Government of Nepal Ministry of Federal Affairs and Local ... · contract package 02. The total cost for rehabilitation and reconstruction to gravel / cobble standard including base

Pipal Bhanjyang – Haitar - Netrakali Road Rehabilitation and Reconstruction Project Detail Engineering Survey, Design and Cost Estimate – Main Report

Government of Nepal

Ministry of Federal Affairs and Local Development

Central Level Project Implementation Unit

Earthquake Emergency Assistance Project

Lalitpur, Nepal

Earthquake Emergency Assistance Project

(ADB Loan 3260-NEP)

Detailed Project Report

Pipal Bhanjyang – Haitar - Netrakali Road

Rehabilitation and Reconstruction Project

Ch. 0+000 to Ch. 29+290

Sindhuli

Section II: Detail Engineering Survey, Design and Estimate

VOLUME 1: MAIN REPORT

Prepared by:

Joint Venture of:

SILT Consultants, TSE, ECN, EC in association with Geocom International

on behalf of

AF-ITECO Ltd. Switzerland

October, 2016


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ACKNOWLEDGEMENT

Joint Venture of SILT Consultants (P) Ltd, TSE, ECN, EC in association with Geocom

International (P) Ltd, the Consultant would like to extend its gratitude to Decentralized Rural

Infrastructure and Livelihood Project – Additional Financing (DRILP-AF), Central Implementation

Support Consultant (CISC), Ekantakuna, Lalitpur, Nepal for providing an opportunity of

Preparation of Detailed Project Report for Rehabilitation and Reconstruction of Pipal Bhanjyang

– Haitar - Netrakali Road, Sindhuli district. Also, we would like to acknowledge all the members

of CISC for their kind co-operation.

We would further like to acknowledge DDG, SDE of DoLIDAR, DTO, personnel of DDC, CISC

team, Engineer, Sub Engineer, the local people of the project area and all the individuals

involved in this project works for their kind co-operation and help at every step of preparation of

this report.

Last but not least, team would like to be glad for the technical and supporting staffs of Joint

Venture of SILT Consultants (P) Ltd, TSE, ECN, EC in association with Geocom International (P)

Ltd. who have done remarkable assistance to complete the assignment.

Joint Venture of SILT Consultants (P) Ltd, TSE, ECN, EC in association with Geocom

International (P) Ltd.

October 2016


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EXECUTIVE SUMMARY

The detailed engineering survey, design and cost estimate for rehabilitation and reconstruction of

Pipal Bhanjyang – Haitar - Netrakali Road has been prepared for ADB funded EEAP project

following the principles of build back better. The road traverses through the Pipal Bhanjyang,

Koldanda, Nibuwatar, Buktikhatar, Haitar, Simle, Majhitar etc. The proposed road is 29.29 km

long.

The existing road starts from Pipal Bhanjyang of Kamalamai Municipality and ends to Majhitar of

Netrakali VDC. Existing road surface is earthen and condition is moderate and undulated. Stone

pitching also observed in some stretches of existing road. There are few major landslides and

erosion observed. The longitudinal grade is less than 12%. The existing road width of the

alignment varies from 3m to 5m.

During the design, existing road has been followed as far as possible; however the alignment has

been shifted in some places especially at loops to maintain the geometric design parameters and

at problematic areas of steep gradient. Nepal Rural Road Standard (2055) 2nd revision,

December 2014 has been followed for the design. The maximum and minimum grade adopted in

the design is 12% and 0.5% respectively. The average grade of the whole road alignment is 7%.

Unnecessary heavy cut / fill has been avoided as far as possible. However, this could happen to

some extent especially in loops, where the combined effect of design grade limitation and abrupt

change of topography contour could induce such consequences and at sections with steep

existing gradients. Bio-engineering works have been proposed in places prone to landslides and

erosions. For spoil management, the proper locations along the site have been identified. For

pavement design, CBR values have been calculated from the testing results of sub-grade

material. 150 mm thick gravel sub-base for section I (Ch. 0+000 to 9+000) and 200 mm thick

gravel sub-base for section II (Ch. 9+000 to 29+290) have been proposed in design.

The design was reviewed during joint field verification by team of Consultant and CISC. The

comments and feedback received by the consultants have been incorporated in preparing the

final design. For those sections having gradient higher than 7%, cobble pavement has been

proposed in the design. Total proposed cobblestones pavement is 11.156 km.

The cost estimates are based on applicable DoLIDAR norms. In cases where DoLIDAR norms

are not available, DOR norms have been used. The unit item rates for each item have been

calculated on the basis of approved district rates of Sindhuli and Dhanusa for fiscal year 2072/73.

Rates of construction materials like gabion, RCC pipes, HDP pipes etc are not mentioned in the

district rate of Sindhuli, so that nearest and appropriate district (i.e. Dhanusa) rates have been

applied. While calculating item rates, it is assumed that a qualified contractor will undertake

construction following mechanized approach for road works.

The total length of the project is divided in to two packages from ch. 0+000 to 14+400 for

package 01 and ch. 14+400 to 29+290 for package 02. The base cost of civil works has been

estimated to be NRs. 193,924,050.58 for contract package 01 and NRs. 219,583,979.43 for

contract package 02. The total cost for rehabilitation and reconstruction to gravel / cobble

standard including base cost, VAT, work charge staff, small miscellaneous items and physical

contingency as per GON rules is calculated to be NRs. 244,344,303.73 for contract package 01

and NRs. 276,675,814.08 for contract package 02. The per km cost including base cost and VAT

is NRs. 15,217,651.19 for contract package 01 and NRs. 16,664,197.23 for contract package 02.

It is envisaged that the construction works can be completed within 18 months from award of

contract and estimates are based on it. For budgetary purpose to take account of change in

scope in accordance with GON financial rules a provision of 10% of the base cost estimate has

been indicated in the budgetary cost estimate.


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TABLE OF CONTENTS

CHAPTER 1: INTRODUCTION

1.1 Project Background .......................................................................................................... 1

1.2 Project District and Proposed Road ................................................................................. 1

1.3 Scope of Works ................................................................................................................ 3

CHAPTER 2: ENGINEERING SURVEY AND STUDY

2.1 Desk Study ....................................................................................................................... 4

2.2 Field Survey ...................................................................................................................... 4

2.3 The Survey Team ............................................................................................................. 4

2.4 Topographical Survey ...................................................................................................... 4

2.5 Topography and Geomorphology .................................................................................... 5

2.5.1 Topography ................................................................................................................ 5

2.5.2 Geomorphology .......................................................................................................... 5

2.6 Vegetation Survey ............................................................................................................ 8

2.7 Construction Material Survey ........................................................................................... 9

2.8 General Inventory ........................................................................................................... 10

2.9 General Alignment Description ...................................................................................... 16

2.10 Land Use Pattern............................................................................................................ 16

2.11 Passing Bays and Bus Lay Bys ..................................................................................... 17

2.12 Cross Drainage and Irrigation Crossing ......................................................................... 19

2.13 Retaining Structures ....................................................................................................... 22

2.14 Traffic Safety Measures ................................................................................................. 23

2.15 Data Entry and Analysis ................................................................................................. 23

CHAPTER 3: ROAD CORRIDOR COMMUNITY PROFILE

3.1 VDCs Along Road Corridor ............................................................................................ 24

3.2 Cast Ethnicity .................................................................................................................. 24

3.3 Occupation ..................................................................................................................... 25

3.4 Education and Health Status .......................................................................................... 25

CHAPTER 4: DESIGN STANDARD AND PARAMETERS

4.1 Geometric Design Standard ........................................................................................... 27

CHAPTER 5: ENGINEERING DESIGN

5.1 Road Classification ......................................................................................................... 30

5.2 Design Speed ................................................................................................................. 30

5.3 Right of Way ................................................................................................................... 30

5.4 Roadway Width .............................................................................................................. 30


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5.5 Extra Widening ............................................................................................................... 30

5.6 Sight Distance ................................................................................................................ 31

5.7 Horizontal Curvature ...................................................................................................... 31

5.8 Vertical Curvature ........................................................................................................... 31

5.9 Longitudinal Section ....................................................................................................... 31

5.10 Pavement Surface .......................................................................................................... 31

5.11 Cross Section ................................................................................................................. 31

5.12 Passing Bays and Bus Lay Bys ..................................................................................... 31

5.13 Water Management Measures ....................................................................................... 31

5.14 Side Drains ..................................................................................................................... 32

5.15 Pavement Design ........................................................................................................... 32

CHAPTER 6: ENGINEERING DESIGN AND DRAWINGS

37

CHAPTER 7: ENGINEERING ESTIMATE

7.1 The Project Cost Estimate .............................................................................................. 39

7.2 Quantity Estimate ........................................................................................................... 40

7.3 Analysis of Rates ............................................................................................................ 40

CHAPTER 8: ENVIRONMENT PROTECTION MEASURES

41

CHAPTER 9: CONCLUSION AND RECOMMENDATIONS

42

LIST OF TABLES

Table 1: Lithostratigraphy of the Lesser Himalaya Rock Exposed along the Road Alignment 6

Table 2: Geology and Types of Soil along the Road Alignment .............................................. 7

Table 3: Cutting and Filling Slope for Different Types of Geology along the Road .................. 8

Table 4: Possible Quarry Sites .............................................................................................. 9

Table 5: Sources of Construction Materials ............................................................................ 9

Table 6: Existing Gabion Wall .............................................................................................. 10

Table 7: Existing Gabion Wall to be demolished .................................................................. 12

Table 8: Existing Stone Masonry Wall .................................................................................. 13

Table 9: Existing Stone Masonry Wall to be demolished ...................................................... 14

Table 10: Existing Side Drain to be demolished ................................................................... 14

Table 11: Existing Pipe Culvert ............................................................................................ 15

Table 12: Existing Slab Culvert ............................................................................................ 16

Table 13: Existing Causeway ............................................................................................... 16


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Table 14: Land Use along the Road Alignment .................................................................... 17

Table 15: Passing Bays ....................................................................................................... 17

Table 16: Proposed Pipe Culvert ......................................................................................... 19

Table 17: Proposed Slab Culvert ......................................................................................... 21

Table 18: Proposed Causeways .......................................................................................... 21

Table 19: Demographic Features of Influenced Municipality and VDCs ............................... 24

Table 20: Ethnic Features of the VDCs along the Road Corridor ......................................... 25

Table 21: Population aged 5 years and above by literacy status and sex ............................. 26

Table 22: DoLIDAR Standard ............................................................................................... 27

Table 23: Extra Widening ..................................................................................................... 30

Table 24: Laboratory CBR Test Results ............................................................................... 33

Table 25: Road sections with similar Sub grade Strength .................................................... 34

Table 26: Traffic Type and Volume ...................................................................................... 34

Table 27: Cumulative number of commercial vehicles and equivalent standard axle at the

end of design period (10 years) ............................................................................................ 35

Table 28: Recommended Pavement Type and Thickness ................................................... 35

Table 29: Cost Estimate of Contract Package 01 (Ch. 0+000 to Ch. 14+400) ...................... 39

Table 30: Cost Estimate of Contract Package 02 (Ch. 14+400 to Ch. 29+290) .................... 39

Table 31: Location of Landslides and Bio-Engineering Works .............................................. 41

Table 32: Environment Protection Measures ........................................................................ 41

LIST OF FIGURES

Figure 1: Map of Nepal showing Sindhuli District ................................................................... x

Figure 2: Map of District Sindhuli showing VDC Boundary .................................................... xi

Figure 3: Pipal Bhanjyang – Haitar - Netrakali Road Alignment ............................................ xii

Figure 4: Typical Road Cross Section Showing Gabion Wall ............................................... 22

Figure 5: Typical Road Cross Section Showing Stone Masonry Wall ................................... 23

Figure 6: Proposed Typical Drain ......................................................................................... 32

Figure 7: Sample Sheet of Plan and Profile .......................................................................... 37

Figure 8: Sample Sheet of Cross Sections ........................................................................... 38


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SALIENT FEATURES

Features Description

Name of the Road Pipal Bhanjyang - Haitar - Netrakali Road

DRCN Road Code 20DR005

Scope Reconstruction and Rehabilitation

Location

Region: Central Development

Zone: Janakpur

District: Sindhuli

Municipality / VDC Kamalamai Municipality, Dadhu Gurase VDC, Amale VDC, Bastipur VDC, Tamajor VDC and Netrakali VDC

Major Settlements Pipal Bhanjyang, Koldanda, Nibuwatar, Buktikhatar, Haitar, Simle, Majhitar etc.

Length 29.290 km

Starting Point Pipal Bhanjyang, Kamalamai Municipality

End Point: Majhitar, Netrakali VDC

Beneficiaries Population in ZOI 15,451

Geographical Features

Terrain Mid Hill

Altitudinal Range 527 m to 1154 m

Climate: Upper-tropical and Sub-tropical

Geology: Basically characterized by Phyllite and Quartzite and the common soil types include colluvial and residual soils

Meteorology: Unevenly Distributed Precipitation Controlled by Monsoon

Design Standard

Standard NRRS 2055, 2nd Revision December 2014

Existing Surface: Earthen surface

Proposed Pavement: Gravel, Cobble Standard

Geometrics

Right Of Way: 10 m on either sides (Center line)

Formation Width: 5.25 m (excluding drain)

Carriage Way Width: 3.75 m

Shoulder Width: 0.75 m on either side

Maximum Gradient 12%

Minimum Gradient 0.5%

Lane Single

Pavement Standard Gravel, Cobble for grade > 7%

Gravel Length 18.134 km

Cobble Length 11.156 km


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Structures (Qty/No.)

