report 132kv

June, 2013

132 KV Damak-Kabeli Transmission Line Project-Nepal

132 KV Damak-Kabeli Transmission Line Project

Nepal

Contractor : Jaguar Overseas and Aster JV

Draft Final Report On Geotechnical Investigation Works

of

Client : Nepal Electricity Authority (NEA)

Submitted By :

P. O. Box : 5720, Kathmandu, Nepal

Tel : 5548900 Fax : (977-1) 5523103, E-mail : [email protected]

dlN^ Nofa -k|f=_ ln=

MULTI Lab (P) Ltd.Pulchowk, Lalitpur

Proposed Site

DADELDHURA

BAITADI

KANCHANPUR

JHAPAMORANG

ILAM

SUNSARI

BHOJPUR

OKHALDHUNGA

DOLAKHASINDHUPALCHOWK

KAVRELALITPUR

BHAKTAPUR

KATHMANDUDHADING

RASUWA

MAKWANPUR

NUWAKOTSANKHUWASABHA

DHANKUTAUDAYAPUR

SAPTARI

TAPLEJUNG

TERHATHUM

PANCHTHAR

RAMECHAP

DHANUSA

SIRAHA

SINDHULI

MANANG

TANAHUN

LAMJUNG

CHITWAN

GORKHA

BARA

PARSA

RAUTAHAT

SOLUKHUMBU

KHOTANG

ARGHAKHANCHI

GULMI

MYAGDI

DOLPA

BAGLUNG

PYUTHAN

KAPILBASTU

PALPA

RUPANDEHI

SYANGJA

PARBAT

MUSTANG

JAJARKOT

HUMLA

DAILEKH

KALIKOT

BANKE

MUGU

JUMLA

DANG

SALLYAN

RUKUM

MID WESTERN

ROLPA

BAJHANG

DOTI

KAILALI SURKHET

ACHHAM

BARDIA

BAJURA

WESTERNKASKI

NAWALPARASI

CENTRAL

EASTERN

DARCHULA

SARLAHI

MAHOTARI

FAR WESTERN

TABLE OF CONTENTS

Table of Contents Page

1. INTRODUCTION 1

2. LITERATURE REVIEW 1

2.1 Geology 1

2.2 Siesmicity 1

3. FIELD WORK 1

3.1 General 1

3.2 Boring 2

3.3 Photographs 2

3.4 Sampling 2

3.5 Field Test 2

3.6 Ground Water Table Monitoring 2

4. LABORATORY TESTS AND RESULTS 3

5. SOIL DESCRIPTION 5

6. FOUNDATION ANALYSIS 5

6.1 General 5

6.2 Depth of Foundation 5

6.3 Computation of Bearing Capacity 5

7. PEAK HORIZONTAL ACCELERATION 13

8. DISCUSSIONS 13

9. RECOMMENDATIONS 14

10. REFERENCES 14

LIST OF TABLES

Table 1 Summary of Field Works 2

Table 2 Test Results Summary Sheet 4

Table 3 Soil Description 5

Table 4 Foundation Details 6

Table 5 SPT Value Correction 7-8

Table 6 Computation of Bearing Capacity Analysis 10

Table 7 Computation of Pile Foundation Analysis 11-12

Table 8 Summary of Bearing Capacity Analysis 13

APPENDICES

APPENDIX-A: Borehole Logs

APPENDIX-B: Test Result Sheets

Soil Investigation Work of 132 KV Damak-Kabeli Transmission Line Project-Nepal

MULTI Lab (P). Ltd. Page 1 of 14

1. INTRODUCTION

This report on proposed 132 KV Damak Kabeli Transmission Line Tower at Chainages km

19375 (Location No 10/2), 6121 (Location No AP - 4/0) and 5097 (Location No 3/5) discusses

the details of soil investigation works and foundation recommendations for its proposed site at

the stated locations. This work has been carried as per the information provided by R K Das

D.G.M (Projects), Jaguar Overseas (P) Ltd New Delhi. Pile capacity has been analyzed at

locations 10/2 and 3/5 the chainages of which are stated above. Open foundation has been

designed at location AP 4/0, chainage km 6121. The investigation work included literature

review, test pit excavation/ augur boring; SPT Test, Laboratory Tests and Analysis of various test

results to predict the allowable bearing capacity of sub-soil at the proposed Transmission Tower

Foundation and recommend the most suitable foundation compatible to the prevailing soil

conditions. The details of the investigation work as well as that of findings of the analysis carried

out are presented in the following paragraphs.

