Soil
Boundary Moisture Content
Grain Composition
specific
Sample
Depth
Moisture
gravity
Wet
Dry
Serial No.
for Soil
Content
of soil
Density
Density
Ｗ
grain
ρ0
ρd
Void
Liquid
Plastic
Plastic
Liquid
Ratio
Limit
Limit
Index
Index
ｅ
Wl
Wp
Ip
Il
％
--
％
％
--
--
Saturability
Sr
Coarse
Medium
Fine
Sand
Sand
Sand
％
％
％
Particle
Clay
Particl
Gs
g/cm3
--
ｍ
％
--
LK7-1-1
4.00-4.20
46.4
1.38
1.38
0.94
66
1.928
62.6
43.5
19.1
LK7-2
5.00-5.20
49.0
1.23
1.23
0.83
58
2.343
65.2
40.3
LK6-1
4.70-5.00
51.2
1.52
1.52
1.01
81
1.745
61.8
LK18-1
4.70-5.00
52.7
1.54
1.54
1.01
84
1.737
Frequency
4
4
4
4
4
Max
52.7
1.54
1.54
1.01
Min
46.4
1.23
1.23
Average
49.83
1.42
1.42
％
％
0.15
34.1
65.9
24.9
0.35
14.5
85.5
31.8
30
0.65
77.3
22.7
51.8
30.4
21.4
1.04
71.7
28.3
4
4
4
4
4
4
4
84
2.343
65.2
43.5
30
1.04
77.3
85.5
0.83
58
1.737
51.8
30.4
19.1
0.15
14.5
22.7
0.95
72.25
1.94
60.35
36.50
23.85
0.55
49.40
50.60
130
AVIC & SMEDI JV
Statistical Table of Physical and Mechanical Properties for High liquid limit silt layer（Q3dpl）in Borrow Pit
Table 6-4-7 (Continued)
Sample
Serial No..
Dep
th
for
Soil
compressi
bility
coefficient
Com
press
ion
modu
lus
100
～
200
kPa
100
～
200
kPa
Cohe
sion
Ｃ
fricti
onal
angle
Φ
Cohe
sion
Ｃ
fricti
onal
angle
Φ
Cohe
sion
Ｃ
fricti
onal
angle
Φ
Cohe
sion
Ｃ
fricti
onal
angle
Φ
cohes
ion
Ｃ
fricti
onal
angle
Φ
Verticality
Kv
Horizontal
Kh
fast shear (q)
solid fast (Cq)
slow shear (S)
Tri-axis (UU)
Full water
solid fast
permeability coefficient
Compaction
maxim
um dry
density
ρdm
g/cm3
optimum
moisture
conten
tＷop
--
ｍ
MPa-1
MPa
kPa
°
kPa
°
kPa
°
kPa
°
kPa
°
cm/s
cm/s
％
LK7-1-1
4.00
0.68
4.31
28.5
20.1
36.3
22.7
48.3
22.2
79.7
2.6
12.8
23.5
2.28E-03
2.28E-03
1.16
46.4
LK7-2
5.00
0.74
4.52
31.5
22.3
39.2
22.7
30.4
27.6
92.8
4.9
8.2
21.5
1.60E-03
1.78E-03
1.16
47.8
LK6-1
4.70
0.4
6.86
43
14
47.7
22.4
49.2
29.4
74.3
4.9
22.5
25.1
2.37E-04
6.85E-04
1.08
52
LK18-1
4.70
0.71
3.85
37.3
16.2
49.0
23.1
65.0
4.1
11.6
26.0
2.19E-03
5.25E-03
1.13
48.3
Frequency
4
4
4
4
3
3
4
4
4
4
4
4
4
4
4
4
Max
0.74
6.86
43
22.3
47.7
22.7
49.2
29.4
92.8
4.9
22.5
26
2.28E-03
5.25E-03
1.16
52
Min
0.4
3.85
28.5
14
36.3
22.4
30.4
22.2
65
2.6
8.2
21.5
2.37E-04
6.85E-04
1.08
46.4
Average
0.63
4.89
35.08
18.15
41.07
22.60
44.23
25.58
77.95
4.13
13.78
24.03
1.58E-03
2.50E-03
1.13
48.63
Average for Min
0.40
4.23
30.00
15.10
37.75
22.40
30.40
22.65
69.65
3.35
10.87
22.50
0.00
0.00
1.11
47.50
Average for Max
0.71
6.86
40.15
21.20
47.70
22.70
48.83
28.50
86.25
4.90
22.50
25.55
0.00
0.01
1.16
52.00
131
AVIC & SMEDI JV
Statistical Table of Physical and Mechanical Properties of natural sample for High liquid limit silt layer（Q3dpl）in Borrow Pit
Table 6-4-8
Sample
Depth
Serial
for Soil
No..
