182.76.3.237182.76.3.237/urmis/Uttarakhand/Inception Report_Final_2nd Revision… · River Morphological Analysis and Design of River Training and Bank Protection Works in Uttarakhand

Government of Uttarakhand Uttarakhand Disaster Recovery Project

(IDA Credit No. 5313-IN)

River Morphological Analysis and Design of River Training and Bank Protection Works in Uttarakhand State

Final Inception Report

(Revised)

April 2016

DHI (India) Water & Environment Pvt. Ltd in JV with RITES Ltd

River Morphological Analysis and Design of River Training and Bank Protection Works in Uttarakhand State.

Inception Report

April 2016

DHI (India) Water & Environment Pvt Ltd 3rd Floor, NSIC Bhawan,Okhla Industrial Estate New Delhi 11 00 20 India

Tel:+9111 4703 4500 Fax:+911147034501 [email protected] www.dhigroup.com

Client

Project Management Unit TA & CBDRM

Client’s representative

Programm Manager

Project

River Morphological Analysis and Design of River Training and Bank Protection Works in Uttarakhand State

Project No

63800833

Authors

R.C. Borah, R.A. Oak, G.N. Paudyal, D. Pandit, V. Kumar, L. Mohan, N. Karna, A. Garg, K.I. Hassan, N.J. Sharma, Md. Fahimuddin, P. Chakraborty

Date:

April 2016

Approved by

Flemming Jakobsen

1 Revised with comments from Client GNP FLJ 06.04.2016

Revision Description By Checked Approved Date

Key words

Hydrology, River engineering, Morphology, Erosion, Floods, Design, DPR, Hydraulics, Database Management System, Capacity Building

Classification

Open

Internal

Proprietary

Distribution No of copies

Client:

DHI:

1 hard copy,

1 CD

PDF file

http://www.dhigroup.com/

River Morphological Analysis and Design of River Training and Bank Protection Works UDRP

Inception Report i

List of Acronyms and Abbreviations

AIT Asian Institute of Technology

BIS Bureau of Indian Standards

BOQ Bill of Quantities

CWC Central Water Commission

DEM Digital Elevation Model

DPR Detailed Project Report

EIA Environmental Impact Assessment

GFCC Ganga Flood Control Commission

GIS Geographic Information System

GoI Government of India

GoUK Government of Uttarakhand

HD Hydrodynamic

HWL High Water Level

IDA International Development Agency

IIRS Indian Institute of Remote Sensing

IMD Indian Meteorological Department

JAXA Japan Aerospace Exploration Agency

LWL Low Water Level

MoFFCC Ministry of Environment, Forest and Climate Change

MoWR Ministry of Water Resources

NICMAR National Institute of Construction Management & Allied Research

NIH National Institute of Hydrology, Roorkee

NRSC National Remote Sensing Centre

NWA National Water Academy

NWP Numerical Weather Prediction

RR Rainfall-Runoff

RS Remote Sensing

SAR Synthetic Aperture Radar

SRTM Shuttle Radar Topography Mission

UCS Unconfined Compressive Strength

UDRP Uttarakhand Disaster Recovery Project

USAC Uttarakhand Space Application Centre

USGS United States Geological Survey

WB World Bank

UDRP River Morphological Analysis and Design of River Training and Bank Protection Works

ii Inception Report


Inception Report iii

Table of Contents

List of Acronyms and Abbreviations ....................................................... i

EXECUTIVE SUMMARY ................................................................... VII

1 INTRODUCTION ....................................................................... 1-1

1.1 Background ........................................................................................ 1-1

1.1.1 General .................................................................................................................... 1-1

1.1.2 River Basins ............................................................................................................ 1-1

1.1.3 Topography ............................................................................................................. 1-2

1.1.4 Climate ..................................................................................................................... 1-2

1.2 Rivers under Study ........................................................................... 1-3

1.2.1 Alaknanda ................................................................................................................ 1-3

1.2.2 Bhagirathi ................................................................................................................. 1-6

1.2.3 Mandakini ................................................................................................................ 1-8

1.2.4 Dhauliganga and Kali Rivers .............................................................................. 1-10

1.3 Water Related Disasters ................................................................ 1-11

1.4 The Project ........................................................................................ 1-12

2 PROJECT OBJECTIVES AND SCOPE OF WORK .................. 2-1

2.1 Objectives of the Study ................................................................... 2-1

2.2 Overall Scope of Work ..................................................................... 2-1

2.3 Scope of Work for Phase-I .............................................................. 2-2

2.3.1 Deliverables for Phase-I ........................................................................................ 2-2

2.4 Tasks and Activities ......................................................................... 2-2

3 SATELLITE REMOTE SENSING DATA & GEOGRAPHICAL INFORMATION SYSTEM........................................ 3-1

3.1 Introduction ........................................................................................ 3-1

3.2 Satellite remote sensing data ........................................................ 3-2

3.2.1 Indian Remote Sensing Satellite Data from ISRO ............................................ 3-2

3.3 Geographic Information System ................................................. 3-11

3.4 Digital Elevation Model (DEM) ..................................................... 3-12

4 HYDRO-MET DATA .................................................................. 4-1

4.1 Meteorological Data .......................................................................... 4-1

4.2 River Gauging Data ........................................................................... 4-2

5 APPROACH AND METHODOLOGY ........................................ 5-1


iv Inception Report

5.1 Identification of Critical Vulnerable Reaches ............................ 5-1

5.1.1 Criteria for selection of critical reaches ............................................................... 5-1

5.1.2 Alaknanda River (from Badrinath to Devprayag) .............................................. 5-2

5.1.3 Bhagirathi River ...................................................................................................... 5-3

5.1.4 Mandakini River ...................................................................................................... 5-4

5.1.5 Dhauliganga - Kali River ....................................................................................... 5-5

5.2 Surveys ................................................................................................ 5-6

5.2.1 River Cross Section Survey.................................................................................. 5-6

5.2.2 Other Surveys ......................................................................................................... 5-8

5.3 Design of River Training and Bank Protection Works ............ 5-8

5.3.1 Selection of sites and type of works .................................................................... 5-8

5.3.2 Design Methodology .............................................................................................. 5-8

5.3.3 Other cross-cutting considerations .................................................................... 5-10

5.3.4 Safety measures in Design ................................................................................. 5-10

5.4 Geotechnical Investigations ......................................................... 5-10

5.4.1 Geological Mapping ............................................................................................. 5-10

5.4.2 Rock Samples ....................................................................................................... 5-11

5.4.3 Geophysical Survey ............................................................................................. 5-11

5.4.4 Testing of River Bed/Bank Material and Suspended Load ........................... 5-11

5.5 Environmental Impact Assessment ........................................... 5-11

5.5.1 Introduction............................................................................................................ 5-11

5.5.2 Approach and Methodology of EIA.................................................................... 5-11

5.5.3 Environmental data collection ............................................................................ 5-13

5.6 Social Impact Assessment (SIA) ................................................. 5-13

5.6.1 Approach and Methodology of SIA.................................................................... 5-13

5.6.2 Maintenance & Monitoring protocols ................................................................. 5-15

5.7 Detailed Designs .............................................................................. 5-15

5.7.1 Planning & Design of Revetment ....................................................................... 5-15

5.7.2 Planning and Design of Groynes/Spur using IS 8408-1994 ......................... 5-15

5.8 Preparation of Detailed Project Reports ................................... 5-16

5.9 Tender Documents .......................................................................... 5-16

5.9.1 Bill of Quantities and Cost Estimate and Tender documents ....................... 5-16

5.9.2 Technical Specifications...................................................................................... 5-16


Inception Report v

6 WORKSHOPS AND TRAINING ................................................ 6-1

7 HYDRO-MORPHOLOGICAL STUDIES & DEVELOPMENT OF URMIS ..................................................................... 7-1

7.1 Hydrological Studies ........................................................................ 7-1

7.1.1 Study of Catchments .............................................................................................. 7-1

7.1.2 Design High Flood Level (HFL) ............................................................................ 7-4

7.1.3 Accounting for Glacial Lake Outburst Floods in Design Flood........................ 7-5

7.1.4 Flood Moderation due to Storage Reservoir ...................................................... 7-5

7.2 Morphological Studies ..................................................................... 7-6

7.2.1 General considerations .......................................................................................... 7-6

7.2.2 Assessment through Satellite data analysis .................................................... 7-11

7.2.3 Assessment of impacts of episodic events ...................................................... 7-12

7.2.4 Assessment impacts of flood plain encroachment .......................................... 7-12

7.2.5 Assessment of impacts of structures analysis ................................................. 7-12

7.2.6 Assessment of Effectiveness of existing river training and flood protection works ................................................................................................................................ 7-13

7.2.7 Site Inspection, consultation and data collection ............................................ 7-13

7.3 Development of URMIS .................................................................. 7-14

7.3.1 Review of Current Practices and Available Data ............................................ 7-14

7.3.2 Requirements and design elaboration .............................................................. 7-15

7.3.3 Implementation ..................................................................................................... 7-15

7.3.4 Test and acceptance ............................................................................................ 7-15

7.3.5 Product Release and Training ............................................................................ 7-16

7.3.6 Software components .......................................................................................... 7-16

8 WORK PLAN & STAFF SCHEDULE ........................................ 8-1

8.1 Work Plan for the Overall Study .................................................... 8-1

8.2 Work Plan for Phase-I ...................................................................... 8-1

8.3 Staff Schedule .................................................................................... 8-1

9 FIELD VISITS, CONSULTATIONS ........................................... 9-1

9.1 Field Visits ........................................................................................... 9-1

9.2 Consultations ..................................................................................... 9-2

10 REFERENCES ........................................................................ 10-1


vi Inception Report

APPENDICES

APPENDIX 1

CWC Guidelines on river Morphology study

APPENDIX 2

GFCC Guidelines on Preparation of DPRS

APPENDIX 3

Report on site visits and consultations

APPENDIX 4

Development of project website

APPENDIX 5

Response to comments to inception report february2016

APPENDIX 6

Response to comments to inception report 31 march 2016


Inception Report vii

EXECUTIVE SUMMARY

The consultancy contract on the Project “River Morphological Analysis and Design of River

Training and Bank Protection Works in Uttarakhand State” was signed between Project

Management Unit TA & CBDRM of the Uttarakhand Disaster Recovery project (UDRP) and

DHI (India) Water& Environment Pvt. Ltd. in JV with RITES Limited was signed on 5th

December 2015. The consultancy project commenced on 21st December 2015 with a kick-

off meeting held at Dehradun and with mobilization of the Consultant’s staff. The

assignment is scheduled to be completed in 22 months. The river reaches considered in

the project are: Alaknanda (190 km) from Badrinath to Devprayag; Bhagirathi (205 km)

from Gangotri to Devprayag; Mandakini (98 km) from Kedarnath to Rudraprayag;

Dhauliganga (40 km) from Tawaghat to Jauljibi and Kali (56km) from Jauljibi to Pancheswor.

The project is being implemented three phases. 1st phase consists of the identification of

vulnerable reaches to recommend the protection works of such reaches in the form of

engineering design and DPRs. 2nd phase consists of the morphological study of the

reaches under consideration and development of Uttarakhand River Morphological

Information System (URMIS). The 3rd phase is the revisit of the measures proposed during

the 1st phase.

The Inception Report for Phase-1 presents the progress made during the first month along

with an updated work plan, manpower deployment plan and methodology.

As part of stakeholder consultation, an Inception Workshop is proposed to be organised on

January 28, 2011 to further consolidate the needs assessment process and obtain feedback

on the Draft Inception Report.

The Report also presents an updated approach and methodology, which includes

identification of critical vulnerable reaches, hydrological and morphological data analysis

and modelling, development of URMIS and design of river training and bank protection

works. This Inception Report is a revised version of the Draft submitted to PIU on 21st

January 2016. All comments received from the Technical Task Team through PIU have

been incorporated, with a response matrix given in Appendix-5 and Appendix-6.


Inception Report 1-1

1 INTRODUCTION

1.1 Background

1.1.1 General

Uttarakhand, the 27th state of India lies between 28043’N to 31027’N and 77034’E to

81002’E with total geographical area of 53,484 sq. km. The state is basically a hilly state

with hills covering an area of 46,035 sq. km (86.07%). The state is divided into two

divisions, Kumaon and Garhwal and has 13 districts. Little less than half (46.24%) of

the population of the state lives in three plain districts of Haridwar, Dehradun and Udham

Singh Nagar. The state is also known as “Adobe of God”. Tourism plays an important

role in the economy of the state. Four pilgrimages (Badrinath, Kedarnath, Gangotri and

Yamonitri) and five prayags (Vishnuprayag, Nandaprayag, Karnprayag, Rudraprayag

and Devprayag) besides Haridwar and Rishikesh of the Hindu mythology lie in this state.

This state is also famous for the tourist destinations like Mussoorie, Nainital, Kausani,

Ranikhet, Almora and Lansdown.

1.1.2 River Basins

The two major river basins of the state are the Ganga Basin and the Yamuna Basin.

Within the Ganga basin in Uttarakhand, the study area is subdivided as Alaknanda and

Bhagirathi basins ending at Devprayag. The Alaknanda basin includes the major Rivers

Alaknanda and Mandakini. The Mandakini River joins Alaknanda at Rudraprayag and

moves forward as River Alaknanda. This basin primarily lies in Chamoli, Rudraprayag,

Tehri Garhwal and Pauri Garhwal districts. Small areas of Pithoragarh and Bageshwor

district also falls in Alaknanda basin. Uttarkashi, Tehri Garhwal and Pauri Garhwal

districts constitute the Bhagirathi basin. On the eastern part lies the Sarda basin. The

rivers Dhauliganga and the Kali (which is the continuation of Dhauliganga) ending at

Pancheswor are considered for this study. Table 1.1 presents the study river reaches.

Figure 1.1 shows the rivers along with the districts of Uttarakhand through which these

rivers pass.

Table 1-1 River under the present study

River Name Length (Km) From To

Alaknanda 190 Badrinath Devprayag

Bhagirathi 205 Gangotri Devprayag

Mandakini 98 Kedarnath Rudraprayag

Dhauliganga 40 Tawaghat Jauljibi

Kali 56 Jauljibi Pancheswor


1-2 Inception Report

Figure 1-1 Study Rivers with Districts

The Alaknanda and Bhagirathi Rivers meet at Devprayag and moves forward with a

new name called “GANGA”. Dhauliganga and Kali rivers also lies in the Ganga basin

but they are indirect feeder of the River Ganga. Dhauliganga is a combination of two

head water namely Dharamganga and Lasser with glacier close to Darma pass as their

source. The Dhauliganga joins Kali and serves as its important tributary. Kali flows

through the India Nepal border which after reaching in plains called Sharda. The river

flows southeast across the plain to join Ghagra River, a tributary of Ganga.

1.1.3 Topography

The topography of Ganga basin in Uttarakhand offers a wide range of landforms from

mighty mountains to the plain and fertile areas. On the North-Eastern part of the basin,

the topography is highly rugged while it’s much flatter towards downstream. The

Himalayan region, especially Uttarakhand region of the basin boasts high peaks,

numerous glaciers and thick forests.

1.1.4 Climate

In Uttarakhand, two distinct climatic regions prevails in the predominantly hilly terrain

and the plain region. The study area of the Ganga basin mostly falls in the first category.

Hence the climatic condition in the study area is not uniform and varies according to

the location, altitude, aspect and morphology. The Himalayan zones of Ganga

basin in Uttarakhand observes lower temperature than rest of the Ganga basin.

Chamoli

Pithoragarh

Almora

Uttarkashi

Pauri Garhwal

Bijnor

Tehri Garhwal

Bageshwar

Naini Tal

Rudra Prayag

Champawat

Haridwar

Dehra Dun

Dehra Dun

Udham Singh Nagar

Tawaghat

Gangotri

Jauljibi

Joshimath

Badrinath

Devprayag

Kedarnath

Nandprayag

Pithoragarh

KarnaprayagRudraprayag

Milam Glacier

Near Pancheswar

Alaknanda

Kal

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Bhagirathi

Man

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ini

Dhau

ligan

ga

80°30'0"E

80°30'0"E

80°0'0"E

80°0'0"E

79°30'0"E

79°30'0"E

79°0'0"E

79°0'0"E

78°30'0"E

78°30'0"E

31

°0'0

"N

31

°0'0

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30

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®PROJECT AREA WITH DISTRICTS

0 30 60 9015km

Legend

Locations Rivers District boundary



This region experiences snowfall as well. In the Uttarakhand Ganga basin, the hottest

month is May-June and the coolest is the January. The southern slope of the Himalayas

receives high rainfall with longer sunshine duration and thus the area normally remains

dry due to high rate of evapotranspiration. On the contrary, the northern slope though

receives lesser rainfall remains moist due to short sunshine duration. Table1.2 below

shows the climatic zones of Uttarakhand. The river reaches under study lies in almost

all these zones and hence climatic condition in various reaches of the rivers also varies

accordingly as mentioned in the Table 1.2.

Table 1-2 Climatic Zones in Uttarakhand (AHEC, IITR 2011)

Climatic Zone Altitude (m) Average Temperature Range (0c)

Annual June January

Tropical 300-900 18.9-21.1 27.2-29.4 11.1-13.3

Warm(Sub Tropical) 900-1800 13.9-18.9 21.1-27.2 6.1-11.1

Cool 1800-2400 10.3-13.9 17.2-21.1 2.8-6.1

Cold 2400-3000 4.5-10.3 12.3-17.2 1.7-2.8

Alpine 3000-4000 3.0-4.5 5.6-13.3 Below zero

Glacial

4000-4800 Above 4800

For 10 months, below zero and in July and August between 2.2-3.9

Perpetually Frozen zone (Cold Desert, No vegetation)

1.2 Rivers under Study

1.2.1 Alaknanda

The The Alaknanda is a Himalayan river and one of the two major headstream of

the River Ganga. From the hydrological point of view, the Alaknanda is considered

as the source stream of Ganga because of it higher discharge and greater length.

However, Hindus consider Bhagirathi as the main source of Ganga. Sathopanth

glacier and Bhagirath Kharak glacier are the two big glaciers in the Uttarakhand

Himalayas; both at an elevation of around 4500m or above. The confluence of these

two glaciers at the height of around 3800m from the sea level is considered as the

origin of the River Alaknanda. The river from its origin flows around 8.3kms from

west to east to reach Mana (~3150m). From Mana, the river takes south turn.

Swaraswati river tributary from Mana Pass (~5650m) flows 40km downstream and

meets Alaknanda at Mana. From Mana, the river flows as Alaknanda. Three

kilometer downstream, the river passes a famous Hindu pilgrimage center called

“Badrinath”. The city and pilgrimage center lies at an average elevation of 3100m

from mean sea level. Downstream of the Mana, the river is joined by some tributaries

like Kanchan Ganga, Rishi Ganga, Ghrit Ganga and Khirao Ganga. The rivers on its

way at Vishnuprayag (~1450m) meets one of its tributary called Dhauliganga from

left. Further downstream, the rivers is joined by River Nandakini from left at

Nandprayag (~855m) and Pindar Ganga also from left at Karnaprayag (~753m).

The river passing through ups and downs and following numerous curves arrives

Rudraprayag (~617m). Mandakini River joins the Alaknanda at Rudraprayag from

right and moves further with higher discharge. Alaknanda River terminates at



Devprayag, 190km downstream of Badrinath. At Devprayag (~463m), the

Alaknanda merges with Bhagirathi River. A line diagram showing the Alaknanda

River and its major tributaries is shown in Figure 1.3. Downstream of Devprayag

after confluence of Alaknanda and Bhagirathi is famously known as the River

Ganga. The Alaknanda River passes through the districts of Chamoli and Pauri

Garhwal with maximum length within Chamoli district; whereas the basin of the river

also includes Pithoragarh and Bageshwar district. The total area of the basin is

around 12587.23 sq. km.

The upper catchment of the Alaknanda basin and its tributaries are covered with

snow and glaciers. The major glaciers present in the catchment are Khular Bank,

Khuliagarvia Gal,Dakhni Nakthoni Gal, Uttar Nakthoni Gal,Paschimi Kamet Glacier,

Dakhni Chamrao Glacier, Uttar Chamrao Glacier, Balbal Bank, Tara Bank, Arwa

Bank, Kalandani Bank, Vidum Bank, Bhagnyu Bank, Bhagirath Kharak and

Satopanth bank. Arwa Tal, Rishi Kund, Sankunni and Satopanth Tal are four major

lakes present in the catchment.



