draft report jayshree khola
DESCRIPTION
Geotech reportTRANSCRIPT
Department of RoadBridge Unit
Pulchowk, Lalitpur
Draft Report on
Detailed Soil Investigation Work for Jay Shree Khola
Bridge
at
Gaidakot, Nawalparasi
Submitted To:
Building Design Authority Pvt. Ltd.
Osho Bhavan, Kamaladi Kathmandu
Submitted By:
Jaljala Geo Solution Pvt. Ltd. Jwagal-10, Lalitpur
Tel :01-5011208 Oct, 2015
TableofContents1. INTRODUCTION ................................................................................................................................ 1
1.1. DESCRIPTION OF SITE ........................................................................................................... 1
1.2. GENERAL GEOLOGY ............................................................................................................. 1
1.3. SEISMICITY .............................................................................................................................. 2
2. OBJECTIVE AND SCOPE OF WORK .............................................................................................. 4
2.1. Field Work .................................................................................................................................. 4
2.2. Laboratory Work ......................................................................................................................... 4
3. METHODOLOGY ............................................................................................................................... 5
3.1. Rotary Drilling ............................................................................................................................ 5
3.2. Dynamic Cone Penetration Test (DCPT) ................................................................................... 5
3.3. Sampling ..................................................................................................................................... 5
3.4. Water Table Monitoring ............................................................................................................. 5
3.5. Laboratory Testing ...................................................................................................................... 6
4. FIELD INVESTIGATION RESULTS ................................................................................................ 7
4.1. Penetration Tests (SPT/DCPT) ................................................................................................... 7
4.2. Standard Penetration Test (SPT): ............................................................................................... 7
4.4. Bearing Capacity from SPT: ....................................................................................................... 9
5. RESULTS AND DISCUSSION ........................................................................................................ 13
REFERENCES ........................................................................................................................................... 14
APPENDICES
BOREHOLE LOGS
TEST RESULT SUMMARY SHEETS
LABORATORY TEST RESULTS
PHOTOGRAPHS
1
1. INTRODUCTION
This is a geotechnical investigation report carried out by Jaljala Geo Solution Pvt. Ltd. at
proposed Bridge site of river in Jay Shree Khola. This is the final report which discusses briefly
the field investigation works, analysis and interpretation of the obtained data and their
recommendations for application in the foundation design of the Bridge.
1.1. DESCRIPTION OF SITE
The soil investigation is done for a multi span bridge project across a river called Jay Shree
KholaThe site lies inNawalparasi. Figure below shows the site location. The drilling for soil
investigation was done on both bank and center of the river.
Photo 1: Drilling work under Progress
1.2. GENERAL GEOLOGY
The bridge site lies in the Sub-Himalaya Zone. The Sub-Himalaya Zone is also called as Siwalik
Zone and is delimited on the south by the Main Frontal Thrust (MFT) and on the north by the
Main Boundary Thrust (MBT). It consists basically of fluvial deposits of the Neogene age (23
million years to 1.6 million years old). This Zone extends all along the Himalaya forming the
southernmost hill range with width of 8 to 50 km. The Lesser Himalayan rocks thrust southward
over the rocks of Siwalik along the MBT (Dahal, 2006).
The general dip of beds of Siwalik has northward trend with varying angles and the overall strike
is east-west. The Siwalik Zone has number of east-west running thrusts. Siwalik Zone is also
rich with fossils. Fossils of plants, Pisces, reptiles and mammals (Carnivore, Proboscidean,
Artiodactyl, Rodent and Primates) have been reported from Siwalik.
2
1.3. SEISMICITY
Many earth scientists believe that longitudinally the entire 2,400 km long Himalayan arc can be
segmented into different individual parts (200-300 km) which periodically break and move
separately and produce mega earthquake (catastrophic earthquake) in the Himalayan region.