2. LITERATURE REVIEW

2.1 Geology

The literature study has been confined mostly in the geology and seismicity of the study area.

Geologically the study area lies in Terai and Midland between Mahabharat range in the south and

higher Himalaya in the north. Some portion of the study area also lies in the siwalik formation. The

geo-morphological units of the area consist of low lying hills, river basins and tectonic basins. The

width is approximately 30 km and extends from east to west of Nepal in the form of a strip. The

main rock formations are purple phyllite, amphibolite, dolomite, sandstone, mudstone, quartzite

and gneiss. In most areas rock phyllite lies at the top followed by amphibollite. In some areas rocks

above amphibollite comprise dolomite, quartzite and gneiss.

2.2 Seismicity

The Characteristics of seismic ground vibration expected at any locations depends upon the

magnitude of earthquake, its depth of focus, distance from the epicenter, characteristics of path

through the seismic waves travel and the soil strata on which the structure stand. The random

earthquake ground motions, which cause structures to vibrate, can be resolved into three mutually

perpendicular directions. The predominant direction of ground vibration is usually horizontal.

Nepal lies in the zone which is highly vulnerable in the event earthquake. As per the study

conducted by JICA 2002, at any time major earthquakes of intensity over VII in Modified Marcalli

Intensity (MMI) could trigger in the country. The intensity could go up to IX in the study area. This

intensity is equivalent to 7.5 in moment scale.

3. FIELD WORK

3.1 General

The fieldwork included Rotary Drilling, Sampling, Standard Penetration Test and Water Table

Monitoring. The details of the field works carried out at the proposed site are presented in Table 1.



Table 1 - Summary of Field Works

S No Location Boring

Type

BH/PIT

No

Started

on

Completed

on

Depth

m

1 10/2 Rotary 1 22 05 - 2013 25 05 - 2013 12

2 AP 4/0 Rotary 2 26 05 - 2013 27 05 - 2013 6

3 3/5 Rotary 3 27 05 - 2013 28 05 - 2013 12

3.2 Boring

The field investigation was carried out by using Rotary Drilling. The drilling holes were logged

continuously in the field for all the locations. The logs included visual classification of soil,

records of SPT values and position of ground water table. The field record of logs were updated

after completion of laboratory investigation works wherever was necessary. The updated logs for

the tower foundation sites are presented in Appendix A.

3.3 Photographs

A set of color photographs was taken to show the record of ground investigation work. The

photographs cover the location of borehole, drilling of hole and pits, sample recovery and soil

samples.

3.4 Sampling

Before any disturbed samples were taken, the bore holes were washed clean to flush any loose

disturbed soil particles deposited during the boring operation. The samples obtained in the split

spoon barrel of SPT tube during SPT tests were preserved as representative disturbed samples.

The disturbed samples recovered were placed in airtight doubled 0.5 mm thick transparent plastic

bags, labeled properly for identification and finally sealed to avoid any loss of moisture. Only

then the samples were transportation to the laboratory for further investigation. Due to presence

of sandy soil undisturbed samples could not be taken.

3.5 Field Test.

Standard Penetration Test (SPT) was the field test conducted at the site. A standard split barrel

sampler was used in the test. The SPT tests were conducted in all the pits and augur holes of the

site at depth interval of every 1 m. The driving of split-spoon was recorded at every 150 mm of

penetration till the total depth of penetration of 450 mm was reached. The number of blows

recorded for the first 150 mm of penetration is disregarded. The number of blows recorded for

the last two 150 mm intervals are added and expressed as SPT N-value. The records of the SPT

values obtained are presented in logs in Appendix A. The recorded SPT values are without any

correction of overburden pressure and water table. The test was conducted without using liner.

The maximum rod length used was 13.50 m. The SPT value obtained in the field are corrected

for overburden pressure.

3.6 Ground Water Table Monitoring

The position of ground water table was measured at each borehole. The water level observed in

the bore holes at the end of a 24 hours long period after completion of boring work was taken as

the position of ground water table. The depth to ground water table from ground level for all the

boreholes are given in the borehole logs presented in the Appendix A.



4. LABORATORY TESTS AND RESULTS

The following laboratory tests were conducted:

a) Grain Size Analysis (Sieve)

b) Specific Gravity

c) Natural water content

The above laboratory tests were performed as per the specification laid down in the IS standard

codes. The above tests were conducted at the Geotechnical Laboratory of MULTI Lab (P) Ltd. at

Kopundole Height, Lalitpur. The results of laboratory tests were compiled in the form of Test

Results Summary Sheet and are presented in Table-2. The test result sheets of individual tests are

given in Appendix B.