Moisture
Dry
Content
density
Ｗ
ρdm
compressibility
Compression
coefficient
modulus
100
～
100
～
200
200
kPa
kPa
fast shear (q)
solid fast (Cq)
slow shear (S)
Tri-axis (UU)
Full water solid fast
permeability coefficient
Cohesion
Ｃ
Cohesion
Cohesion
Ｃ
Cohesion
Verticality
Horizontal
Φ
Cohesion
Ｃ
Cohesion
Φ
Cohesion
Ｃ
Cohesion
Φ
Cohesion
Ｃ
Cohesion
Φ
Φ
Kv
Kh
--
ｍ
％
g/cm3
MPa-1
MPa
kPa
°
kPa
°
kPa
°
kPa
°
kPa
°
LK7-1-1
4.00-4.20
46.4
1.12
0.2
12.32
77.5
14.6
91.9
20.4
78.0
26.6
74.8
5.2
23.6
LK7-2
5.00-5.20
47.8
1.03
0.26
10.32
73.1
15.7
87.8
18.7
50.5
25.0
161.5
3.1
LK6-1
4.70-5.00
51.8
1.11
0.25
9.98
79.6
18.8
55.4
22.4
62.9
24.6
198.4
LK18-1
4.70-5.00
50.6
1.14
0.4
6.08
54.6
16.2
54.2
25.7
Frequency
4
4
4
4
4
4
3
3
4
Max
51.80
1.14
0.40
12.32
79.60
18.80
91.90
22.40
Min
46.40
1.03
0.20
6.08
54.60
14.60
55.40
Average
49.15
1.10
0.28
9.68
71.20
16.33
Average for Min
47.10
1.03
0.24
6.08
54.60
Average for Max
51.20
1.12
0.40
10.87
Proposed Value
49.15
1.10
0.28
9.68
cm/s
cm/s
25.1
3.50E-07
2.48E-07
10.9
26.0
2.33E-05
1.74E-05
5.3
16.2
26.2
1.41E-04
1.22E-04
157.4
6.0
15.6
27.2
3.84E-04
4
4
4
4
4
4
3
78.00
26.60
198.40
6.00
23.60
27.20
3.84E-04
1.22E-04
18.70
50.50
24.60
74.80
3.10
10.90
25.10
3.50E-07
2.48E-07
78.37
20.50
61.40
25.48
148.03
4.90
16.58
26.13
1.37E-04
4.65E-05
15.50
55.40
19.55
52.35
24.80
74.80
3.10
14.23
25.55
1.18E-05
8.82E-06
76.73
18.80
89.85
22.40
70.45
26.15
172.43
5.50
23.60
26.70
2.63E-04
1.22E-04
55-70
15-17
60-80
19-21
52-65
25-26
90-150
3-5
14-18
25-27
8.0E-05
8.0E-05
132
AVIC & SMEDI JV
Statistical Table of Physical and Mechanical Properties of natural sample for High liquid limit silt layer（Q3dpl）in Borrow Pit
Table 6-4-8 (continued)
Sample
Serial No.