From east to west, the great earthquake of Assam, India (1950), Shilong, India (1897), Nepal-
Bihar, India (1934) and Kangra, India (1905) are the mega-earthquakes of the last century
produced by the movements in different parts of the Himalayan arc, all with magnitude around
8.0 - 8.7. When a sector of the Himalaya moves and produces earthquakes, it will take some
time (from decades to century) to repeat the event at the same place. Nepal is prone to an
earthquake of minor or major magnitude. Records of earthquakes since 1253 indicate that Nepal
was hit by 16 major earthquakes - the 1833 (magnitude 7.9) and 1934(magnitude 8.3) are two of
these which have occurred at an interval of 100 years. Statically, the earthquake occurrence
data of the last century shows that in average Nepal was hit by a big earthquake in every 12
years (Nakarmi, 1997).
Now-a-days, earth scientists are most concerned about the lack of occurrence of any great
earthquake between Kathmandu in the east and Dehra Dun, India in the west during the past
many centuries, and have named it the CENTRAL GAP. It is most likely that this segment of the
Himalaya is due for a major break to trigger a mega-earthquake in the Himalaya. It is even
suspected that it may be the greatest earthquake that we have so far experienced in the
Himalaya in the past few centuries. The area closer to the epicenter will suffer the maximum
damage.
3
Fig. 2: Historical events of Earthquakes (Source: Micro seismicepicenter map of Nepal
Himalaya and adjoining region, 1997 published by DoMG, GON).
Fig 3: Seismic zoning map (Source: UNDP/UNCHS (Habitat, 1994).
To counteract earthquake effect due consideration has to be taken in the structural design of
bridges. The project area is located in the area having Seismic Zoning Factor, Z, equal to 0.9,
according to the Nepal National Bridge Code (NBC 105: 1994).
4
2. OBJECTIVE AND SCOPE OF WORK
The objective behind this geotechnical investigation work is to provide information to the
Engineer about the geo- profile of the project site, the engineering properties and load carrying
capacity of the in-situ soil by carrying out different field works and various laboratories testing
works. With aforesaid objective field investigation works was started on 25 Nov 2015 and was
completed on 30 Nov 2015
The scope of works consist of field work as well as laboratory works.
2.1. Field Work
Field works included advancement of borehole by rotary drilling, conducting Standard
Penetration Test (SPT); DCPT, collection of undisturbed and disturbed samples and
measurements of ground water table.
2.2. Laboratory Work
The following laboratory tests have been carried out in order to assess the physicalproperties of
the soil.
2.2.1. General Properties
Sieve analysis
Natural Moisture Content
Specific Gravity
Shear Test
5
3. METHODOLOGY
The methodologies adopted for whole operation are described briefly in the following
subheadings.
3.1. Rotary Drilling
The boreholes at selected location were advanced by rotary drilling machine. Borehole
wasdrilled up to a depth of 20 meter. The method of rotary drilling has been selected based on
the site observation. The diameter of the hole was kept 100 mm so that undisturbed sample
could be extracted for tests like Directsheartestand Core Sample. The soil extracted during
drilling of each hole was observed carefully by the supervisor so as to make siteborehole logs.
3.2. Dynamic Cone Penetration Test (DCPT)
DCPTwas conducted in all drill holes. The tests were conducted at every 1.50 m interval, as far
as possible, starting first at 1.50 m depth. The total number of blow count of a 65 kg hammer,
falling freely through 75 cm height, required for 2nd and 3rd 150 mm penetration of cone were
recorded as field N-value and are presented in the borehole logs. The purpose of the test is to
obtain information on relative density of cohesion less soil and consistency of cohesive soils.
The samples obtained in the split tube are disturbed but representative samples. They are
preserved for determination of the index properties of the soil. Number of blow is counted by
DCPT for gravel and boulder layer.
3.3. Sampling
Before any sample was taken, the borehole was cleaned up of loose disturbed soil deposited
during boring operation. The samples thus obtained were placed in airtight plastic bags, labeled
properly for identification. Undisturbed samples were not taken for cohesion less soil. Core
samples of rocks were also not obtained during drilling process. The core recovery was very
poor.