Table 2. - Test Result Summary Sheet

Project : 132 KV Damak- Kabeli Transmission Line Project -Nepal

BH. Depth Water Specific

Content

No m Silt Clay % Gravity

0.00-3.00 58.00 34.00 6.64 -

3.00-6.00 39.00 54.00 11.70 2.66

6.00-9.00 28.00 64.00 13.14 -

9.00-12.00 60.00 35.00 5.51 -

0.20-3.00 3.00 81.00 17.10 2.61

3.00-6.00 6.00 81.00 18.13 -

0.00-3.00 5.00 60.00 16.77 -

3.00-9.00 4.00 81.00 12.70 2.64

9.00-12.00 8.00 70.00 15.22 -

35.00

15.00

22.00

8.00

5.00

16.00

13.00

3

1

2

MULTI Lab (P) Ltd.

Fines

% of

Gravel Sand

8.00

7.00




5. SOIL DESCRIPTION

The surface as well as sub-surface geological features existing at the proposed site is shown in the

borehole logs presented in Appendix A. The soil types existing at the site are as shown in Table 3

below.

Table 3 Soil Description

S No Location BH No

1 10/2 1 The soil to a depth of 3.0 m is gray to white very dense moist sandy

gravels with traces of cobbles. From depth 3.0 to 6 m the soil is

gray to brown very dense moist gravelly sand with traces of

cobbles. Between 6.0 m to 9.0 m depth the soil is gray to brown to

white moist very dense coarse to medium sand including gravels

and cobbles. The soil from depth 9.0 m to investigated depth of 12

m is gray to brown and white moist very dense sandy gravels

including cobbles.

2 AP 4/0 2 The soil to a depth of 0.20 m is vegetable top soil. From depth 0.20

to 3 m the soil is gray to brown and white moist medium dense silty

sand with traces of gravels. The soil from depth 3.0 m to

investigated depth of 6 m is gray to white moist medium dense

coarse to fine sandwith gravels and silt.

3 3/5 3 The soil to a depth of 3.0 m is gray to brown loose to medium dense

moist silty sand with traces of pebbles. From depth 3.0 to 9.0 m the

soil is gray to brown and white medium dense moist silty coarse to

fine sand with traces of gravels. The soil from depth 9.0 m to

investigated depth of 12 m is gray to brown moist medium dense

silty sand including traces of pebbles.

6. FOUNDATION ANALYSIS

6.1 General

Before selecting a given type of foundation vis--vis the particular set of conditions prevailing at

a site, the probable performance of the foundation must be judged with respect to two types of

potentially unsatisfactory behavior. In the first place, the bearing capacity of the foundation soil

must be sufficient enough to ensure that the induced total or differential settlement is not

detrimental. Secondly, the bearing capacity should be such that excessive shear strain, which

could lead to shear failure, does not occur.

6.2 Depth of Foundation

The depth of foundation is governed mainly factors such as scour depth and the nature of the

subsoil strata to place the foundation, basement requirement and other environmental factors.

Isolated pad foundation is the common type of foundation for transmission tower. The locations

at the stated towers lie at the river crossing. There could be possibility scour to the tower

foundation. As a result the foundation should be placed at least 2 m depth below the depth of

maximum scour. At the moment hydrological data are not available, the maximum depth of

scour has been assumed. Table 4 shown below shows the details of data assumed and types of

foundation adopted.



Table 4 Foundation Details

BH

No

Location No Chainage

km

Assumed

Scour

Depth from

Bed Level,

m

Type of

Foundation

Adopted

Minimum Depth of

Foundation from

River Bed, m

1 10/2 19375 4 Pile 9

2 AP 4/0 6121 3 Open 5

3 3/5 5097 4 Pile 9

6.3 Computation of Bearing Capacity

6. 3.1 General

Open and pile foundation have been analyzed at these locations. The bearing capacity analysis

has been made using both shear failure and settlement criteria for open foundation at location AP

4/0. The analysis was carried out based on the results of corrected SPT Value. The depth

adopted for open foundation is 5 m from river bed. Terzaghis method was used to determine the

bearing capacity from shear failure criteria. The equation suggested by Peck et al. (1974) has

been used to determine bearing capacity on the basis of settlement criteria. The SPT value

correction is shown in Table 5.

At locations 10/2 and 3/5 pile foundations have been analyzed. The diameter of pile adopted is

900 mm as per the email by R. K. Das. The foundation details are shown in Table 4 above.