Figure 1-2 Line Diagram of Alaknanda River system

Figure 1.3 shows the confluence of Bhagirathi and Alaknanda at Devprayag in the

google earth.

Ala

knan

da

Riv

er

Sathopanth

Glacier

Badrinath

Vishnuprayag Dhauliganga River

Mana

Bhagirath Khark

Glacier

Nandakini River Nandaprayag

Pindar River Karnaprayag

Mandakini River Rudraprayag

Bhagirathi River Devprayag



Figure 1-3 Confluence of Bhagirathi & Alaknanda at Devprayag (Google Earth)

1.2.2 Bhagirathi As mentioned in previous section, Bhagirathi is considered as the source of Ganga according to Hindu mythology, however in hydrology, Alaknanda is considered as the source of Ganga. Bhagirathi is one of the two headstreams of Ganga; another being Alaknanda. The Bhagirathi River originates from the foot of the massive Gangotri glacier (~4650m). The foot of the glacier is around 17 kms upstream of the Gangotri and is called Gaumukh (~4065m). After its origination, the river flows through famous Hindu pilgrimage Gangotri (~3055m). Several major and minor tributaries join the river in due course. Kedar Ganga tributary joins the main course at Gangotri itself from left. Jadh Ganga joins the river from right at Bhaironghati (~2650m) around 10 kms downstream of Gangotri. Kakora Gad and jalandhari Gad joins the river 30 kms downstream of Gangotri near Harsil (~2510) from right side. 2 km further downstream of Harsil, Siyan Gad mixes with the river near jhala (~2453) from right. Bhilangana River meets Bhagirathi near Old Tehri (~750m) left. The famous Tehri Dam is constructed at the confluence of the Bhilangana and Bhagirathi. The Bhilangana River itself originates from Khatling glacier and travels long distance before joining Bhagirathi. Hence, the river contributes considerable flow to the main river. A line diagram below shows the Bhagirathi River and its main tributaries.

The Bhagirathi River flows 205 Kms downstream of Gangotri and merges with Alaknanda at Devprayag (~470m). The merged river downstream of the Devprayag is called the River Ganga. The river passes through the Uttarkashi, Tehri Garhwal and Pauri Garhwal district with total basin area of 8846.46 sq. km. Maximum length of the river lies in Uttarkashi with just ~2 km in pauri Garhwal.

The upper elevation of the basin is covered with snows and glacial debris. Those derbies are being gradually removed by the river. The highest elevation zone has sub-alpine tree. Between 3000 m and 2000 m elevation the rivers are characterized by tremendous gorges, truncated spurs rise steeply to the dizzy heights, descending waterfalls from hanging valleys. The area is extremely rugged and has temperate forest with good vegetation. Between 2000 m and 1000 m elevation rivers have quite open valleys with terraces providing fertile lands and habitations. It also support subtropical chir forest. Human intervention by constructing projects increased the vulnerability of soil erosion. Figure 1.4 shows the line diagram of Bhagirathi river system.



Figure 1-4 Line Diagram of Bhagirathi River System

A view of the Bhagirathi River near Gangotri is shown in Figure 1.5



Figure 1-5 A view of Bhagirathi near Gangotri

1.2.3 Mandakini Chorabari glacier at an elevation of around 3890m and just couple of kilometers upstream of the famous Hindu pilgrimage Kedarnath is considered as the origin of the River Mandakini. This is one of major tributary of the Alaknanda. The Mandakini River originating from the Chorabari glacier joins Saraswati River originating from Companion glacier at Kedarnath.

The merged river called as Mandakini passes the Kedarnath (~ 3550m), Rambara (~3050m), and Gaurikund (~ 2000m) etc. The Kedarnath was a prime victim of catastrophic flood of 2013. Madhuganga and Dudhganga are the tributaries joining Mandakini near Kedarnath (Dobhal et al. 2013). Around 15kms downstream of the river course, Vasukiganga River joins the Mandakini from right at one of the five prayag called Sonprayag (~1710m). The river after travelling 98 kms through deep valleys and numerous curves reaches Rudraprayag and joins the River Alaknanda and flows downstream with the name Alaknanda. A line diagram showing the Mandakini River and its major tributaries is shown in Figure 1.6. National Highway 109 (NH 109) follows the Mandakini River in Rudraprayag district. The rivers normally remains silent during most part of a year but turns violent during monsoon. This river almost entirely exists in the Rudraprayag district with just ~2km in the Pauri Garhwal district. A very clean Mandakini is seen near Guptkashi (Figure 1.7).



Figure 1-6 Line Diagram of Mandakini River System



Figure 1-7 View of Clean Mandakini near Guptkashi

1.2.4 Dhauliganga and Kali Rivers The Kali River serves as a border to Nepal and India. It demarcates the Nepal’s western border with India. And hence name also changes depending on which side of the Indo-Nepal border the speaker is from. This river is also called Kali Gad or Kali Ganga. This river originates from the Lipulekh Pass (~5020m) around 12 kms upstream of the Kalapani (~3670m). The source Lipulekh pass is almost located at the junction of three international boundaries; India, Nepal and Tibbet. From Kalapani, the river travel around 60 kms through valleys and arrives Tawaghat (~1130m). At Tawaghat, Dhauliganga River joins the Kali from right and flows down with the name Kali. Famous Dhauliganga dam is constructed in the Dhauliganga River just 4.5 kms upstream of the merging location. Around 13 kms downstream from Tawaghat, the river crosses Dharchula (~875m) town fanning on both sides of the river. The river receives a tributary called Gori Ganga from right at Jauljibi (~605m) further 27kms downstream of Dharchula. One famous tributary of the Kali is the River Chameliya that comes from the Nepal and joins Kali from left around 20 kms downstream of Jauljibi. The Kali on its way from Jauljibi passes Jhulaghat on its right and arrives Pancheswar (~431m) after flowing around 36 kms. At Pancheswar, Sarju River, a tributary of Kali joins from right. The river then flows down and later enters in the Uttarpradesh state of India where it is called Sharda. Flowing further 100 kms southeast in Uttarpradesh, it joins Ghagra River from right.

The Dhauliganga and Kali River entirely lies with the Pithoragarg district of Uttarakhand. As mentioned above, the river from its origin at Lipulekh pass till it enters the Uttarpradesh border is called Kali River. Dhauliganga is just a tributary to the Kali. But as mentioned in the Terms of References (TOR), the river section from Tawaghat to Jauljibi is called Dhauliganga and from Jauljibi to Pancheswar is called



Kali. In the following sections, the TOR will be followed for naming of the rivers. Figure 1.8 shows the line diagram of important tributaries of Kali.

Figure 1-8 Line Diagram of Dhauliganga and Kali Rivers

1.3 Water Related Disasters Though the state is rich in natural resources, it suffers from the natural calamities like flood disaster, landslides and seismic activities of Himalayan region. Out of the multiple hazards flood and flash floods are caused by the intense monsoon rainfall or cloudburst. Breach of temporary dams formed by landslides and Glacier Lakes Outburst Floods (GLOF) are also the main causes of disasters in Uttarakhand. These have adverse impact in the life support strategy of the people of the state



Disruption to habitations along the banks of the rivers gives a setback the state economy and thereby national growth. The state administration is seriously concerned in managing these disasters.

There are instances of major floods in Alaknada and Bhagirathi in Uttarakhand, e.g. the floods of 26 August 1894, 20 July 1970 and 16-17 June 2013 (Figure 1.9). The recent floods of June 2013 have been particularly devastating resulting into to heavy loss of lives and damages to properties and infrastructure. Many of the habitation and infrastructure on the banks of the rivers got damaged and many remained vulnerable and susceptible to erosion. Flash floods are common in the upper region but the kind of destruction witnessed in 2013 was unparalleled in the recent History. The worst casualty of the century is the destruction of Kedarnath valley. According to various published reports approximately 4,000 people were either killed or lost, 2,232 houses damaged, 1520 roads in different parts of Garhwal Division were badly damaged and about 170 bridges washed away. Uttarakhand suffered a loss of approx. INR 12,000 crores, which is 30% of state’s GDP.

Figure 1-9 Locations of areas severely affected by flood in June 2013 ((Source: Recent and Past Floods in Alakananda valley by Naresh Rana et all)

1.4 The Project As a part of flood disaster management, the state administration has recognized that flood control and river management by conducting detailed river morphological study in the area is primary importance to plan the management strategy to achieve and sustain socio-economic growth of the state. Therefore, it was proposed to carry out a morphological study of the selected rivers in order to deplane and design effective river training and bank protection works. Understanding, analysing, and documentation of river morphology along with the unique hydrological characteristics of these rivers would help in better anticipation of the behaviour of

the rivers to any catastrophic event and encroachment in its floodplain. This would ensure timely corrective action so as to minimize future destructions.



2 PROJECT OBJECTIVES AND SCOPE OF WORK

2.1 Objectives of the Study The objective of this assignment, as per the Terms of Reference (TOR) is to study and document channel configuration, geometry, bed form and profile characteristics of the selected reaches of Ganga basin rivers of Uttarakhand together with their hydrologic and hydraulic characteristics, and flood plain characteristics, and to identify areas/stretches where the stream flow is likely to have adverse physical, social and economic impact from changing river morphology, particularly during high discharge caused by episodic events such as flood from very heavy rainfall, cloudburst, landslides and GLOFS, or sudden discharge from upstream reservoirs. The study and design of river training and flood protection works is also intended to provide detailed solutions, including engineering design and others, of the various flood control/ mitigation measures and channel improvement measures near habitations along the river course so as to reduce the impact of the flood disaster on human life and property.

2.2 Overall Scope of Work The purpose of the morphological analysis is to identify vulnerable areas (habitation, public or private infrastructure, agricultural land) where rivers pose threat from morphological changes that has resulted over a period of time and those from episodic events such as excessive rains, cloud bursts and large landslides. The study would also try to understand the river morphology setting so as to prepare for changes that may result in future particularly after episodic events. The consultancy will proceed in three phases. In the first Stage, the consultant will undertake a rapid assessment around populated and critical vulnerable areas and come up with remediation measures that can be taken up immediately. In the second stage, the consultant will conduct detailed morphology study for the entire basin and identify critical vulnerable reaches, and in the third stage it will revisit the remediation measures proposed in Phase1 and propose solutions in all vulnerable reaches.

The scope of work is related to activities to address the following:

1. River hydrology and hydraulics including morphological trends so as to understand

impact in the flood plain;

2. Effect of episodic events such as cloudburst, landslides and GLOFS on the hydraulic

conditions of the river;

3. Evaluate the impact of encroachments to river sections and floodplain in some cases

on river behaviour

4. Evaluate impact of existing structures across the river (reservoirs, bridges, etc) on

river behaviour,

5. Identify social and environmental opportunities and constraints in river training and

bank protection works;

6. Modeling morphological changes through time, and particularly after episodic

events;

7. Evaluate effectiveness of existing river training and flood protection works, and

recommend strengthening and planning new structures;

8. Suggest community based risk management measures to mitigate the adverse

effects of floods;

9. Develop an operational River Morphology Model and the Uttarakhand River

Morphology Information System to provide long term support to river training and

bank protection.



Table 2.1 shows the river reaches considered in this study.

Table 2-1 River Reaches considered in the present study

River Name Length (Km) From To

Alaknanda 190 Badrinath Devprayag

Bhagirathi 205 Gangotri Devprayag

Mandakini 98 Kedarnath Rudraprayag

Dhauliganga 40 Tawaghat Jauljibi

Kali 56 Jauljibi Pancheswor

The consultancy is being implemented three phases. Phase-I consists of the identification of vulnerable reaches to recommend the protection works of such reaches in the form of engineering design and DPRs. Phase-II consists of the morphological study of the reaches under consideration and development of Uttarakhand River Morphological Information System (URMIS). The scope of work of Phase-III is to revisit the measures proposed during the 1st phase and prepare a final report.

The following sections describe the activities to be carried out during Phase-I.

2.3 Scope of Work for Phase-I The scope of work for Phase-I is related to the identification of critical vulnerable reaches and design of river engineering and bank protection works to be taken up immediately.

2.3.1 Deliverables for Phase-I The main deliverables for Phase-I, as per TOR, are:

1. Map in 1:25,000 scale of each river showing vulnerable reaches, and map of each

selected reach in 1:10,000 scale

2. Report on hazard exposure, vulnerability, capacity and risk level of selected reaches

and sites.

3. DPR, Tender documents and BOQs for each proposed scheme, including maps,

drawings, satellite imagery, etc.

4. Report on Phase 1.

2.4 Tasks and Activities The activities to be carried out in Phase-I are described in Table 2.2 in terms of main tasks, sub-tasks/activities.

Table 2-2 Tasks and Sub-tasks for Phase-I

Main task Sub-tasks / activities

Task 1

Identification of most vulnerable stretches which can pose risk to the habitation and available public and private infra-

1.1 Define criteria for selecting reaches for designing river training and bank protection works.

1.2 Select and show all critical vulnerable areas along the specified river reaches in 1:25,000 scales.



structures along the different river reaches

1.3 Topographical and hydrographic surveys

1.4 Mapping of selected reaches in 1:10,000 scale (river & transport network, embankments, Hydraulic/flood control structures, Shifting courses).

Task 2

Provide detailed engineering design for river training and flood protection works in selected vulnerable stretches which can start immediately.

2.1 Provide details of the critical vulnerable reaches based on site visits and consultations.

2.2 Provide site-specific civil engineering design for river training work of those reaches which should be taken in first priority by the concern department.

Task 3

Provide detailed DPRs for civil engineering works of each selected vulnerable stretch which can be tender out. Prepare construction drawings, Tender documents and BOQs

3.1 Prepare the complete DPR of selected river training and protection work for the specified river reaches.

3.2 Provide the Bill of Quantities (BOQs) of all civil engineering works proposed.

3.3 Prepare tender drawings, technical specifications and other tender documents for award of work to the specialized agencies.

Task 4

Prepare preventive and corrective maintenance protocols

4.1 Consideration will be given to include institutional and community based monitoring. This would include strategy on community participation to support structural solutions, such as monitoring year-round effectiveness, possible impact during episodic events, etc.



3 SATELLITE REMOTE SENSING DATA & GEOGRAPHICAL INFORMATION SYSTEM

3.1 Introduction Generally flooding is caused by a river over-spilling its banks. For the appropriate flood control measures, it is necessary to collect timely and accurate information about the flood-prone areas, catchments, river behaviour and configurations. It is essential to monitor the river courses to identify the vulnerable reaches regularly. Conventional river surveys are time consuming and expensive and may become irrelevant by the end of survey as the most of the flood prone rivers in India change their course after every flood wave, eroding river banks.

Satellite remote sensing becomes to be an effective tool in the flood and river morphology studies where timely information of the dynamic changes has to be taken in to consideration. This technique provides us synoptic, repetitive, multi-spectral, multi-spatial coverage of large areas and data is quantifiable. This has been found very valuable in monitoring and managing river dynamics. Satellite remote sensing based river morphological studies are quite useful in following areas like identifying the changes in river course over a period of time, identifying the erosion prone areas along the river course, studying the impact of flood control and management structures and identification of breaching of anti-erosion works. As the repetitive coverage of the remotely sensed data is available, the change detection studies of pre & post construction stages of anti-erosion works can be carried out effectively.

A geographical information system (GIS) is an organized collection of computer hardware, software, geographic data and people designed to efficiently capture, store, update, manipulate, analyse and display all forms of geographically referenced information including remotely sensed data and other spatial and non-spatial data for scientific, commercial, management and decision-making purposes (Burrough, 1986; ESRI Self-study Workbook, 1995). It is a system to draw desired views to efficiently understand spatial patterns and relationships and facilitates presentation of information in various forms based on query or analysis (Krishna Murthy et al., 1999). GIS provides a computerized mechanism for integrating and managing various geo-referenced data sets and further analysing them together to generate information for planning needs in a given context (Florent et al., 2000).

As the ToR, the Sub Task 1.2 includes mapping of all critical vulnerable areas along the all four rivers of Ganga Basin based on criteria developed in Sub-Task 1.1, in 1:25,000 scale. Consultants will use the Landsat-8 and/or Resourcesat-1 and 2, LISS-IV data elaborated later in this section. The procurement of LISS-IV data is dependant from the availability of data from NRSC as well as time taken for procurement. In case of delay, the Landsat-8 merged product will be used. The maps will later be updated on data procurement from NRSC.

Sub Task 1.3 includes delineation of river network with existing major roads, embankments, railway lines, Hydraulic/flood control structures and other important specific locations with the help of remote sensing data and hydrographic survey data for each selected reach in 1:10,000 scale. The shifting of river courses, identifying critical locations and rate of shifting is also part of this sub task. For this purpose, consultants propose to use Resourcesat-1 and 2 LISS-IV data as well as Cartosat-1 or Cartosat-2 data as per availability. The procurement of LISS-IV as well as Certosat-1 data is dependant from the availability of data from NRSC as well as time taken for procurement. In case of delay, the data available from Google Earth Pro



as well as from MANU BHUVAN will be used. The maps will later be updated on data procurement from NRSC.

Sub task 4.2.1.1 includes generation of Geomorphological map in 1:10,000 scale, covering the flood plain and showing important features like point bars, alternate bars, middle bars, ox-bow lakes, palaeo-channels, channel plugs etc. should be prepared.

Sub task 4.2.1.2 Remote Sensing Data covers the procurement of historic and current satellite imagery. The consultant would procure satellite imagery in agreement with the client, whose cost would be reimbursable based on the invoice.

Sub Task 4.2.2 includes delivery of large scale River morphology maps at 1; 25,000 scale for the whole basin, and in 1:10,000 scales for selected reaches, indicating morphological features and flood plain features.

3.2 Satellite remote sensing data Multi-temporal satellite images provide valuable information related to seasonal land use dynamics. Satellite data can be used for studying erosion features. Geographic Information System (GIS) has emerged as a powerful tool for handling spatial and non-spatial geo-referenced data for preparation and visualization of input and output, and for interaction with models. There is considerable potential for the use of GIS technology as an aid to the erosion and flood management studies. The requisite spatial data for the study will be put under GIS environment.

3.2.1 Indian Remote Sensing Satellite Data from ISRO The multi-date optical data of IRS P6 (RESOURCESAT) sensors like AWiFS, LISS-III and LISS-IV as well as microwave data of RDARSAT with suitable digital imaging processing techniques are used in morphological mapping. The characteristics of Resourcesat data are shown in Table 3.1.

Table 3-1 Characteristics of Resourcesat data

Satellite / Sensor

Bands Spectral

Resolution (m)

Spatial Resolution(m)

Radiometric Resolution

IRS P6 LISS-III

B2 0.52 – 0.59 23.5

7 Bit B3 0.62 – 0.68 23.5

B4 0.77 – 0.86 23.5

B5 1.55 – 1.70 70.5

IRS P6 LISS-IV

B2 0.52 – 0.59 5.8

7 Bit B3 0.62 – 0.68 5.8

B4 0.77 – 0.86 5.8

IRS P6 AWiFS

B2 0.52 – 0.59 56

10 Bit B3 0.62 – 0.68 56

B4 0.77 – 0.86 56

B5 1.55 – 1.70 56

Resourcesat LISS-III data for March 2012 & October 2012 for Devprayag area and Resourcesat-2 LISS-IV data for Kedarnath area (used by NRSC to demarcate Flood Affected area) is shown in Figure 1.1. The LISS-III data will supplement in



case, any data gaps are found in LISS-IV data for generation of maps on 1:25,000 scale. LISS-IV data will be used to generate maps on 1:10,000 scale.

Figure 3-1 Resourcesat LISS-III data of Mar & Oct 2012 for Devprayag and Resourcesat-2 LISS IV data of 21st June 2013 for Kedarnath Area (Source :

http://bhuvan.nrsc.gov.in/)

The Cartosat-1 data, which is a panchromatic data, will complement the LISS-IV data, where ever required to generate the maps of 1:10,000 scale. The characteristics of the Cartosat-1 data is summerised in Table 3.2. Cartosat-1 has two panchromatic cameras in Fore & Apt mode, which enables the Cartosat-1 to produce stereo images, which are captured simultaneously. Hence, while generating Digital Elevation Model (DEM) from these datasets, there are same atmospheric conditions prevailed data acquisition.