3.4. Water Table Monitoring
Water table was measured in borehole during the period of investigation. The water level
measured in a particular borehole at the end of 24hour's period after the completion of drilling, is
recorded as the water level for that borehole. Fluctuation in the water level in borehole observed
6
during the investigation period was recorded every day before the start and end of every shift of
work. Water table is found at ground level.
3.5. Laboratory Testing
Depending upon the type of soil and the scope of works, type and number of the laboratory test
were determined in consultation with the Engineer. The tests were carried out utilizing standard
procedures as specified by IS, BS, AASHTO or ASTM. Sieve analysis, specific gravity, shear
test presented in annex is done for sludge sample obtained during coring process.
7
4. FIELD INVESTIGATION RESULTS
4.1. Penetration Tests (SPT/DCPT)
Dense sand mixed with Gravels and boulders was observed during the borehole drilling.
So, Dynamic Cone penetration Test (DCPT) was conducted in thedrill hole at the interval
of 1.5 meters down the borehole, in remaining depth of BH1 and remaining boreholes.
The tests were conducted at every 1.50 m interval, as far as possible, starting first at 1.50
m depth. The total penetration depth under 50 blow count of a 65 kg hammer, falling
freely through 75 cm height, is noted.Then the number of blows for penetration of
300mm, is the DCPT value.The DCPT value obtained is again converted in SPT using
the correlation given by Central Building Research Institute, Roorkee;
NDCP= 1.5NSPT for depths upto 4m NDCP = 1.75NSPT for depths between 4 to 9m NDCP= 2NSPT for depths greater than 9m
4.2. Standard Penetration Test (SPT): Theory:
The SPT values have been corrected in accordance with the proposal of
Skempton, (1986) and Liao and Whitman (1987) as outlined below with
consideration of field procedure, hammer efficiency, borehole diameter, sample
and rod length.
Correction of SPT N-value
N60 = Em CB CS CR (N/0.60)
Where:
N60 = SPT N value corrected for field procedure
Em = Hammer Efficiency
CB = borehole diameter correction
CS = Sample Correction
CR = rod length correction
N = SPT N value recorded in the field
8
The correction factors taken are :
Em = 0.30 for hand drop hammer
CB = 1.0 for 100 mm dia. borehole
Cs = 0.8 sampler with liner
CR = 0.75 for rod length 3.0 - 4.0 m
0.85 for rod length 4.0 - 6.0 m
0.95 for rod length 6.0 - 10 m
1.0for rod length >10 m
Correction of corrected N45 field value for overburden pressure using the relation after
Liao and Whitman, 1987
(N1)60 = N60√(95.76/'z)
Where:
N60 = SPT N value corrected for field procedure
(N1)60 = SPT N-value corrected for field procedures and overburden stress
4.3. Field DCPT/SPT Summary:
The log of all the boreholes shows that the field DCPT values of all the
layers are always greater than 50. The converted SPT values are also
greater than 50. So the SPT values greater than 50 is reduced to this
value(50) for the analysis. The summary of field DCP test with converted
SPT and Adopted SPT N values are shown in Table below.
9
Depth BH1
RL ( m) DCPT N Adopted SPT N
1.5 >50 50
3 >50 50
4.5 >50 50
6 >50 50
7.5 >50 50
9 >50 50
10.5 >50 50
12 >50 50
13.5 >50 50
15 >50 50
16 >50 50
4.4. Bearing Capacity from SPT: Theory:
The allowable bearing capacity based on the SPT test according to Meyerhof
is:
Also, skin friction and end bearing capacity of deep foundations is calculated using Quiros and Reese (1977) and Reese and O’Neill (1988) equations respectively.