Drainage Structures

a) Side Drain Throughout the alignment at hill side

b) Pipe Culvert 84

c) Slab Culvert 1

d) Causeway 17

Structures

a) Stone masonry Works 14,038.76 m3

b) Gabion Works 29,545.96 m3

Earth Work

a) Excavation / Cutting 1,88,385.21 m3

b) Embankment / Filling 40,820.17 m3

Pavement

a) Gravel Sub-Base 28,254.01 m3

b) Cobblestones 4,701.90 m3

Cost Estimate of Contract Package 01

Base Cost 193,924,050.58

VAT (13%) 25,210,126.58

Total Cost including Base Cost and

VAT

219,134,177.16

Cost per KM as per Base Cost and

VAT

15,217,651.19

Work Charge Staff and Small

Miscellaneous Expenses (3%)

5,817,721.52

Provision of Physical Contingency

(10%)

19,392,405.06

Total Cost including Base Cost,

VAT, Work Charge Staff and

Physical Contingency

244,344,303.73

Cost Estimate of Contract Package 02

Base Cost 219,583,979.43

VAT (13%) 28,545,917.33

Total Cost including Base Cost and

VAT

248,129,896.76

Cost per KM as per Base Cost

and VAT

16,664,197.23


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Work Charge Staff and Small

Miscellaneous Expenses (3%)

6,587,519.38

Provision of Physical Contingency

(10%)

21,958,397.94

Total Cost including Base Cost,

VAT, Work Charge Staff and

Physical Contingency

276,675,814.08


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Figure 1: Map of Nepal showing Sindhuli District


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Figure 2: Map of District Sindhuli showing VDC Boundary


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Figure 3: Pipal Bhanjyang – Haitar - Netrakali Road Alignment

Pipal Bhanjyang(ch.0+000)

BP Highway

Netrakali (End of Road Section)


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ACRONYMS/ ABBREVIATIONS

ADB

ADDI

BS

CISC

Asian Development Bank

Appraisal Document for Donor Investment

Baseline Survey

Central Implementation Support Consultants

CE Community Empowerment

DDC District Development Committee

DoLIDAR

DRILP-AF

Department of Local Infrastructure Development and Agricultural Roads

Decentralized Rural Infrastructure and Livelihood Project-Additional Financing

DoR

DoS

DPR

DRCN

Department of Roads

Description of Services

Detailed Subproject Report

District Road Core Network

DTMP District Transport Master Plan

DTO District Technical Office

EIA Environmental Impact Assessment

EEAP Earthquake Emergency Assistant Project

GDP Gross Domestic Product

GoN Government of Nepal

ICD Institutional Capacity Development

IEE

IPDP

IRR

Initial Environmental Examination

Indigenous People Development Plan

Improved Rural Roads

LEP Labor-based, Environmentally-friendly, and Participatory (approach)

LSGA Local Self-Governance Act

MoFALD Ministry of Federal Affairs and Local Development

RP Resettlement Plan

ToR Terms of Reference

VDC Village Development Committee

VOC Vehicle Operation Cost

ZoI Zone Influence


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CHAPTER -1

INTRODUCTION 1.1 Project Background

The rehabilitation and reconstruction of local roads network damaged due to major earthquake of 25

April 2015 and May 12 2015 has high priority for the Government of Nepal (GoN) . The Asian

Development Bank (ADB) funded Earthquake Emergency Assistance by Project (ADB Loan 3260-NEP)

is aimed to accelerate the recovery and reconstruction of the local roads damaged by the earthquake.

The rehabilitation and reconstruction of about 385 km of rural roads damaged by the earthquake and

landslides in 10 of the earthquake hit districts (Dolakha, Kavrepalanchowk, Laitpur, Chitwan, Sindhuli,

Solukhumbu, Okhaldhunga, Ramechhap, Gorkha and Lamjung). Pipal Bhanjyang – Haitar - Netrakali

Road of Sindhuli district is one of the roads proposed for rehabilitation and reconstruction under EEAP.

AS part of the Technical Assistance from Swiss Agency for Development and Cooperation (SDC) also

provided technical assistance to EEAP. AF-Iteco, Switzerland,currently providing services as Central

Implementation Support Consultants (CISC) for Decentralized Rural Infrastructure and Livelihood

Project-Additional Financing has been entrusted to act as Consultant for this project and has given the

assignment for preparation of Detailed Project Reports for rehabilitation and reconstruction of selected 4

rural road subprojects of Cluster 3 (Solukhumbu, Okhaldhunga and Sindhuli Districts) to Joint Venture of

SILT Consultants (P) Ltd, TSE, ECN, EC in association with Geocom International (P) Ltd

1.2 Project District and Proposed Road

The Pipal Bhanjyang – Haitar - Netrakali Road lies in Sindhuli district. Sindhuli, the project district, is

located in the Janakpur Zone of the Central Development Region of Nepal. The district is located within

27 20’ 39” to 28 6’ 24” latitude (North) and 86 0’ 21” to 87 0’ 1” longitude (East). The district borders

with Sarlahi, Mahottari, Dhanusa Districts in South, Udayapur Districts in East, Makawanpur District in

West and Kavreplanchowk, Ramechhap districts in North. General records of Sindhuli district are as

under:

Total area = 2,491 km2

Total population = 296,192 as per last census of 2011.

Total male = 142,123 as per last census of 2011

Total female = 154,069 as per last census of 2011

Total household = 57,581

Population density / km2 = 119

Literacy rate = 60.50 %

The road passes through the several settlements (Pipal Bhanjyang, Koldanda, Nibuwatar, Buktikhatar,

Haitar, Simle, Majhitar etc.) along the road alignment. During the site observation of existing road

pavement, it was found the earthen in entire length. Existing road is motorable with 3m to 5m width. The

road traverses through the several settlements, natural rivers / kholsi and forest.


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Ch. 0+000 Ch. 1+500

Ch. 6+500 Ch. 13+300

Ch. 26+600 Ch. 29+200


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1.3 Scope of Works

The detailed engineering survey, design and cost estimate for rehabilitation and reconstruction. of Pipal

Bhanjyang – Haitar - Netrakali Road has been carried out by the Consultants.

Accordingly the scope of works covers:

c) Detailed engineering survey

d) Detailed design the road to DOLIDAR’s NRRS 2055, 2nd Revision December 2014

e) Prepare drawings including alignment plan, design profile, design cross-section and typical drawings

f) Prepare detailed cost estimate

g) Prepare detailed project report (DPR)


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CHAPTER -2

ENGINEERING SURVEY AND STUDY 2.1 Desk Study

During the process of desk study, the available reports and maps were collected and reviewed. All

relevant guidelines, norms, specification were collected. Nepal Rural Road Standard (NRRS 2055) and

DoLIDAR Norms & Specification has been studied and referred for adoption of design standard and

specification.

2.2 Field Survey

After the desk study, engineering team comprising of highway engineer, surveyor and supervisor had

been mobilized in field. The team contacted DTO office and with co-operation with staffs of DTO, the

team mobilized to the site. The DTO team at Sindhuli assisted the survey team.

2.3 The Survey Team

The survey team for detailed survey work of Pipal Bhanjyang – Haitar - Netrakali Road constitute of

TL/Road Engineer, Civil Engineer, Surveyor and Labours.

The team members are: Mr. Prabhu Raj Pandey (TL/Road Engineer), Mr. Harish Thapa (Civil Engineer),

Mr. Gokul Thapa (Surveyor) and Labours.

2.4 Topographical Survey

Survey Procedure

Detailed engineering survey was carried out for the design work of the road. The accuracy and

effectiveness of design work depend on the accuracy of survey works, hence due care was given during

survey works.

The fieldwork consists of detailed engineering survey of the project road. The linear traverse method was

adopted for the survey and topographical survey was conducted for the proposed alignment. The

topographic survey of the sites was carried out in detail using TOTAL STATION and survey points were

recorded. It was ensured that the density of the survey points was adequate to prepare the detailed

topography of the site. Contours were thus generated on scale 1:1000 with the details like contours at

interval of 1m, channel bifurcation and merging points, survey control point, settlements/villages, utility

services, etc.

The RL of center point of the cross section were measured using TOTAL STATION instrument readings.

The observation of horizontal angles at each right and mean of two was done with both left and right

faces and mean of two was used for calculation to eliminate errors due to eccentricity and centering. The

TOTAL STATION instrument carried out profile leveling at an interval of 20 m and at all points where

sudden changes of topography was observed. During the field works, all the data needed were recorded

and registered.

BM was established where deemed necessary and fixed.


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Instrument Station

During survey, the instrument was placed on the site from where forward and backward is clearly seen

while taking maximum detailed points for detailing.

Bench Marks (BM)

In this study, the local coordinates and Benchmark values have been used. The bench marks are used

as reference point during construction phase. At site, the benchmarks have been placed in permanent

structures and the Benchmark numbers has been clearly written with enamel paints (Refer annex 01 for

details of bench mark data).

2.5 Topography and Geomorphology

2.5.1 Topography

The road alignment lies in the Himalaya range. The road alignment starts from Pipal Bhanjyang (1154 m

amsl) and ends at Majhitar (527 m amsl). The road alignment gently climbs down from Pipal Bhanjyang

and follows the just below the ridge area and river valley. The road crosses Dhanman Khola, Tar Khola,

Landi Khola, Baseri Khola, Lipe Khola, Rin Khola, Tamajor Khola.

The elevation of proposed road varies from 527m to 1154m from mean sea level. The project area

is located in upper tropical and sub-tropical climatic zone. The proposed project site falls under

sivalik and middle mountain physiographic region of Nepal (Topographic Survey Branch,

Department of Survey, HMG, Nepal, 1983). The dominant rock types present in the Subproject area

include of gneiss, schist, sandstone and conglomerate and the common soil types include colluvial,

alluvial and residual soils.

2.5.2 Geomorphology

Initially, the road alignment follows the fragile geological area of the Siwalik range and also passes

through the rocky terrain of the Lesser Himalaya as well as residual soil and colluvial deposits. The road

alignment passes through wet and dry cultivated land, grassland, forest.

The road alignment follows on the rocks of the Middle and Upper Siwaliks of the Siwalik Group and

Benighat Slate, Kalitar Formation, Chisapani Quartzite and Kulikhani Formation. This road alignment

passes through the regional thrust like Main Boundary Thrust (MBT) and Mahabharat Thrust (MT). The

MBT separates the rocks of the Siwalik Group in south and Lesser Himalayan rocks in north whereas the

MT separates the rocks of the Nawakot Complex in south and Kathmandu Complex in north.


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Table 1: Lithostratigraphy of the Lesser Himalaya Rock Exposed along the Road Alignment

Group Formation Lithology Thickness

(m)

Age

Siwalik

Upper Conglomertae 1500”

Neogene Middle Sandstone>>mudstone 3000

Lower Siwalik Mudstone>>sandstone 2000+

Main Boundary Thrust (MBT)

Kathmandu

Tistung Granite/ quarzite 1000

Pre-

Cambrian

Markhu Marble/schist 500

Kulikhani Quartzite 2000

Chisapani Quartzite Quartzite 400

Kalitar Quartzite/schist 1000

Bhaisedovan Marble 2000

Raduwa Schist 1000

MAHABHARAT THRUST(MT)

Upper

Nawakot

Robang Quartzite/schist 800

Pre-

Cambrian

Malekhu Limestone Quartzite, dolomite 1000

Benighat Slate Slate/limestone 3000

Engineering Geological study is done based on distribution of failures, soil and rock along the alignment.

Information covers depth of soil, rock and soil type, geological structures, weathering grade. The road

alignment passes through weathered rock and alluvial, colluvial, residual soil deposits. Thickness of

alluvial, colluvial and residual soil deposits are excess of 5 m.

Pipal Bhanjyang to Haitar Sector:

The road alignment is about 22 km in length and passes gentle slope area along the river valley area.

The road alignment runs on thick residual soil and alluvial deposits and very few locations covers the

bedrock of conglomerate and sandstone of the Middle and Upper Siwaliks. Thicknesses of residual soil

deposits and colluvial deposits as well as alluvial deposits are about 5 m. The hydrological condition of

the road alignment is dry to wet. The land use pattern along the road alignment is cultivated land, forest

and settlement but most of the alignment follows the cultivated land. The bedrocks of conglomerate and

sandstone of the Middle and Upper Siwaliks are exposed along the road alignment but very few location

bedrocks are exposed and covered by residual soil. The main cause of covering the residual soil

deposits due to presence of the soft rocks in the valley side. The failures occurred along the road can be

mitigated by, applying bioengineering as well as surface drainage, management and arrangement of the

wall. The slope stability condition is more or less stable even the alignment runs on the residual soil

deposits. Between the chainages road alignment has the low height cut slope on hill side so stability

condition seems to be good but there is high possibility to occur the bank erosion due to bank

undercutting along the river bank. High possibility to see the differential weathering pattern in the

sandstone and mudstone of the Middle Siwalik as well as loose gravel bed and layers of sands and

muds.

Haitar to Majitar Sector:

This complete section of the road is about 15 km and is passing 80% on residual soil/colluvial deposits

and 20% only in the rocks of the Lesser Himalaya (quartzite, gneiss, slate) of the Kalitar, Kulikhani

Formation and loose gravel bed of the Upper Siwalik. The road crosses MBT several times. The road

follows gently topography and climbs down to Majhitar. Some cut slope failures are found along road

alignment in hill side. These failures are developed due to weathering of rocks as well as presence of

loose material deposits, undercutting slope by road cutting. Thickness of the residual soil deposits along


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the road section is more than 5 m at places. At some places of the road alignment slate, gneiss and

quartzite are exposed. These rocks are slightly to highly weathered. Two to three sets of the joints are

well observed in rocks exposed along the road alignment. The stereographic projection of the

discontinuities of the rock mass shows more or less stable condition. The persistency of the rocks mass

is moderate to low. The hydrological condition is wet to dry. The land use pattern is dry cultivated land

and forest and settlement.