Table 3-2 Characteristics of Cartosat-1 data

Parameters PAN-F PAN-A

IGFOV (m) (Spatial Resolution)

2.452 2.187

SWATH 29.42 Km 29.42 km

Spectral Band (µm) (Spectral Resolution)

0.5- 0.85 0.5- 0.85

Tilt Angle +26o - 5o

Radiometric Resolution 10 bit 10 bit

The sample Cartosat-1 image for the part of Uttarakhand and the DEM of the same area derived from stereo images of Cartosat-1 is shown in Figure 3.2.



Figure 3-2 Sample Cartosat Image and DEM of part of Uttarakhand Area

Where ever required the data from Cartosat-2 will also be used, which has better than 1m spatial resolution. The characteristics of Cartosat-2 is illustrated in Table 3.3.

Table 3-3 Characteristics of Cartosat-2

Parameters Sensor

Spatial Resolution Better than 1m

SWATH 9.6 Km

Spectral Band (Spectral Resolution) 0.5- 0.85 µm

Roll Tilt ±26o

Radiometric Resolution 10 bit

Figure 3.3 depicts the comparison of satellite pictures of Kedarnath area taken by Cartosat-1 in 2011 and Carsat-2 on 20 June, 2013 after the disaster.



Figure 3-3 Cartosat-1 data of 2011 and Cartosat-2 Data of 2013 (June 20) of Kedarnath area (Source: http://bhuvan.nrsc.gov.in/)

The multi-spectral data of Landsat 7 and Landsat 8 is to providing global archive of satellite photos, providing up-to-date and cloud-free images. The Landsat Program is managed and operated by the USGS, and data from Landsat 7 & 8 is collected and distributed by the USGS. The data is downloadable from the website <earthexplorer.usgs.gov>. The characteristics of Landsat-7 data are shown in Table 3.4.

Table 3-4 Characteristics of Landsat-7

Band Name Band Width (l, μm)

Spatial Resolution


1 Blue 0.45-0.515 30 m

8 bit

2 Green 0.525-0.605 30 m

3 Red 0.63-0.69 30 m

4 Near Infrared 0.75-0.90 30 m

5 Shortwave IR-1 1.55-1.75 30 m

6 Thermal IR 10.4-12.5 60 m

7 Shortwave IR-2 2.09-2.35 30 m

8 Panchromatic 0.52-0.9 15 m

The characteristics of Landsat-8 data are shown in Table 3.5.

http://en.wikipedia.org/wiki/USGS



Table 3-5 Characteristics of Landsat-8

Band Name Band Width (l, μm)

Spatial Resolution


1 Blue 0.433-0.453 30 m

8 bit

2 Blue-Green 0.450-0.515 30 m

3 Green 0.525-0.600 30 m

4 Red 0.630-0.680 30 m

5 Near Infrared 0.845-0.885 30 m

6 Shortwave IR 1.560-1.660 30 m

7 Shortwave IR- 2.100-2.300 30 m

8 Panchromatic 0.500-0.680 15 m

9 Shortwave IR- 1.360-1.390 30 m

10 Thermal IR 10.600-11.200 100 m

11 Thermal IR 11.500-12.500 100 m

Figure 3.4 shows the Landsat-8 images for Kedarnath and Devprayag area for 17th April, 2015 and 10th October, 2015.

Figure 3-4 Sample data of Kedarnath and Devprayag Area (Landsat-8)

Consultants have identified the sources of satellite data and identified the scenes. The data being downloaded. Table 3.6 provides the list of downloadable satellite data, which is freely available from the websites.



Table 3-6 List of downloadable satellite data Freely Available

River Satellite/ Sensor

Path-Row Pre-monsoon Date

Post-monsoon Date

Alaknanda Mandakini Bhagirathi

Landsat 8 145-039, 146-039

Apr-15 Apr-13

Oct/Nov-2015, Dec-13

Landsat 7 145-039, 146-039

Mar-10 Apr-05 Apr-00

Oct-10 Oct-05 Oct-00

Awifs

094-047, 099-048, 099-047, 099-052

Feb-10 Oct-10

LISS 3 097-050, 097-049

Jan/March- 2012 Oct/Nov/Dec-2011

Cartosat1 h-44g, h-44h, h-44o

2005-2014

Dhauliganga - Kali

Landsat 8 145-039, 146-039

Apr-15 Apr-13

Oct/Nov-2015, Dec-13

Landsat 7 145-039, 146-039

Mar-10 Apr-05 Apr-00

Oct-10 Oct-05 Oct-00

Awifs 099-047, 099-048

Feb-10 Oct-10

LISS 3 098-050, 099-050

Feb/March-2012 Nov-11

Cartosat 1 h-44g, h-44h, h-44o

2005-2014

Table 3.7 provides the list of latest satellite data to be purchased from National Remote Sensing Centre (NRSC).

Table 3-7 List of satellite data from NRSC required to be purchased

River Satellite/Sensor Path-Row

Alaknanda Mandakini Bhagirathi

RS2-LIS4-FMX 97-49-A, 97-49-B, 97-49-C, 97-49-D, 97-50-A, 97-50-B, 96-49-B, 96-49-D, 96-50-B

P6-LISS3 97-49, 97-50

Cartosat1

527-(254 to 259), 528-(254 to 259), 529-(254 to 259), 530-(254 to 260), 531-(255 to 260), 532-(255 to 260), 533-(255 to 260), 534-(255 to 260), 535-(255 to 260), 536-(257 to 260)

Dhauliganga --

RS2-LIS4-FMX 99-50-A, 99-50-C, 98-50-D

P6-LISS3 98-50, 99-50



Kali Cartosat1

538-(260 to 262), 539-(259 to 263), 540-(259 to 263), 541-(259 to 263), 542-(260 to 261)

Figure 3.5 shows satellite data coverage of LISS III over Alaknanda, Bhagirathi and Mandakini Rivers, whereas Figure 3.6 shows coverage over Dhauliganga and Kali Rivers.

Figure 3-5 Resourcesat-2 LISS III Coverage for Alaknanda, Bhagirathi and Mandakini Rivers



Figure 3-6 Resourcesat-2 LISS III Coverage for Dhuliganga & Kali RIvers

Figure 3.7 shows satellite data coverage of LISS IV (MX70) over Alaknanda, Bhagirathi and Mandakini Rivers, whereas Figure 3.8 shows coverage over Dhauliganga and Kali Rivers.

Figure 3-7 Resourcesat-2 LISS IV Coverage for Alaknanda, Bhagirathi and Mandakini Rivers



Figure 3-8 Resourcesat-2 LISS IV Coverage for Dhuliganga & Kali Rivers

Figure 3.9 shows satellite data coverage of Cartosat-1 over Alaknanda, Bhagirathi and Mandakini Rivers, whereas Figure 3.10 shows coverage over Dhauliganga and Kali Rivers.

Figure 3-9 Cartosat-1 Coverage for Alaknanda, Bhagirathi and Mandakini



Figure 3-10 Cartosat-1 Coverage for Dhuliganga & Kali Rivers

3.3 Geographic Information System In GIS, information is represented in spatial and non-spatial forms. The spatial information represents geographic features (location and shape) associated with the real world coordinates and their relationship with other features. In general, following are the basic notations used for representing the spatial information of geographic phenomena and these are called as geographic entities.

POINT - represents a point feature having a single x,y coordinate.

LINE - represents a linear feature having a set of ordered x,y coordinates.

POLYGON – represents an area where boundary encloses a homogeneous area.

TIN or LATTICE – used to represent continuous surfaces where the values are distributed without interruption continuously across the surface.

The non-spatial information is the descriptive information about the characteristics of the feature. Representation of non-spatial (Attribute) information consists of textual description on the properties associated with geographical entities. Attributes are stored as a set of numbers and characters in the form of a table. Many attribute data files can be linked together through the use of common identifier code.

The GIS provides efficient analytical tools for arriving at decisions through series of iterations. It offers an opportunity to handle large volume of data and information that are distributed in the form of maps, statistics, charts, etc. It also minimises the redundancy in the databases. The complex analysis, integration and query of information from many sources is possible in the GIS environment (Gunderson and



Gunderson, 1996). These characteristics and adoptive capabilities of GIS have been used for developing the simulation model in the present study.

The consultant team visited Indian Institute of Remote Sensing, Dehradun and Uttarakhand Space Application Centre, Dehradun on 18th January to assess the available GIS data sets required for the Project. The GIS data available on 1:50,000 scale at USAC can be used in the premises of USAC as per the guidelines issued by the NRSC.

As per ToR, Consultants will have to submit the maps of all critical vulnerable areas along the all four rivers of Ganga Basin based on criteria developed in 1:25,000 scale, map showing river network with existing major roads, embankments, railway lines, Hydraulic/flood control structures for each selected reach in 1:10,000 scale along with shifting of river courses, identifying critical locations and rate of shifting, generation of Geomorphological map in 1:10,000 scale, covering the flood plain and showing important features like point bars, alternate bars, middle bars, ox-bow lakes, palaeo-channels, channel plugs etc. and River morphology maps at 1; 25,000 scale for the whole basin, and in 1:10,000 scales for selected reaches, indicating morphological features and flood plain features.

The GIS database will also include the hydro-meteorological stations like rainfall, river gauge-discharge stations.

As per ToR sub task 4.2.2 a user-friendly comprehensive database in a standard GIS platform- Uttarakhand River Morphological Information system (URMIS) would be developed, with database tools and querying and analytical tools; along with reports on design, development and implementation.

3.4 Digital Elevation Model (DEM) DEM is a 3D mathematical representation of a terrain's surface created from elevation data. A free DEM of the whole world called GTOPO30 (30 arc-second resolution, approx. 1 km) is available, but its quality is variable and in some areas it is very poor. A much higher quality DEM from the Advanced Space-borne Thermal Emission and Reflection Radiometer (ASTER) instrument of the Terra satellite is also freely available for 99% of the globe, and represents elevation at 30 meter resolution. Similarly the Shuttle Radar Topography Mission (SRTM) data is available in a 3 arc-second resolution (around 90 meters).

The Cartosat-1 Digital Elevation Model (CartoDEM) is a National DEM developed by the Indian Space Research Organization (ISRO). It is derived from the Cartosat-1 stereo payload. It’s available as 10m/30m/90m posting. The sample DEM for Uttarakhand is shown in Figure 3.11.

https://en.wikipedia.org/wiki/Elevation

https://en.wikipedia.org/wiki/GTOPO30

https://en.wikipedia.org/wiki/Arcsecond

https://en.wikipedia.org/wiki/Arcsecond

https://en.wikipedia.org/wiki/Angular_resolution

https://en.wikipedia.org/wiki/Km

https://en.wikipedia.org/wiki/Advanced_Spaceborne_Thermal_Emission_and_Reflection_Radiometer

https://en.wikipedia.org/wiki/Advanced_Spaceborne_Thermal_Emission_and_Reflection_Radiometer

https://en.wikipedia.org/wiki/Terra_satellite

https://en.wikipedia.org/wiki/Terra_satellite

https://en.wikipedia.org/wiki/Meter

https://en.wikipedia.org/wiki/Shuttle_Radar_Topography_Mission



Figure 3-11 Sample CartoDEM for part of Uttarakhand

Apart from this The Airbus Space and Defence offers GEO Elevation product suite offers the most comprehensive elevation data range, providing highly accurate information anywhere in the World, independent of relief and weather conditions. (www2.geo-airbusds.com). Under this the very resolution DEM of 1.5m vertical accuracy with1m ground resolution (Elevation1), 2m Vertical resolution with 4m ground resolution (Elevation4) to WorldDEM with 2m vertical accuracy at 12m grid elevation is available. The other products with 3m, 5m and 8m vertical accuracies are available at spatial resolution of 8m, 10m and 30m respectively.

The Japan Aerospace Exploration Agency (JAXA) is starting to process the precise global digital 3D map using some 3 million data images acquired by the Advanced Land Observing Satellite "DAICHI" (ALOS). The digital 3D map to be compiled this time has the world's best precision of five meters in spatial resolution with five meters height accuracy that enables us to express land terrain all over the world. The data sets are likely to be available for sale from March, 2016 onwards. (http://www.eorc.jaxa.jp)

http://www.eorc.jaxa.jp/



4 HYDRO-MET DATA

4.1 Meteorological Data Meteorological data, mainly Rainfall data will be collected from the Indian Meteorological Department (IMD). IMD has numerous rain gauge sites spread all over the Ganga basin in the Uttarakhand, as listed in Table 4.1. Figure 4.1 shows the location of rain gauge sites identified for data collection. Daily rainfall data will be collected from these identified sites. When available, hourly rainfall data will also be collected to compute rainfall intensities.

Table 4-1 List of IMD Rain Gauges

S. No. District Name Station Name Altitude (M)

1 Chamoli Karnaprayag 396

2 Chamoli Joshimath 1875

3 Chamoli Chamoli 1160

4 Garwal Pauri Pauri 1845

5 Garwal Tehri Keertinagar 520

6 Garwal Tehri Deoprayag 556

7 Garwal Tehri Tehri 770

8 Pithorgarh Pithoragarh 1646

9 Pithorgarh Askote 1468

10 Pithorgarh Dharchula 817

11 Pithorgarh Munsiyari 2202

12 Rudraprayag Okhimath 1861

13 Uttar Kashi Uttar Kashi 1170

14 Chamoli Rudraprayag 670

15 Chamoli Okhimath 1861


17 Chamoli Karnaprayag 396

18 Chamoli Lokapa

19 Chamoli Tapoban

20 Chamoli Badrinath 3139


22 Chamoli Ghangaria 3077



25 Pauri Garhwal Pauri 1646

26 Pauri Garhwal Srinagar 564

27 Pauri Garhwal Pauri 1845

28 Pauri Garhwal Bironkhol 1707

29 Pithorgarh Pithoragarh 1646


31 Pithorgarh Chaukuri 2286

32 Pithorgarh Berinag 1676


34 Pithorgarh Dharchula 817

35 Pithorgarh Munsiyari 2202



S. No. District Name Station Name Altitude (M)

36 Pithorgarh Tijjam 1847

37 Pithorgarh Garbyang

38 Pithorgarh Millam 3414

39 Tehri-Garhwal Tehri-Garhwal 676

40 Tehri-Garhwal Dhanolti 2135

41 Tehri-Garhwal Keertinagar 520

42 Tehri-Garhwal Deoprayag 556

43 Tehri-Garhwal Mukhim 1981

44 Tehri-Garhwal Tehri 770

45 Uttarkashi Uttarkasha (Bar) 1170

46 Uttarkashi Uttar Kashi 1170

47 Uttarkashi Dunda

48 Uttarkashi Bhatwari

49 Uttarkashi Maneriá(G) 1303

50 Uttarkashi Bhaironghati (G) 2865

4.2 River Gauging Data

CWC River gauging stations are distributed all over the Ganga basin in the Uttarakhand state. Table 4.2 shows a list of CWC River Gauging sites in the study area of this project, also shown in Figure 4.2 It is proposed to collect discharge and water level data from these sites. The data would be useful to workout (a) HFL at specific discharges (different estimated return periods) (b) The daily values could provide the steepness of the rise and fall of floods (Data with closer interval may not be available). Also the data will be used in calibrating and validating models (rainfall-runoff and hydrodynamic).

From the preliminary study of the literature, the catchment area and the time series of the data availability have also been assessed for most of the sites. Some of the CWC gauge sites have also sediment data, which will be used in morphological studies.

Table 4-2 River Gaging sites of CWC (G: Water level Gauge, D: Discharge, S: Sediment, Q: Water Quality)

S. No.

Gauge site River Type Catchment area (sq. km)

Period of Record

1 Badrinath Alaknanda GD 1285 1989-90 to 2014-15

2 Joshimath Alaknanda GD 4508 1989-90 to 2014-15

3 Rudraprayag (Before Confluence)

Alaknanda GDSQ To be computed

To be ascertained



4 Rudraprayag – G5 (After Confluence)

Alaknanda G 10675 1989-90 to 2014-15

5 Srinagar Alaknanda G To be computed

To be ascertained

6 Koteshwar Bhagirathi GDSQ To be computed

To be ascertained

7 Uttarkashi Bhagirathi GDSQ 4555 1989-90 to 2014-15

8 Tehri – G5 Bhagirathi - 7208 1989-90 to 2014-15

9 Devprayag Bhagirathi GD 7813 1989-90 to 2014-15

10 Chandrapuri Mandakini - 1297 1989-90 to 2014-15

11 Ganganagar Mandakini GD To be computed

To be ascertained

12 Rudraprayag – A5 (Before Confluence)

Mandakini GD 1644 1989-90 to 2014-15

13 Karnaprayag Pindar GD 2294 1989-90 to 2014-15

14 Nandkeshri Pindar G To be computed

To be ascertained

15 Tawaghat Dhauliganga GD To be computed

To be ascertained

16 Jauljibi Goriganga GD To be computed

To be ascertained



Figure 4-1 Locations of IMD rain gauges



Figure 4-2 Locations of CWC River Gauging sites



5 APPROACH AND METHODOLOGY

5.1 Identification of Critical Vulnerable Reaches The critical vulnerable locations of the rivers will be identified based on the criteria to guide the flow and train the rivers in a pre-defined course and to control and regulate the river bed configuration for effective and safe movement of floods.

5.1.1 Criteria for selection of critical reaches The selection process will be based on hazard, exposure, vulnerability and risk assessment of likely impacts of flood damage to population and Infrastructure. The criteria will also include local people’s perception of hazard risks and also the perceptions of local authorities. A list of criteria is provided below, which will be updated as the investigation will progress.

The river or the reach under consideration is posing a threat to cities/villages, agricultural/ irrigation fields, lines of communication, public utilities etc.;

Due to river bank erosion there is a threat to important towns and other populated areas, roads, railways and other infrastructure;

Significant lateral shifting of the river is observed which is posing threat of outflanking of important structures like bridges, etc besides bank erosion;

There is a possibility of avulsion into another river and the possible consequences thereof etc.;

Significant shifting of the river is observed away from the important towns/ villages/ river bank industries, etc. causing water shortage for drinking, industrial use and irrigation besides degradation of the city environment;

Any other major river morphological problems which can be identified due to both natural and man-made reasons;

Identified adverse social impacts particularly on vulnerable segments from changing river morphology during high discharge.

The extent and magnitude of these likely impacts will be assessed based on information on past events and interactions with local authorities and communities. The output of these interactions and secondary data will be used in identification of vulnerable river stretches and also provide the background for mitigation measures. Secondary data will be collected from local flood and irrigation departments, disaster management authorities, civil defence/police/relief agencies/NGO’s etc. The data collected can include data on past behaviour of land use changes, presence of flora & fauna, rainfall, water quality and availability etc.

The following sections present critical vulnerable reaches along each of the study rivers based on preliminary investigations, field studies and consultations.