10
According to Quiros and Reese (1977);
i.e.fs=95.76(0.026N) KPa
Again, According toReese and O’Neill (1988) q (ult) = 95.76(0.6N) for N≤ 75
q (ult) = 95.76*45 for N > 75
11
4.5. Bearing Capacity:
The bearing capacity of open foundation for 10m x 10m foundation size,
at various depth,using the bearing capacity by the Bowles/Meyerhof,
1976 equation is shown below.
Also, the bearing capacity of drilled shaft of 0.6m, 0.75m and 0.9m
diameter at various depths are mentioned below.A factor of safety of 2.5 is
adopted for estimation of allowable side shear capacity, and 3 for estimation of
12
allowable base bearing capacity from their respective ultimate values.If the foundation is submerged adopt a factor of safety of 6 for estimation of allowable base bearing capacity from their respective ultimate values.
Dia. 0.6m Dia. 0.75m Dia. 0.9m Depth, m
fs, kN/m2
qb, kN/m2
fs, kN/m2
qb, kN/m2
fs, kN/m2
qb, kN/m2
1.5 46.5 1687.5 46.5 1687.5 46.5 1687.5
3 54.2 1687.5 54.2 1687.5 54.2 1687.5
4.5 60.3 1870.3 60.3 1870.3 60.3 1870.3
6 77.7 2027.5 64.7 2027.5 64.7 2027.5
7.5 81.7 2109.5 79.7 2109.5 79.7 2109.5
9 85.7 2156.9 83 2156.9 83 2156.9
10.5 88.6 2186.6 86.7 2186.6 86.7 2186.6
12 90.1 2206.2 89.2 2206.2 89.2 2206.2
13.5 91.1 2219.9 90.5 2219.9 90.5 2219.9
15 91.6 2229.8 91.3 2229.8 91.3 2229.8
16.5 92.1 2237.2 91.7 2237.2 91.7 2237.2
18.0 92.1 2242.9 92.1 2242.9 92.1 2242.9
19.5 92.1 2247.3 92.1 2247.3 92.1 2247.3
13
5. RESULTS AND DISCUSSION
The river bed consists of dense sand with gravels and boulders. Hence the bearing capacity is found
to be very good. However due to the presence of shallow water table a suitable factor of safety should
be adopted to get the allowable bearing capacity from the ultimate values. For open foundation, the
allowable bearing capacity to be adopted for design should not exceed 500 KPa. Special provision
should be provided for shuttering and bracing during excavation process.
14
REFERENCES
1. Bowels Joseph E, 1984: Physical and Geotechnical Properties of Soils 2. MJ. Tomlinson, 1980: Foundation Design and Construction, ELBS, London. 3. Punmia B. C., 1973 Soil Mechanics and Foundation, Standard Book House, Delhi 4. Teng Wayne C., 1981 Foundation Design, Prentice-Hall of India Private Limited. 5. IS: 1890-1966, January, 1970: Draft revision of Indian Standard criteria for
earthquake design of structure – Indian Standards Institution, Pp 44.
6. Upetri B. N.: Earthquake and Earthquake Hazards in Nepal - News Bulletin of Nepal Geological Society, Vol. 18, April 2001.
7. Ervin M. C. (Editor): In-Situ Testing for Geotechnical Investigation
- Proceeding of an extension course on In-situ testing for Geotechnical Investigations /Sydney / May-June 1983.
8. Nepal National Bridge Code
NBC 105:1994 Seismic Design of Bridge in Nepal, HMG Ministry of Housing and Physical Planning