Table 2: Geology and Types of Soil along the Road Alignment

Chainage Geology Types of Soil

0+000 - 0+400 Friable pebbly sandstone and

mudstone

Friable pebbly sandstone and mudstone /

colluvial deposits


mudstone

Colluvial deposits / residual soil


mudstone

Friable pebbly sandstone and mudstone /

colluvial deposits


mudstone

Residual soil and alluvial deposits


mudstone

Residual soil and alluvial deposits

3+000 - 3+600 Loose conglomerate Alluvial and residual soil deposits

3+600 - 4+000 Loose conglomerate Loose conglomerate and Residual soil


5+400 - 7+400 Loose conglomerate Loose conglomerate / alluvial and residual

soil deposits



soil deposits



soil deposits

11+800 - 13+700 Loose sandstone and

mudstone

Alluvial and residual soil deposits

13+700 - 14+400 Loose sandstone and

mudstone

Loose sandstone and pebbly sandstone/

alluvial and residual soil deposits

14+400 - 17+400 Loose sandstone and Alluvial and residual soil deposits


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Chainage Geology Types of Soil

mudstone


soil deposits



soil deposits



soil deposits


25+800 - 29+200 Loose conglomerate/slate/

quartzite

Loose conglomerate / alluvial and residual

soil deposits

29+200 - 32+200 Gneiss and schist Gneiss/schist

32+200 - 37+400 Loose conglomerate and

quartzite and marble/schist

Gneiss/schist

Table 3: Cutting and Filling Slope for Different Types of Geology along the Road

S.N. Geological Classification Slope Grade

Major Classification Minor Classification Cut Slope

(V:H)

Fill Slope (V:H)

1 Soil Colluviums

Residual 1:2-1:1 1:1.5

2 Rock Ordinary

Medium

1:1/4-1:1/8

1:1/12-1:1/16 1:1.5

3 Rock Hard Almost Vertical 1:1.5

Source: Nepal Road Standard 2070

2.6 Vegetation Survey

Major Major Forest types found in the project area are upper-tropical and sub-tropical mixed

broadleaved forest dominated by Shorea and Schima forest. However, the proposed road is not

situated in any national park, buffer zone or conservation area. The major plant species found along

the proposed road alignment are Sal, Chilaune, Malato, Sallo, Uttis, Kadam, Amala, Bayer, etc. The

main wildlife species found in project area are Ghoral, Syal, Rato Badar, Ratuwa Mriga, Dumsi,

Malsapro, Chituwa, etc.


9 | P a g e

2.7 Construction Material Survey

Construction material investigation was carried out around vicinity of the project sites along the road

alignment. The investigation focused on locating prospective borrows areas of non-cohesive materials

(colluvial and alluvial deposits). The prospective borrow sites were identified as sources of coarse

aggregates.

The construction material survey was carried out for the following purposes:

Identification of location, estimation of quantity of sand, boulder, gravel and other possible

construction material in and around the construction site.

Site identification and determination of relevant materials available along river beds that can be

used as concrete aggregates.

Based on the construction material survey, different quarry sites are observed along the road

alignment as well as at river bank, possible quarry sites are shown below in table:

Table 4: Possible Quarry Sites

Material Site Average

Distance

Sand

(i) Baseri khola, lipe khola, rin khola, tamajor khola

outside of road alignment (ii) Dhanman khola, tar khola,

langdi khola along the road alignment (iii) Alternative

source (marin khola, kamala mai khola etc)

10 km

Stone


outside of road alignment (ii)Dhanman khola, tar khola,

langdi khola, ch. 20+410-20+620 and ch. 20+800-21+160

along the road

10 km

Gravel


outside of road alignment (ii) Dhanman khola, tar khola,

langdi khola along the road alignment (iii) Alternative

source (marin khola, kamala mai khola etc)

10 km

Crushed Aggregate Kamalamai Khola 10 km up to

Ch 0+000

The main source of construction materials is the Dhanman Khola, Tar Khola, Landi Khola, Baseri Khola,

Lipe Khola, Rin Khola, Tamajor Khola. The materials from quarry side is also possible along the road

but the quantity are less. The riverbed materials from the Dhanman Khola, Tar Khola, Landi Khola,

Baseri Khola, Lipe Khola, Rin Khola, Tamajor Khola can be used. The volume of the construction

materials is more than sufficient in quantity for the road construction. The possible areas are given below

in Table:

Table 5: Sources of Construction Materials

S.N. Source Distance from Road Composition

Type of Extraction

Current Land Use

Borrow area Hydrology

Geological Instability

1 Dhanman Khola,

Riverbed B-25%; C+P 60%; S-15%

Gneiss-70%; Quartzite and schist- 30%

Barren 200x3x2 m3

Stable

2 Tar Khola, Riverbed B-35%; C+P 50%; S-15%


Barren 110x4x2 m3,

Stable

3 Landi Riverbed Gneiss-20%; Barren 200x2x2 Stable


10 | P a g e

S.N. Source Distance from Road Composition

Type of Extraction

Current Land Use

Borrow area Hydrology

Geological Instability

Khola, B-45%; C+P 50%; S-5%

Quartzite and schist- 70%

m3

4 Baseri Khola,

10 km far from road alignment riverbed


Barren 200x2x2 m3

Stable

5 Lipe Khola,



Barren 200x2x2 m3

Stable

6 Rin Khola, 10 km far from road alignment riverbed


Barren 200x2x2 m3

Stable

7 Tamajor Khola



Barren 200x2x2 m3

Stable

2.8 General Inventory

During the survey, retaining structures like gabion walls, gravity wall and breast wall along, several

chainage were observed. During the design, priority has been given to protect the existing gabion walls

as much as possible. Despite this, the retaining structures have to be dismantled while improving the

grade of alignment as per NRRS.

During the inventory survey, following items / works were undertaken:

Identification of locations for alignment improvement

Identification of locations for intersection improvement

Identification of locations and type of cross drainage and side drainage structures

Identification of locations and type of stability structures

Identification of locations and type of road safety structures

Identification of environmental mitigation measures

During the inventory survey following retaining structures were observed along the road alignment listed as; Existing Gabion Wall:

During the inventory survey, following gabion walls found in normal and workable condition. Minor

repairing is required to make suitable with the design of the road.

Table 6: Existing Gabion Wall

S.N. Chainage

Side Length

(m) Height

(m) Remarks

From To

1 0+030 0+050 RHS 20.00 3.00 Retaining Wall


3 0+250 0+260 LHS 10.00 2.00 Retaining Wall



6 1+190 RHS 10.00 3.00 Retaining Wall






11 | P a g e

S.N. Chainage

Side Length

(m) Height

(m) Remarks

From To



13 3+890 3+900 RHS 10.00 4.00 Breast Wall


15 4+510 LHS 10.00 2.00 Retaining Wall















































12 | P a g e

S.N. Chainage

Side Length

(m) Height

(m) Remarks

From To





























Total 1760.00

Following existing gabion walls are to be demolished due to the poor quality as well as not suitable with

the design of the road.

Table 7: Existing Gabion Wall to be demolished

S.N. Chainage

Side Length (m) Height (m) From To

1 0+230 0+240 LHS 10.00 2.00

3 0+630 0+660 LHS 30.00 3.00

5 0+780 0+800 RHS 20.00 5.00

6 0+880 0+890 RHS 10.00 3.00

8 1+330 1+350 RHS 20.00 2.00

9 1+800 1+810 RHS 10.00 2.00

10 3+880 3+890 LHS 10.00 2.00

11 4+280 4+290 LHS 10.00 2.00

12 4+650 4+660 LHS 10.00 5.00

13 6+900 6+910 LHS 10.00 2.00

14 7+420 7+450 LHS 30.00 2.00

15 7+770 7+780 LHS 10.00 6.00

16 8+000 8+010 LHS 10.00 4.00

17 8+240 8+250 LHS 10.00 2.00


13 | P a g e

S.N. Chainage


18 8+380 8+400 LHS 20.00 2.00

19 8+470 8+480 LHS 10.00 2.00

21 8+990 9+010 RHS 20.00 2.00

22 9+040 9+060 RHS 20.00 2.00

23 9+200 9+210 RHS 10.00 4.00

24 9+310 9+320 LHS 10.00 2.00

25 9+660 9+670 LHS 10.00 2.00

27 9+880 9+890 LHS 10.00 2.00

28 9+910 9+920 LHS 10.00 2.00

29 10+290 10+300 LHS 10.00 6.00

30 10+580 10+590 LHS 10.00 3.00

31 11+660 11+670 LHS 10.00 3.00

32 11+890 11+900 LHS 10.00 4.00

33 13+800 13+820 RHS 20.00 3.00

34 13+960 13+970 LHS 10.00 3.00

37 14+260 14+270 LHS 10.00 4.00

38 15+190 15+200 RHS 10.00 6.00

40 15+500 15+510 LHS 10.00 5.00

41 15+700 15+710 RHS 10.00 4.00

46 15+980 16+000 LHS 20.00 6.00

47 20+270 20+310 LHS 40.00 4.00

51 21+100 21+110 LHS 10.00 4.00

52 21+440 21+450 LHS 10.00 3.00

53 21+510 21+520 LHS 10.00 5.00

56 21+660 21+670 LHS 10.00 4.00

57 22+220 22+230 RHS 10.00 2.00

58 22+310 22+330 LHS 20.00 5.00

Total 560.00

Existing Stone Masonry Wall:

During the inventory survey, following stone masonry walls found in normal and workable condition.

Minor repairing is required to make suitable with the design of the road.

Table 8: Existing Stone Masonry Wall

S.N. Chainage

Side Length

(m) Height

(m) Remarks

From To










10 3+450 3+460 RHS 10.00 1.50 Breast Wall

11 3+500 3+550 RHS 50.00 1.50 Breast Wall





14 | P a g e

S.N. Chainage

Side Length

(m) Height

(m) Remarks

From To

15 6+850 RHS 10.00 Breast Wall











26 17+600 RHS 10.00 1.00 Breast Wall


28 19+750 19+760 RHS 10.00 2.00 Breast Wall

29 21+830 LHS 10.00 1.50 Breast Wall

Total 400.00

Following existing stone masonry walls are to be demolished due to the poor quality as well as not

suitable with the design of the road.

Table 9: Existing Stone Masonry Wall to be demolished

S.N. Chainage


1 0+280 0+310 RHS 30.00 2.00

3 0+330 0+340 LHS 10.00 2.00

5 0+450 0+460 LHS 10.00 3.00

6 0+660 0+690 RHS 30.00 2.00

8 1+210 1+220 LHS 10.00 3.00

9 3+880 3+890 RHS 10.00 2.00

10 4+300 4+330 RHS 30.00 3.00

11 8+420 8+430 RHS 10.00 2.00

12 11+490 11+500 RHS 10.00 2.00

13 11+530 11+580 RHS 50.00 2.00

14 14+050 14+060 RHS 10.00 2.00

15 16+280 16+290 RHS 10.00 5.00

16 16+810 16+830 LHS 20.00 6.00

17 19+090 19+100 RHS 10.00 2.00

18 19+600 19+620 RHS 20.00 2.00

Total 270.00

Existing Side Drain:

Following existing side drains are to be demolished due to the poor quality as well as not suitable with

the design of the road.

Table 10: Existing Side Drain to be demolished

S.N. Chainage

Side Length (m) From To

1 0+230 0+270 Hill Side 40.00

3 0+970 1+010 Hill Side 40.00

5 1+130 1+160 Hill Side 30.00


15 | P a g e

S.N. Chainage

Side Length (m) From To

6 1+430 1+470 Hill Side 40.00

8 1+490 1+510 Hill Side 20.00

9 1+890 2+210 Hill Side 320.00

10 2+280 2+510 Hill Side 230.00

11 2+760 2+780 Hill Side 20.00

12 2+880 3+010 Hill Side 130.00

13 3+830 3+870 Hill Side 40.00

14 4+430 4+620 Hill Side 190.00

15 5+610 5+640 Hill Side 30.00

16 6+220 6+280 Hill Side 60.00

17 7+170 7+320 Hill Side 150.00

18 7+480 7+780 Hill Side 300.00

19 7+820 7+860 Hill Side 40.00

20 7+890 7+950 Hill Side 60.00

21 8+300 8+550 Hill Side 250.00

22 8+640 8+670 Hill Side 30.00

23 8+740 8+920 Hill Side 180.00

24 9+150 9+180 Hill Side 30.00

25 13+520 13+800 Hill Side 280.00

26 14+100 14+160 Hill Side 60.00

27 14+260 14+290 Hill Side 30.00

28 17+330 17+450 Hill Side 120.00

29 17+680 17+730 Hill Side 50.00

30 17+790 17+890 Hill Side 100.00

31 17+960 18+000 Hill Side 40.00

32 18+260 18+340 Hill Side 80.00

33 18+380 18+420 Hill Side 40.00

34 18+920 18+950 Hill Side 30.00

Total 3,060.00

Existing Pipe Culvert:

Following existing pipe culverts are in normal and workable condition. Minor repairing is required to make


Table 11: Existing Pipe Culvert

S.N. Chainage Diameter

(1200 mm) Diameter (900 mm)

Diameter (600 mm)

Diameter (300 mm)

1 0+288 1 2 0+976

1

3 1+420 1

4 1+920 1

5 2+589 1

6 2+813 1

7 3+117 1

8 4+977 1

9 4+917 1

10 5+238 1

11 5+556 1


16 | P a g e


(1200 mm) Diameter (900 mm)

Diameter (600 mm)

Diameter (300 mm)

12 5+612 1

13 5+660 1

14 5+786 1

15 6+930 1

16 8+432 1

17 8+643 1

18 13+664 1

19 13+597 1

20 13+745 1

Total Nos 1 2 1 16

Existing Slab Culvert:

Following existing slab culverts are in normal and workable condition. Minor repairing is required to make


Table 12: Existing Slab Culvert

S.N. Chainage Span x Height Remarks

1 11+165 6x3

2 12+108 5x3

Existing Causeway:

Following existing causeways are in normal and workable condition. Minor repairing is required to make


Table 13: Existing Causeway

S.N. Chainage Length Remarks

1 1+820 8

2 2+743 6

3 3+408 12

2.9 General Alignment Description

The road alignment gently climbs down from Pipal Bhanjyang and follows the just below the ridge area

and river valley. The road passes through the several settlements (Pipal Bhanjyang, Koldanda,

Nibuwatar, Buktikhatar, Haitar, Simle, Majhitar etc.) along the road alignment. Existing road pavement is

earthen. Existing road is motorable with 3m to 5m width. The road traverses through the several

settlements, natural rivers / kholsi, forest and barren land. In new design, the proposed road width shall

be 5.25m except at extra widening, passing places and bus bays area.