Depth
for
Soil
Moisture
Ｗ
Dry
density
ρdm
g/cm3
Content
compres
sibility
coefficie
nt
Compres
sion
modulus
100
～
200
kPa
100
～
200
kPa
MPa-1
MPa
kPa
°
kPa
°
kPa
°
kPa
°
kPa
°
shear (q)
solid fast (Cq)
slow shear (S)
Tri-axis (UU)
Full water solid
fast
Cohes Cohes Cohes Cohes Cohes Cohes Cohes Cohes Cohes Cohesi
ionＣ ionΦ ionＣ ionΦ ionＣ ionΦ ionＣ ionΦ ionＣ
onΦ
permeability coefficient
Verticality
Kv
Remark
Horizontal
Kh
--
ｍ
％
LK18-3
4.7-5.0
47.3
1.15
0.35
6.83
89.9
14.1
65.6
22.4
66.6
26.3
200.5
2.3
17.3
26.0
1.48E-04
4.90E-06
The optimal
moisture content
decreased by 2%
LK7-5
4.0-4.2
49.4
1.04
0.24
11.08
82.5
17.6
84.9
19.9
40.5
26.5
159.9
5.7
9.6
20.5
2.61E-06
2.96E-05
The optimal
moisture content
increased by 3%
LK7-6
5.0-5.2
50.8
1.15
0.21
11.46
78.5
15.6
68.8
22.3
49.1
26.9
187.7
2.7
7.6
20.9
6.09E-06
1.48E-05
The optimal
moisture content
increased by 3%
LK7-7
4.0-4.2
51.4
1.01
0.23
11.87
61.3
18.4
76.2
20.8
47.0
22.7
167.9
4.0
10.5
25.7
1.30E-07
3.97E-06
The optimal
moisture content
increased by 5%
LK7-8
5.0-5.2
52.8
1.05
0.24
10.91
56.1
17.7
63.3
20.3
45.3
26.5
192.2
4.3
10.9
23.2
1.07E-06
LK18-4
4.7-5.0
53.2
0.98
0.98
2.88
34.6
14.6
35.4
22.1
49.9
5.2
7.4
24.1
1.60E-04
cm/s
cm/s
The optimal
moisture content
increased by 5%
2.16E-05
The optimal
moisture content
increased by 5%
133
AVIC & SMEDI JV
6.4.3 Reserves Evaluation
The soil aggregate is rather thick, and the top layer is about 1m, and the useful layers of the
A, B and C sections are estimated by the parallel section method. The results are shown in
tables 6-4-9, 6-4-10 and 6-4-11.
According to the evaluation, the available reserves for parcel A are about 5.62 million m3,
and the volume of the stripping layer is about 0.3981 million m3. The available reserves for
parcel B are about 3.45 million m3, the volume for stripping layer is about 0.41 million
m3.The available reserves for parcel C are about 0.235 million m3, the volume for stripping
layer about 26.7×103 m3. The total volume for tripping layer of parcel A, B and C is about
0.84 million m3 with the reserves of 9.38 million m3 for available layer, which meets the
design requirement.
Reserves Caculation Table Using the Parallel Cross-Section Method for Parcel A
Table 6-4-9
Average Area of Two
Thickness of
Volum of
Average Area of Cross-Section (m2)
Reserves
Cross-Sections (m2)
extrapolating
Average
Unavailable Layer
Unavailable Layer
Thickness
of
3
3
Cross-Section
distance of
Distance
(m)
(×10 m )
Unavailable Layer
Unavailable Layer
Availeble
of
Serial No
Available
Available cross-section Between Two
Available Tripping
Layer
Tripping
Tripping
(m)
Cross-Sections Tripping Interlayer
Interlayer Layer (m)
Interlayer Layer
Interlayer Layer
(×103m3)
Layer
Layer
Layer
Layer
(m)
A1～A1′
463.6
5413.5
A2～A2′
427.6
6712.6
A2～A2′
427.6
6712.6
A3～A3′
450.6
6178.6
445.5
6063.1
450
200.5
2728.4
439.1
6445.6
450
197.6
2900.5
398.1
5628.9
Total
Reserves Caculation Sheet Using the Parallel Cross-Section Method for Parcel B
Table 6-4-10
Average Area of Two
Thickness of
Volume of
Average Area of Cross-Section (m2)
Reserves
Cross-Sections (m2)
extrapolating
Average
Unavailable Layer Thickness
Unavailable Layer
of
Cross-Section
distance of
Distance
(m)
(×103m3)
Unavailable Layer
Unavailable Layer
of
Available
Serial No
Available
Available cross-section Between Two
Available Tripping
Layer
Tripping
Tripping
(m)
Cross-Sections Tripping Interlayer