COMPUTATION OF BEARING CAPACITY Table 5

DAMAK-KABELI TRANSMISSION LINE- 3 HOLES Location: Illam

SPT Value Correction

BH No 1 10/2 Chainage: 19375 km

kN/m3 18

sub kN/m3 8 GWT, m 0.00 Remarks

S.No Depth, mMeasured

SPTpo' CN

Corrected SPT

Value

1 3 50 24 1.48 74 2.0 3.0

2 4.5 50 36 1.34 67 Width po' =g'*D

3 6 50 48 1.25 62 4 5.0 CN =0.77log10(2000/po')

4 7.5 50 60 1.17 59

5 9 50 72 1.11 56

6 10.5 50 84 1.06 53

7 12 50 96 1.02 51

BH No 2 AP -4/0 Chainage: 6121 km

kN/m3 18

sub kN/m3 8 GWT, m 0.00 Remarks


SPTpo' CN

Corrected SPT

Value

1 3 12 24 1.48 18 2.0 3.0

2 4.5 14 36 1.34 19 Width po' =g'*D

3 6 13 48 1.25 16 4 5.0 CN =0.77log10(2000/po')

4 7.5 NA NA NA NA

5 9 NA NA NA NA

6 10.5 NA NA NA NA

7 12 NA NA NA NA

Depth

Depth

50 50

Design SPT Value

Design SPT Value

18 18


BH No 3 3/5 Chainage: 5097 km

kN/m3 18

sub kN/m3 8 GWT, m

0.00Remarks


SPTpo' CN

Corrected SPT

Value

1 3 13 24 1.48 19 2.0 3.0

2 4.5 10 36 1.34 13 Width po' =g'*D

3 6 15 48 1.25 19 4 5.0 CN =0.77log10(2000/po')

4 7.5 14 60 1.17 16

5 9 16 72 1.11 18

6 10.5 14 84 1.06 15

7 12 15 96 1.02 15

Depth

17 17

Design SPT Value




6.3.2 Open Foundation

Shear failure Criteria The following equation is used to determine bearing capacity.

)1(*****4.0)( qfnetult NDNBQ (1)

Settlement Criteria To check bearing pressure on the basis of settlement criteria the following

relation has been used.

wcn RNq **5.10 for 40 mm allowable settlement (2)

Where,

nq = Net bearing capacity from settlement criteria NC = Corrected SPT Value for overburden pressure

RW = Water Table Correction Factor

Qult(net) = Net Ultimate Bearing Capacity Shear Criteria

B = Width of Foundation

Df = Depth of Foundation

= Soil Unit Weight

N , Nq = Bearing Capacity Factors for weight and surcharge

Using the appropriate relationships suggested above the analyses was carried out. The details of

the analysis are shown in Table 6.

6.3.3 Cohesionless Soil Single Pile Action

The ultimate resistance of single pile in cohesionless soil is given by:

sQbQult

Q

tan*'****'0**)1( avepKsAucpbAqNultQ

Where,

ultQ = Ultimate pile resistance

bQ = Base Resistance

Qs = Shaft Resistance

Nq = Bearing Capacity Factor

bA

= Area of Base

As = Area of Shaft

'0

p = Effective overburden pressure at base of pile

avgp ' = Effective overburden pressure over the length of pile

K = Earth pressure Coefficient

= Angle of wall friction

Using the appropriate relationships suggested above the analyses was carried out. The details of

the analysis are shown in Table 7.