9. Donald P. Coduto Geotechnical Engineering Principles and
practices Prentice-Hall of India Private Limited, N.D,
2002. 10. M. R. Pandey, G. R. Chitrakar, B. Kafle, S. N. Sapkota,
S. Rajaure and U. P. Gautam Seismic Hazard Map of Nepal, National Seismological Centre, Lainchaur, Kathmandu
11. Swami Saran Analysis and Design of Substructures, Oxford & IBH publication co. Pvt.
Ltd, New Delhi 12. Braja M. Das Principle of Foundation Engineering, Thomson Asia Pte. Ltd. Singapore
APPENDICES:
APPENDIX A
BOREHOLE LOG
Project Name : Jaya Shree Khola Bridge Start Date: 25‐Nov‐2015
Location: Gaidakot, Nawalparasi End Date: 30‐Nov‐2015
Water Level : 50 cm Total Depth: 20 m
Total Depth: 20 m
15cm 30cm 45cm
1.5 18 30 40 >50/40 below
3 21 35 >50/35 below
4.5 20 38 >50/33 below
6 >50/35 below
7.5 >50/34 below
9 >50/30 below
10.5 >50/28 below
12 >50/27 below
13.5 >50/25 below
15 >50/25 below
16.5 >50/24 below
18 >50/25 below
19.5 >50/24 below
Light grey to white very dense gravely
sand with pebbles and cobbles
Light grey to white very dense gravely
sand with pebbles, cobbles traces of
boulders.
Light grey to white very dense gravely
sand with cobbles and boulders.
Jaljala Geo Solution Pvt. Ltd.Jwagal‐10 Lalitpur
Bore Hole Log
Soil Description Symbol
SPT/DCPT‐
Depth (m)
SPT‐DCPTTotal of N
value
APPENDIX B
TEST RESULT SUMMARY SHEET
Gravel SandSilt & Clay
C φ
(m) % % % % KN/m3 KN/m3 KN/m2 Degree1.5 8 84 8 32.99 2.543 0 90 10 32.42 2.58
4.5 0 88 12 31.85 2.57 0 23.46 6 85 9 33.15 2.58 0 23.4
7.5 0 89 11 32.55 2.56 0 23.49 0 89 11 31.25 2.58 0 24.34
10.5 0 92 8 30.87 2.58 0 24.3412 0 91 9 34.52 2.57 0 26.18
13.5 0 92 8 33.84 2.58 0 26.1815 0 93 7 37.91 2.58 0 25.27
16.5 0 95 5 34.37 2.58 0 25.2718 0 93 7 35.46 2.58 0 25.73
19.5 0.00 93.00 7.00 34.84 2.58 0 25.73
1
Jay Shree Khola, NawalparasiTest Result Summary Sheet
Jaljala Geo Solution Pvt. Ltd.Lalitpur-14
Direct Shear TestPercentage of
BH No.
Depth Natural Moisture Content Bulk Unit Weight Dry Unit Weight Specific Gravity
APPENDIX C
LABORATORY TEST RESULTS
BH Depth m Wt. of wet soil (gms)
Wt. of dry soil (gms)
Wt. of water(gms)
Moisture content (%)
1.5 76.48 57.51 18.97 32.993 90.43 68.29 22.14 32.42
4.5 70.25 53.28 16.97 31.856 63.98 48.05 15.93 33.15
7.5 60.02 45.28 14.74 32.559 86.19 65.67 20.52 31.25
10.5 59.26 45.28 13.98 30.8712 63.60 47.28 16.32 34.52
13.5 61.70 46.10 15.60 33.8415 62.75 45.50 17.25 37.91
16.5 60.40 44.95 15.45 34.3718 62.42 46.08 16.34 35.46
19.5 63.75 47.28 16.47 34.84
Jaljala Geo Solution Pvt. Ltd.Lalitpur, 14
Jay Shree Khola, NawalparasiMoisture Content
1
BHDepth
Wt. of Pyc+Water
(A)Wt. of Pyc
(B)
Wt. of Pyc+ dry Sample ©
Wt. of Pyc+ Sample+
water full (E)
Wt of dry sample
(D)
Specific Gravity
(G)1.5 175.37 67.14 90.14 189.32 23 2.543 175.37 67.14 90.14 189.46 23 2.58
4.5 175.37 67.14 90.14 189.43 23 2.576 175.37 67.14 90.14 189.45 23 2.58
7.5 175.37 67.14 90.14 189.40 23 2.569 175.37 67.14 90.14 189.45 23 2.58
10.5 175.37 67.14 90.14 189.45 23 2.5812 175.37 67.14 90.14 189.43 23 2.57