Interlayer Layer (m)
Interlayer Layer
Interlayer Layer
(×103m3)
Layer
Layer
Layer
Layer
(m)
B1～B1′
696.6
2777.3
B2～B2′
355.2
4559.6
B2～B2′
355.2
4559.6
B3～B3′
255.2
1897.9
Total
525.9
3668.5
500
262.9
1834.2
305.2
3248.7
500
152.6
1624.3
415.5
3458.5
134
AVIC & SMEDI JV
Reserves Caculation Sheet Using the Parallel Cross-Section Method for Parcel C
Table 6-4-11
Average
Average Area of Two
Volume of
Thickness of
Average
Reserves
Area of Cross-Section (m2)
extrapolating
Thickness
Cross-Sections (m2)
Unavailable Layer
Unavailable Layer
Distance
of
distance of
Cross-Section
of
(×103m3)
(m)
Between Two
Availeble
Unavailable
Layer
Unavailable
Layer
Serial No
Available
Available
Available cross-section Cross-Sections
Layer
(m)
Layer Tripping
Tripping
Tripping
Tripping
(m)
Interlayer
Interlayer Layer
Interlayer Layer
Interlayer (×103m3)
(m)
Layer
Layer
Layer
Layer
L1～L1′
361.1
5088.9
L2～L2′
266.5
1817.2
313.8
3453.0
Total
85
26.7
293.5
26.7
293.5
6.5 Filling material of rock slag
According to the design requirements, about 800,000 cubic meters of filling material of rock
slag (soft rock) is needed, of which the saturated compressive strength is more than 6MPa.
According to the geological survey and completed the survey data, the distribution inside the
dam site and the distribution of the dam site are stone. The field survey and evaluation work
had been done for the block quarry both inside and outside of the reservoir area respectively
(5km far from the dam) and quarry B inside of the reservoir area.
FIG. 6-5-1 Location diagram of stone material area
135
AVIC & SMEDI JV
6.5.1 5 Km Filling material of rock slag
5km filling material of rock slag is located in the southeast of the dam, the west of the
downstream of Karimenu River. The north of the site for filling material of rock slag is a small
ditch, the water at ordinary times is not big, but it is opposite bigger in the flood season. There
are some villages at the top of the south slopes. There is the village road linked with dam, which
makes transport convenient.
The strata in the field are high limit clay of the Upper Pleistocene and the igneous rocks of
Tertiary. The main lithology of the bedrock is volcanic breccia.
1) Quality Evaluation
The volcanic breccia rock sample was used for indoor test in the range of the site for filling
material of rock slag. According to the rock sample test results, the saturated compressive
strength of volcanic breccia is 5.3 ~ 38.8MPa, the average value is 21.46MPa, the softening
coefficient is 0.36 ~ 0.92, and the average value is 0.68, The dry density of amphibolite is
between 2.01 and 2.33g/cm3, and the average value is 2.20g/cm3. It meets the quality
requirement that the saturated compressive strength of the filling material of rock slag is
greater than 6MPa.
2)Reserves
The mountain macro of 5km filling material of rock slag is thick, the upside has loose soil
cover, and the cover is very thick to the ridge with the largest thickness up to 25.4 m. The
cover is thinner to the sulcule with exposed bedrock, giving priority to with volcanic breccia.
The thickness of strongly weathered zone is 1.0 ~ 2.5 m, the geotechnical layer above the
strongly weathered zone rock mass is stripping layer, the geotechnical layer under the
strongly weathered zone rock mass is useful layer, excavation bottom elevation of useful
layer is considered as 1780 m (independent elevation system).