2.10 Land Use Pattern

The project road traverses from Pipal Bhanjyang to Netrakali through the settlement area, forest, barren

land, cultivated land etc.


17 | P a g e

Table 14: Land Use along the Road Alignment

Chainage Land Use Pattern

0+000-0+400 Forest / cultivated land

0+400-0+600 Cultivated land and settlements








7+400-8+600 Cultivated land




11+800-13+700 Cultivated land and settlement










29+200-32+200 Forest


2.11 Passing Bays and Bus Lay Bys

In general, passing bays are located at interval of 300m following the NRRS (2055) 2nd revision

December 2014 and bus lay bys location are fixed along nearby major settlements. However, ensuring

proper visibility and to minimize the maximum cut/fill due to extra width governed, the location of passing

bays are shifted at several locations which do not comply the NRRS.

Table 15: Passing Bays

S.N. Chainage Length

(m)

Width (m) Transition Length (m)

LHS RHS

1 0+320 12 1.75 9.00

2 0+605 12.00 1.75 9.00

3 0+930 12.00 1.75 9.00

4 1+250 12.00 1.75 9.00

5 1+750 12.00 1.75 9.00

6 2+010 12.00 1.75 9.00

7 2+320 12.00 1.75 9.00

8 2+630 12.00 3.00 9.00

9 3+090 12.00 1.75 9.00

10 3+340 12.00 1.75 9.00

11 3+630 12.00 1.75 9.00

12 3+970 12.00 1.75 9.00


18 | P a g e

13 4+230 12.00 1.75 9.00

14 4+630 12.00 1.75 9.00

15 4+950 12.00 1.75 9.00

16 5+270 12.00 1.75 9.00

17 5+570 12.00 3.00 9.00

18 6+060 12.00 1.75 9.00

19 6+355 12.00 1.75 9.00

20 6+830 12.00 1.75 9.00

21 7+140 12.00 1.75 9.00

22 7+510 12.00 1.75 9.00

23 7+820 12.00 1.75 9.00

24 8+100 12.00 1.75 9.00

25 8+440 12.00 1.75 9.00

26 8+690 12.00 3.00 9.00

27 9+050 12.00 1.75 9.00

28 9+255 12.00 1.75 9.00

29 9+550 12.00 1.75 9.00

30 9+910 12.00 1.75 9.00

31 10+200 12.00 1.75 9.00

32 10+560 12.00 1.75 9.00

33 10+930 12.00 1.75 9.00

34 11+200 12.00 1.75 9.00

35 11+550 12.00 1.75 9.00

36 11+870 12.00 1.75 9.00

37 12+170 12.00 1.75 9.00

38 12+630 12.00 1.75 9.00

39 13+020 12.00 1.75 9.00

40 13+290 12.00 1.75 9.00

41 13+550 12.00 1.75 9.00

42 13+875 12.00 1.75 9.00

43 14+045 12.00 1.75 9.00

44 14+420 12.00 1.75 9.00

45 14+820 12.00 1.75 9.00

46 15+140 12.00 1.75 9.00

47 15+635 12.00 1.75 9.00

48 15+980 12.00 1.75 9.00

49 16+290 12.00 1.75 9.00

50 16+600 12.00 1.75 9.00

51 16+900 12.00 1.75 9.00

52 17+330 12.00 1.75 9.00

53 17+630 12.00 1.75 9.00

54 18+060 12.00 1.75 9.00

55 18+480 12.00 1.75 9.00

56 18+930 12.00 1.75 9.00

57 19+410 12.00 1.75 9.00

58 19+800 12.00 3.00 9.00

59 20+120 12.00 1.75 9.00

60 20+350 12.00 1.75 9.00

61 20+680 12.00 1.75 9.00


19 | P a g e

62 20+990 12.00 1.75 9.00

63 21+280 12.00 1.75 9.00

64 21+755 12.00 1.75 9.00

65 22+040 12.00 1.75 9.00

66 22+490 12.00 1.75 9.00

67 22+800 12.00 3.00 9.00

68 23+430 12.00 1.75 9.00

69 23+690 12.00 1.75 9.00

70 24+020 12.00 1.75 9.00

71 24+634 12.00 1.75 9.00

72 24+980 12.00 1.75 9.00

73 25+370 12.00 1.75 9.00

74 25+680 12.00 1.75 9.00

75 26+040 12.00 1.75 9.00

76 26+380 12.00 1.75 9.00

77 26+745 12.00 1.75 9.00

78 27+215 12.00 1.75 9.00

79 27+785 12.00 1.75 9.00

80 27+995 12.00 1.75 9.00

81 28+220 12.00 1.75 9.00

82 28+755 12.00 1.75 9.00

83 29+250 12.00 1.75 9.00

2.12 Cross Drainage and Irrigation Crossing

Depending upon the nature of road profile, type of natural drainage system, pipe culverts, slab culverts

and causeways and are proposed in design which are as under:

Pipe culvert (900 mm dia.) = 17 nos



Slab Culvert = 1 nos

Causeway = 17 nos

Table 16: Proposed Pipe Culvert


(900 mm)

Diameter

(600 mm)

Diameter

(300 mm) Remarks

1 1+188

1

2 1+476 1

3 2+221 1

4 3+501 1

5 3+873 1

6 3+709 1

7 4+067 1

8 4+117

1

9 4+651 1

10 5+869 1

11 6+299 1

12 6+404 1

13 7+329 1


20 | P a g e

14 7+622

1

15 7+995 1

16 8+526

1

17 8+573 1

18 8+801 1

19 9+281 1

20 9+661

1

21 9+708 1

22 9+882 1

23 10+156 1

24 10+239 1

25 10+542 1

26 10+618 1

27 10+676 1

28 10+813

1

29 11+037 1

30 11+825 1

31 11+995

1

32 12+278 1

33 12+384

1

34 12+530 1

35 12+601 1

36 13+385 1

37 14+848

1

38 15+149 1

39 15+243 1

40 15+348 1

41 17+098

1

42 18+516 1

43 18+685 1

44 18+885 1

45 19+250 1

46 19+479

1

47 19+521 1

48 15+243 1

49 15+348 1

50 20+938 1

51 21+360

1

52 21+507 1

53 21+591 1

54 21+620

1

55 21+712 1

56 21+940 1

57 22+045 1


21 | P a g e

58 22+630 1

59 23+005

1

60 23+172 1

61 23+266 1

62 23+391 1

63 23+748 1

64 24+190 1

65 24+442 1

66 24+476 1

67 24+689 1

68 24+746 1

69 24+891 1

70 25+643 1

71 25+931 1

72 25+990 1

73 26+016 1

74 26+136

1

75 26+227

1

76 26+267 1

77 26+698

1

78 27+185 1

79 27+233 1

80 27+316 1

81 28+442 1

82 28+622

1

83 28+828 1

84 29+007 1

Total 17 60 7

Table 17: Proposed Slab Culvert

S.N. Chainage Slab Culvert

(6mx3m) Remarks

1 25+778 1

Table 18: Proposed Causeways

S.N. Chainage L= 6 m L= 10 m L= 12 m L= 15 m L= 20 m L= 25 m

1 3+620 1

2 4+287 1

3 5+179 1

4 6+903 1

5 7+875 1

6 8+205 1

7 11+515 1

8 11+661 1

9 12+819 1


22 | P a g e

10 14+563 1

11 14+769 1

12 19+891 1

13 21+195 1

14 22+201 1

15 23+112 1

16 23+600 1

17 24+115 1

Total 1 3 8 3 1 1

2.13 Retaining Structures

Retaining structures are designed to restrain soil to unnatural slopes and are used to those areas where

landscape of the lands needs to be reshaped. Stone masonry walls and gabion walls are proposed

based on their appropriateness.

Gabion Masonry Wall

Based on the suitability of the kind of structures, gabion walls are proposed for high cut slopes and

terraces, where higher walls are required. Also, the walls are proposed on the areas having poor

foundation and seepage condition due to its flexibility for certain differential settlement and some slope

movements. Besides, the wall is proposed on the hill sides to restrain against slope movement at

landslide zones.

Figure 4: Typical Road Cross Section Showing Gabion Wall

Stone Masonry Wall

Stone Masonry gravity walls are designed on the valley side where the road section becomes narrow

due to existing settlement to both sides. Besides, the walls are designed to the locations where rocks

exists beneath the foundation as well as the wall is designed where the height of wall do not exceed

more than 3m. For the slope and foundation width of the wall, DoLIDAR approach manual, Overseas

Road Note 16, DRSP and RAIDP manual is followed.


23 | P a g e

Figure 5: Typical Road Cross Section Showing Stone Masonry Wall

2.14 Traffic Safety Measures

Traffic safety measures are important component for roads. Traffic safety is important to reduce the

chance of accident occurring. For prevention of serious accidents in hill roads, safety barriers are

essential. The delineator posts at the loops and steep valley slopes are significant for traffic safety

purpose.

2.15 Data Entry and Analysis

After the completion of topographical survey, confirmation was done ensuring the density of points is

enough to produce contours at an interval of 1m. For some areas re-survey were done at the same time

to increase the density of point to fill some voids. The data recorded in total station were extracted in

excel sheet and with the help of SW-DTM inbuilt with Auto CAD, the data were processed. During this

time, the redundant data were first eliminated from the list and final contour was drawn.

Likewise, the existing road centerline and road edges were plotted on the contour with the help of SW-

DTM. For the design of new alignment, profile and road width, SW-Road was used with necessary

changes in alignment on the existing road alignment.


24 | P a g e

CHAPTER -3

ROAD CORRIDOR COMMUNITY PROFILE

3.1 VDCs Along Road Corridor

The proposed Pipal Bhanjyang – Haitar – Netrakali Road is of 29.29 km length. The

Pipalbhanjyang – Haitar – Netrakali Road lies in north-western part of Sindhuli district in Central

Development Region, Nepal. This road links Bhadrakali, Amale, Bastipur, Tamajor and Netrakali

VDCs to district headquarter as well as the rest of the country through B.P. Highway. The road

starts at Pipal Bhanjyang of Bhadrakali VDC and ends at village at Ch 29+290. The alignment

passes through Kol Danda, Dhanmana, Bhotesangra, Nibuwatar, Simaltar, Satepantar, Salbesi,

Khattar villages of Bhadrakali VDC, Simle, Rajabas of Amale VDC, Saurada, Haitar,

Chalisebagar, Khadka Tole, Chandanpur, Dumri villages of Bastipur VDC, Koltar, Solubhanjyang,

Chaukitar villages of Tamajor VDC, and ends at Aapdada Belbote of Netrakali VDC. The detail

survey and design team has selected the alignment considering the demand of local people and

following the existing trail. The alignment passes through private and public land plots. According

to the Population Census 2011 of Nepal, the total population of the Sindhuli district is 296192

consisting of 142123 male and 154069 female. The average household size is 5.14. The

combined population of the affected municipality and VDCs is 15451 with an average family size

of 5.40. The percentage of male and female population is 46.61 and 53.39 respectively. Table

shows the population composition of affected VDCs.

Table 19: Demographic Features of Influenced Municipality and VDCs

V.D.C. Households Population Average

Household

Size Total Male Percentage Female Percentage

1 Amale 415 2,261 1,047 46.31 1,214 53.69 5.45

2 Bastipur 545 3,029 1,366 45.10 1,663 54.90 5.56

3 Bhadrakali 848 4,415 2,074 46.98 2,341 53.02 5.21

4 Netrakali 606 3,400 1,612 47.41 1,788 52.59 5.61

5 Tamajor 445 2,346 1,102 46.97 1,244 53.03 5.27

Total 2,859 15,451 7,201 46.61 8,250 53.39 5.40

Source: Census 2011, Central Bureau of Statistics, Nepal

3.2 Cast Ethnicity

The project side is totally Tamang dominated area with almost two third of the population, and

remaining population are of newars, chhetri, brahmin, kami, sunuwar, damai, thami, sarki, gharti

and others. Table shows the details of the population based on ethnicity.


25 | P a g e

Table 20: Ethnic Features of the VDCs along the Road Corridor

VDC T

ota

l

Ta

ma

ng

Ma

ga

r

Ne

wa

r

Ch

he

tre

e

Bra

hm

an

-

Hil

l

Ka

mi

Su

nu

wa

r

Da

ma

i/

Dh

oli

Th

am

i

Sa

rki

Mu

sa

lma

n

Gh

art

i/

Bh

uje

l

Oth

ers

Amale Total 2261 1921 82 39 122 66 31

Male 1047 891 39 22 45 33 17

Female 1214 1030 43 17 77 33 14

Bastipur Total 3029 1726 343 286 77 215 34 328 20

Male 1366 786 152 124 36 89 20 151 8

Female 1663 940 191 162 41 126 14 177 12

Bhadra

kali Total 4415 1878 843 516 371 231 212 109 155

59

41

Male 2074 864 397 251 165 116 101 58 72 32 18

Female 2341 1014 446 265 206 115 111 51 83 27 23

Netrakali Total 3400 2931 336 17 31 1 20 38 11 15

Male 1612 1387 161 9 14 0 10 16 7 8

Female 1788 1544 175 8 17 1 10 22 4 7

Tamajor Total 2346 1937 33 177 30 114 45 10

Male 1102 903 14 94 14 48 22 7

Female 1244 1034 19 83 16 66 23 3

Total 15451 10393

121

9 1029 786 301 525 435 189 329 79 38 11

11

7

Male 7201 4831 563 506 351 152 230 202 92 151 42 16 7 58

Female 8250 5562 656 523 435 149 295 233 97 178 37 22 4 59

3.3 Occupation

The people here have major occupation as agriculture and livestock farming which contribute

almost half of the district's economy. People depend on subsistence agriculture, however more

than three quarter of the population in the area cannot meet their subsistence requirements for

their small size of land holdings. They rear goat, pig, poultry and buffaloes for household use.