13.5 175.37 67.14 90.14 189.44 23 2.5815 175.37 67.14 90.14 189.44 23 2.58
16.5 175.37 67.14 90.14 189.44 23 2.5818 175.37 67.14 90.14 189.44 23 2.58
19.5 175.37 67.14 90.14 189.44 23 2.58
Jaljala Geo Solution Pvt. Ltd.Lalitpur, 14
Jay Shree Khola, Nawalparasi
1
SPECIFIC GRAVITY
Initial Weight 331.33 Bore hole 1Wt. of Sample (gms): 331.33Depth (m): 1.5
6.3 26 26.00 7.85 92.154.750 0.00 26.00 7.85 92.152.360 0.00 26.00 7.85 92.151.180 0.00 26.00 7.85 92.150.600 4.27 30.27 9.14 90.860.300 143.85 174.12 52.55 47.450.150 73.28 247.40 74.67 25.330.075 56.38 303.78 91.69 8.31Pan 27.55 331.33 100.00 0.00
331.33
Initial Weight 253.74Bore hole 1Wt. of Sample (gms): 253.74Depth (m): 3
4.750 0.00 0.00 0.00 100.002.360 0.00 0.00 0.00 100.001.180 0.00 0.00 0.00 100.000.600 1.20 1.20 0.47 99.530.300 121.63 122.83 48.41 51.590.150 56.25 179.08 70.58 29.420.075 48.93 228.01 89.86 10.14Pan 25.73 253.74 100.00 0.00
253.74
Initial Weight 299.98Bore hole 1Wt. of Sample (gms): 299.98Depth (m): 4.5
4.750 0.00 0.00 0.00 100.002.360 0.00 0.00 0.00 100.001.180 0.00 0.00 0.00 100.000.600 3.56 3.56 1.19 98.810.300 130.10 133.66 44.56 55.440.150 77.11 210.77 70.26 29.740.075 53.26 264.03 88.02 11.98Pan 35.95 299.98 100.00 0.00
299.98
SEIVE ANALYSISJaljala Geo Solution P. Ltd.
Jay Shree Khola, Nawalparasi
Seive Size (mm)
Wt. of Retained soil
(gm)
Cumulative weight
Retained (gm)
Cumulative percentage retined %
Percent pasing %
Seive Size (mm)
Wt. of Retained soil
(gm)
Cumulative weight
Retained (gm)
Cumulative percentage retined %
Percent pasing %
Seive Size (mm)
Wt. of Retained soil
(gm)
Cumulative weight
Retained (gm)
Cumulative percentage retined %
Percent pasing %
0102030405060708090
100
0.001 0.01 0.1 1 10 100
Per
cent
age
Fin
er
Particle Size, mm
0102030405060708090
100
0.001 0.010 0.100 1.000 10.000 100.000
Per
cent
age
Fin
er
Particle Size, mm
0102030405060708090
100
0.001 0.010 0.100 1.000 10.000 100.000
Per
cent
age
Fin
er
Particle Size, mm
Initial Weight 375.05 Bore hole 1Wt. of Sample (gms): 375.05Depth (m): 6
9.5 21 21.00 5.60 94.404.750 0.00 21.00 5.60 94.402.360 0.00 21.00 5.60 94.401.180 0.00 21.00 5.60 94.400.600 2.16 23.16 6.18 93.820.300 166.64 189.80 50.61 49.390.150 80.55 270.35 72.08 27.920.075 69.90 340.25 90.72 9.28Pan 34.80 375.05 100.00 0.00
375.05
Initial Weight 366.15Bore hole 1Wt. of Sample (gms): 366.15Depth (m): 7.5
4.750 0.00 0.00 0.00 100.002.360 0.00 0.00 0.00 100.001.180 3.10 3.10 0.85 99.150.600 4.90 8.00 2.18 97.820.300 154.71 162.71 44.44 55.560.150 87.28 249.99 68.28 31.720.075 77.56 327.55 89.46 10.54Pan 38.60 366.15 100.00 0.00
366.15
Initial Weight 270.78Bore hole 1Wt. of Sample (gms): 270.78Depth (m): 9
4.750 0.00 0.00 0.00 100.002.360 0.00 0.00 0.00 100.001.180 4.76 4.76 1.76 98.240.600 2.30 7.06 2.61 97.390.300 100.85 107.91 39.85 60.150.150 76.30 184.21 68.03 31.970.075 56.29 240.50 88.82 11.18Pan 30.28 270.78 100.00 0.00
270.78
SEIVE ANALYSISJaljala Geo Solution P. Ltd.