Five boreholes were arranged on the north side and the geological survey results were
combined. The reserves were calculated by the parallel section method, as shown in table
6-5-1, and the reserves were 1215 * 103m3, which was 1.5 times of the design requirements
136
AVIC & SMEDI JV
(800 * 103m3).
Calculation table of 5km filling material of rock slag by parallel section method
Table 6-5-1
The
The average area of the
Useless layer
Sectional area (m2)
Useful
Distance average
two sections (m2)
volume
Useful
layer
outside distance
No. of
(×103m3)
layer
Useless
layer
Useless
layer
average
cross between
cross
Reserves
Useful
Useful section two
thickness
section Strippi
(×103m3)
Stripping
Stripping Stripping layer
Stripping
(m) sections
ng interlayer (m)
interlayer layer
interlayer
layer
layer
layer
layer
(m)
layer
Useless layer
thickness (m)
2～2
575.8
4095.1
2～2′
575.8
4095.1
2～2′
575.8
4095.1
3～3′
2018.0
5375.6
3～3′
2018.0
5375.6
4～4′
2714.8
4215.1
575.8
4095.1
1296.9
5375.6
2366.4
4215.1
30
Total
17
123
105.1
136
498
124.0
293
595
447
1215
When the mining height is 1780m, which is already below the bottom of the creek river, it is
recommended to adopt measures (such as channel diversion) to ensure the construction safety.
6.5.2 Filling material of rock slag in quarry B
1) Overview
The Plot B, located in the south of A plot, is chosen as the filling material of rock slag. The
surface elevation is 1818.0 ~ 1899.0 m. Topography of Plot B with the slope shaped distribution
is higher in the west and lower in the east, and there is residential area at the top. There is the
village road linked with dam, which makes transport convenient.
The strata in the field are high limit clay of the Upper Pleistocene and the igneous rocks of
Tertiary. The main lithology of the bedrock is volcanic breccia, welded tuff.
2) Quality Evaluation
Refers to test result of rock samples, The compressive strength of the fused tuff is 3.62 ~
29.4MPa, the average value is 13.3MPa, the softening coefficient is 0.36 ~ 0.94, the average is
0.72; the compressive strength of the volcanic breccia is 4.86 ~ 44.0MPa, the average value of
22.43MPa, softening coefficient of 0.15 ~ 0.98, the average value of 0.58. For the saturated
compressive strength of volcanic breccia and fused tuff is less than 30Mpa, which satisfies the
137
AVIC & SMEDI JV
quality requirement that the design compressive strength of the slag fill is less than 6MPa.
3)Reserves
The mountain is magnificent in which the material field is located in, with thickness of the
surface layer 8.0 ~ 32.5m, the strongly weathered bedrock zone of 3.0 ~ 9.0m, all belong to the
stripping layer, relatively thick, which makes the rock bed utilization rate low. When the reserves
are calculated, the bottom boundary of the excavation is limited to the ground elevation on both
sides of the block. (refer to Table 6-5-2 for reserve calculation), useful layer reserves of about
3.29 million m3 after caculation, reach to 1.5 times of the design requirements (0.8 million m3).
Calculation table of filling material of rock slag by parallel section method
Table 6-5-2
No. of
cross
section
B1～
B1′
B2～
B2′
B2～
B2′
B3～
B3′
The
The average area of the
Sectional area (m2)
Useful
Distance average Useless layer volume
two sections (m2)
Useful
(×103m3)
layer
outside distance
layer
Useless layer
Useless layer
average
cross
between
Reserves
Useful
Useful
thickness
section
two
(×103m3)
Stripping
Stripping
Stripping
(m)
(m)
sections
interlayer
interlayer layer
interlayer layer
interlayer
layer
layer
layer
(m)
Useless layer
thickness (m)
Stripping
layer
4346.7
6285.0
7580.3
3243.6
7580.3
3243.6
3272.3
5963.5
4764.3
500
2981
2382
5426.3
1827.15
500
2713
913
5694
3295
410.7
Total
6.5.3 Proposal for filling material of rock slag
Filling material of rock slag are distributed in and out of the reservoir area, and the quantity and
quality can meet the design requirements.