5.1.2 Alaknanda River (from Badrinath to Devprayag)

S. No.

Vulnerable Stretch

Problem Tentative Solution

1 Khiro Village

Heavy debris from Khiro river, Village on Alaknanda left bank exactly in the flow direction of Khiro river, possibility of washing out

Retaining Wall with apron

2 Lambagad Erosion right bank Slope stabilization with revetment and apron

3 Pandukeshwar Bank erosion right bank Proposal to protection works have been put by the Irrigation Dept/

4 Govindghat Erosion right bank Protection works done by the Irrigation Dept.

5 Hathi Parvat Landslide constricting waterway Debris clearance, toe protection on right bank with crates/ gabions

6 D/S of Pipalkoti Power House

Landslide constricting Waterway Retaining wall with slope protection

7 Birahi Village Erosion on left bank High Retaining wall with apron down below with some small diversion works

8 Chinka Village Erosion on right bank, Settlement of village land

Bank pitching with apron on right side within the village

9 Alkapuri Village/ Kathiyalsandh

Erosion on right bank, Landslide Gabion retaining walls with apron

10 Maithana Landslide affecting NH

Detailed investigation required howerver, probable solution is gabion retaining wall

11 Devlibagad Low lying village, left bank erosion

Short bullet Spurs, studs

12 Kaleshwor Low lying village, left bank erosion

Short bullet Spurs, studs

13 Nor/ Jundisera/ Chauras

Right bank erosion Short Spurs with bank protection

14 Dewli Village Right bank erosion Bed bars with continuous bank protection with revetment and apron

15 Jakhni Village Right Bank erosion Bed bars with continuous bank protection with revetment and apron

16 Srinagar Left bank erosion Protection works are continuing by the irrigation department



5.1.3 Bhagirathi River

S. No Vulnerable Stretch


1 Gangnani Rock-cum-debris slide due to saturation & toe erosion observed

Gabion wall, toe protection with apron after proper streamling the bank

2 Netala Major Landslide on the Left bank due to saturation & toe-cutting

Gabion wall along the eroded toe with proper apron

3 Barethi Chunngi Triggered Landslide due to toe erosion & saturation

Tall gabion walls with toe protection and apron

4 Gangori/Garam Pani

Heavy debris deposition. Protection provided though inadequate

Step protection needs to be continues

5 Bhatukasour Toe-erosion observed. Protection works already in progress

6 Bhatwari Rock-cum-debris slide due to saturation & toe erosion observed


7 Charethi Rock-cum-debris slide due to saturation & toe erosion observed


8 Sukki Landslide trigerred due to saturation & toe erosion

-

10 ITBP Camp at Matli in Bhagirathi River

Heavy bank erosion observed on both sides. Protection work completed but inadequate

revetment and apron for agriculture land protection

11 Aungee Landslide zone

Toe wall at river level with apron and proper treatment of landslide above road after geotechnical investigation

12 Dhersari

Heavy erosion observed on both banks. Protection work underway but inadequate

Protection works already in progress

13 Maneri River erosion on both banks & presence of big boulders

14

Assiganga sangam to Joshiyara Motor Bridge in Bhagirathi River

Presence of heavy debris in River bed though protection work has been provided.

Clearance of debris

15 Hena/Siror in Bhagirathi River

Landslide due to toe erosion observed

Gabion wall, toe protection with apron



16 Dharasu Bridge Spot

Bank Erosion & road susceptible to Landslide

Protection works underway by UJVNL

17 Dunda Village

Heavy bank erosion observed. Protection work completed but inadequate

Bank protection with gabion wall and apron

18 Bandarkot Landslide due to toe erosion observed

Tall gabion wall with toe protection and apron

5.1.4 Mandakini River

S. No.

Vulnerable Stretch


1 Sonprayag New constructions on flood plain

Retaining Walls with apron

2 Sitapur New constructions on flood plain

Retaining wall with apron within city portion and revetment with apron in the reach with agriculture land

3 Kund Right bank erosion, cracks in homes due to settlement

Retaining walls

4 Bhiri* Bank erosion on both sides

Retaining walls/ gabion walls with proper apron. Gaps between retaining walls and bank to be filled up with local materials

5 Bansbada* Bank erosion on both sides

6 Monika Lodge* Bank erosion on left side

7 Jawaharnagar* Bank erosion on both sides

8 Vijayanagar* Bank erosion on both sides, threat to road and habitation

9 Silli* Bank erosion on both sides, threat to road and habitation

10 Rampur* Bank erosion on both sides, threat to road and habitation

11 Gir Bhuter Bank erosion on right side, threat to road and habitation

12 Semi*

Bank erosion on both sides, threat to road, shops and habitation on left and agriculture land on right

13 Tehsil Building Threat to the Tehsil building on left bank

Reconstruction of Retaining wall with apron

* are the nearby sections and the protection works are underway in part by irrigation, PWDNH etc.



5.1.5 Dhauliganga - Kali River

S. No.

Vulnerable Stretch


1 Jauljibi Erosion on right bank, deposition in some areas

Protection work are going on. Work to be continued

2 Ghatibagarh Threat to right bank

Protection work like retaining wall with toe protection.

3 Baluwakot Right bank erosion, threat to road and shops

Protection work have been done

4 Malachharchum Right bank erosion

Detail investigation required

5 Nayabasti Right bank erosion, threat to road

Toe protection with retaining wall may be required

6 Joshikhet Threat to road Slope stability measure

7 Kalika Right bank erosion

Gabion walls may be provided

8 Gothi Right bank erosion, threat to road

Retaining wall may be required.

9 Nigalpani Right bank erosion, threat to bridge

Slope stability measure

10 Khotila Right bank erosion

Protection work are going on. Work to be continued

11 Dobat Right bank erosion, threat to road

Protection worked completed

12 Kulagarh No habitation and no immediate protection is required

13 Elagaad Erosion at both side

NHPC is doing protection work

14 Chettalkot Right bank erosion, threat to road

Stepping retaining wall with proper alignment may be required

15 Tawaghat

Right bank erosion, landslide both the side upstream of Tawaghat on Dhauliganga, threat to road

Cleaning of boulder and retaining wall may required



5.2 Surveys

5.2.1 River Cross Section Survey The objective of taking river cross sections at selected vulnerable locations, in the context of this study is the collection of reliable information of channel geometry. The cross section data will also be used in morphological studies including modelling. These cross-sections shall be observed at pre-decided locations where new river training or protection works are proposed to be taken up or vital river features are to be picked up for the study. This survey shall be carried out either by conventional method or by using automated computerized positioning system and depth measuring system as per site conditions. The river cross-sections will be prepared at a suitable scale and the depth values at suitable spacing will be presented along the cross-section profile.

River cross section survey will cover the width of the river bed upto High Flood level (HFL) +200m on either side of the bank. This survey will be conducted as per the methodology outlined below:

Horizontal and vertical control points will be established near the location of cross section with the help of Differential Global Positioning System (DGPS) in WGS 84 system and levels with respect to mean sea level.

Spot levels on x-sections will be recorded at regular intervals to reflect the actual shape of the river cross section using DGPS/Total Station for position and depth using echo sounder/conventional gauge.

DGPS Base Station Rover

In real time GPS surveying, the observation data at the Reference are transmitted continuously by radio modem to the Rover, the data from the reference and Rover and combined and processed continuously in Rover receiver. Results are obtained almost instantly in the field as the observations are taken. Real time GPS survey can be carried out in either WGS-84 or local coordinates.



Total Station

Hydrographic Survey

Presentation of Cross Section Survey

Auto-cad drawings of the river course will be developed on a scale of 1:25,000 for all the river reaches duly showing the vulnerable locations along with map of each location on 1:10,000 scales. The drawings will include all important landmarks, confluence points with tributaries, chainage with reference to starting point, GTS Bench marks, Barrages and all other structures like bridges, roads, buildings and any other information. The drawings will be duly geo-referenced and will also include the location of all the Cross Sections.

The Cross Sections would be drawn at suitable horizontal and vertical scales. Each drawing on which the Cross Section is plotted will include on the top, the relevant stretch of river section with reduced distances and landmarks, confluence points and towns and the location of Cross Sections duly geo-referenced. The Cross Sections will also include the information on Minimum and Maximum Water Levels duly connected to the Bench mark.



5.2.2 Other Surveys Detailed bathymetric surveys will be carried out for each of the reaches where river training and bank protection works are proposed. These surveys will be carried out in combination with the cross section surveys.

5.3 Design of River Training and Bank Protection Works

5.3.1 Selection of sites and type of works The critical vulnerable locations of the rivers will be identified where training works are to be provided to guide and train the flow of the rivers in a pre-defined course and to control and regulate the river bed configuration for effective and safe movement of floods. The solutions consist of new proposed protection works along or across the rivers or could be augmenting existing structures. Suitable types of river training works will be considered which could be in the form of Bank stabilization structures like revetment with apron, flow diverting or attracting structures like spurs, flow guiding structures like Guide Bunds, Flood prevention structures like embankments, Marginal bunds, flood walls earth retaining like Retaining walls of suitable type and other necessary structure like Closure bunds etc. However, choice for selecting any particular type or a combination of these river training works will depend on various factors specific to any particular site condition.

Topography dictates the selection process, as such the area and morphology of river at the particular location, where the river training and protection works are to be proposed, will be studied in detail to assess/evaluate the river behaviour in terms of directions and concentration of flow, attack of flow on the river banks prevailing at present and historical data of these parameters of past events. Based on such assessment/evaluation, suitable type of river training measures shall be decided and designed. Major inputs for the design shall be based on the secondary data collected and supplemented with the primary data picked up till the stage of design under Phase-I.

5.3.2 Design Methodology Various factors considered in designing a suitable river training and bank protection measures for a particular location include the following:

Hydraulic Design Parameters: The hydraulic design parameters like design HFL, design discharge etc. shall be finalized based on the analysis of available/collected hydrological data, flood slopes, local enquires etc.

Ground/Soil Properties: The rock/soil strength parameters shall be established based on the secondary/primary data collected and testing of representative samples on as per the provisions under various guidelines/codes. The properties of structural materials shall be used as provided in the guidelines/codes or as per the judgment of consultants.



Deciding plan-form: In plan-form the alignment of training works like length of revetment, positioning of guide bunds, spurs etc. shall be decided based on the river morphology and flow direction. These can be parallel or diverging/converging type as warranted according to the site conditions.

Geometry: Length and cross section of the training works like guide bunds, spurs, revetments etc shall be worked out based on the empirical/analytical methods and also checked based on the guidelines provided in the standards, the optimal geometry shall be decided.

Protection Measures: Protection measures by means of stone boulders, CC or RCC works shall be designed based on the empirical/analytical methods and also checked based on the guidelines provided in the standards, the optimal design shall be decided.

Drawings: Drawings shall be prepared based on the design as carried out under the above steps with sufficient details to invite the tenders and take up the construction works in most needed vulnerable reaches.

Considering the above factors, design of engineering works shall be carried out based on engineering judgment, experience of Consultant in the past and on the basis of the empirical methods, guidelines/codes as applicable to Indian rivers with special reference to rivers of Uttarakhand such as,

(i) Report of Rastriya Barh Ayog (Vol. I & II), Govt. of India, 1980.

(ii) River Behaviour Management and Training (Vol. I& II), Central Board of

Irrigation and Power, 1994.

(iii) Broad Guidelines for Preparation of Project Estimate for Major Irrigation &

Multipurpose Projects, Central Water Commission.

(iv) Embankment investigation, Design, Construction & Maintenance Manual,

CWC.

(v) IS 8408:1994 Planning and Design of Groynes in alluvial river Guidelines.

(vi) IS 14262:1995 Planning & Design of Revetment

(vii) IS 10751:1994 Planning & Design of Guide Banks for alluvial rivers.

(viii) IS 12094:2000 Guidelines for Planning & Design of River Embankments.

(ix) IS 11532:1985 Guidelines for Const. of River Embankments (levees).

(x) IS 12926:1995 Construction and maintenance of guide banks in alluvial rivers-

Guidelines.

(xi) IS 8835:1978 Planning & Design of Surface Drains

(xii) IRC 89 : 1997 Guidelines for Planning & Design of River Training & Control

Works for Road Bridges

(xiii) CWC Handbook for Anti Erosion, Flood Protection & River Training Works,

2012

(xiv) Guidelines of Ganga Flood Control Board for Flood Management.

(xv) Consideration of specifications of the existing structures survived and

performed well in fulfilling the objectives in the vicinity of the identified

vulnerable reaches.



5.3.3 Other cross-cutting considerations Some of the other cross-cutting points which will also be kept under considerations during the design are:

Speedy Construction: As protection work at some vulnerable reaches as identified needs to be completed within the short duration, rather as early as possible, therefore, construction period is one of the major factors. Efforts shall be made to use alternative structures suitable in place of RCC/Masonry Walls which require long time for construction. Gabion like structures will be preferred which can be assembled and placed at sites in short time.

Use of Local Material: While designing and recommending the structures, it will be given due consideration that to the extent possible locally available materials are used. It will not only be faster but cost wise economical also.

Environmental Friendliness: As the surrounding areas around the rivers is fully covered with greens, it is therefore, important that the proposed structures should promote growth of vegetation so that it get blend with the natural surroundings. PCC, RCC and masonry structures shall be recommended if these are inevitable otherwise eco-friendly structures like gabion/crated boulder walls shall be preferred.

5.3.4 Safety measures in Design

While carrying out the design, it will be ensured that the proposed Structure is stable under all stages of construction. It is, therefore, necessary that stability checks for various conditions will be done to ensure safety. Seismic forces shall also be considered for high embankments, as deemed necessary. A suitable factor of safety shall be considered as per the provisions in the codes/guidelines/manuals or past experience of the practicing engineers.

5.4 Geotechnical Investigations

5.4.1 Geological Mapping

Initially, desk study of the available Maps/Reports/Data will be done to extract the primary information about the vulnerable stretches of river bank failure zone/bank erosion, geologically unstable regions responsible for natural hazards. Specific areas will be identified for geological mapping on a suitable scale as required for obtaining the geological features/ input design parameter. Generally geological mapping programme covers the following:

Geological section depicting rock type and their deposition, structural features such as fault zone, joints, major wet zones/wetlands and weathering profile

Ascertain rock cover and depth of overburden and bed rock contact particularly in the exposed area/ river section

Study natural hazards like river bank failure, landslide/landslip and other hazards encountered/happened in the area.

Delineate different lithological units present in the area

Assess susceptibility to weathering of each unit



Recharge areas and specific hydrological conditions

Special observations

5.4.2 Rock Samples Tentative rock strength can be estimated in the field by Geological Schmidt Hammer. Surface rock sample shall also be collected to determine the strength parameters such as Unconfined Compressive Strength (UCS), Point Load etc., and for any other parameters such as dry density as per requirement.

5.4.3 Geophysical Survey Geophysical Surveys is indirect method and carried out to determine/delineate the boundary between bedrock, overburden material and other geological character/features like fault, shears etc. It shall be done in selected location as per requirement.

5.4.4 Testing of River Bed/Bank Material and Suspended Load River Bed/Bank material samples will be collected for laboratory tests to obtain the strength parameters for design inputs and also to develop particle size distribution curve. Water depth, velocity, and bed-material size are the important factors governing to identify appropriate samplers and sampling procedures. Appropriate sampling procedure will be employed on the basis of specific site locations. In addition the available well established test values will also be used. Standard Test Method for determining sediment concentration in water samples will be used as per the guidelines.

5.5 Environmental Impact Assessment

5.5.1 Introduction The main objective of the component is to carry our Environmental Impact Assessment (EIA) of proposed engineering works and to prepare corresponding environmental impact mitigation measures. Another matter of concern, as also expressed by stakeholders during the Project Kick-off meeting, is the proper disposal and use of mocks and river bed materials generated during construction. Therefore, as a part of the environmental impact mitigation, a policy guidelines will be prepared and recommended to the Government of Uttarakhand for their considerations. The main focus will be on how the project design can avoid or mitigate negative impacts and enhance environmental and social benefits. While carrying out this task, the guidelines of Ministry of Environment, Forest and Climate Change (MoEFCC), Government of India will be followed.

The scope of work within the environmental analysis will include Collection of baseline environmental data through secondary sources and compilation/update based on recent available data and maps; and rapid assessment of populated and critical vulnerable areas and come up with remedial measures that can be taken up immediately.

5.5.2 Approach and Methodology of EIA The main approach to be adopted in carrying out EIA is to follow the sequence of steps adopted in an EIA study following the guidelines of MoEFCC. The study is conducted in such a manner and procedure so that it fulfils the requirements of Government of Uttarakhand. The methodology will address the scope of services



involving in the environmental aspects of the project. The proposed methodology flow chart is given in Figure 5.1.

Figure 5-1 General Approach for EIA studies

The basic concept is to ascertain the existing baseline conditions and assess the likely impacts based on hazard, exposure, and vulnerability for design of river training and bank protection works. The likely impacts may be flood damage, threat to cities/villages, agricultural/ irrigation fields, lines of communication, public utilities etc will be studied, analyzed, verified and quantified, wherever possible. To assess the likely impacts, identification of parameters for data generation and assessment are important. The accurate analysis of assessment depends upon the reliable data generated/ available on environmental attributes.

The standard methodology for the study includes field visit, data collection, impact assessment and formulation of mitigation measures. The National Acts, Legislation



and Laws will be consulted with a view to ensure compliance with various requirements.

5.5.3 Environmental data collection The consultant will compile and update the environmental baseline data to conduct a rapid assessment of populated and critical vulnerable areas, during phase-I. The following categories of data will be included:

Geology, Minerals and Seismicity: The geological status of the project area and availability of minerals will be studied from existing data. Past history of earthquakes will be collected from secondary data and seismic zone of the project area will be identified from revised Seismic Zoning Map of India.

Land use: The existing land use pattern in the vicinity of project specific affected will be identified with respect to agricultural land, forest land, cattle grazing, human settlements, sensitive places, and sites of archaeological, historical and cultural importance if any. The satellite imageries of the project area will be used to generate GIS based data for assessing the land use pattern.

Soil: Soil characteristics of the project area will be taken from secondary sources.

Water Quality: Recorded data on water quality at sensitive locations will be collected from secondary sources.

Ecology: Terrestrial and aquatic ecology would be studied from secondary sources. The type of vegetation and agricultural pattern in the project area will be collected from the government departments, existing literature, past research etc.

Air Environment: The existing levels of ambient air quality at sensitive locations will be collected through secondary sources.

Rainfall: Rainfall data of the project area shall be obtained from the meteorological stations of the Indian Meteorological Department (IMD) located within or near the project area.

Solid Waste: Solid waste management practices in the project area will be studied from government department.

5.6 Social Impact Assessment (SIA) The project, apart from engineering aspects, shall consider social aspects and factors and these shall be analysed from social perspectives. The social aspects of the project shall include assessment of people, groups, community and these activities shall lead to the indication for the adversely affected groups of people and stretches. If required, the study shall assess the need of relocating population and infrastructure from the project site, especially for the construction important river bank protection works.

5.6.1 Approach and Methodology of SIA The study requires categorical study of the project area, project affected people and other stakeholders. It is mainly divided into two aspects: (i) Social Screening, and (ii) Conducting Social Impact Assessment. The following sections describe the different stages of study in details.



The approach that will be adopted to conduct social assessment studies are described below in Figure 5.2. The socio-economic study shall be conducted in accordance with the existing standard procedures. The study would be primarily based on field data generated by the Consultant during social survey, consultation and secondary data would be collected from the different sources i.e. literature available with the government agencies, and material available on the web sites shall be used. The survey will include collection of the data from people individual, families and groups of stakeholders. The enumerators shall deploy standard questionnaires and stakeholders meetings. The focus on vulnerable shall be more keeping in mind that the women, old aged and lower rung of the society shall not be left out in the process of planning and special provision.

Figure 5-2 Approach of Social studies



The following methods will be adopted in the studies:

Desk Research: The consultant will review the engineering drawing, maps and earlier studies. For conducting socio-economic survey, a verification exercise to identify the project areas based on drawings and key stakeholders of the project at different levels will be carried out. The information verified during this exercise will form the base for carrying out the socio-economic survey. The data sources are census, gazetteer of Uttrakhand and standard publications on the region and in particular on the river and society interactions.

Site Visits: During site visits, the consultant will verify the drawings on the ground and consult with the stakeholders to create awareness about the project.

Social Screening: The screening of social issues is pre-condition and required to move further for the study of the project, planning and preparation for the execution of the project work. The consultant will carry out the preliminary social screening / identification to assess the nature, scale, magnitude of social issues and its direct and indirect impacts. The project impact zone will also be identified. The key social issues will be identified through reconnaissance survey analysis of the information available in the various sources and based on the engineering drawings. The data will be collected through observation in the field and from secondary data of the project area. The data includes name of the villages identifying, tribal habitation if any, through which the rivers pass, extent and types of encroachment and squatting to the river bed, potential physical displacements, land use types, location of the religious structures, schools, ponds, sources of drinking water and other common properties along the river.

The consultant will compile and update the socio-economic data and in order to conduct a rapid assessment of populated and critical vulnerable areas during Phase-I.

5.6.2 Maintenance & Monitoring protocols All proposed preventive and mitigating actions will be presented in terms of protocols which identify responsibilities of various stakeholders like local authorities, community leaders, institutional managers, NGO’s etc.

The protocols will also identify thresholds for preventive and mitigation actions including awareness, enforcement etc.; Public awareness tools like flood hazard maps, early warnings of intensities; Public awareness and Public participation drives with due attention to risk management will form a critical element of the protocols.