They visit out of their village for wage labour and some of them, like all other castes, have been in

foreign land for better earning. Occupational caste households are distributed in almost all the

settlements. They have the lowest status in all sectors, i.e. they lack land resources, livestock,

education, sufficient income, access to all services and facilities. The major cereal crops grown

here are maize, wheat and millet. The cash crops grown are potato and oil seed.

3.4 Education and Health Status

Considering the population above 5 years of age, total literacy rate of the Sindhuli district is 60.53

% with male 69.80 % and female 52.10 %. Average literacy rate of the total affected VDCs is

52.44 with male literacy rate of 65.15 and that of female is 46.49 %. Following table shows the

literacy rate of influenced VDCs.


26 | P a g e

Table 21: Population aged 5 years and above by literacy status and sex

S.N. VDC Sex

Population

aged 5

years

& above

Population who are Literacy

not

stated

Literacy

rate

Can

read

& write

Can

read

only

Can't

read

& write

Sindhuli District

Total 265,265 160,558 8,344 96,176 187 60.53

Male 126,320 88,173 4,148 33,918 81 69.80

Female 138,945 72,385 4,196 62,258 106 52.10

1

Amale Total 2,004 1,219 159 626 0 60.83

Male 920 651 70 199 0 70.76

Female 1,084 568 89 427 0 52.40

2

Bastipur Total 2,699 1,532 58 1,109 0 56.76

Male 1,195 811 29 355 0 67.87

Female 1,504 721 29 754 0 47.94

3

Bhadrakali Total 4,048 2,651 20 1,377 0 65.49

Male 1,876 1,430 10 436 0 76.23

Female 2,172 1,221 10 941 0 56.22

4 Netrakali Total 2,976 1,174 148 1,653 1 39.45

Male 1,399 679 80 640 0 48.53


27 | P a g e

CHAPTER - 4

DESIGN STANDARD AND PARAMETERS

4.1 Geometric Design Standard

The geometric design standards and parameter are strictly followed from NRRS published by

DoLIDAR 2nd Revision December 2014, with the salient features, as outlined in the table below.

The design standards adopted for the upgrading of the road are that of fair weather earthen road

with low traffic volume. The roads can be upgraded in a compatible manner as the traffic volume

increases and availability of resources justify additional inputs.

Table 22: DoLIDAR Standard

S.N. Road Components Design Standards Remarks

Hills

1. Carriageway Width (m)

Traffic < 100 VPD

Traffic>100VPD<400VPD

3.00

3.75

2. Shoulder Width (m) 0.75 On both sides

3. Roadway Width (m)

Traffic < 100 VPD (see notes below)

Traffic>100VPD<400VPD

4.50

5.25

Excludes width of drain, parapet & retaining wall

top

4. Right of Way (m) 20.00

10m RoW on either side from the road

centerline

5. Design Speed

Ruling

Minimum

25

20

6. Stopping Sight Distance (m) 20.00

9. Radius of Horizontal Curves

(m)

Ruling

Minimum

≥20.00

12.50

10. Hairpin Bends


28 | P a g e


Hills

Desirable Spacing (m) 100

100 m spacing is desirable but may be less as

per site condition.

Minimum Radius (m) 12.5 Exceptional Case: 8.5m

Minimum Roadway width at

apex(m) 5.5

For curves with radius <12.5m provide 7.00

width

11. Gradient (%)

Ruling 7

Limiting 10

Exceptional 12

Up to 15% in hill roads for short stretch of 50m

in unavoidable situation except in hairpin bends.

Maximum for Bridge approach 6

Minimum in hill roads 0.50

12. Extra Widening (m)

For curve radius ≤ 20m 1.5

For curve radius 20 -60 m 0.60

For curve radius > 60 m Nil

13. Camber Minimum (%)

Earthen Roads

5

Hills: Unidirectional camber sloping either

towards hill side or valley side

Gravel Roads

4

Hills: Unilateral camber in carriageway sloping

towards hill side

Bituminous Roads

3

Hills: Unilateral camber in carriageway sloping

towards hill side

14. Passing Zone/Bus Lay Byes Passing zones: width of carriage way width 5.5m and length about 12

m along outside edge and 30 m along inside ie. Towards the

carriageway side and each end tapered gradually towards the

carriageway.

Bus Lay Bys: minimum width additional 3 m (i.e. total minimum

carriageway width is 6m) and length about 12 m along outside edge

and 30 m along inside i.e. Towards the carriageway side and each end

tapered gradually towards the carriageway.

15. Traffic Signs and Road As detailed in the NRRS 2013


29 | P a g e


Hills

Safety

16. Carriageway Width ( Cross-Drainage Structures)

Culvert 6.50 Distance between parapet walls

17. Road Side Drains Hill roads: trapezoidal stone masonry drain (1:4) of size 1mx0.5m

through-out the road length as required

Built up areas: Drain as specified in DoLIDAR Technical Guideline with

adequate cover slabs for crossings.

Surfacing Options

1. Gravel Surface Hill roads :

150 mm gravel sub-base from Ch. 0+000 to Ch. 9+000

200 mm gravel sub-base from Ch. 9+000 to Ch. 29+290


30 | P a g e

CHAPTER - 5

ENGINEERING DESIGN The design parameters adopted for Pipal Bhanjyang – Haitar - Netrakali Road follow DoLIDAR

Nepal Rural Road Standard (2055), 2nd Revision December 2014.

5.1 Road Classification

The proposed road has been classified as District Road Core Network (DRCN) and assigned

Code No. is 21DR025.

5.2 Design Speed

The design speed has a crucial role in geometric parameters of the roads. The design speed

depends on various factors like; super elevation, sight distance, radius and length of horizontal

curve, extra widening of pavement, and the length of vertical curve (summit and valley) etc.

According to the design standards followed, the ruling design speed adopted 25km/hr in flat

section. However at hairpin bends, horizontal curve and steep sections, the adopted design

speed as per NRRS is 20km/hr.

5.3 Right of Way

As per the design standard of DoLIDAR, right of way adopted for Garma – Nele - Bogal Road is

10 m either side.

5.4 Roadway Width

Roadway width adopted for the proposed road is 5.25m. It includes 3.75 m width Carriageway

width and 0.75m of shoulder on either side.

5.5 Extra Widening

It is necessary to widen the carriage way at sharp horizontal curves for the free movement of

vehicles. Only mechanical widening has been proposed to compensate the extra width occupied

by the vehicle on the sharp curve. For this, the inner part of the curve is proposed for widening as

per NRRS as listed below in table.

Table 23: Extra Widening

SN. Radius Extra widening

(m) From To

1 0 20 1.5

2 20 60 0.6

3 60 1000 0


31 | P a g e

5.6 Sight Distance

Since, the road is located in hill area; stopping sight distance must be secured properly. In this

project, a minimum of 20 m is secured for design speed 20 km/hr and 25 m is secured for the flat

section having design speed of 25 km/hr.

5.7 Horizontal Curvature

In each intersection, points are provided. As per the DoLIDAR Standards, the minimum radius of

horizontal curve is taken as 12.5m.

5.8 Vertical Curvature

Vertical curves are provided as per the NRRS of DoLIDAR standard.

5.9 Longitudinal Section

A general minimum gradient of 0.5% was adopted in very flat conditions. Maximum grade of 12%

permissible as per the DoLIDAR Standard was adopted. The gradient at loop should be up to 4%

but due to geography of the alignment at loops, this gradient of 4% is difficult to maintain.

However, the grade permissible by the design guidelines is maintained.

5.10 Pavement Surface

Gravel surface has been proposed for the entire alignment of the road.

150 mm thick gravel sub-base at (Ch. 0+000 to 9+000)

200 mm thick gravel sub-base at (Ch. 9+000 to 29+290)

5.11 Cross Section

The cross section at every 20m chainage point was considered to obtain the existing ground

condition. The cross section design was carried out taking plan and profile under consideration.

5.12 Passing Bays and Bus Lay Bys

For passing bays, width of carriage way width is 5.5m and length about 12 m along outside edge

and 30 m along inside i.e. towards the carriageway side and each end tapered gradually towards

the carriageway. For bus lay bys, minimum width is additional 3 m (i.e. total minimum carriageway

width is 6m) and length about 12 m along outside edge and 30 m along inside i.e. towards the

carriageway side and each end tapered gradually towards the carriageway. The passing bay and

bus lay bys has been proposed in such a way that no additional retaining structure is required.

5.13 Water Management Measures

An utmost consideration is given to water management during design and their estimate.

Depending upon the nature of existing natural channel and road profile, appropriate cross

drainage types are proposed for water management. For this, pipe culverts, slab culverts,

causeways and irrigation crossings are proposed in along the road as per need.

For surface water management, side drainage towards hill side with varying sizes are proposed

along the whole road stretches and the hill side camber principle is adopted for proper

management of surface water. The minimum size of cross drainage adopted pipes of 600 mm

except for irrigation channel. For crossing of irrigation channel, the minimum diameter of pipes

proposed is 300mm.


32 | P a g e

5.14 Side Drains

Side drains are required to prevent structural damage to the road. The water collected from

surface runoff is required to be collected and drain off from nearby rivulet, culverts or cross

drainage to protect the exiting road structures. For this, different kinds of side drains could be

used as appropriate.

In this project, stone masonry trapezoidal type side drainage is proposed along the whole

stretches towards hill side since the road is designed with only one camber slope towards hill

side. Both side cambers have been provided only at the settlement / market area. The total width

of drainage proposed is 1m in width and depth 0.5m. Also, covered type side drain has been

proposed in settlement/ market area. The size of the cover is proposed as 1.0X0.50X0.10m.

Further, cascade type side drainage is proposed along the road stretches having its gradient

greater than 5%. The typical drawing for side drains is included in Volume 3 drawings.

Figure 6: Proposed Typical Drain

5.15 Pavement Design

Introduction:

The road from Pipal Bhanjyang – Haitar – Netrakali is proposed building back better under

DRLIP-AF, i.e, one step better than the existing condition. At present approximately 9 km stretch

of road is graveled starting from Pipal Bhanjyang and the rest portion is earthen road with gravel

surfacing at selected stretches only. Road pavement is most important component of highway.

Therefore the overall functioning of highway system is greatly relying on the performance of its

pavement. The flexible pavement design is governed by several factors such as traffic, wheel

load, climate, terrain and sub grade condition. Road pavements are designed for certain duration

of time (Design life) considering the influencing factors mentioned above. The design life does not

mean that at the end of period the pavement will be completely worn out and in need of

reconstruction; it means that the towards the end of period the pavement will need to be

strengthened so that it can continue to carry traffic satisfactorily for a further period.

Pavement design for Pipal Bhanjyang – Haitar – Netrakali road is carried out as per guide lines

recommended in “Pavement Design Guidelines (Flexible Pavement)”,Planning, Monitoring and

Evaluation Unit, DoR and Road Note 31(TRL,UK). Pavement design have been carried out for full

pavement layers like sub base, base course and surface dressing as riding surface. Since at

present the proposed road have been planned upgrading to gravel surfacing, only sub base as


33 | P a g e

recommended in pavement design will be provided and other layers will be provided in future

when the road is proposed to upgrade bituminous surfacing standard. Hence at present the laid

sub base should perform as riding surface. Therefore as recommended in “Standard Specification

for Road and Bridge Works, DoR” the sub base material with PI value near to 6 is recommended

for using.

Sub-grade

The sub grade in cut or fill should be well compacted to utilize its full strength and to economize

on the overall thickness of the pavement required. The strength of road sub grades is commonly

assessed in terms of California Bearing Ratio (CBR) and this is dependent on the type of soil, its

density and its moisture content. Since soil type varies from section to section along road

alignment, sub grade CBR also varies from section to section. Besides that with construction

point of view, it is not convenient and difficult to construct a road with varying pavement thickness

in small road sections. Therefore well compromise should be made between these two aspects.

Hence visualizing the type and nature of sub grade material, section with similar sub grade

material should be identified and effective sub grade strength should be assessed for pavement

design of this section. The identified section should also be ease with construction point of view.

The Sub grade strength of proposed road was assessed by California Bearing Ratio (CBR) test at

laboratory. The representative sub grade materials from selected location are extracted for

laboratory test. Proctor (Heavy compaction) test was carried out in collected sub grade in order to

determine maximum dry density and optimum moisture content. The soaked CBR test was

carried out in all collected sub grade materials. The corresponding CBR value at 95% of MDD is

derived. Road pavement design on lowest sub grade CBR value is not economical. For design

purposes it is important that the strength of the sub grade is not seriously underestimated for

large areas of pavement or overestimated to such an extent that there is a risk of local failures. As

recommendation made in RN 31, the best compromise for design purposes is to use the lower

ten percentile value i.e. that value which is exceeded by 90 per cent of the readings.

The ten percentile value of CBR test results is 10.45%. Hence, the adopted sub grade CBR value

for the pavement design of Pipal Bhanjyang – Haitar – Netrakali road is 10 %. Hence sub grade

materials of Pipal Bhanjyang – Haitar – Netrakali road falls in S4 (8% to 14%) class according to

RN 31.

The lab test reports of Maximum Dry Density (MDD) and CBR test are attached in relevant

appendix and summary of test results are tabulated in the following table:

Table 24: Laboratory CBR Test Results

S. N. Chainage MDD OMC CBR at 95 %

MDD

1 0+400 1.961 10.46 11.8

2 4+045 2.098 7.52 11.7

3 5+300 1.992 9.87 10.1

4 7+750 1.989 9.72 10.8

5 12+000 1.980 9.40 10.6

6 18+300 1.920 11.40 12.60

7 26+100 1.841 9.00 11.00

8 35+850 1.980 8.70 14.80


34 | P a g e

Table 25: Road sections with similar Sub grade Strength

Section From

To Length Effective Design

CBR

I 0+000

11+000

-

-

3+000

12+000

3000

1000

5-7

II 3+000 - 11+000 8000 15-29

12+000 - 22+000 10000

Traffic

The loading and type of vehicle that will use the road plays a vital road in pavement design.