When the 5km filling material of rock slag is selected for mining, the reserves are relatively rich,
the transport distance is relatively long and the cost is relatively high.
When choosing mining Plot B, stripping amount is larger, and may be affected by the river water
and reservoir water level rise after the cofferdam construction. Meanwhile, it must be paid
attention that the excavation will lead to the exposed rock mass, which will increase the
138
AVIC & SMEDI JV
possibility of reservoir leakage. Thus the soil with permeability cover should be adopted after
mining
In conclusion, we Suggest that 5km filling material of rock slag should be selected for mining
prioritily.
The field rolling compation test to determine the suitability of rock slag should be done before
filling.
There are many buildings in the mining area and surrounding area of each stone quarry, thus the
corresponding protective measures should be taken.
139
AVIC & SMEDI JV
7. Conclusion and Recommendation
7.1 Conclusion
1) The earthquake dynamic peak acceleration of the project area is 0.13g, the possibly
maximum seismic peak ground acceleration: 0.40g. and the corresponding earthquake
seismic intensity is 6 degrees.
2) The reservoir is located in the volcanic rock area, with no permanent leakage problem,
thus the possibility of inducing earthquakes by the reservoir is very small. However,
there are some exsisting immersion problems in the reservoir area, such as a certain
amount of siltation still left in the reservoir.
3) The problem of instability of soil banks, collapses and etc. in both sides still exist in
part of the reservoir but in small range, and will not pose a threat to the dam safety.
4) The dam site might mainly experience leakage of dam foundation. The dam
foundation has better stability against sliding, and the stability of the dam abutment is
good.
5) Spillway of dam site is located in the Quaternary upper Pleistocene series high liquid
limit clay (silt) soil layer, and there are some existing uneven deformation and water
scouring problems. The overall engineering geological conditions and the stability of
the spillway traffic bridge is better and suitable for construction. The diversion tunnel
is mainly located in the Tertiary volcanic breccia stratum, and the conditions for
forming holes in surrounding rock is poor. The foundation of intake tower is located
in the rock strong weathering zone, and there is a leakage problem with the foundation
of the upstream and downstream cofferdams.
6) The main mining layer of quarry is hornablended trychyte layer with qualified quality
and poor reserves, which can be used as stockyard for block stone and rockfill, but the
utilization is low. We recommend outsourcing of the concrete coarse aggregate and
fine aggregate. The reserves of borrow pits in reservoir region is rich, all the indexes
of the soil are qualified except the excessive content of clay grains and plastic index,
and the soil can meet the requirements of construction quality control accoding to the
140
AVIC & SMEDI JV
the rolling compaction test. The quality and quantity of volcanic breccia, fused tuff in
plot B can meet the needs of the shceme of core wall of stone slag dam.
7) The quality and quantity of volcanic breccia in 5 km stockyard, volcanic breccia and
fused tuff in Plot B can meet the requirements of the core wall stone slag scheme. It is
suggested that mining from the 5km stockyard outside the reservoir is preferred.
7.2 Recommendations
1) It is suggested that the new blanket layer should be put into the strong weathering
rock of bedrock, and setting the cut-off trench or to combine the curtain grouting
treatment in the strong weathering rock. It’s recommended to conduct curtain grouting
anti-seepage actions in the dam foundation and set up clay layers in front of the dam
to reduce leakage.
2) Spray concrete on the discharge flood washing sand tunnel, supportting it using
systematic bolt and steel reinforcement mesh and lining it by pouring concrete are
recommended.
3) The foundation of spillway shall be built on the bed rock.
4) Pile foundation and making the soft weathering rock as the bearing stratum of pile
foundation shall be adopted for the cross-spillway traffic bridge.
5) The treatment by consolidation grouting in the rock strong weathering zone of the
intake foundation is recommended.
6) It is recommended to carry out anti-seepage treatment in the foundation of upstream
and downstream cofferdams.
7) The design representative will participate in the construction of the whole project.
During the process of water storage, the reservoir area will be inspected, and the
stability of the slope will be highlighted. Meanwhile, the construction geological work
should be strengthened, and the problems should be solved in time.
141