5.7 Detailed Designs

5.7.1 Planning & Design of Revetment Design will be based on available guidelines codes. However, for hilly rivers special attention will be given to the fact that most common codes are useful only for alluvial rivers. Therefore, special analysis based on past experience and lessons from elsewhere of similar rivers will be used.

5.7.2 Planning and Design of Groynes/Spur using IS 8408-1994 This standard covers the planning and design of Groynes (Spurs) in alluvial rivers with limited sue in hilly rivers. Therefore, special analysis based on past experience and lessons from elsewhere of similar rivers will be used.



5.8 Preparation of Detailed Project Reports The CWC and GFCC guidelines for preparation of detailed project reports will be followed. The Guidelines are presented in Appendix The requirement under different heads will be as per norms of these organizations. DPR will contain the following major items:

5.9 Tender Documents

5.9.1 Bill of Quantities and Cost Estimate and Tender documents Bill of Quantities for each item of civil work will be prepared. It is proposed to adopt the Schedule of rates, as applicable in the State of Uttrakhand, with proper escalation to prepare a realistic cost estimate. Where rates are not available, the same will be analysed. The analysis of rate will be dependent on the location of site; basic item rates etc. The tender document will be prepared as per bill of quantities and estimation of cost

5.9.2 Technical Specifications Technical specifications of special materials along with the test methods and their recommended values for each parameter shall be furnished in details for the construction materials proposed to be used in the structures which are normally not covered under the Technical Specification for general construction material. These materials may include

Wire mesh gabions

Gabion/Crated Boulders

Geo-textile material

Vetiver for bank protection etc.



6 WORKSHOPS AND TRAINING

As part of the capacity building and stakeholder consultation programme, a series of workshops and training will be organised during the project. Table 6.1 presents a summary of the workshops to be organised. Detailed programme of each workshop will be submitted to UDRP for their approval prior to the event. The dates are tentative as final dates will be approved by UDRP. As recommended during the first consultation workshop held on 28th January 2016 and as instructed by PIU during the presentation of Draft Inception Report to the Technical Task Team on 25th January, future consultation workshops will be organised in the districts.

Table 6-1 Summary of Workshops to be organised in the Project

Workshop/ Training

Tentative dates

Participants Subjects / topics to be covered

Kick-off meeting 21 December 2015

43 participants from UDRP, Disaster Management Department, District Magistrates, Irrigation Department, District Disaster management offices, CWC, IMD, IRS and other experts.

Mobilization of and interaction with consultants’ experts, Discussion on expectations form the projects, preliminary consultations with district based officials and stakeholders.

Inception/ consultation workshop

28 January 2016

Approx. 70 participants from UDRP, Disaster Management Department, District Magistrates, Irrigation Department, District Disaster management offices, CWC, IMD, IRS and other experts.

Presentation of Draft Inception Report, obtaining feedback form stakeholders, discussion on critical reaches identified, approach & methodology.

Consultation workshop for Kali River Pithoragarh

10th March 2016 July 2016

Approx. 20 participants from relevant agencies and stakeholders of Pithoragarh district and representatives from PIU/ UDRP.

Discussion critical reaches, problems and measures for river training & Bank protection works to be taken up immediately

Consultation workshops in Pauri Garwal, Uttar Kashi, Rudraprayag and Chamoli districts.

April-May 2016

Approx. 20 participants from relevant agencies and stakeholders of each district and representatives from PIU/ UDRP.

Discussion critical reaches, problems and measures for river training & Bank protection works to be taken up immediately

Final Workshop October 2017

Approx. 70 participants from UDRP, Disaster Management

Presentation and discussion on the draft final report, implementation



Department, District Magistrates, Irrigation Department, District Disaster management offices, CWC, IMD, IRS and other experts.

modality, Discussion on the operation, maintenance and upgradation of developed system (e.g. URMIS).

Table 6.2 presents the summary of various training and their modules to be conducted in the project. Details of each training will be submitted to UDRP for their approval prior to the training event. As per the minutes of the pre-bid meeting held on 16th March 2015, a total of six training will be held in the project (considering one training course in each quarter). The number of trainees for each training will be approximately 60, who will be state and district level officers from UDRP, irrigation, geology and mining, PWD, administration etc. UDRP will be requested to make a final selection of relevant officers for the training so that the training becomes most effective.

Table 6-2 Summary of Training Modules to be conducted in the Project

Module No.

Module / Topics Duration/Tentative Dates

1 (Qtr-1) GIS and Remote Sensing: Concepts and practice of GIS and satellite data analysis, map preparation.

3 days: March 2016.

2 (Qtr-2) Design of river training & Bank Protection

works: Introduction to and explanation of

various standard guidelines and manuals

3 days: May 2016

3 (Qtr-3) Construction and maintenance of River

Training & Bank Protection works: various

standards and practices, quality control of

construction

3 days: September 2016

4 (Qtr-4) River Morphological analysis and

modelling: Theoretical concepts and

practices.

3 days: January 2017

5 (Qtr-5) Database & information systems: Concepts

of databases systems, introduction to the

URMIS, practical hand-on-training on URMIS.

5 days: May 2017

6 (Qtr -6) Final Specialized trainign on GIS, Remote

sensing and URMIS: Advanced GIS,

Operation, Maintenance and upgradation of

URMIS.

3 days: September 2017

In addition to the above training courses to be conducted as stiputaed in the TOR, the consultants will support UDRP in developing training courses at specialized national and international institutions, if requested by the client. The consultant, on

request of UDRP, may contact the institutions and develop courses which may be funded separately outside this consultancy budget. Some of the specialized



institutions to be considered are: National Water Academy (NWA), Pune, NICMAR, Pune and the Asian Institute of Technology (AIT) Thailand.

Recommended specialised training at the above institutions are:

NWA: Hydrology, morphology, river training and bank protection

NICMAR: Construction management and quality control

AIT: project management, GIS and remote sensing.


Draft Inception Report 7-1

7 HYDRO-MORPHOLOGICAL STUDIES & DEVELOPMENT OF URMIS

This chapter briefly describes the three components of the studies to be taken in the project, namely hydrological & morphological analysis, and the development of URMIS. The output of hydro-morphological analysis will be used in designs of river training and bank protection works. Details of the three components will be presented in the Inception Report for Phase-II.

7.1 Hydrological Studies The objective of hydrological studies would be to revalidate/workout the design parameters such as discharge, flood levels etc., for the planned river training works and bank protection works in the critical the vulnerable reaches. There are various aspects involved in the studies. The first and foremost is the understanding of the catchments, status of gauging, topography & other characteristics. Then utilizing precipitation data, discharge and flood levels, would be computed using hydrological models.

7.1.1 Study of Catchments For any hydrological study, it is important to understand the river system, topography, land use and existing manmade changes in the catchment(s). Figure 6.1 shows the index map of the study area with physical features, and delineation of catchments of the four study river systems namely, Alaknanda, Bhagirathi, Mandakini and the Dhauliganga-Kali Rivers.

For the study of the catchment areas in detail, it is proposed to extract the land use map and understand the hydrological regime of the area which is expected to be typically characterised by the significant snow melt contribution in the flow, which makes these rivers perennial. During episodic events like 50 or 100 year floods, which will of interest for designs, the flood peaks are expected to be moderated due to the hydropower development. The moderation will however be largely effected by the extent of flood storage in the structures and their operation rules. As a design consideration, it is proposed to neglect small pondage created by run of the river schemes but duly consider the moderation due to storage reservoirs where relevant. The snowmelt is proposed to be estimated and considered as a part of the flow. Figure 6.2 shows locations of hydropower projects including existing, under construction and proposed hydropower projects. The impact of these developments will be considered in estimation of design flood for the river training and bank protection works.


7-2 Draft Inception Report

Figure 7-1 The Study Area showing Catchments of the four study river systems namely, Alaknanda, Bhagirathi, Mandakini and the Dhauliganga-Kali Rivers



Figure 7-2 Location of Hydropower Projects in the Study Area



7.1.2 Design High Flood Level (HFL)

According to Compendium of Guidelines prepared by Ganga Flood Control Commission (2004), subject to the availability of observed hydrological data, the HFL may be fixed according to the peak discharge computed on the basis of flood frequency analysis. It is recommended that the embankment for bank protection work may be designed for a flood of 25 years frequency in case of predominantly agricultural area and if the embankments are to be protect townships, industrial area and other places of strategic importance, the design HFL shall generally correspond to 100 year return period of discharge. In case of the embankments on both sides of the river, the design HFL shall be determined keeping in view the anticipated rise in HFL.

In view of above, it is proposed to work out design discharge corresponding to 100 year return period. Depending up on the availability of data, different procedures could be adopted. In accordance with the IS 12094:2000 and based on other scientific methods, the following procedures are proposed to be followed:

Where long term discharge data are available (at least 30 years), then a frequency analysis for computing 100-year discharge will be carried out, which will be used as the design discharge.

Where long term gauge data are available (at least 30 years), then a frequency analysis for computing 25-, 50 and 100-year flood levels will be carried out, which will be used as the design flood levels for specific works.

Where a reliable Gauge-Discharge relationship is available at a specific gauge-discharge site based on long term observations, then discharge computations will be reviewed before frequency analysis.

Where Discharge and Gauge Data are available for Short Period ( more than 5 but less than 30 years), a suitable Gauge-Discharge relationship shall be first established. Then a relationship between storm, rainfall and the peak is required to be established, which requires a long term series of discharges.

For the cases of ungagged catchments, parameter transformation with scientific judgement will be applied to similar catchment for the precipitation-runoff modelling purpose.

For this purpose, a hydrological precipitation-runoff model (in this case NAM model) will be applied. The NAM model can be set up using the secondary and primary hydrological data collected for the five rivers and their catchments and calibrated against the observed discharges. Application of NAM model will facilitate the generation of time series of longer duration.

The NAM Precipitation-runoff model can simulate the hydrological rainfall-runoff process by continuously accounting for the water content in four different and mutually interrelated storages that represent different physical elements of the catchment.

The Design Flood Peak obtained can be compared with appropriate values of extreme events. Depending up on the topographical and physical characteristics of the catchments, the final value can be selected.



For ungagged catchments, Synthetic Unit Hydrograph method will also be used for estimating the flood corresponding to 25, 50 and 100 year return periods, in line with the reports prepared by the Hydrology (Small Catchments) of Central Water Commission.

7.1.3 Accounting for Glacial Lake Outburst Floods in Design Flood Glacial Lake Outburst Floods (GLOF) is caused by overtopping and breaching of the moraine dams by waves generated by avalanches or glacier calving. The episodic event of 17th June 2013 for Chorabari Lake upstream of Kedarnath occurred due to glacial surge leading to widespread devastation.

Episodic events of glacial outburst can also impact the morphology of the river downstream. In case of GLOF, the flood wave propagation is generally more than 30 km/hour, while the same in case of the flood waves from rainfall may be of the order of 10 km/hour in case of Himalayan terrain. This calls for accounting for the GLOF in the design flood. The studies carried out by Central Water Commission and National Institute of Hydrology (NIH) show that quantum of GLOF could be as much as 10-25% depending upon the location and climatic factors. For estimation of GLOF, the following steps will be followed:

Satellite imageries will be used to identify the potentially dangerous glacial lakes in the catchment area of the project based on the condition of lakes, moraine dams, associated mother glaciers, and topographic features around the lakes and glaciers.

Based upon the information, it is proposed to estimate the lake(s) water spread area and their volume.

GLOF simulation will be carried out after a an analysis based on lake volume, its distance from the locations of interest across the river and on banks of the river and average slope of the river from the glacial lake till the point of interest.

The breach parameter for GLOF/dam break simulation will be estimated considering the type of failure that could occur.

In general the following criterion is recommended by Central Water Commission for accounting for GLOF in the Design Flood will be applicable for the present study:

o GLOF takes place when downstream channel is having minimum flow.

o GLOF takes place when downstream channel is having average flow.

o GLOF takes place when downstream channel is having 100 year flood.

Moraine Dam Break Modelling: As commonly used by CWC and other agencies in India, MIKE 11 HD (Hydrodynamic Module) will be used for Dam break simulation and channel routing.

7.1.4 Flood Moderation due to Storage Reservoir The expected flood moderation due to storage reservoirs being significant, it is proposed to account for it in estimation of the design flood, where applicable. The MIKE11 hydrodynamic (HD) model being used in this study will be utilized to simulate the effect of reservoirs in flood propagation along the river system.



7.2 Morphological Studies

7.2.1 General considerations The river morphology also called as fluvial geomorphology, is used to describe the river channel shapes and their changes in due course of time caused by combination of process involved in the river catchment as well as in the river itself. The process in the catchment may involve combination of climate & land use changes; upland erosion; occurrence of extreme events; geomorphological changes; episodic events like landslides, avalanches, failure of moraine dam casing flood and entry of debris, etc. The morphological process in the river involve number of processes and environmental conditions that include erodibility of the bed and banks (e.g., sand, clay, bedrock); vegetation and the rate of plant growth; the availability of sediment; the size and composition of the sediment moving through the channel; dominant sediment transport process in the channel (composition of wash load, suspended load and bed load); sediment transport process (erosion-deposition-transportation); the rate of sediment transport through the channel (either straight or braided); and the rate of deposition on the floodplain, banks, bars, and bed; and regional aggradation or degradation.

Morphological studies are mainly related to the changes in river channel, bed forms, dry weather channels, etc and their interrelation with river hydrology, peak river discharges, sediment transport and its characteristics and properties, effects of constrains (imposed by nature or due to man-made structures) on the stability of river channels, etc. From the list of the works specified, the important works, relevant for Phase-I, can be as below

Study of the effect of episodic events such as cloudburst, landslides and GLOFS, etc on the hydraulic conditions of the river

Study to evaluate flood plain encroachment and its impact on river behaviour and river morphology

Evaluation of impact of existing structures across the river (reservoirs, bridges, etc) on river behaviour,

Evaluation of effectiveness of existing river training and flood protection works, and recommend strengthening and planning new structures

Considering the above factors, the river morphology study involves following parametric analyses and studies as shown in Table 7. 1, for which a systematic approach relevant to these rivers has been discussed herein. This also includes hydrological studies.

Table 7-1 Components of River Morphological Study

S. No.

Components Data Required Suggested Approach

1 Hydrological data collection and analyses

Hydrological data includes:

Meteorological data: Rainfall (daily and hourly), snowfall, temperature, evaporation, etc. at various stations;

Approach:

Consistency test of the data;

Gap filling of the data;

Investigating extreme events;



Hydrologic data: runoff (daily, and hourly during Monsoon) at various sites

Extraction of statistical properties of the data;

Estimation of intensity-duration-frequency curves followed by Preparation of Isopluvial maps for different hour intensities;

Preparation of maximum rainfall maps for 24-, 48- and 72-hours durations.

2 Catchment hydrology

Climatic data; topographic data in the form of DEM; land use data and its decadal changes; soil characteristics; altitudinal catchment characteristic; snow cover and its thickness; etc.

Since rivers are originated from high altitude, therefore, both snowmelt and rainfall both contributes to the runoff, and shall be adequately bifurcated using various techniques. The observed runoff data at various sites will be checked through specific catchment yield approach. If modelling is required both rainfall-runoff and snowmelt component shall be considered.

Apart from this geomorphological characteristics of the catchment shall also be analysed which provide overall footprint of catchment processes.

3 Hydraulic data collection

Past and current for analysis the encroachment and manmade activities and change in the river’s conveyance capacity

L-section of river;

Cross-section of the river

Resistance factor especially the Manning’s n;

Variation of Manning’s n along the river;

River vegetation and their growth rate;

Quality of the data shall be tested using the Consistency test followed by necessary correction.

For numerical analyses, Manning’s flow formula will be used, for which Manning n shall be established by reviewing the river bed characteristic and dominant sizes of bed materials.

Using the recent surveyed data and



Stage-discharge data: Monsoon and Non-monsoon;

Extreme flood levels which are sometimes not recorded but river leaves it prints over the bank.

Recording of extreme floods caused due to episodic events;

Reservoir release data; etc.

available toposheet, both L-section and X-sections will be analysed for the critical reaches.

Stage-discharge relationships shall be developed for various sites. While developing such relationship, hysteresis phenomenon accommodating rising and receding flood shall be adequately accounted.

Using the extreme flow data, flood frequency analysis using suitable statistical distribution will be carried out.

Flood frequency curve so obtained will be translated into the stage frequency curve using the stage-discharge relationship as a transfer function. The flood level obtained during the episodic events will be included in the curve.

The X-section, L-section, Manning’s n, stage-discharge data will also be used in the hydrodynamic modelling, where applicable.

4 Fluvial data collection and analyses

Fluvial data includes:

Sediment load in the form of concentration at various sites;

Composition of sediment load (wash load, suspended load and bed load);

Sediment characteristics including gradation curve;

Sediment composition of bed material including gradation curve;

Vertical distribution of sediment concentration;

Analyses of fluvial data includes:

Consistency test of the suspended concentration data;

Estimation of sediment yield;

Establishing sediment rating curve (i.e. relationship between discharge and sediment concentration) using the suspended sediment data.



Sediment composition of bars, braided segments and meanders, etc.

L-section of river;

Cross-section of the river

Sediment gradation curve: To develop a sediment gradation curve, sampled data at various reaches shall be analysed and graded. Using the river bed sample, characteristics of sediment will be determined such as sizes, density, porosity, fall velocity, etc.

Since sediment concentration is not a direct function of discharge but is a function of stream

power i.e. VS ;

therefore a relationship between the sediment concentration with stream power shall be established.

Central Water Commission generally measures the suspended sediments and reports into three grades: fine (<0.062 mm), medium (0.062 to 0.20 mm) and coarse (>0.20 mm) and do not measures the bed load. Generally bed load component is fixed as fraction of total load (10 to 20 percent of total load), which shall be validated for the rivers under the study using appropriate bed samplers. The observed bed load will be used to established an appropriate bed load transport model out of various available.

The dominant mode of sediment transport (wash load, suspended load or bed load



transport) will be separately computed.

For vertical distribution of suspended sediment, instead of depth integrated sampling, local sampling will be carried out.

5 Study of morphological behaviour of the river

Satellite data for different years

The study of morphological behaviour of the river shall be studied in two ways, namely qualitative and quantitative.

Qualitative study: The qualitative study shall be based on analysing the satellite data. For which the satellite imageries of 5 year interval shall be used which also include the date following the episodic events. In some critical cases annual images will also be used. These imageries will be compared and analysed in details to know the morphological behaviour of the river. With this qualitative study, the morphologically critical reaches can be identified for which numerical modelling shall be conducted.

The quantitative study shall be conducted using the numerical modelling.

6 Numerical modelling of river morphology

Hydraulic data: water level, discharge, X-section, L-section, river plan, etc.;

Sediment load: Sediment yield, Sediment concentration, gradation curve, sediment composition, etc.

The numerical modelling the river morphology can be carried out using the one-dimensional numerical platform or 2-dimesional subject to the extent of vulnerability of the reaches. For less vulnerable reach one dimensional modelling is sufficient which require



less time and cost as compared to the two-dimensional modelling. For one dimensional numerical modelling MIKE 11 software with river bed change will be used, which results into the change in river bed level due to sedimentation process.

For more detailed investigation, generally required for designs of hydraulic structures, bridges, levees, etc. when scour depth play an important role, the two-dimensional numerical models gives better insight to the process. The MIKE 21 C, a two dimensional curvilinear model, extensively used for river morphology will be used. Since this model requires more computational time, therefore will be used only for most vulnerable reach where high investment is going to take place.

7 Study of impact of morphological changes on structures

GLOF parameters; cloudburst parameters, landslide parameters, etc.

GLOF: Glacial Lake Outburst Flood, which generates high flood event in the river due to breaching of the glacier lakes. The routed flood if exceeds the design flood of any structures then huge damage may occur. Such events also carries huge amount of debris and can erode the banks or beds.

Such phenomenon shall be integrated in the one-dimensional numerical modelling.

7.2.2 Assessment through Satellite data analysis Satellite data would provide the conditions of the river at the time of the pass of satellite. The data would include the following aspects:

Alignment of dry weather channels



Alignment of bank lines

Topography and other natural features like hard banks, rock outcrops, etc. and man-made features like water intakes, Bridges, river training and bank protection works, human settlements, etc. adjacent to the river bank.