COMPUTATION OF BEARING CAPACITYDamak Kabeli Transmission Line Project Table 6

BH No 2 Chainage: 6121 km Location: AP - 4/0

COMPUTATION OF BEARING CAPACITY FROM SHEAR FAILURE CRITERIA

Description Unit Symbol Remarks

Depth m Df 5 5

Width m B 4 5

Length m L 4 5

Unit Weight of Soil kN/m3 18 18

Depth to Water Table m Dw 0.00 0.00 WT at Surface

Maximum depth of Scour Assumed m Ds 3.00 3.00

Corrected SPT Value 18 18

Bearing Capacity Factor - N 27 27

Bearing Capacity Factor - Nq 27 27

Net Ultimate Bearing capacity kN/m2

Qnet 1559 1656

Factor of Safety F 3 3

Safe Bearing capacity kN/m2

qn 520 552

BEARING CAPACITY FROM SETTLEMENT CRITERIA

Water Table correction Factor - Rw 0.50 0.50

Net Safe Bearing capacity kN/m2

qn 102 102

Remarks Settlement Criteria Governs Bearing Capacity

Data


COMPUTATION OF BEARING CAPACITYDamak Kabeli Transmission Line Project Table 7

Pile Foundation

COMPUTATION OF BEARING CAPACITY FROM SHEAR FAILURE CRITERIA

Description Unit Symbol Remarks

BH No 1 3

Location - - 10/2 3/5

Chainage km Ch 19375 5097

Diameter of pile shaft m d 0.90 0.90

Diameter of pile bulb at base m D 0.90 0.90

Base Area m2

Ab 0.64 0.64

Shaft area per meter m2

As 2.83 2.83

Total length of pile m L 14 14

Unit weight kN/m3

18 18

Submerged Unit weight kN/m3

sub 8.00 8.00

Length up to which shaft resistance ignored m l 4.00 4.00

Depth to bottom of sand layer m Dus 9.00 9.00

Thickness of Sand Layer m Tus 5.00 5.00

SPT Value sand layer - N 50 17

Angle of internal Friction Degrees 41 33

Angle of wall Friction Degrees 23 23

Data


Angle of wall Friction Rad 0.39 0.39

Tan - tan 0.41 0.41

Depth to water Table m Dw 0 0

Effective overburden pressure in top of sand layer kN/m2

po' 0 0

Effective overburden pressure in bottom of sand layer 40 40

Average effective overburden pressure in upper sand layer kN/m2

po'(avg) 20 20

Shaft Resistance sand layer Qs1 117 117

Bearing Capacity Factor m Nq 150 52

Base Resistance kN Qb 3790 1297

Ultimate Resistance kN Q 3907 1414

Pile Capacity kN q 1563 566




A Summary of bearing capacity is given in Table 8 below.

Table 8 - Summary of Bearing Capacity Analysis

BH

No

Location/

Foundation

Type

Depth

from

River

Bed

m

Width

/Dia

m

Bearing Capacity

Allowable

Bearing capacity

Shear

Criteria

Settlement

Criteria

1 10/2/ pile 9 0.90 1563 kN NA 1550 kN

2

AP 4/0/

Open

5 4. 00 520

kN/m2

102 kN/m2

100 kN/m2

5.00 552

kN/m2

102 kN/m2

3 3/5/ Pile 9 0.90 566 kN NA 550 kN

7. PEAK HORIZONTAL ACCELERATION

As per IS 1893 (2002) Nepal lies in the Earthquake zone V. In this zone, the zone factor is 0.36

and the peak horizontal acceleration is given by:

gR

SIZA ah

**2

** = 0.14 g

Where,

Z = Zone Factor = 0.36

I = Importance Factor = 1.5

R = Response Reduction Factor = 5 for steel structures

g

Sa = Average Response acceleration coefficient =2.5

8. DISCUSSIONS

The soil types existing at the site comprise mainly of granular type. A detailed description of soil

types existing at the site is provided in Table 3 in Section 5. The locations of towers lie at the river

crossing. There could be possibility scour to the tower foundation. As a result the foundation

should be placed at least 2 m depth below the depth of maximum scour. At the moment

hydrological data are not available, the maximum depth of scour has been assumed. The bearing

capacity analysis for open has been made using both shear failure and settlement criteria. The

bearing capacity analysis of sandy soil was carried out based on the results of SPT Value.

Terzaghis method was used to determine the bearing capacity from shear failure criteria. The

equation suggested by Peck et al. (1974) has been used to determine bearing capacity on the basis

of settlement criteria. The depths taken in the analysis is 5 m from river bed for open foundation.

For this depth, the widths adopted are 4 m and 5 m.

At locations 10/2 and 3/5 pile foundations have been analyzed. The diameter of pile adopted is

900 mm as per the email by R. K. Das. The depth of pile taken in the analysis is 9 m from the

river bed.



9. RECOMMENDATIONS

On the basis of foundation analysis the following recommendations have been made.

A detailed description of soil types existing at the line foundation site is

provided in Table 3 in Section 5.

The foundation analyzed is an isolated foundation at chainage km 6121 and

location AP 4/0.

The foundation analyzed is a bored and cast in place foundation at chainages km

19375 (location 10/2) and 5097 (location 3/5) respectively.

The depths adopted for open foundation is 5 m from river bed.

For each depth the widths adopted are 4 and 5 m for open foundation.

The diameter for pile foundation taken in the analysis is 900 mm and depth

taken is 9 m from river bed.