Hence the prediction of traffic volume anticipated during pavement design life is essential for

pavement design. Road pavement failure is mainly due to traffic movement both from the

magnitude of the individual wheel loads and the numbers of times these load are applied. The

loads imposed by passenger cars do not contribute significantly to the structural damage of the

pavement. Vehicles that should be considered for pavement design are defined as those having

an unladen weight of 3000kg or more. The total number of anticipated commercial vehicles during

design life is converted in to the cumulative equivalent standard axle of 8160 kg.

The local concerned authorities were consulted for the prediction of expected traffic in Pipal

Bhanjyang – Haitar – Netrakali road. The road is assumed to be build after 2 years and comes in

operation. Analyzing the information and suggestions provided the expected traffic at the opening

of road after construction is assumed as follows:

Table 26: Traffic Type and Volume

S. N. Vehicle Type No per Day Both Way Remarks

1 Bus 14

2 Truck/Tipper 22

3 Tractor 25

4 Jeep 18

Total 79

Due to lack of sufficient information the traffic growth rate and vehicle damaging factor are

adopted as recommended in “Pavement Design Guidelines (Flexible Pavement)”, Planning,

Monitoring and Evaluation Unit, DoR.

With this assumption cumulative number of traffic for the period of 10 years is calculated initiating

from the time of proposed road operation. The following formula is used for calculating the traffic

volume in different years.

A = P x (1+r) n

Where,

A= traffic at the end of n years

P= present volume of traffic

r= growth rate

n= no. of years

The cumulative traffic projected for the design period of 10 years and corresponding cumulative

equivalent standard axle is presented in the following table:


35 | P a g e

Table 27: Cumulative number of commercial vehicles and equivalent standard axle at the

end of design period (10 years)

S. N. Description VDF Cum

Traffic esa Remarks

1 Bus

Big 0.5 7.06E+04 3.53E+04

2 Truck

Heavy 3.5 1.11E+05 3.88E+05 Hill road

3 Tractor 1 1.26E+05 1.26E+05

Total 5.50E+05

Flexible Pavement Design

Hence, according to chart 1of Road Note 31for cumulative equivalent standard axle of 0.6 x 106

esa (T2), the pavement thickness required for different sections is;

Section I (S4 - CBR value 8 to 14%);

Sub-base with 30% min. CBR - 175 mm

Base course with 80% min. CBR - 150 mm

Surface Dressing (DBST) - Yes

----------

Total 325 mm

Cobblestone Pavement

Cobblestone pavement has been proposed in design where longitudinal grade is greater than 7%

which consists of 125 mm thick gravel sub-base, 50 mm thick granular bedding (sand) and 80

mm thick cobblestones. 20 cm thick stone pitching (edge stone / kerb stone) has also been

proposed at edge of the shoulder in valley side. Hammer dressed cobblestones and edge stone /

kerb stone shall be applied. Manual “Cobblestones Pavement in Nepal”, December 2014 has

been used for design and cost estimate. Total length of cobblestones pavement is 11.156 km

Recommendation and Conclusion

Based on pavement design analysis guidelines recommended in TRL, Road Note 31 and usual

practice followed in different projects of DoR and Dolidar following recommendations are

concluded for Pipal Bhanjyang – Haitar – Netrakali Road Project;

Table 28: Recommended Pavement Type and Thickness

S. N. Section Base

Course(mm)

Sub

Base(mm) Surfacing

1 0+000 to 9+000 150 150 DBST

2 9+000 to 37+000 150 200 DBST

- Since at present only sub base will be provided, the recommended sub base as gravel

riding surface is rounded to meet the minimum required gravel thickness and withstand

against gravel loss due to traffic action, rainwater and wind erosion.

- For quality assurance plan and material specification it is recommended to follow the

standard specification of Road and Bridges, DoR.

- Pavement thickness from one type to another should be constructed providing transition

length.


36 | P a g e

- Sub grade formation level should be compaction according to requirements mentioned in

specification.

- If required it is recommended to strengthen the section of weak sub grade by providing 15

cm thick capping layer. Hence, Provision for 15cm thick Capping layer is provided for

section with weaker sub grade.

- Base course and sub base materials should comply with the requirements mentioned in

specification, DoR. The CBR value of 80% and 30% are recommended for base course

and sub base materials respectively.

- Gravel riding surface need frequent maintenance and repair in order to make it

serviceable throughout the year.


37 | P a g e

CHAPTER - 6

ENGINEERING DESIGN AND DRAWINGS

The engineering design is prepared based on Nepal Rural Road Standards published by

DoLIDAR. Despite this at some locations, the design differed with the guidelines set by DoLIDAR

due to the nature of topography, settlement and local issues.

The engineering drawings are prepared with the use of Auto CAD as drafting tools. In drawings,

plan profile and cross-sections are published and presented for the whole length of road.

However, for the road structures like; passing bys, retaining walls, cross drainage, side drains,

traffic safety etc. only typical standard drawings with necessary detailing are shown in drawings.

For scaling of the drawing, given ToR and standard practices are followed. All required drawings

are placed in “Volume3: Design Drawing”. Some typical sample of plan, profile and sections are

placed below

Figure 7: Sample Sheet of Plan and Profile


38 | P a g e

Figure 8: Sample Sheet of Cross Sections


39 | P a g e

CHAPTER - 7

ENGINEERING ESTIMATE 7.1 The Project Cost Estimate

The cost of the project has been worked out based on the quantity estimate and rates of work items. The

detailed project cost estimate in two contract packages has been provided in Volume 2: Cost Estimate.

Table 29: Cost Estimate of Contract Package 01 (Ch. 0+000 to Ch. 14+400)

Part Description NRs.

Part 1 GENERAL 6,496,765.88

Part 2 SITE CLEARANCE 3,646,947.99

Part 3 EARTHWORK 18,677,336.73

Part 4 STRUCTURES (STABILITY, CROSS DRAINAGE AND SIDE

DRAINAGE)

108,376,177.18

Part 5 PAVEMENT WORKS 40,983,794.64

Part 6 ROAD FURNITURE AND TRAFFIC SAFETY MEASURES 9,414,272.96

Part 7 BIO-ENGINEERING WORKS 5,732,767.71

Part 8 DAY WORKS 595,987.50

A Base Cost (Part 01 to 08) 193,924,050.58

B VAT (13% of A) 25,210,126.58

C Total Cost including Base Cost and VAT (A+B) 219,134,177.16

D Cost per KM as per Base Cost and VAT (C / total km) 15,217,651.19

E Work Charge Staff and Small Miscellaneous Expenses (3% of A) 5,817,721.52

F Provision of Physical Contingency (10% of A) 19,392,405.06

G Total Cost including Base cost, VAT, Work Charge Staff and Small

Miscellaneous Expenses and Physical Contingencies (C+E+F)

244,344,303.73

Table 30: Cost Estimate of Contract Package 02 (Ch. 14+400 to Ch. 29+290)

Part Description NRs.

Part 1 GENERAL 3,918,717.79

Part 2 SITE CLEARANCE 2,465,996.31

Part 3 EARTHWORK 27,059,371.11

Part 4 STRUCTURES (STABILITY, CROSS DRAINAGE AND SIDE

DRAINAGE)

130,982,091.60

Part 5 PAVEMENT WORKS 42,109,274.46

Part 6 ROAD FURNITURE AND TRAFFIC SAFETY MEASURES 12,358,048.51


40 | P a g e

Part 7 BIO-ENGINEERING WORKS 94,492.15

Part 8 DAY WORKS 595,987.50

A Base Cost (Part 01 to 08) 219,583,979.43

B VAT (13% of C) 28,545,917.33

C Total Cost including Base Cost and VAT (A+B) 248,129,896.76

D Cost per KM as per Base Cost and VAT (C / total length) 16,664,197.23

E Work Charge Staff and Small Miscellaneous Expenses (3% of A) 6,587,519.38

F Provision of Physical Contingency (10% of A) 21,958,397.94

G Total Cost including Base cost, VAT, Work Charge Staff and Small

Miscellaneous Expenses and Physical Contingencies (C+E+F)

276,675,814.08

7.2 Quantity Estimate

For estimating the cost of the project, detailed quantity estimation had been done for each item of works

to be included in the project activities. The detail quantity estimates have been provided in Volume 2

Cost Estimate and the sheets of quantity estimation. The quantities of earthwork, embankment filling,

backfilling, stone masonry walls, gabion walls, drain and pavement are calculated by design software.

Cross drainage structures and others are calculated separately.

7.3 Analysis of Rates

For estimating the cost of each item of works, prevailing norms of DoLIDAR and DOR for rate analysis

has been used throughout. Rate analysis of each of the items has been carried out according to the

approved norms of DoLIDAR and approved district rates of Sindhuli and Dhanusa of fiscal year

2072/2073.


41 | P a g e

CHAPTER - 8

ENVIRONMENT PROTECTION MEASURES

During field visit, few minor slides / erosions were observed. The location requires special consideration

during construction period. Gabion walls and toe walls have been proposed in the design as noted

essential during the site visit. Also, bioengineering works has been proposed in other locations where

landslides have occurred though small in scale. In many locations, where erosion has been witnessed,

gabion breast walls have been proposed.

Table 31: Location of Landslides and Bio-Engineering Works

S. No Chainage

Length (m) Slope

Height (m) Quantity (m2)

From To

1 3+990 4+300 310.00 15.00 4,650.00

2 6+630 6+790 160.00 12.00 1,920.00

3 6+870 6+900 30.00 10.00 300.00

4 7+040 7+115 75.00 10.00 750.00

5 9+980 10+025 45.00 15.00 675.00

6 10+310 10+320 10.00 15.00 150.00

7 11+940 11+980 40.00 10.00 400.00

8 12+000 12+080 80.00 15.00 1,200.00

9 12+285 12+520 235.00 15.00 3,525.00

10 12+565 12+580 15.00 10.00 150.00

11 19+870 19+890 20.00 10.00 200.00

Total 1020.00 137.00 13,920.00

Suitable materials obtained from excavation will be used for embankment filling, and backfilling of

structures. Despite this, the surplus excavated materials obtained will be disposed at construction site as

required. Wherever possible, the surplus spoil will be used to fill eroded gullies, quarries and depressed

areas. Dry stone toe walls are required in some locations for disposal of spoils.

The excavated materials accumulated from hill slopes can be filled in valley side (cut and fill process). In

general, these materials remain extra after filling valley side. Hence extra materials will need to be

deposit in safe locations. For this purpose, there are some open spaces in between starting and ending

part of the road as well as open space.

As per findings of field visit, following environmental protection measures have been proposed in design

and cost estimate:

Table 32: Environment Protection Measures

S.N. Environmental Protection Measures

1 Provision of spoil mass transportation up to nearby tipping sites

2 Bio-engineering works along with small slope protection civil structures

3 Inlet and outlet protection works of cross drainages / culverts to mitigate the damage to cultivated land, private property etc

4 Provision of breast walls in potential and existing landslide area

5 Proper drainage management to protect the road and roadside slope from adverse effect of accumulated water


42 | P a g e

CHAPTER - 9

CONCLUSION AND RECOMMENDATIONS The road serves as the main access to different parts of the district. The people will be encouraged in

getting the better benefit of the road which results in better living standard of the local people.

All the settlements along the proposed road alignment and its neighborhood have immense potential of

vegetable, fruit and other cash crops production. People can increase the production of cereal crops and

cash crops so that it can be exported. This will increase the cash flow in the area. Hence, the road is

recommended for construction.

The detailed survey, design and study revealed many facts of the alignment and based on close

observation and analysis, it is recommended that:

Alignment passes through steep terrain thus retaining structures are necessary.

Drain should be constructed along the alignment for sustainability (in term of damage) of road

Pavement should be Gravel / Cobble Standard


43 | P a g e

Annex 01: Bench Mark and D-Cards

BM No Northing (N) Easting (E) Elevation Bench Mark Fixed on:

BM 01 3016480.00 394520.00 920.00 Top of Stone Masonry Wall






BM 08 3018440.114 394259.058 721.367 Big Boulder

BM 09 3018492.198 393027.396 715.608 Big Boulder


BM 11 3019304.116 392192.053 710.854 Big Boulder

BM 11A 3019347.513 391936.817 694.29 Big Boulder

BM 11B 3019500.197 391426.86 651.54 Big Boulder

BM 11C 3019544.463 391127.415 630.221 Big Boulder

BM 12 3019471.754 390730.328 602.523 Big Boulder

BM 12A 3019710.16 390445.449 581.265 Big Boulder





BM 17 3020124.962 388717.47 542.277 Big Boulder

BM 18 3020183.033 388332.906 566.874 Big Boulder



BM 21 3021205.973 386621.676 646.143 Big Boulder


BM 23 3021722.609 386166.964 671.077 Big Boulder

BM 24 3021463.808 386184.223 715.46 Big Boulder







BM 32 3022365.434 384280.047 967.354 Big Boulder




44 | P a g e


BM 36 3022634.507 383278.279 847.167 Gabion Wall

BM 37 3022473.978 383040.959 867.609 Stone


BM 39 3022744.776 382436.118 866.021 Big Boulder

BM 40 3023104.063 382193.209 856.784 Big Boulder

BM 41 3023226.274 381958.071 898.295 Big Boulder

BM 42 3023255.785 381539.203 893.914 Big Boulder

BM 43 3023173.942 381089.157 899.951 Big Boulder

BM 44 3023173.909 380838.677 904.706 Big Boulder

BM 45 3023319.133 380363.235 936.187 Big Boulder

BM 46 3023444.589 379805.33 942.104 Big Boulder

BM 47 3023456.188 379488.658 959.566 Big Boulder

BM 48 3023500.538 379119.191 1024.262 Big Boulder

BM 49 3023598.86 378978.609 1036.714 Big Boulder

BM 50 3023762.179 378561.017 1099.628 Big Boulder

BM 51 3023793.232 378280.263 1137.291 Big Boulder

BM 52 3023753.605 378020.198 1153.673 Big Boulder

BM 53 3024044.926 377669.025 1052.514 Big Boulder

BM 54 3024216.39 377716.901 983.32 Big Boulder

BM 55 3024392.645 377342.118 976.598 Big Boulder

BM 56 3024598.654 377396.745 921.302 Big Boulder

BM 57 3025017.103 377571.793 935.954 Big Boulder

BM 58 3024969.186 377343.822 958.692 Big Boulder

BM 59 3025017.527 377117.064 1016.363 Big Boulder

BM 60 3025248.501 376813.665 1052.776 Big Boulder

BM 61 3025085.741 376537.791 1049.952 Big Boulder

BM 62 3025266.527 376331.422 1082.288 Rock

BM 63 3025106.104 375930.748 1045.923 Rock


BM 65 3025120.75 375273.236 984.272 Rock

BM 66 3025263.203 375528.274 942.388 Rock

BM 67 3025444.634 375456.677 893.995 Big Boulder

BM 68 3025462.217 375308.773 874.675 Big Boulder


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Annex 02: Vertical Curve Data

VERTICAL CURVE DATA

VIP No.