Jay Shree Khola, Nawalparasi
Seive Size (mm)
Wt. of Retained soil
(gm)
Cumulative weight
Retained (gm)
Cumulative percentage retined %
Percent pasing %
Seive Size (mm)
Wt. of Retained soil
(gm)
Cumulative weight
Retained (gm)
Cumulative percentage retined %
Percent pasing %
Seive Size (mm)
Wt. of Retained soil
(gm)
Cumulative weight
Retained (gm)
Cumulative percentage retined %
Percent pasing %
0102030405060708090
100
0.001 0.01 0.1 1 10 100
Per
cent
age
Fin
er
Particle Size, mm
0102030405060708090
100
0.001 0.010 0.100 1.000 10.000 100.000
Per
cent
age
Fin
er
Particle Size, mm
0102030405060708090
100
0.001 0.010 0.100 1.000 10.000 100.000
Per
cent
age
Fin
er
Particle Size, mm
Initial Weight 432.63 Bore hole 1Wt. of Sample (gms): 432.63Depth (m): 10.5
6.3 0 0.00 0.00 100.004.750 0.00 0.00 0.00 100.002.360 0.00 0.00 0.00 100.001.180 0.00 0.00 0.00 100.000.600 2.00 2.00 0.46 99.540.300 77.43 79.43 18.36 81.640.150 197.29 276.72 63.96 36.040.075 122.51 399.23 92.28 7.72Pan 33.40 432.63 100.00 0.00
432.63
Initial Weight 401.94Bore hole 1Wt. of Sample (gms): 401.94Depth (m): 12
4.750 0.00 0.00 0.00 100.002.360 0.00 0.00 0.00 100.001.180 0.00 0.00 0.00 100.000.600 4.06 4.06 1.01 98.990.300 83.80 87.86 21.86 78.140.150 172.71 260.57 64.83 35.170.075 103.46 364.03 90.57 9.43Pan 37.91 401.94 100.00 0.00
401.94
Initial Weight 384.33Bore hole 1Wt. of Sample (gms): 384.33Depth (m): 13.5
4.750 0.00 0.00 0.00 100.002.360 0.00 0.00 0.00 100.001.180 0.00 0.00 0.00 100.000.600 2.65 2.65 0.69 99.310.300 73.35 76.00 19.77 80.230.150 158.21 234.21 60.94 39.060.075 119.27 353.48 91.97 8.03Pan 30.85 384.33 100.00 0.00
384.33
SEIVE ANALYSISJaljala Geo Solution P. Ltd.