A comparison of the satellite data of different chronological passes can provide the data on the changes which took place between the successive passes of satellite in chronological order. The following aspects would be studied from the analysis of satellite data:

Change in river planform, bank lines

Shifting of river channel

Effects of episodic events such as cloudburst, landslides and GLOFS, etc.; the main impact of such events is the generation of floods of catastrophic scales and very high sediment loads. The impact of such events are also extreme.

7.2.3 Assessment of impacts of episodic events Satellite data would be collected for the period before and after the episodic events and would be studied. A comparison of the changes would be made to evaluate the effects of such events on the river regime and river morphology.

7.2.4 Assessment impacts of flood plain encroachment Other use of satellite data is assessment of the effects of flood plain encroachment on river behaviour and river morphology. The salient impacts of the encroachments are normally

(a) Pushing the dry weather channel away from the bank,

(b) Holding the encroached bank line alignment

(c) Cutting off the flood absorption and sedimentation zones from natural areas of the river.

A comparison of successive satellite data for the encroachment / changes in the encroachment, and the alignment of river channel / banks could provide the understanding of the effects.

7.2.5 Assessment of impacts of structures analysis Hydro-morphological studies will also address the impacts of existing hydraulic structures across the river. The impacts could be of two different types. The structures like bridges could initiate controls on the river channel changes, and / or the overall direction of flow, thus affecting rive regime.

The reservoirs may have long term and significant impact on the river morphology due to the modifications in flow hydrographs sediment load and sediment characteristics. Both the aspects could have long term and significant effects on the river morphology, depending up on the size of reservoir, its operation, etc. The extent of impact of the large dams and the run-of-the-river projects could defer significantly.

The effects of the structures on river hydraulics and to some extent on short term morphological changes will be initiated immediately. However, the morphological changes could continue for a long period after the construction.



7.2.6 Assessment of Effectiveness of existing river training and flood protection works Depending up on the morphological changes, the corresponding hydraulic parameters like velocity of flow and its direction, depth of flow, its distance from the affected bank, etc could undergo changes. The new designs for bank protection and river training works may have to take a cognizance of the estimation of such changes.

The existing protection works could prove to be insufficient to take care of the estimated changes in the hydraulic parameters due to the morphological changes. Therefore, strengthening of the existing protection works and / or planning of additional structures might be required to cater for the modified parameters.

7.2.7 Site Inspection, consultation and data collection

This activity is the most crucial for the phase-I and for suggesting the immediate protection works.

The major and disastrous event of high flood has taken place only two years back. Therefore, the information on some of the hydraulic parameters, HFL reached at different locations, river channel changes due to the event would be readily available / observed at site. Consultation with local stakeholders including district based agencies of the Government of Uttarakhand will add value to the findings from site inspections. Information to be collected from the local authorities could include (i) shift in the apex of the channel before and after the disastrous floods, (ii) effects of the changes on the opposite bank, (iii) development of local scours at the distressed reach, etc.

Field visits will also provide basic information on river morphology. Normally, a meandering tendency is observed in a river where single channel flow is observed. The encroachment from the river banks would hinder the development of full menders. In the event of high floods, the flow may have sufficient strength to overcome the man-made obstructions / encroachments. However, the encroachment from one bank could affect the opposite bank, and erosion could occur at the opposite bank at a location further downstream.

The cross river structures like dams, bridges, etc may have significant morphological impact on the rivers. In the hilly region of Uttarakhand, bank-to-bank type bridges are constructed and no constriction is imposed. However, in order to maintain suitable approach conditions, marginal encroachment beyond the bank is observed at many places. If the river channel shifts towards such encroachment, then the adverse conditions can occur. The cross structure of dams are divided in to two types. The large dams and run-of-the-river type dams. The large dams may have significant impacts on the river morphology in the reach downstream of the dam like overall degradation of river bed in the downstream reach along with the corresponding morphological changes in the plan forms, moderation of flood hydrographs, etc.

The upstream reaches of the river could face the opposite impact like aggradation of river bed and consequent changes in the river plan form, etc

The smaller projects like the Run-of-the-river projects may not have significant impact on the overall river hydrology. The river reaches between the dam and the tail race outlet may show some impact due to the diversion of some flow from the river. However, the deposition of sediment in the small reservoir of Run-of-the-river Project and periodical flushing of the sediment would result in (i) Overall removal of



coarse material from the flow (ii) Periodically pulsating supply of sediment to the downstream reaches, which may or may not be fully removed by the flow.

Useful data in this regard would be collected from local authorities. The data could include the index plans of the river in the vicinity of the bridge, hydraulic and construction details of the bridges, experience of the river channel changes in the past, additional protection measures undertaken and their design details, etc.

The above mentioned impacts have direct relation to the existing protection works, or the new distressed reaches in the following aspects.(i) Changes in the starting and end points of the river attack due to river channel changes (ii) Increase in the intensity of discharge and velocities at the distressed reach due to sedimentation in the slack flow reaches. (iii) Increase in the depth of local scours due to the changes in the bed material towards finer sizes, etc.

Local data in this regards would be collected during the field inspection, particularly if the distressed reach is not far away from such structures. The existing structures designed and constructed for the river training measures may have a sound basis of design and construction. These structures might have been partially or fully damaged during the recent catastrophic floods. The DPR, design calculations, survey plans at the time of the construction of the protection works, etc. would be collected during the field inspection.

7.3 Development of URMIS

The second key activity of the project is the development of Uttarakhand River Morphological Information System (URMIS). URMIS wish is based on Integrated Management Information System (MIS) will be developed and Implemented for River Morphological Management System in Uttarakhand. Details of URMIS development process will be presented in Phase-II Inception Report. The major components of the URMIS development process can be divided into the following modular components (Figure 6.3):

Figure 7-3 Modular components of URMIS

7.3.1 Review of Current Practices and Available Data The Review of current practices and available data stage will help to understand what components will be required in URMIS and which type of data will need to be stored in database. In terms of the process adopted for this project the following elements will define Initial application definition

Determine the user requirements

Determine the objectives of the system

Define the key users

Identify interactions with existing systems and design precedents

Identify available data

Review of current practices and available data

Requirement and Design

ImplementationTest and acceptance

Product Release and Training



7.3.2 Requirements and design elaboration

The Requirements and design elaboration stage converts the selected functional specification into implementation requirements and provides a solution design in terms of application mock-ups. The activities during this stage will be organised as:

Design the conceptual model: Design conceptual model from user interaction perspective; and determine key user interfaces

Define the information flow: Create conceptual overview and flow chart of information flows; and define user entered information versus automatically generated information flows

Create mock ups: Set up initial ideas for the user interfaces to enter; and show information at different levels and for different users

Draft design document: Setup draft design document with initial mock up pages

Meetings with key users: with the purpose of detailing the functional specification into implementation requirements; and establishing mock-ups of the interfaces to achieve the implementation requirements

Establish the software design: needed for implementing the implementation requirements

Establish test strategy

7.3.3 Implementation

The Implementation stage converts the requirements and design established during the “requirements and design elaboration” stage into live software and deploys it in the production environment, the stage will also develop the test case specifications that shall drive the “Test and acceptance” stage. The activities during this stage will be organised as:

Development of Graphic User Interface (GUI) as per mock up designs

Development of data integration with GUI

Execution of unit test and system test cases

Development of test case specifications

Deployment of the solution in the production environment

Meetings with client for clarifying requirements and data issues

Documentation describing the developed system in terms of usage and system management

7.3.4 Test and acceptance

The Test and acceptance will execute the test case specifications that were established during this stage. The activities during this stage will be organised as:

Execution of test case specifications

Categorisation of incidents

Resolution of acceptance inhibiting incidents



7.3.5 Product Release and Training The Product release and training stage evaluates in terms of process and output. The activities during this stage will be organised as:

A 5-day training will be organize for client

Provide user manual for URMIS

7.3.6 Software components This section describe the URMIS system architecture in terms of high-level components and how these components are integrated to form the full URMIS system. URMIS works in two modes:

Firstly, a mode where it serves the user requests coming in through the Web Portal/Enterprise Tools Interface. This mode is named the URMIS front-end perspective, and

Secondly, a mode where it fetches data from different data sources and populates the PostgreSQL database. This mode is named the URMIS back-end perspective.

Overall URMIS is constructed from the high-level components and interactions that are shown in Figure 7.4. Table 7.2 presents the components in terms of purpose and type are defined below. Table 7.3 describes the component interactions.

Figure 7-4 High Level Components of URMIS



Table 7-2 High-level components

S.No. Component Purpose Type

1 Different Data

Sources

These are the data sources from

which data will be collected.

Spreadsheets,

shapefiles, images,

documents

2 PostgreSQL

and PostGIS

Consolidates the data captured

from the different data sources in

the database

Additionally it provides through a

specific developed URMIS data

model the necessary keys for

relating data originating from the

different source systems

PostgreSQL is an Open

Source RDBMS

database which is widely

used and has proven its

stability in literally

millions of

implementations.

PostgreSQL has existed

as an Open Source

database for more than

20 years and is being

supported by a very

active Open Source

community

3 Data Analysis

and

Management

tools

Provides the data analysis tools,

scenario manager, GIS tools for

analysis

Components for working

with GIS, time series,

scripts and – not least –

for scheduling

background jobs

4 Web Portal Provides the web based user

interface of the URMIS system

Web page that is

constructed as a

collation of configured

standard web objects.

Each of the web objects

serve distinct data types

like GIS maps, time

series etc.

5 Reports and

Outputs

Provides model and data analysis

reports

Reports and outputs can

be in spreadsheet, charts

and pdf reports



Table 7-3 Component interactions

Component interaction Description

S. No. Source Target

1 Data

Source

URMIS

Application

Data from different data sources will be imported

to URMIS and saved in database

2 Enterprise

Manageme

nt Tools

Database/Po

stgreSQL

Enterprise tool will have full control on data stored

in database. Analysis can also be perform on data

using Enterprise tools

3 Web Portal Database/Po

stgreSQL

The Components access the data stored in the

PostgreSQL database through web

4 URMIS Reports Different reports can be generated in form of

spreadsheets, charts and maps from URMIS



8 WORK PLAN & STAFF SCHEDULE

8.1 Work Plan for the Overall Study A summary of the schedule of project’s main tasks as stipulated in the TOR and subsequently in the contract is shown in Figure 8.1.

8.2 Work Plan for Phase-I A detailed work plan for Phase-I is presented in Figure 8.2.

8.3 Staff Schedule Table 8.1 presents the overall man power deployment as per the TOR. Figure 8.3 shows detailed schedule of consultant staff deployment in Phase-I. It may be noted that, the Consultant is deploying a number of non-key experts more than required as per the TOR in order to complete the project in time.



Figure 8.1 Overall work plan

TIME IN 15 DAYS 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1

1 Inception Phase1.1 Dicussions with Client and stakeholders1.2 Setting up office in Dehradun1.3 Desk Studies

1.3.1 Study of Sattelite Imageries1.3.2 Remote Sensing Studies1.3.3 Study of Maps and Drawings1.3.4 Study of Policies and Regulations1.3.5 Study of previous reports and documents1.3.6 Site Visits1.3.7 Collection of Secondary DataD 1.1 Prepration of Draft Inception Report and Submission

1st Consultation Workshop (Inception)1 Phase I

1.1 Collection of Primary and secondary Data1.2 Report on Survey and Collection of Primary and Secondary Data1.3 Geological Assessment based on Remote Sesnsing and Field Visits1.4 Identification of Most Vulnarable Stretches

D 1.2 Report on Identification of Vulnerable ReachesT 1 Training GIS and Remote Sensing1.5 Detailed Engineering Design for River Training and Flood Protection worksT2 Training on Desing of River Training ad Bank Protection work

1.6Provide Detailed DPR's for civil engineering works of each selected vulnarable stretch for

tendering

W 1 Workshop (Phase I)D 1.3 Submission of Detailed Designs, Drawings, BOO., ERT/FCW

2 Phase II2.1 Analying and corroborating collected data

D 2.1 Inception Report2.2 Augmentation of collected data

D 2.2 Report on Survey and Collection of Primary and Secondary Data 2.3 Detailed Studies

2.3.1 Remote Sensing Studies2.3.2 GLOF Studies

2.3.2.1 a.Dam Break Modelling Studies2.3.2.2 b.Review of Vulnerable Reaches

T 3 Construction anf Maintaiance of River Training & Bank Protection Work2.3.2.3 Setting Up Morphological Model for Vulnerable Reaches2.3.2.4 d.1-D and 2-D Modelling2.3.2.5 e.Stakeholder Consultations

D 2.3 River Morphological Report2.3.1 a.Development of Data Basis2.3.2 b. Development of URMIS

T 4 River Morphological Analysis and ModellingD 2.4 D2.4 Report on Uttarakhand River Morphological Information System

T 5 Training on Database and Information SystemW 2 Work Shop (Phase - II)

3 Phase III3.1 a. Review of Designs of Phase I vis-a-vis Studies in Phase II3.2 b.Carry out Improved Designs3.3 c.Preparation of Detailed Drawings3.4 d.Preparation of Revised BOQ and Cost Estimates3.5 e.Preparation of Tender Documents T 6 Final Specialized Training on GIS, Remote Sensing and URMIS

D 3.1 Submission of Draft DPR W 3 Final Workshop

D 3.2 Submission of Final DPR

Report Submission

Meetings

Training

Workshop

Dec-15 Jan-16 Feb-16 Mar-16 Apr-16 May-16 Jun-16 Jul-16 Aug-16 Sep-16 Oct-16 Nov-16 Dec-16 Jan-17 Feb-17 Mar-17 Apr-17 May-17 Jun-17 Jul-17 Aug-17 Sep-17 Oct-17

Draft Inception Report 21 Jan 2016

Consultation Workshop 28 Jan 2016





Phase-II, III

S.N. Deliverables July 2016 - Oct 2017

Week 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4

Continuous Activities Traning

Intermittent Activities

Mobilization and Inception 1 1 1 1 1 1 1

Mobilization: (5-21 Dec.)

Kick-off meeting with UDRP and other

Stakeholders

Review documentation and data availability

Field Visits, Consultation with DMs and other

agencies

Prepare for the Inception Report and Submission

1st Consultation Workshop (Inception)

1Task - 1: Identification of Most Vulnerable

Streches1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

1.1 Define Criteria for selection of reaches

1.2 Mapping critical vulnerable areas on 1:25,000 scale

1.3 Topographic and Hydrographic Survey

1.4

Mapping of Selected Reaches on 1:10,000 scale (River

& Transport Network, Embankments, Hydraulic/FC

Structures,Shifting of River course)

2Task 2 Detailed engineering design for river

training and flood protection works1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

2.1Details of the critical vulnerable reaches based on

site visits and consultations

2.2Provide site-specific civil engineering design for

river training work of priority reaches

3

Task 3 Provide detailed DPRs for civil

engineering works of each selected

vulnerable stretch for tendering

3.1Preparation of DPR of selected river training and

protection work for Specified reaches

3.2 Provide BOQs of proposed civil engineering works

3.3Preparation of tender drawings, technical

specifications and other tender documents

4Task 4 Preparation preventive and corrective

maintenance protocols

4.1strategy on community participation to support

structural solutions

5 Workshops

5.1 Kick-off meeting with UDRP and other Stakeholders

5.2 Phase-1 Workshop

5.3 Phase-2 Workshop

5.4 Final Workshop

6 Tranings

6.1 GIS and Remote Sensing

Figure 8.2 Work Plan for Phase-I

Dec. 2015 Jan. 2016 Feb. 2016 Mar. 2016 Apr. 2016 May. 2016 Jun. 2016

ReportMeeting or workshop

Kick-off mtg, 21 Dec

Draft Inception report 21 Jan 2016

Consultation Workshop 28 Jan 2016



6.2 Design of river traning and Bank protection works

6.3Construction & Maintenance of river traning and

Bank protection works

6.4 River Morphological analysis & modelling

6.5 Databse & Information Systems

6.6Final Specilized traning on GIS, Remote Sensing &

URMIS

7 Reports

7.1 Survey and Collection of primary & secondary data

7.2Identification of Vulnarable Reaches on Ganga

Basin rivers

7.3Detail Desing & drawing of river traning & flood

protection works, DPR & BOQs

7.4 Phase-II Inception Report



Table 8-1 Manpower requirement for the Study as per TOR



9 FIELD VISITS, CONSULTATIONS

9.1 Field Visits A field visit was conducted by the Consultant Team to the reaches of Alaknanda, Bhagirathi and Mandakini Rivers to identify critical locations. This first field visit is expected to provide tentative list of locations of critical vulnerable reaches for further detailed assessment. In addition to identifying such locations by the consultant team, perceptions form local authorities and some community members were also compiled. A detailed report of the field visit is provided in Appendix-3. Figure 9.1 shows the locations of the sites and river stretches visited. The numbers in the figure refer to the descriptions of cases in the report. A large number of field photographs is provided separately in the CD.

Figure 9-1 Locations of field visit sites

The second field visit to Dhauliganga-Kali river system was conducted from 22nd to 26th January 2016. Figure 9.2 shows the locations of the sites and river stretches visited.



Figure 9-2 Locations of field visit sites along the Kali River

9.2 Consultations A consultation process with stakeholders has been initiated from the project Kick-off meeting held at Dehradun on 21st December 2015. Extensive consultations with local authorities and community members were carried out during the field visits. The Field Visit Report in Appendix-3 also describes the local perceptions on the problems and possible mitigation measures.



10 REFERENCES 1. Design Flood Manual-Central Water Commission (1974) 2. Flood Estimation for Large Catchments using Deterministic Approach-UM-2/97-97-

National Institute of Hydrology, Roorkee 3. Compendium of Guidelines for Flood Control Works -Ganga Flood Control

Commission, Patna (2004) 4. IS 12094:2000-Guidelines for Planning and Design of River Embankments

(Levees)-Bureau of Indian Standards, New Delhi. 5. Handbook for Flood Protection, Anti-erosion and river training works-Central Water

Commission (2012)

6. IS: 14815 – 2000 -Design Flood for River Diversion Works‐ Guidelines 7. IS: 8408 -1994 -Planning and design of groynes in alluvial river.

8. IS: 14262 - 1995 -Planning and design of revetments‐ Guidelines. 9. Lohani A.K, Jain S.K and Singh R.D-Combination of Glof with applicable Design

Flood-presentation by NIH. 10. Rai N.N-Combination of Glof with applicable Design Flood-Presentation by Central

Water Commission 11. Natale Elisabetta- Dam Break Risk Assessment in Baker Valle-Master’s Thesis

(2009)-Massachusetts Institute of Technology, Cambridge, USA. 12. Jaypee Associates- Glacial Lake Outburst Flood Study for Siang Lower H.E.

Project-DHI 13. Burrough, P.A. 1986. Principles of Geographical Information Systems for Land

Resource Assessment. Clarendon Press, Oxford, pp.1-11. 14. Environmental Systems Research Institute, Inc. 1995. Self-study Workbook.

Understanding GIS – The ARC/INFO Method. ESRI, Redlands, California, USA, pp.1.1-1.31.

15. Florent, J., Theriault, M. and Musy, A. 2000. Using GIS and outranking multi-criteria analysis for land-use suitability assessment. Int. J. Geographic Information Science, Vol. 15(2), pp.153-174.

16. Jensen, J.R. 2000. Remote Sensing of the Environment – An Earth Resource Perspective. Prentice-Hall, Upper Saddle River, New Jersey, 544 p.

17. Joseph, G. 2003. Fundamentals of Remote Sensing. Universities Press, Hyderabad, India, 433 p.

18. Krishna Murthy, Y.V.N. and Pandit, D.S. 2003. Remote Sensing and GIS techniques for water resource project planning. Proc. Regional Workshop on Techno Economical Appraisal Of Water Resources Projects, 20-22 October, 2003, Central Water Commission, Nagpur, pp.101-111.

19. Krishna Murthy, Y.V.N, Sinha, A.K., Jeyaram, A., Rao, S.S., Das, S.N., Pandit, D.S., Srinivasan, D.S. and Rajender, C.K. 1999. Integrated watershed development planning using Remote Sensing & GIS. ISPRS Commission VII, Working group II, Application of R.S. & GIS for sustainable development, Vol. XXXII, part 7-W9.