VIP Length

BVC MVC EVC

Chainage Elevation Chainage Elevation Chainage Elevation Chainage Elevation

1 0+000.00 919.837 1 0+000.00 919.837 0+000.00 919.837 0+112.84 917.71

2 0+087.84 920.693 50 0+062.84 920.449 0+087.84 919.886 0+112.84 917.71

3 0+153.29 912.883 20 0+143.29 914.076 0+153.29 912.983 0+163.29 912.089

4 0+209.39 908.428 20 0+199.39 909.222 0+209.39 908.378 0+219.39 907.434

5 0+305.09 898.913 20 0+295.09 899.907 0+305.09 899.145 0+315.09 898.848

6 0+369.56 898.493 20 0+359.56 898.558 0+369.56 898.343 0+379.56 897.826

7 0+439.87 893.804 20 0+429.87 894.471 0+439.87 893.952 0+449.87 893.729

8 0+498.77 893.36 20 0+488.77 893.435 0+498.77 893.079 0+508.77 892.162

9 0+802.62 856.957 20 0+792.62 858.155 0+802.62 857.058 0+812.62 856.161

10 0+892.30 849.818 100 0+842.30 853.798 0+892.30 849.316 0+942.30 843.829

11 1+098.21 825.156 20 1+088.21 826.354 1+098.21 825.329 1+108.21 824.651

12 1+259.28 817.014 20 1+249.28 817.519 1+259.28 816.841 1+269.28 815.817

13 1+472.27 791.526 20 1+462.27 792.723 1+472.27 791.778 1+482.27 791.339

14 1+523.85 790.56 20 1+513.85 790.747 1+523.85 790.459 1+533.85 789.967

15 1+586.14 786.865 20 1+576.14 787.458 1+586.14 786.812 1+596.14 786.059

16 1+680.54 779.254 20 1+670.54 780.06 1+680.54 779.157 1+690.54 778.06

17 1+820.30 762.565 20 1+810.30 763.759 1+820.30 762.915 1+830.30 762.77

18 1+853.14 763.239 20 1+843.14 763.034 1+853.14 763.117 1+863.14 762.956

19 2+012.74 758.719 20 2+002.74 759.002 2+012.74 758.664 2+022.74 758.216

20 2+146.34 751.999 20 2+136.34 752.502 2+146.34 752.038 2+156.34 751.65

21 2+307.05 746.395 20 2+297.05 746.744 2+307.05 746.355 2+317.05 745.886

22 2+386.34 742.359 20 2+376.34 742.868 2+386.34 742.425 2+396.34 742.113

23 2+560.83 738.068 0 2+560.83 738.068 2+560.83 738.068 2+396.34 742.113

24 2+870.91 728.549 0 2+870.91 728.549 2+870.91 728.549 3+092.50 723.852

25 3+082.50 724.259 20 3+072.50 724.462 3+082.50 724.208 3+092.50 723.852

26 3+214.50 718.883 20 3+204.50 719.29 3+214.50 718.925 3+224.50 718.644

27 3+415.86 714.065 20 3+405.86 714.304 3+415.86 714.303 3+425.86 714.779

28 3+465.91 717.64 20 3+455.91 716.926 3+465.91 717.76 3+475.91 718.834

29 3+534.11 725.78 35 3+516.61 723.691 3+534.11 725.15 3+551.61 725.347

30 3+645.21 723.03 20 3+635.21 723.278 3+645.21 722.794 3+655.21 721.839

31 3+705.71 715.825 20 3+695.71 717.016 3+705.71 716.225 3+715.71 716.234

32 3+742.01 717.31 20 3+732.01 716.901 3+742.01 717.016 3+752.01 716.543

33 3+874.01 707.19 20 3+864.01 707.957 3+874.01 707.4 3+884.01 707.261

34 3+904.81 707.41 20 3+894.81 707.339 3+904.81 707.235 3+914.81 706.78

35 4+034.06 699.27 20 4+024.06 699.9 4+034.06 699.128 4+044.06 698.071

36 4+072.28 694.686 20 4+062.28 695.885 4+072.28 695.152 4+082.28 695.352

37 4+103.84 696.788 30 4+088.84 695.789 4+103.84 696.514 4+118.84 696.69

38 4+284.80 695.61 20 4+274.80 695.675 4+284.80 695.863 4+294.80 696.555

39 4+332.76 700.142 20 4+322.76 699.197 4+332.76 699.94 4+342.76 700.28

40 4+504.31 702.503 80 4+464.31 701.952 4+504.31 703.344 4+544.31 706.417

41 4+605.36 712.39 30 4+590.36 710.922 4+605.36 711.837 4+620.36 711.647

42 4+650.96 710.131 20 4+640.96 710.626 4+650.96 710.345 4+660.96 710.492

43 4+689.60 711.526 20 4+679.60 711.165 4+689.60 711.449 4+699.60 711.579

44 4+862.94 712.444 20 4+852.94 712.391 4+862.94 712.387 4+872.94 712.268

45 4+948.80 710.932 30 4+933.80 711.196 4+948.80 710.549 4+963.80 709.137

46 5+137.88 688.302 20 5+127.88 689.499 5+137.88 688.549 5+147.88 688.093

47 5+183.94 687.339 20 5+173.94 687.548 5+183.94 687.636 5+193.94 688.317

48 5+249.80 693.777 50 5+224.80 691.333 5+249.80 693.116 5+274.80 693.578

49 5+647.68 690.617 60 5+617.68 690.855 5+647.68 690.035 5+677.68 688.052

50 5+733.24 683.303 20 5+723.24 684.158 5+733.24 683.484 5+743.24 683.174

51 5+810.10 682.312 20 5+800.10 682.441 5+810.10 682.044 5+820.10 681.113

52 6+070.38 651.1 20 6+060.38 652.299 6+070.38 651.15 6+080.38 650.1


46 | P a g e

53 6+158.94 642.244 20 6+148.94 643.244 6+158.94 642.369 6+168.94 641.745

54 6+258.69 637.271 20 6+248.69 637.77 6+258.69 637.097 6+268.69 636.076

55 6+306.44 631.566 20 6+296.44 632.761 6+306.44 631.742 6+316.44 631.077

56 6+395.94 627.191 20 6+385.94 627.68 6+395.94 627.505 6+405.94 627.959

57 6+438.69 630.476 40 6+418.69 628.939 6+438.69 629.997 6+458.69 630.096

58 6+512.04 629.081 20 6+502.04 629.271 6+512.04 629.003 6+522.04 628.577

59 6+620.94 623.591 20 6+610.94 624.095 6+620.94 623.689 6+630.94 623.481

60 6+694.29 622.781 20 6+684.29 622.891 6+694.29 622.56 6+704.29 621.785

61 6+813.09 610.946 20 6+803.09 611.942 6+813.09 610.896 6+823.09 609.748

62 6+904.00 600.056 20 6+894.00 601.254 6+904.00 600.598 6+914.00 601.026

63 6+933.24 602.891 20 6+923.24 601.921 6+933.24 602.572 6+943.24 602.585

64 7+090.74 598.076 20 7+080.74 598.382 7+090.74 598.001 7+100.74 597.469

65 7+178.94 592.721 20 7+168.94 593.328 7+178.94 592.841 7+188.94 592.592

66 7+262.64 591.641 20 7+252.64 591.77 7+262.64 591.54 7+272.64 591.107

67 7+394.46 584.596 20 7+384.46 585.13 7+394.46 584.434 7+404.46 583.413

68 7+458.94 576.97 20 7+448.94 578.153 7+458.94 577.147 7+468.94 576.494

69 7+509.78 574.552 20 7+499.78 575.028 7+509.78 574.47 7+519.78 573.75

70 7+613.32 566.244 35 7+595.82 567.648 7+613.32 566.623 7+630.82 566.355

71 7+658.64 566.531 30 7+643.64 566.436 7+658.64 566.875 7+673.64 568.001

72 7+706.32 571.204 35 7+688.82 569.489 7+706.32 570.851 7+723.82 571.508

73 7+834.66 573.436 20 7+824.66 573.262 7+834.66 573.279 7+844.66 572.981

74 7+882.40 571.266 20 7+872.40 571.721 7+882.40 571.406 7+892.40 571.372

75 7+999.58 572.506 20 7+989.58 572.4 7+999.58 572.722 8+009.58 573.475

76 8+050.00 577.39 20 8+040.00 576.421 8+050.00 576.849 8+060.00 576.193

77 8+203.89 558.972 20 8+193.89 560.169 8+203.89 559.571 8+213.89 560.169

78 8+266.66 566.488 20 8+256.66 565.291 8+266.66 566.26 8+276.66 566.773

79 8+323.84 568.116 20 8+313.84 567.831 8+323.84 568.344 8+333.84 569.312

80 8+423.27 580.011 20 8+413.27 578.815 8+423.27 579.69 8+433.27 579.924

81 8+691.39 577.672 75 8+653.89 577.999 8+691.39 576.651 8+728.89 573.26

82 8+772.14 568.171 30 8+757.14 569.936 8+772.14 568.65 8+787.14 568.322

83 8+907.66 569.535 60 8+877.66 569.233 8+907.66 568.561 8+937.66 565.943

84 9+037.69 553.965 20 9+027.69 555.162 9+037.69 554.068 9+047.69 553.181

85 9+084.09 550.325 20 9+074.09 551.109 9+084.09 550.222 9+094.09 549.128

86 9+273.33 527.666 20 9+263.33 528.863 9+273.33 528.01 9+283.33 527.844

87 9+370.82 529.4 30 9+355.82 529.133 9+370.82 529.661 9+385.82 530.711

88 9+418.32 533.55 30 9+403.32 532.239 9+418.32 533.053 9+433.32 532.874

89 9+532.29 528.413 100 9+482.29 530.667 9+532.29 528.91 9+582.29 528.146

90 9+734.81 527.333 50 9+709.81 527.466 9+734.81 528.112 9+759.81 530.317

91 9+841.88 540.115 20 9+831.88 538.921 9+841.88 539.863 9+851.88 540.301

92 9+943.32 542 20 9+933.32 541.814 9+943.32 542.252 9+953.32 543.193

93 10+058.02 555.678 20 10+048.02 554.485 10+058.02 555.33 10+068.02 555.479

94 10+158.76 553.677 20 10+148.76 553.876 10+158.76 553.747 10+168.76 553.758

95 10+269.16 554.574 50 10+244.16 554.371 10+269.16 555.269 10+294.16 557.559

96 10+357.31 565.099 20 10+347.31 563.905 10+357.31 564.835 10+367.31 565.238

97 10+446.79 566.347 20 10+436.79 566.208 10+446.79 566.218 10+456.79 565.969

98 10+539.08 562.857 20 10+529.08 563.235 10+539.08 563.073 10+549.08 563.342

99 10+586.12 565.137 20 10+576.12 564.652 10+586.12 565.031 10+596.12 565.199

100 10+807.36 566.511 70 10+772.36 566.294 10+807.36 567.489 10+842.36 570.642

101 10+959.41 584.457 30 10+944.41 582.687 10+959.41 583.879 10+974.41 583.916

102 11+114.41 578.862 20 11+104.41 579.223 11+114.41 578.656 11+124.41 577.676

103 11+157.89 573.706 20 11+147.89 574.892 11+157.89 574.002 11+167.89 573.706

104 11+183.72 573.706 20 11+173.72 573.706 11+183.72 573.823 11+193.72 574.176

105 11+242.06 576.447 60 11+212.06 575.038 11+242.06 576.207 11+272.06 576.896

106 11+513.92 580.518 20 11+503.92 580.368 11+513.92 580.615 11+523.92 581.056

107 11+585.68 584.382 70 11+550.68 582.497 11+585.68 583.861 11+620.68 584.181

108 11+668.73 583.905 20 11+658.73 583.962 11+668.73 584.042 11+678.73 584.397


47 | P a g e

109 11+799.14 590.322 20 11+789.14 589.83 11+799.14 590.234 11+809.14 590.461

110 11+963.36 592.599 20 11+953.36 592.46 11+963.36 592.681 11+973.36 593.067

111 12+056.51 596.957 48 12+032.51 595.834 12+056.51 596.676 12+080.51 596.957

112 12+114.03 596.957 20 12+104.03 596.957 12+114.03 597.255 12+124.03 598.149

113 12+211.76 608.607 90 12+166.76 603.243 12+211.76 605.93 12+256.76 603.263

114 12+300.08 598.119 20 12+290.08 599.307 12+300.08 598.26 12+310.08 597.494

115 12+378.11 593.242 35 12+360.61 594.336 12+378.11 593.689 12+395.61 593.936

116 12+453.51 596.23 30 12+438.51 595.636 12+453.51 596.529 12+468.51 598.021

117 12+566.42 609.711 25 12+553.92 608.219 12+566.42 609.469 12+578.92 610.235

118 12+679.13 614.432 20 12+669.13 614.013 12+679.13 614.028 12+689.13 613.235

119 12+752.03 605.709 20 12+742.03 606.906 12+752.03 605.99 12+762.03 605.636

120 12+827.24 605.157 20 12+817.24 605.23 12+827.24 605.472 12+837.24 606.345

121 12+904.52 614.334 80 12+864.52 609.584 12+904.52 613.399 12+944.52 615.342

122 13+041.72 617.792 20 13+031.72 617.54 13+041.72 617.927 13+051.72 618.586

123 13+199.04 630.281 20 13+189.04 629.487 13+199.04 630.131 13+209.04 630.473

124 13+234.92 630.971 20 13+224.92 630.779 13+234.92 631.121 13+244.92 631.763

125 13+334.28 638.837 20 13+324.28 638.045 13+334.28 638.662 13+344.28 638.929

126 13+401.90 639.458 20 13+391.90 639.366 13+401.90 639.627 13+411.90 640.227

127 13+465.45 644.347 30 13+450.45 643.193 13+465.45 644.158 13+480.45 644.744

128 13+563.12 646.93 20 13+553.12 646.666 13+563.12 647.162 13+573.12 648.121

129 13+616.03 653.232 20 13+606.03 652.041 13+616.03 653.135 13+626.03 654.033