The recommended bearing capacities are given in Table 8.

The foundation designer need not follow strictly the depth and dimensions

adopted in the analysis presented in this report. He is free to select any other

dimensions for depth and width depending upon the actual loads and moments

to be transmitted to the foundation soil. At this juncture it is worth mentioning

that the allowable bearing capacity depends on many variables such as allowable

settlement, type of foundation, size and depth of foundation, importance of

structure, cost of project etc. Therefore, on the basis of soil index properties data

and engineering properties data provided in this report (i.e. data furnished in

test result summary sheet Table 2 and bore hole logs presented in

Appendix A), the foundation designer is free to refine the calculations wherever

he feels necessary.

10. REFERENCES

a. Bowles, J. E (1988), Foundation Analysis and Design, 4th Edition, McGraw Hill and

Company, USA.

b. Murthy, V. N. S. (1991), Soil Mechanics and Foundation Engineering, Vol. II,

Foundation Engineering, Sai Kripa Technical Consultants, Bangalore.

c. Terzaghi, K. and Peck R. B. (1967), Soil Mechanic in Engineering Practice, John Wiley

and Sons Inc. New York, USA.

d. Peck, R. B., Hanson W. E. and Thornburn T. H (1974), Foundation Engineering, Wiley

Eastern Limited, New Delhi.

e. Geotechnical Engineering Investigation Handbook, Earthquakes pp-915

f. IS 1893 (Part 1) 2002, Criteria for earthquake resistance design of structures.

g. Japan International Cooperation Agency (JICA) 2002. The Study on Earthquake Disaster

Mitigation in the Kathmandu Valley, Kingdom of Nepal.

Appendix-A

Borehole Logs

Project : 132 KV Damak-Kabeli Transmission Line Project-Nepal

Location : Loc no. 10/2

Chainage : 19375



Bore Hole No : 1

RL of GWT : 0.30 m

Date : 22nd May 2013 to 25th May 2013

Logged By : Surya Tamang

Prepared By : Manoj Subedi

Checked By : Sandeep Kr. Jha

Certified By : Dr. R. K. Poudel

Scale Depth Thickness Group Soil Value

1=0.50cm Symbol Symbol Depth Type

Each m m m N

0.00

1.50 SPT >50

3.00 3.00 SPT >50

4.50 SPT >50

6.00 6.00 SPT >50

7.50 SPT >50

9.00 9.00 SPT >50

10.50 SPT >50

12.00 12.00 SPT >50

3.00Gray to brown & white very dense moist sandy

gravels including cobbles GW

MULTI Lab (P) Ltd.

BORE HOLE LOG

Soil Classification

Sampiling

Gray to brown & white very dense moist

coarse to medium sand including gravels &

cobbles

SW

GW

SW

3.00

3.00

3.00Gray to white very dense moist sandy gravels

with traces of cobbles

Gray to brown very dense moist gravelly sand

with traces of cobbles


Location : AP 4/0

Chainage : 6121



Bore Hole No : 2

RL of GWT : 0.70 m

Date : 26th May, 2013 to 27th May, 2013

Logged By : Surya Tamang






Each m m m N

0-0.20

1.50 SPT 13

3.00 3.00 SPT 12

4.50 SPT 14

6.00 6.00 SPT 13

Vegetable top soil

MULTI Lab (P) Ltd.

BORE HOLE LOG

Soil Classification

Sampiling

Gray to white medium moist coarse to fine

sand with gravels & siltSW

SP2.80

3.00

Gray to brown & white medium moist silty sand

with traces of gravels


Location : Loc no. 3/5

Chainage : 5097



Bore Hole No : 3

Drilling Method : Auger Boring

RL of GWT : 0.30 m

Date : May 27th 2013 to 28th May 2013

Logged By : Surya Tamange






Each m m m N

0.00

1.50 SPT 9

3.00 3.00 SPT 13

4.50 SPT 10

6.00 SPT 15

7.50 SPT 14

9.00 9.00 SPT 16

10.50 SPT 14

12.00 12.00 SPT 15

Gray to brown medium moist silty sand with

traces of pebbles3.00 SP

Gray to brown medium moist silty sand with

traces of pebblesSP3.00

SW6.00Gray to brown & white medium moist silt mix

coarse to fine sand with traces of gravels

MULTI Lab (P) Ltd.

BORE HOLE LOG

Soil Classification

Sampiling

report 132kv

Documents

foundation details

foundation recommendations

details of soil investigation

field test

depth of foundation

open foundation

list of tables table

ground water table