20. http://www.nrsc.gov.in 21. http://bhuvan.nrsc.gov.in 22. http://bhuvan-noeda.nrsc.gov.in/download/download/tools/document 23. CartoDEMReadme_v1_u1_23082011.pdf 24. http://www2.geo-

airbusds.com/files/pmedia/public,/r3181_9_geo_026_geoelevation_en_2015-07.pdf

25. http://www.eorc.jaxa.jp/ALOS/en/aw3d/index_e.htm

http://bhuvan-noeda.nrsc.gov.in/download/download/tools/document

http://www2.geo-airbusds.com/files/pmedia/public,/r3181_9_geo_026_geoelevation_en_2015-07.pdf




Inception Report A

APPENDICES


Inception Report

APPENDIX 1

CWC GUIDELINES ON RIVER MORPHOLOGY STUDY

GENERAL GUIDELINES

FOR

PREPARING RIVER MORPHOLOGICAL REPORTS

GOVERNMENT OF INDIA

MINISTRY OF WATER RESOURCES

CENTRAL WATER COMMISSION

NEW DELHI

MARCH, 2009

GENERAL GUIDELINES

FOR

PREPARING RIVER MORPHOLOGICAL REPORTS

GOVERNMENT OF INDIA


MARCH, 2009

i

FOREWORD

Empirical or semi-empirical approaches guide, to a large extent, the processes

involved in planning, design and construction practices in respect of river management in

general and river training and anti erosion works in particular. There are instances where

indiscriminate adoption of these methods without due regard to the unique characteristics of

a river have resulted in performance deficiency or ineffective performance. The situation

leads to huge recurring expenditure year after year on the repairs and maintenance of these

works. An urgent need thus exists for evolving more rational and scientific approach in

planning, design and construction of river management works considering the unique

characteristics of each problematic river. These characteristics may be assessed through

detailed morphological study of the river.

Many State Government departments and other agencies involved in river

management have shown interest in pursuing such studies and some have already initiated

action in this direction. Remote Sensing Techniques are capable of providing large

information in time and space. The field survey data and remote sensing data may be helpful

in hydraulic modelling, both physical and mathematical. Different indices are required to

study the meandering and braiding reaches of the river. In order to ensure that a rational

pattern is adopted for preparation of river morphological reports by different agencies and to

incorporate the advanced technology in computations, especially remote sensing, it has been

considered necessary to review and revise the “General Guidelines for Preparing River

Morphological Reports”, prepared in April, 1991. This publication is an endeavour in that

direction and contains revised guidelines.

It should, however, be appreciated that considering the constraints and complexity of

understanding the river behaviour, these guidelines cannot be comprehensive and universal.

Specific river problems and river characteristics will obviously dictate the final contents of a

morphological report. Despite the inherent limitations, I hope this publication will be found

quite handy for experts in the field and go a long way in providing an insight into the basic

objectives and requirements of such reports.

(A. K. BAJAJ)

CHAIRMAN


ii

PREFACE

Since independence a large number of developmental and protective works have been

taken up in different river basins all over the country. The developmental works include

construction of irrigation, hydro-power, multipurpose water resources projects and

navigation works. The protective works include flood embankments, marginal embankments,

channel improvements and anti-erosion works like spurs, revetments, bank pitching etc. Most

of the protective works have been taken up on rivers of the Ganga and Brahmaputra river

systems where the problem of river instability and consequent bank erosion are particularly

severe.

It is being increasingly realized that the morphological study of river needs to be

properly documented and analyzed and the unique characteristics of each river should be

understood so that the responses of the river due to any encroachment in the flood plain and

more in the case of future man-made structures may be anticipated and preventive measures

as considered necessary may be planned before hand.

Remote Sensing is the technique of collecting information about earth’s feature

without being in physical contact with it. Remote Sensing Techniques are capable of

providing large information in time and space. Aerial photographs and satellite images can

provide an extremely powerful means of detecting the clues, as to where and how the river

migrated, for the delineation and reconstruction of the river course. Temporal satellite data

may be used to study the erosion and deposition characteristics. The field survey data and

remote sensing data may be helpful in calibration/validation of hydraulic/mathematical

models like MIKE-21C, ANN model, etc. Thus it is required to incorporate the application of

Remote Sensing Techniques in the guidelines for morphological studies. It is also desirable

to have uniformity in scientific data collection and methodology for morphological studies.

In view of above, it was felt necessary that general guidelines prepared in April, 1991

are reviewed and updated. This revised publication has been accomplished, considering the

technical advancements in the field, under the guidance of the ‘Standing Committee for

Morphological Studies of Himalayan Rivers of India’, in which experts from MoWR, CWC,

GFCC, Brahmaputra Board, CWPRS, NIH, NRSA, SAC Ahmedabad, GSI, IWAI, Water

Resources/ Irrigation departments and SAC of concerned State Governments are represented.

Various parameters like Tortuosity and Sinuosity giving idea of meandering characters have

been included in the present guidelines. Different braiding indices such as Plan Form Index,

Flow Geometry Index, Cross Slope, which may be studied to determine the character of the

rivers, have also been included. It is hoped that the publication would be useful to the

agencies involved in data collection and morphological studies.

Revision of these guidelines would not have been possible but for the untiring and

dedicated efforts of team of officers led by Chief Engineer (P&D) with support from staff of

Morphology Directorate, CWC. Valuable contributions of the members of the Standing

Committee in revision of the guidelines and the contribution of Dr. Nayan Sharma, Professor,

Water Resources Development & Management, IIT, Roorkee, for quantitative description of

braiding phenomena of rivers, are duly acknowledged.

(R. C. JHA)

MEMBER (RM)


iii

OFFICERS AND STAFF ASSOCIATED WITH THE

PUBLICATION

Shri G. S. Purba Chief Engineer (P&D)

Shri Rajesh Kumar Chief Engineer (P&D)

Shri M. P. Singh Director (Morphology Directorate)

Shri Ravindra Singh Deputy Director (Morphology Directorate)

Shri Jagdish Chand Deputy Director (Morphology Directorate)

Dr. U. P. Gupta Assistant Director Grade-II (Morphology Directorate)

Shri Manoj Duggal Personal Assistant (Morphology Directorate)

iv

C O N T E N T S

S.No. Particulars

Page

Foreword

i

Preface

ii

Officers and Staff associated with the publication

iii

1.0 Introduction

1

2.0 General Approach

1

2.1 Objectives

1

2.2 Contents

2

3.0 Appraisal of the Problems

2

3.1 Purpose 2

(a) Natural Problems 2

(b) Man Made Problems 5

3.2 Appraisal of Measures Taken 5

4.0 Data Requirement 5

5.0 Historical Perspective 6

5.1 Morphological Time Scale 6

6.0 Morphological Studies 7

6.1 Identification of Reaches 7

6.1.1 Demarcation of Cross Section Lines 7

6.2 Data Collection 7

6.2.1 Field Survey Data 7

6.2.2 Remote Sensing Data 8

6.3 Morphological Aspects for Study 8

6.3.1 River Flow Analysis

8

v

6.3.2 Fluvial Geomorphology

8

(a) Structure 8

(b) Stage 9

(c) Process 9

6.3.3 Channel Characteristics 10

(a) Bank Full Width 10

(b) Regime Status 10

(c) River Bed Characteristics 10

(d) Sediment Transport 11

(e) Flow Characteristics 11

(f) Plan Form 11

(g) Bars and Shoals 13

(h) Bed Forms 13

(i) Bed and Energy Slopes 13

(j) Channel Migration 13

7.0 Summary 14

Bibliography 15

Annexure I 16

Annexure II 19

1

GENERAL GUIDELINES FOR PREPARING

RIVER MORPHOLOGICAL REPORTS

1.0 INTRODUCTION

India, with a vast area of 329 million hectare, has diverse geographic and

climatic conditions which results in uneven distribution of rainfall over the country,

both in time and space. The rainfall is seasonal and uneven over large party of the

country. Most of the rainfall takes place during the monsoon season and the rest of the

year remains dry. The large variation in rainfall, which is the main source of water in

the rivers, results in large variation of flows in rivers. Due to large variation of flows,

the alluvial rivers of the country, such as Ganga and Brahmaputra, have large variation

in their behaviour during the lean season and the flood season. While during the lean

season, the shoals in the low water channels cause problems in navigation, during flood

season, the deep channels swing laterally and erode the banks posing threat of serious

damage to valuable property, lines of communication, towns and villages.

The planning, design and construction practices in respect of river training and

anti-erosion works at present in vogue in the country are based on empirical or semi-

empirical formulae developed towards the end of the Nineteenth Century. Most of

these formulae were evolved in connection with the design of irrigation head works and

canals. Indiscriminate use of such formulae, without regard to the unique

characteristics of a river, sometimes lead to an anomalous situation where the benefits

from a river training work are to some extent off-set by its ill-effects on the river

regime.

For a scientific and rational approach to different river problems and proper

planning and design of water resources projects, an understanding of the morphology

and behaviour of the river is a pre-requisite. Morphology (of river) is a field of science

which deals with the change of river plan form and cross sections due to sedimentation

and erosion. In this field, dynamics of flow and sediment transport are the principal

elements. The Morphological Studies, therefore, play an important role in planning,

designing and maintaining river engineering structures. In recent years, there has been a

growing awareness about the need for taking up Morphological Study of rivers in the

country, especially with particular reference to their unique problems. In order to assist

the engineers of the concerned departments and other agencies, broad guidelines are

prepared for preparation of Morphological Study Reports.

2.0 GENERAL APPROACH

2.1 OBJECTIVES

The objectives of river Morphological report are:-

i) To identify the problems - location specific and morphological, works taken up

and their performance.

ii) Interpretation of factors responsible for different type of problems, causes of

failure of the measures taken and the necessary corrective measures.

2

iii) Understanding of river mechanics to facilitate mathematical/ hydraulic

modelling.

iv) To identify further studies to be carried out.

v) To identify additional data required.

vi) To evolve criteria for planning and design of structures for efficient river

management.

2.2 CONTENTS

The contents of a Morphological report are given in Annex I. The specific

information to be included in each Chapter is given in Annex II.

3.0 APPRAISAL OF THE PROBLEMS

3.1 PURPOSE

A detailed description of the problem, both location specific, reach specific or

over entire system is a basic requirement as this would lead to a choice of the proper

methodology for study and identification of the requisite data. The typical problems

which are normally encountered in river management are those arising out of natural

causes or those caused by man made structures or encroachments into the river bed.

These may be one or more of the following:-

(a) NATURAL PROBLEMS

i) Frequent changes in river course.

ii) Avulsion of one river into another (beheading).

iii) Heavy shoal formation (as in Brahmaputra river) causing diversion of the main

current towards the banks.

iv) Development of natural cut-off in meandering rivers. This, some times,

changes the meandering pattern.

v) Heavy landslides in the catchment causing sudden and steep rise in silt load.

This causes instability, as was witnessed in the river Kosi in 1934.

vi) Heavy aggradation of the river bed. This causes high flood levels resulting in

overtopping of banks/embankments even during floods of relatively moderate

intensity.

vii) Heavy erosion of banks by hill streams due to flash floods (as in West Bengal

where large tracts of tea gardens are affected).

viii) River instability due to changes in bed slopes as a result of seismic activity (as

in many rivers in Assam).

ix) Changes in river channels due to changes in rainfall pattern.

x) Erratic behaviour of rivers in deltaic areas where they have numerous spill

channels.

xi) Erratic behaviour of braided rivers.

xii) Navigational problems due to shoal formations.

xiii) Formation of sand bars at river out-falls into sea, due to reduction in upland

discharges as in Hoogly River.

xiv) Morphological changes in a river due to changes in its base level i.e. the levels

of the out-fall into another river or sea.

3

Erosion and deposition at river bends

River Dhansiri at Golaghat (Assam)

4

Embankment erosion and breach

River Brahmaputra near Guwahati

5

b) MAN MADE PROBLEMS

i) Degradation of river bed downstream of a dam or a barrage.

ii) Effects of constriction of river width due to barrage/bridge construction.

iii) Effects of flood embankment on the regime of rivers.

iv) Effects of extraction of sand and boulders from the river beds and banks.

v) Effects of spurs and bed bars of different types on river behaviour.

vi) Effects of inter-basin transfers of water on the regime of rivers.

vii) Effects of river bed cultivation and construction by farmers in a river reach.

viii) Effects of dredging/channelisation of river bed. (This is usually done near big

cities to keep deep channel near Power House or Water Works).

ix) Effects of pucca bathing ghats in big cities and places of pilgrimage.

x) Effects of heavy urbanization along the river banks.

3.2 APPRAISAL OF MEASURES TAKEN

A detailed account of different measures along with sketches/drawings of

structures constructed, basic design criteria and design conditions considered etc. is

given. Performance of the existing works is given with the details of the extent and

type of failure, if any, noticed from time to time. These details are likely to lead to an

understanding of the possible causes of malfunctioning/failure of the work which, in

turn, would dictate the choice of morphological parameters to be studied in detail.

4.0 DATA REQUIREMENT

The data requirement would depend primarily on the morphological parameters

that are to be studied for a particular river. However, following minimum data is

required:

i) Topographical data such as topographical maps, aerial photographs, satellite

imageries etc.

ii) River cross-sections up to the highest recorded water level for different years at

/in:

- Existing gauge discharge sites (pre-monsoon and post-monsoon).

- The reaches affected by bank erosion and/or erratic river behaviour.

iii) Daily discharge data for the existing discharge observation sites.

iv) Daily gauge data for the existing sites as well as for the study reaches.

v) Daily sediment load data for the existing sites.

vi) Grain size distribution of the bed material for existing sites as well as for study

reaches.

vii) Hydrographic charts in the vicinity of the existing sites and in the study reaches.

viii) Grain size distribution of the suspended load and bed load.

ix) Vertical velocity and sediment load distribution at the existing sites.

x) Dimensions of the dunes and/ or ripples.

xi) Geo-morphological map of the basin with particular reference to the flood plain

and deltaic plain.

6

5.0 HISTORICAL PERSPECTIVE

5.1 MORPHOLOGICAL TIME SCALE:

Various flow and channel parameters are interdependent. Identification of

independent and dependent variables is an important step in a scientific study of river

morphology.

Viewed in a geological time scale of millions of years, a river is an open

channel system undergoing continuous changes and there are no definite relations

between different parameters as they change with time. On the other hand, over a small

time scale of a few days or weeks, a river may be in a ‘steady state’ in which no

significant change in channel characteristics occur. The cause - effect relationship in

the two cases may be quite different, which if documented quantitatively may be a

source of serious error in the interpretation of the mechanics of river flow and thereby,

in the understanding of the river behaviour.

In the graded time span, arbitrarily defined as a few hundred years, a graded

condition or a dynamic equilibrium exists. During this time span, the variables which

appear as constantly changing in ‘geologic time’ and as static in ‘steady time’ appear to

fluctuate in a cyclic manner. Geology, hydrology, initial relief and valley dimensions

may be considered as ‘independent variables’ and the channel morphology as

‘dependent variable’. It is this time span which is of relevance to the river engineer. In

river morphological studies, therefore, these inter-dependencies have to be kept in

view.

Since the river channel is the result of flowing water, magnitude and frequency

of run-off events are major factors in determining the character of the river channel. It

is, therefore, possible to show qualitative relationships between river flow on one hand

and different aspects of channel morphology like channel dimensions, shape, gradient

etc. on the other.

For a short term (steady-time) evaluation of changes in river parameters, the

variables are considered as follows:-

Water discharge - Dependent variable.

Sediment discharge - Dependent variable.

Hydraulics of flow - Dependent variable.

Channel morphology - Independent variable.

For the evaluation of parameters in the graded time scale, the variables are as

follows:-

Hydrology (mean discharge of water and sediment) - Independent variable.

Hydraulics of flow - Indeterminate

Channel morphology - Dependent variable

7

6.0 MORPHOLOGICAL STUDIES

6.1 IDENTIFICATION OF REACHES

After detailed appraisal of the problems, the river reaches to be studied are

identified and sub-divided into a number of study reaches such that a precise profile of

the energy line may be established for the study. Rigid criteria for the length of a reach

obviously can not be laid down, but as a general rule, length of about 10 km is

considered adequate. In meandering reaches, the study reaches are so demarcated as to

identify the curved and straight portions. Braided reaches of the river are sub divided

in such a way that all major and minor channels separated by shoals and bars are

covered for study. Divided flow (twin channels) and long straight reaches are included

in separate study reaches. Estuarine reaches needs to be treated separately especially

when the flow is bi-directional.

6.1.1 DEMARCATION OF CROSS SECTION LINES

In each study reach, cross-sections are laid out normal to the direction of flow at

an interval of about 5 km distance being measured along the centre line of the main

channel.

6.2 DATA COLLECTION

6.2.1 FIELD SURVEY DATA

While para 4.0 gives the data requirement, following data is necessary for

specific morphological studies. Some of the data is, therefore, common.

(i) Daily gauge, discharge and sediment data are collected for each Gauge and

Discharge (G&D) site in accordance with the procedures laid down in the

relevant codes of the Bureau of Indian Standards (BIS). Daily gauges are

observed for each study reach. For morphological study, sediment samples are

taken from each segment used in discharge measurements.

(ii) Cross sections of the river at the identified locations are taken every year before

and after the monsoon season.

(iii) Hydrographic survey of each study reach is done separately for different river

stages. The survey charts are used for bed form studies.

(iv) Bathymetric survey data, velocity profiles, water surface slopes, longitudinal

profiles etc. should be carried out.

(v) Measurements of the dimensions of the dunes in different parts of the river bed

are also made for sediment transport modelling.

(vi) Grain size distribution of the suspended sediment load is determined.

(vii) Grain size distribution of the bed material is also determined.

(viii) Vertical velocity distribution and vertical sediment distribution at significant

river stages are observed for each G&D site.

(ix) Engineering properties along with sedimentological studies (both physical and

laboratory oriented) of the river bank materials are determined, especially for

locations susceptible to river bank erosion/failure/collapse.

8

(x) Geomorphological map, covering the flood plain and showing important

features like point bars, alternate bars, middle bars, ox-bow lakes, palaeo

channels, channel plugs etc. should be prepared.

6.2.2 REMOTE SENSING DATA

Satellite imageries play vital role in monitoring the changes of rivers in study

reach. Remote sensing data helps in studying inaccessible areas. Remote Sensing data

like satellite imageries, digital satellite data (microwave data -Radar sat (Canada data)).

Field survey data and remote sensing data may be needed in hydraulic /mathematical

models like MIKE-21C, ANN Model etc.

6.3 MORPHOLOGICAL ASPECTS FOR STUDY

6.3.1 RIVER FLOW ANALYSIS

The main objectives of the river flow information are (a) the study and

description of river morphology, (b) investigation of river bed forms, (c) study and

prediction of sediment transport and (d) analysis of aggradation and degradation. These

groups of river mechanics problems are mutually inter-related processes dependent on

the river flow processes. Therefore, river flow data is analyzed, described and presented

in such a way as to provide the best insight into effects on the various dependent

processes.

Many variables in river mechanics are power functions of discharge. Greater

values of the exponent in the relationship indicate that high river flows are more

important and neglecting the low flows is justified in the study of a particular river

problem. Some variables depend on the integrated effect of previous discharges, both

low and high, so that all flows are relevant in the study, while some other variables

depend not only on the discharge but also on the rate of its variation.

Field survey data and remote sensing data may be needed in hydraulic

/mathematical models like MIKE-21C, ANN Model etc. Analysis of Temporal

Satellite Data while asserting the history of river course is necessary.

In order to understand the significance of different variables in river mechanics,

and to identify the different types mentioned above, structural analysis of the flow

series is carried out.

6.3.2 FLUVIAL GEOMORPHOLOGY

For a proper understanding of the processes of erosion and silting on which the

morphology of the river depends, it is also necessary to view the fluvial landscape in a

historical perspective. The variables influencing the river channels and river system can

be broadly categorized as (a) Structure (b) Stage and (c) Process.

(a) STRUCTURE

The term structure as used in geomorphology implies not only the effects of

various kind of rocks, but also the differential erosional character of the rocks, the

9

influence of various geologic factors like fractures, joints, faults and their distribution

in a drainage basin.