Jay Shree Khola, Nawalparasi
Seive Size (mm)
Wt. of Retained soil
(gm)
Cumulative weight
Retained (gm)
Cumulative percentage retined %
Percent pasing %
Seive Size (mm)
Wt. of Retained soil
(gm)
Cumulative weight
Retained (gm)
Cumulative percentage retined %
Percent pasing %
Seive Size (mm)
Wt. of Retained soil
(gm)
Cumulative weight
Retained (gm)
Cumulative percentage retined %
Percent pasing %
0102030405060708090
100
0.001 0.01 0.1 1 10 100
Per
cent
age
Fin
er
Particle Size, mm
0102030405060708090
100
0.001 0.010 0.100 1.000 10.000 100.000
Per
cent
age
Fin
er
Particle Size, mm
0102030405060708090
100
0.001 0.010 0.100 1.000 10.000 100.000
Per
cent
age
Fin
er
Particle Size, mm
Initial Weight 381.69 Bore hole 1Wt. of Sample (gms): 381.69Depth (m): 15
6.3 0 0.00 0.00 100.004.750 0.00 0.00 0.00 100.002.360 0.00 0.00 0.00 100.001.180 3.29 3.29 0.86 99.140.600 3.40 6.69 1.75 98.250.300 75.28 81.97 21.48 78.520.150 147.28 229.25 60.06 39.940.075 127.10 356.35 93.36 6.64Pan 25.34 381.69 100.00 0.00
381.69
Initial Weight 409.75Bore hole 1Wt. of Sample (gms): 409.75Depth (m): 16.5
4.750 0.00 0.00 0.00 100.002.360 0.00 0.00 0.00 100.001.180 0.00 0.00 0.00 100.000.600 3.00 3.00 0.73 99.270.300 84.28 87.28 21.30 78.700.150 172.09 259.37 63.30 36.700.075 130.28 389.65 95.09 4.91Pan 20.10 409.75 100.00 0.00
409.75
Initial Weight 400.9Bore hole 1Wt. of Sample (gms): 400.90Depth (m): 18
4.750 0.00 0.00 0.00 100.002.360 0.00 0.00 0.00 100.001.180 0.00 0.00 0.00 100.000.600 4.19 4.19 1.05 98.950.300 73.25 77.44 19.32 80.680.150 168.77 246.21 61.41 38.590.075 126.20 372.41 92.89 7.11Pan 28.49 400.90 100.00 0.00
400.9
SEIVE ANALYSISJaljala Geo Solution P. Ltd.
Jay Shree Khola, Nawalparasi
Seive Size (mm)
Wt. of Retained soil
(gm)
Cumulative weight
Retained (gm)
Cumulative percentage retined %
Percent pasing %
Seive Size (mm)
Wt. of Retained soil
(gm)
Cumulative weight
Retained (gm)
Cumulative percentage retined %
Percent pasing %
Seive Size (mm)
Wt. of Retained soil
(gm)
Cumulative weight
Retained (gm)
Cumulative percentage retined %
Percent pasing %
0102030405060708090
100
0.001 0.01 0.1 1 10 100
Per
cent
age
Fin
er
Particle Size, mm
0102030405060708090
100
0.001 0.010 0.100 1.000 10.000 100.000
Per
cent
age
Fin
er
Particle Size, mm
0102030405060708090
100
0.001 0.010 0.100 1.000 10.000 100.000
Per
cent
age
Fin
er
Particle Size, mm
Initial Weight 354.34 Bore hole 1Wt. of Sample (gms): 354.34Depth (m): 19.5
6.3 0 0.00 0.00 100.004.750 0.00 0.00 0.00 100.002.360 0.00 0.00 0.00 100.001.180 4.86 4.86 1.37 98.630.600 2.11 6.97 1.97 98.030.300 65.68 72.65 20.50 79.500.150 130.29 202.94 57.27 42.730.075 125.10 328.04 92.58 7.42Pan 26.30 354.34 100.00 0.00
354.34
SEIVE ANALYSISJaljala Geo Solution P. Ltd.
Jay Shree Khola, Nawalparasi
Seive Size (mm)
Wt. of Retained soil
(gm)
Cumulative weight
Retained (gm)
Cumulative percentage retined %
Percent pasing %
0102030405060708090
100
0.001 0.01 0.1 1 10 100
Per
cent
age
Fin
er
Particle Size, mm
APPENDIX D
PHOTOGRAPHS
Jay Shree Khola site
SPT at 4.5m
Sample Collection
Drilling work at site
Hammering
DCPT at 9m