130 13+690.84 659.227 20 13+680.84 658.426 13+690.84 659.301 13+700.84 660.323

131 13+777.09 668.68 20 13+767.09 667.584 13+777.09 668.476 13+787.09 668.961

132 13+816.42 669.784 20 13+806.42 669.503 13+816.42 669.913 13+826.42 670.579

133 13+865.54 673.688 20 13+855.54 672.893 13+865.54 673.789 13+875.54 674.885

134 13+914.53 679.553 35 13+897.03 677.458 13+914.53 679.324 13+932.03 680.732

135 14+019.24 686.605 30 14+004.24 685.595 14+019.24 686.269 14+034.24 686.273

136 14+218.00 682.204 20 14+208.00 682.425 14+218.00 682.147 14+228.00 681.753

137 14+344.96 676.477 20 14+334.96 676.928 14+344.96 676.531 14+354.96 676.243

138 14+504.35 672.751 20 14+494.35 672.985 14+504.35 672.65 14+514.35 672.112

139 14+562.76 669.017 40 14+542.76 670.296 14+562.76 669.733 14+582.76 670.602

140 14+610.06 672.766 20 14+600.06 671.973 14+610.06 672.815 14+620.06 673.753

141 14+700.92 681.734 20 14+690.92 680.747 14+700.92 681.671 14+710.92 682.467

142 14+771.72 686.926 20 14+761.72 686.193 14+771.72 686.99 14+781.72 687.915

143 14+879.69 697.605 20 14+869.69 696.616 14+879.69 697.546 14+889.69 698.357

144 15+238.08 724.573 20 15+228.08 723.821 15+238.08 724.527 15+248.08 725.14

145 15+341.59 730.445 46 15+318.59 729.14 15+341.59 730.717 15+364.59 732.84

146 15+508.19 747.791 0 15+508.19 747.791 15+508.19 747.791 15+650.49 760.209

147 15+640.49 759.649 20 15+630.49 758.753 15+640.49 759.565 15+650.49 760.209

148 15+885.35 773.352 70 15+850.35 771.393 15+885.35 773.718 15+920.35 776.776

149 15+991.57 783.743 20 15+981.57 782.765 15+991.57 783.68 16+001.57 784.47

150 16+075.48 789.844 20 16+065.48 789.117 16+075.48 789.961 16+085.48 791.039

151 16+218.62 806.955 20 16+208.62 805.76 16+218.62 806.846 16+228.62 807.713

152 16+372.49 818.616 20 16+362.49 817.858 16+372.49 818.508 16+382.49 818.942

153 16+443.22 820.922 30 16+428.22 820.433 16+443.22 821.249 16+458.22 822.719

154 16+488.80 826.381 20 16+478.80 825.183 16+488.80 826.281 16+498.80 827.18

155 16+559.82 832.052 50 16+534.82 830.056 16+559.82 831.799 16+584.82 833.037

156 16+688.20 837.109 20 16+678.20 836.715 16+688.20 837.17 16+698.20 837.749

157 17+226.40 871.54 20 17+216.40 870.9 17+226.40 871.599 17+236.40 872.415

158 17+445.60 890.73 20 17+435.60 889.855 17+445.60 890.525 17+455.60 890.786

159 17+501.40 891.04 20 17+491.40 890.984 17+501.40 891.224 17+511.40 891.833

160 17+831.53 917.218 20 17+821.53 916.425 17+831.53 917.318 17+841.53 918.409

161 17+878.45 922.807 20 17+868.45 921.616 17+878.45 922.692 17+888.45 923.54

162 18+110.98 939.85 20 18+100.98 939.117 18+110.98 939.739 18+120.98 940.137

163 18+171.01 941.575 20 18+161.01 941.288 18+171.01 941.751 18+181.01 942.567

164 18+259.33 950.338 20 18+249.33 949.346 18+259.33 950.117 18+269.33 950.448


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165 18+805.12 956.341 50 18+780.12 956.066 18+805.12 955.668 18+830.12 953.924

166 18+853.20 951.692 30 18+838.20 953.142 18+853.20 952.503 18+868.20 953.486

167 18+932.20 961.142 30 18+917.20 959.348 18+932.20 960.738 18+947.20 961.321

168 19+101.83 963.166 20 19+091.83 963.047 19+101.83 962.939 19+111.83 962.377

169 19+163.93 958.267 20 19+153.93 959.056 19+163.93 958.398 19+173.93 958.002

170 19+252.24 955.927 20 19+242.24 956.192 19+252.24 956.238 19+262.24 956.906

171 19+383.34 968.761 40 19+363.34 966.803 19+383.34 968.074 19+403.34 967.971

172 19+514.45 963.58 20 19+504.45 963.975 19+514.45 963.805 19+524.45 964.086

173 19+567.58 966.271 25 19+555.08 965.638 19+567.58 965.866 19+580.08 965.284

174 19+721.45 954.127 20 19+711.45 954.916 19+721.45 954.172 19+731.45 953.519

175 19+884.83 944.186 50 19+859.83 945.707 19+884.83 944.912 19+909.83 945.568

176 19+969.70 948.878 20 19+959.70 948.325 19+969.70 948.587 19+979.70 948.266

177 20+092.52 941.357 45 20+070.02 942.735 20+092.52 941.065 20+115.02 938.811

178 20+237.95 924.903 20 20+227.95 926.034 20+237.95 925.045 20+247.95 924.342

179 20+366.98 917.658 20 20+356.98 918.219 20+366.98 917.596 20+376.98 916.849

180 20+410.00 914.176 0 20+410.00 914.176 20+410.00 914.176 20+376.98 916.849

181 20+463.50 910.383 20 20+453.50 911.092 20+463.50 910.263 20+473.50 909.193

182 20+521.96 903.427 20 20+511.96 904.617 20+521.96 903.525 20+531.96 902.628

183 20+824.33 879.273 20 20+814.33 880.072 20+824.33 879.174 20+834.33 878.078

184 20+931.71 866.442 20 20+921.71 867.637 20+931.71 866.541 20+941.71 865.645

185 20+994.50 861.437 20 20+984.50 862.234 20+994.50 861.385 21+004.50 860.432

186 21+073.53 853.491 20 21+063.53 854.496 21+073.53 853.585 21+083.53 852.861

187 21+186.85 846.347 50 21+161.85 847.923 21+186.85 846.707 21+211.85 846.212

188 21+288.97 845.795 20 21+278.97 845.849 21+288.97 845.689 21+298.97 845.316

189 21+360.46 842.373 20 21+350.46 842.852 21+360.46 842.659 21+370.46 843.04

190 21+418.00 846.209 20 21+408.00 845.542 21+418.00 846.018 21+428.00 846.112

191 21+567.73 844.76 20 21+557.73 844.857 21+567.73 844.621 21+577.73 844.107

192 21+619.53 841.376 20 21+609.53 842.029 21+619.53 841.838 21+629.53 842.573

193 21+827.29 866.239 30 21+812.29 864.444 21+827.29 865.351 21+842.29 864.482

194 21+965.90 850.003 20 21+955.90 851.174 21+965.90 850.155 21+975.90 849.442

195 22+087.72 843.163 30 22+072.72 844.005 22+087.72 842.924 22+102.72 841.366

196 22+203.42 829.305 30 22+188.42 831.102 22+203.42 830.198 22+218.42 831.082

197 22+247.49 834.526 20 22+237.49 833.341 22+247.49 834.426 22+257.49 835.311

198 22+374.21 844.47 20 22+364.21 843.685 22+374.21 844.359 22+384.21 844.81

199 22+475.39 847.909 20 22+465.39 847.569 22+475.39 848.121 22+485.39 849.098

200 22+518.68 853.057 20 22+508.68 851.868 22+518.68 852.716 22+528.68 852.882

201 22+628.04 851.146 20 22+618.04 851.321 22+628.04 851.389 22+638.04 851.941

202 22+752.87 861.074 20 22+742.87 860.279 22+752.87 861.014 22+762.87 861.631

203 22+858.55 866.963 20 22+848.55 866.406 22+858.55 866.525 22+868.55 865.768

204 22+952.12 855.781 60 22+922.12 859.366 22+952.12 856.469 22+982.12 854.949

205 23+111.30 851.365 20 23+101.30 851.642 23+111.30 851.633 23+121.30 852.16

206 23+239.78 861.585 40 23+219.78 859.994 23+239.78 860.878 23+259.78 860.349

207 23+344.90 855.088 60 23+314.90 856.942 23+344.90 855.687 23+374.90 855.628

208 23+593.32 859.561 20 23+583.32 859.381 23+593.32 859.766 23+603.32 860.561

209 23+778.52 878.083 20 23+768.52 877.083 23+778.52 877.976 23+788.52 878.656

210 23+898.24 884.945 20 23+888.24 884.372 23+898.24 885.1 23+908.24 886.14

211 23+954.45 891.661 40 23+934.45 889.271 23+954.45 891.392 23+974.45 892.974

212 24+139.33 903.801 30 24+124.33 902.816 24+139.33 903.576 24+154.33 903.887

213 24+212.39 904.222 20 24+202.39 904.164 24+212.39 904.454 24+222.39 905.209

214 24+302.42 913.111 65 24+269.92 909.902 24+302.42 911.629 24+334.92 910.392

215 24+585.22 889.451 20 24+575.22 890.288 24+585.22 889.533 24+595.22 888.941

216 24+690.93 884.061 25 24+678.43 884.698 24+690.93 884.319 24+703.43 884.457

217 24+748.33 885.881 20 24+738.33 885.564 24+748.33 886.092 24+758.33 887.043

218 24+817.62 893.931 20 24+807.62 892.769 24+817.62 893.702 24+827.62 894.176

219 25+052.00 899.684 20 25+042.00 899.439 25+052.00 899.535 25+062.00 899.331

220 25+135.40 896.744 20 25+125.40 897.097 25+135.40 896.941 25+145.40 897.181


49 | P a g e

221 25+355.92 906.391 25 25+343.42 905.844 25+355.92 906.285 25+368.42 906.515

222 25+510.63 907.926 40 25+490.63 907.728 25+510.63 908.377 25+530.63 909.927

223 25+628.93 919.761 50 25+603.93 917.26 25+628.93 919.446 25+653.93 921.004

224 25+766.13 926.581 20 25+756.13 926.084 25+766.13 926.457 25+776.13 926.581

225 25+787.45 926.581 20 25+777.45 926.581 25+787.45 926.879 25+797.45 927.775

226 25+838.08 932.626 20 25+828.08 931.432 25+838.08 932.376 25+848.08 932.822

227 26+006.93 935.931 20 25+996.93 935.735 26+006.93 935.807 26+016.93 935.631

228 26+232.54 929.152 110 26+177.54 930.805 26+232.54 930.198 26+287.54 931.683

229 26+515.19 942.158 60 26+485.19 940.778 26+515.19 941.576 26+545.19 941.209

230 26+575.85 940.24 20 26+565.85 940.556 26+575.85 940.278 26+585.85 940.076

231 26+700.54 938.198 20 26+690.54 938.362 26+700.54 938.538 26+710.54 939.396

232 26+751.96 944.357 20 26+741.96 943.159 26+751.96 944.231 26+761.96 945.049

233 26+833.68 950.013 20 26+823.68 949.321 26+833.68 950.139 26+843.68 951.209

234 27+193.86 993.107 20 27+183.86 991.911 27+193.86 992.919 27+203.86 993.552

235 27+355.61 1000.305 20 27+345.61 999.86 27+355.61 1000.392 27+365.61 1001.097

236 27+459.49 1008.537 0 27+459.49 1008.537 27+459.49 1008.537 27+573.81 1019.717

237 27+541.81 1015.887 64 27+509.81 1013.03 27+541.81 1016.13 27+573.81 1019.717

238 27+592.91 1022.003 20 27+582.91 1020.806 27+592.91 1021.9 27+602.91 1022.789

239 27+781.91 1036.859 40 27+761.91 1035.287 27+781.91 1036.565 27+801.91 1037.254

240 27+849.70 1038.198 20 27+839.70 1038 27+849.70 1038.347 27+859.70 1038.992

241 28+217.36 1067.382 54 28+190.36 1065.239 28+217.36 1067.655 28+244.36 1070.617

242 28+274.93 1074.279 20 28+264.93 1073.081 28+274.93 1074.153 28+284.93 1074.972

243 28+575.82 1095.129 0 28+575.82 1095.129 28+575.82 1095.129 28+748.27 1109.656

244 28+728.27 1107.265 40 28+708.27 1105.673 28+728.27 1107.465 28+748.27 1109.656

245 28+762.31 1111.335 20 28+752.31 1110.139 28+762.31 1111.232 28+772.31 1112.119

246 28+800.05 1114.295 20 28+790.05 1113.511 28+800.05 1114.398 28+810.05 1115.493

247 28+949.53 1132.203 90 28+904.53 1126.812 28+949.53 1131.395 28+994.53 1134.362

248 29+203.92 1144.406 60 29+173.92 1142.967 29+203.92 1144.652 29+233.92 1146.831

249 29+290.00 1151.364 0 29+290.00 1151.364 29+290.00 1151.364 29+233.92 1146.831

Documents

Government of Nepal Ministry of Federal Affairs and Local ... · contract package 02. The total cost for rehabilitation and reconstruction to gravel / cobble standard including base