(b) STAGE

The change of landform with time is referred to as stage of development of

landform. The progression of erosion in a given region is marked by “Competition”

between river systems for drainage area. The most aggressive river with the steepest

slope or greatest discharge or an advantage of lower altitude may capture the drainage

area of another river system, thereby, changing the course of the latter. The qualitative

understanding of this aspect helps in undertaking the detailed investigations of specific

problems of avulsion of one river into another.

Landform development is studied from hypsometry curve for the basin drawn

between h/H and a/A where ‘h’ is the contour height above base plane, ‘H’ is the total

height, ‘a’ is the area enclosed by a given contour and ‘A’ is the total area of the basin.

A typical hypsometric curve shows the lines corresponding to the different stages of

development of landform viz. youthful, mature and old stage. Relations between

contour height & area and between contour height & percent area above the contour

could also be developed. These studies afford a preliminary knowledge of the basin

which helps in deciding the further exploratory work in the field. For instance, it would

be worthwhile looking for old courses (palaeo channels) of a river in a landform that

has reached the old stage.

Drainage pattern of a basin gives a fair idea about the geology of the basin i.e.

the nature of rocks, faults, joints, folds, fractures, unconformities etc.

Drainage density, expressed as the length of drainage channels per unit area of

the basin helps in better interpretation of the hydrological data of a river. It also helps in

identifying different categories of lands, for instance:-

Drainage density

Sand stone areas 3 to 4

Fractured igneous rocks 15 to 25

Bad lands 200 to 400

Other basin characteristics like form factor, circular ratio, elongation ratio,

bifurcation ratio, stream order etc. are required to be discussed.

(c) PROCESS

Distinctive characteristics of river flow are the “processes” which determine the

character of a river channel. River flows in the form of daily discharge, gauge and

sediment load, being the most pertinent time series, should be analyzed. This may be

done by developing relationships between the three parameters and identifying the

unique characteristics of the flow series. On the Yellow River in China, it has been

shown that channel shifting varies with fluctuations in discharge, similar to Kosi river

in India. A linear relation was found to exist between ratio between maximum

10

discharge to bank full discharge and the wandering intensity in meters / day of the

Thalweg.

The “Structure”, “Stage” and “Process” aspects of the river morphology afford a

qualitative understanding of the nature of a river and its behaviour.

6.3.3 CHANNEL CHARACTERISTICS

Lateral and vertical movement of thalweg at different locations in an alluvial

river from year to year is described both in qualitative and quantitative terms from the

study of river cross sections. The lateral/ vertical movements of the river bed, where

possible, are co-related with the problem of bank erosion/collapse, if any. The

description of secondary channels, especially those frequently shifting and causing

significant changes in flow pattern near the banks are described.

(a) BANK FULL WIDTH

Bank full width is a subjective term. This is taken as the river width at water

surface level corresponding to the dominant discharge or bank full discharge. This

could also be decided by the visual examination of the river cross sections and

confirmed with the study of gauge and discharge curve plotted on semi-log paper (the

level at which the curve flattens out could be taken as the bank level).

Mean Depth (D) = Area of cross section at bank full stage (A) / Bank full width (B)

Width Depth Ratio = B/D.

It is also useful to study changes in channel parameters in the downstream

direction for different frequencies of flow.

(b) REGIME STATUS

From the regime formulae of Lacey, width, depth, area and velocity are worked

out and these are compared with the observed values at different river stages. Such a

study would indicate the applicability or otherwise of the regime formulae of Lacey.

(c) RIVER BED CHARACTERISTICS

i) The qualitative and quantitative descriptions of lateral slope of the flood plain

are given from the observed cross sections for different years.

ii) Aggradation and degradation of the river bed in a reach are studied through a

comparative study of river cross-sections for different years. These cross-

sections for different years are superimposed and the area of each cross-section

below a reference line is worked out. An increase in the area from one year to

another would indicate degradation while a decrease in area would indicate

aggradation at the site.

11

Aggradation and degradation of the bed may also be reflected in a shift in the

G-D curve over a given period. For a meaningful study, it would be desirable to draw

G-D curves separately for rising and falling stages of the river.

The above study from cross-sections and G-D curve would indicate

aggradation/ degradation at a particular cross-section and not in a reach. However, such

a trend between two sites could be broadly studied through a sediment balance study

for the reach.

(d) SEDIMENT TRANSPORT

Though there are numerous sediment transport formulae developed by various

investigators from time to time, none of these is considered suitable for all situations.

Efforts are, therefore, made to develop relationships between observed values of

sediment transport on one hand and different flow parameters on the other. The

different flow parameters could be discharge, velocity and stream power.

(e) FLOW CHARACTERISTICS

Relations could be developed by plotting graphs on log – log scale between

width, depth and velocity on one hand and discharge on the other. For low flows,

critical velocity may be co-related with depth to develop an equation which will have

the form of Kennedy’s equation.

(f) PLAN FORM

Shape of river in plan is very important in many design problems concerning

location of bridges etc. In general, the plan forms of alluvial rivers can be classified as

(i) Braided, (ii) Straight and (iii) Meandering. Meandering and braiding reaches of the

river are separately studied. For meandering reaches, following relations may be

developed on log - log scale:-

Meander length (also called wavelength) Vs. Bank full width

Meander width Vs. Bank full width

Radius of curvature Vs. Bank full width

Tortuosity, Sinuosity etc. of the river may be studied.

Tortuosity = 100lengthValley

lengthValley -length Thalweg×

Sinuosity = 100lengthValley

length Thalweg×

12

For a more logical and quantitative description of braiding phenomena,

following indices have been proposed by Dr. Nayan Sharma (1995):

Plan Form Index (PFI) = N

100B

T×

where, T = T1+T2 = Flow top width

B = Overall flow width

N = Number of braided channels

Flow Geometry Index (FGI) = NRT

x.d ii×

Σ

where, di and xi are depth and width of submerged sub-channel

R = Hydraulic mean depth of the stream

Cross Slope = (L/2)/ (Average Bank level-Average bed level)

Plan Form index represents the percentage of actual flow width per braided

channel. Obviously, this index reflects the fluvial landform disposition with respect to a

given water level and its lower value is indicative of higher degree of braiding.

B

T1 T2

Water Level

L/2

d1 d2 d3

x1 x2 x3 x4

d5d4

x5

Water Level

T1 T2

13

Flow Geometry Index reflects the underwater sub-channel disposition and the

hydraulic efficiency of a braided stream. Its higher value signifies occurrence of higher

degree of braiding. Cross slope is basically a form ratio indicator and its higher value

indicates higher braiding intensity.

(g) BARS AND SHOALS

Bars and shoals in the river bed may be identified as point bars, middle bars,

alternate bars, islands, etc. The changing features of bars/islands associated with

meanders/braiding, etc. may be ascertained from the sequential satellite images of

different resolutions as per requirement to identify the probable direction of flow

pattern/shifting of river courses for consideration in correcting river alignments.

Temporal Satellite data may be used to study the river dynamics and area statistics to

be derived from the temporal data to find the erosion and deposition characteristics.

Unwanted shoals are identified for removal.

(h) BED FORMS

There are several methods of bed form study. However, those by Engelund-

Hansen and Garde – Raju could be used.

(i) BED AND ENERGY SLOPES

A comparative study of valley slope, bed slope, water surface and energy slope

is made. Excessive energy loss in a reach is associated with significant shoal

formations.

Valley slope could be taken from the Survey of India topo sheets. Bed slope

observed for reaches may be given. Water surface slope in different reaches, if

available, may be given otherwise the same at the G & D sites may be given. Energy

slope is drawn with respect to the river-bed taking into account the hydrostatic head

(depth) and velocity head, g2

V 2

.

(j) CHANNEL MIGRATION

Channel migration is believed to be dependent on the variation in discharge

from season to season. High variation is usually associated with significant shift in the

deepest channel while low variation is associated with comparatively stable channel.

There may be some exceptions to this general observation. Relation may however be

established between the ratio of maximum discharge to bank full discharge on one hand

and lateral channel shifting on the other. In some cases, there is a very good relation

between these two parameters. There should be clear distinction between temporary

(chute cut-off) and permanent cut-off by using temporal satellite data.

The above morphological parameters are studied to explain the unique

characteristics and behaviour of the river and their bearing on various problems. The

channel parameters, which need to be corrected / modified to find the solution to the

14

problems, may be identified and the extent, to which such corrections / modifications

are required, may be spelt out.

7.0 SUMMARY

A summary of various studies carried out, conclusions arrived at and

recommendations for necessary remedial measures should be given at the end of the

report. It should also summarize the behaviour of the river and practical usefulness of

the morphological studies in future planning and design of remedial measures for flood

control/ erosion control.

15

BIBLIOGRAPHY

1 C.B. I & P Publication No.204, Vol. I, “River Behaviour, Management and

Training”.

2 Friedkin J.F., “A Laboratory Study of the Meandering of Alluvial Rivers”, U.S.

Waterways Experimentation Station Vicksberg, Mississippi, May 1945.

3 Garde R.J. and Ranga Raju K.G., “Mechanics of Sediment Transportation and

Alluvial Stream Problems”, 1985, Willey Eastern Limited.

4 Heqing DU and Hajime MIWA “Experimental Study on the Relation of Bed

Morphology with Surface Flow in Meander Channels”, International Journal of

Sediment Research, Vol. 21, Number 1, 2006, pp1-12.

5 Julien, P.Y. , “River Mechanics”, Cambridge University Press, 2002.

6 Lane E.W., “Importance of Fluvial Morphology in Hydraulic Engineering”,

A.S.C.E. Proceedings, 1955, Paper No.795.

7 Lane E.W., “Stable Channels in Erodible Material”, A.S.C.E., Paper No.1957.

8 Leopold L.B. and Maddock T., “The Geometry of Stream Channel and some

Physiographic Implications”. Geological Survey Professional, 1953, Paper No.

252.

9 Leopold, Wolman and Miller, “Fluvial Processes in Geomorphology”, H.W.

Freeman & Co.

10 Maekin J.H., “Concept of the Graded River”, bulletin of the U.S.G.S., May,

1948.

11 Research Paper – “Resume of Research Studies of Hydraulic Characteristics of

Mississippi Channels” Vicksberg District U.S. Army Corps of Engineers.

12 Schumn S.A., “Fluvial Geomorphology in River Mechanics”, Water Resources

Publication 1971, Fort Collins, Colarado.

13 Schumm S.A., “River Morphology”.

14 Sharma Nayan, Ph. D. thesis on ‘Modelling of Braided Alluvial Channels’

submitted at University of Roorkee, 1995, India.

15 Shen H.W., “River Mechanics”, Vol. I & II Fort Collins, Colorado, U.S.A.

16 Yatsu Eiju, “On the Longitudinal Profile of the Graded River”, Transactions-

American Geophysical Union, Vol.36, Number 4, August, 1955.

16

ANNEX-I

FORMAT FOR MORPHOLOGICAL REPORTS OF RIVERS

CHAPTER I. INTRODUCTION

i) Introduction

ii) Concept of the study

iii) Objective of the study

iv) Scope of the study

v) Technical approach / Methodology

vi) Data used

vii) Limitations

CHAPTER II. THE RIVER

i) Catchment / Drainage

ii) Topography (this should include flood plains)

iii) Valley slope and bed slope

iv) Flood plain

v) Existing under construction and planned structures

vi) Apparent effects of man-made structures

vii) Land use

CHAPTER III. PHYSIOGRAPHY AND CLIMATE

i) Physiography

ii) Rainfall

iii) Temperature

iv) Humidity

v) Evaporation

CHAPTER IV. SOILS

Soil characteristics and erodability.

CHAPTER V. WATER QUALITY AND UTILIZATION

Water quality, different uses of water including for navigation

CHAPTER VI. GEOLOGY

i) Geo-morphology

ii) Structure and tectonics

iii) Earthquakes/ Seismicity, etc.

iv) Land slides

v) Glaciations

17

CHAPTER VII. HYDROLOGY

i) Description of lean season and flood season flows with figures of

maximum, minimum and dependable flows and bank full discharge.

ii) Water surface slope.

iii) Sediment Transport (during lean season and during floods with figures

of coarse, medium and fine sediment).

CHAPTER VIII. PROBLEMS

i) Flood problem: Flood damage, threat to cities etc.

ii) Erosion

iii) Lateral shifting of the river

iv) Problems of city water front, if any

v) Earlier studies

CHAPTER IX. MORPHOLOGICAL CHARACTERISTICS

i) Channel characteristics

a) Cross section study for variation in area, deepest bed movement

(lateral & vertical), description of secondary channels with reference

to erosion problem, if any.

b) Bank full width, mean depth, width depth ratio etc.

c) Regime status

d) Lateral slope of river bed.

ii) Aggradation/ degradation of bed

a) By cross section study

b) By G-D curve study

c) By sediment balance study

iii) Relation between sediment transport and different flow parameters

including stream power.

iv) Flow characteristics (Relations between different flow parameters with

reference to mean velocity and critical velocity).

v) Plan form

a) Meander or braiding characteristics of the main river.

b) Changes in Thalweg (This should include meander, geometry,

tortuosity, sinuosity, plan form index, flow geometry index, cross

slope, etc.)

vi) Bed Forms

a) Bars and shoals

b) Analysis of bed forms with reference to flow characteristics

18

vii) Analysis of bed slope, water surface slope and energy slope with respect

to valley slope.

viii) Channel migration.

Shifting of deepest channel with reference to the channel parameters like

bank full width, maximum width etc.

CHAPTER X. SUMMARY

19

ANNEX - II

SPECIFIC INFORMATION TO BE GIVEN IN DIFFFERENT CHAPTERS OF

A MORPHOLOGICAL REPORT

CHAPTER I (INTRODUCTION)

� Terms of reference, if any

� Brief introduction with statement of the problem

� Need for morphological studies

� Specific objective and scope of the studies

� Definitions (as per standard glossary of terms)

� Index map (Topo-sheet 1 cm = 25 km)

� Data used

� Limitations of the data and methodology

CHAPTER II (THE RIVER)

� Description of the main river and tributary system (including networks)

� Topography of the catchments, flood plains, deltaic reaches

� Valley slope, bank slopes, bed slope

� Description of flood plain with mention of Khadir limits, significant high and

low areas

� Brief description of various river valley projects – existing, under construction

and planned with figures of water utilization for different purposes

� Observed ill-effects, if any on the river regime / behaviour during the post

project period

� Land use – significant changes from time to time with land use maps.

CHAPTER III (PHYSIOGRAPHY AND CLIMATE)

� Physiography with detailed map of stream, hypsometry curves

� Rainfall pattern, intensities, frequencies, duration etc.

� Temperature (maximum, minimum, mean) in different parts of the basin

� Humidity

� Evaporation (observed)

CHAPTER IV (SOILS)

� Soil types found in different parts of the basin

� Soil characteristics, composition

� Erodability of bank material

� Engineering properties of bank material

� Soil map

CHAPTER V (WATER QUALITY AND UTILIZATION)

� Quality of surface water, ph Value, mineral and metal content, BOD, dissolved

oxygen.

20

� Geo-hydrology with water quality

� Different water uses including for navigation.

CHAPTER VI (GEOLOGY)

� Geomorphology with different geo-morphological maps showing flood plain

features like point bars, alternate bars, middle bars, valley plugs, oxbow lakes,

palaeo channels etc. with their descriptions and their effect on river behaviour.

� Geology with description of various lithofacies, rock types, erosional characters

of rocks, influence of factors like fractures, joints, faults, sheared and shattered

zones on river shape and pattern. Structure, tectonics, earthquakes, land slides

and their effect on sediment load

� Drainage pattern (Horton’s classification), drainage density

CHAPTER VII (HYDROLOGY)

� Temporal and spatial distribution of rainfall, mean monthly and annual isohyets

� Storm movement

� Rainfall intensities for 1,2,3 days

� Isohytal map and maximum intensities observed.

� Description of lean season and flood season flows with figures of maximum,

minimum, mean and bank full flows, flood flows of different return periods,

brief description of historical floods, 50%, 75%, 80%, 90% dependable lean

season flows.

� Water surface slope

� Sediment transport during lean and flood season with figures of coarse, medium

and fine sediments.

� Gauge and discharge hydrographs

� Graphs showing typical variation of sediment load with discharge

� Hydrological stations, Inventory of G&D sites with frequency of measurements

� Network analysis of G&D sites.

� Sediment size distribution and concentration of suspended load along vertical

direction.

� Bed material size distribution (samples to be collected at 4 to 6 locations at

every alternate cross-section from a depth of 30 cm. below the bed).

CHAPTER VIII (PROBLEMS)

� Flood damage, threat to cities/villages, agricultural/ irrigation fields, lines of

communication, public utilities etc.

� Bank erosion posing threat to important towns and other populated areas, roads,

railways; Apparent causes of the problem.

� Significant lateral shifting of the river posing threat of outflanking of important

structures like bridges, barrages etc. besides bank erosion. Possibility of

avulsion into another river and the possible consequences thereof etc.

� Significant shifting of the river away from the important towns/ villages/ river

bank industries, etc. causing water shortage for drinking, industrial use and

irrigation, cooling water for thermal water stations besides degradation of the

city environment.

21

� Earlier studies done by different agencies, remedial measures taken from time to

time, performance/ efficiency of the measures and the need for further measures

based on morphological studies.

CHAPTER IX (MORPHOLOGICAL CHARACTERISTICS)

� Delineate the courses of rivers and its tributaries with existing major roads,

embankments, railway lines, Hydraulic/flood control structures and any other

important specific locations with the help of remote sensing data and

hydrographic survey data (refer para 6.2)

� Shifting course of river and identify critical locations and rate of shifting

� River flow analysis (refer Para 6.3.1)

� Fluvial geomorphology (refer Para 6.3.2.). It should also contain information in

terms of identifying abandoned/ moribandh/ seasonally active spill channels/

meander scrolls/ oxbow lakes etc.

� Channel characteristics (refer Para 6.3.3). These may include plan form changes

if any, braiding characteristics and shoal formations, meandering characteristics

and sub-meanders, physical constraints like hills and nodal points, bed forms in

low, medium and high stages with sonic soundings.

� Regime formulae applicability for width, depth, velocity, slope etc. Changes in

Manning’s ‘n’ values.

� Sediment load analysis including rate of sediment transport with comments on

transporting capacity

� Identify all major morphological problems both natural and man-made

� Evaluate performance of major flood control structures executed so far from

morphological point of view and their effects on river morphology

� Historical information on aggradation and degradation in different reaches

� Lateral migration from historical data

� Khadir limit

� Multi-purpose reservoir and barrages and other structures with their effect on

upstream and downstream

� Low water channel characteristics in the context of navigational development

� Catchment area treatment, if any and its likely effect.

� Diagnosis of the problems of land use pattern, general drainage characteristics,

flood inundation, flood-prone/ flood-spread area, bank erosion, deposition/

island formation, identification of palaeo channels etc. Scope and limitations of

mathematical and physical models including review of available models and

their choice.

CHAPTER X: SUMMARY

� Various parameters having a bearing on the river characteristics, behaviour and

problems.

� Basic approach to the problems in general and specific recommendations for a

lasting solution to the problems.

� Further studies required, if any.

� Additional data required for such studies.

Satellite Image of River Brahmaputra - Down Stream of Guwahati (Assam)


Inception Report

APPENDIX 2

GFCC GUIDELINES ON PREPARATION OF DPRS

1

FOREWORD

One of the important functions assigned to Ganga Flood Control Commission is to

advise the Ganga river basin States to follow certain guidelines in respect of quality control,

material specifications and maintenance in order to ensure the implementation of works and

maintenance thereof, to proper standards. The Commission has prepared a number of guidelines

from time to time on various flood related subjects in consultation with the States and

numerous organizations. These guidelines were also approved in full Commission meetings in

which representatives of Ganga river basin States and other organizations are part time

members. These guidelines were circulated to all concerned. During the official level meeting of 13th meeting of Ganga Flood Control Board, held under the

Chairmanship of Secretary (WR), Govt. of India on 23.12.92, it was decided to bring out

compendium of the guidelines in book form for reference by the users. Accordingly a volume

containing eleven guidelines was prepared by Ganga Flood Control Commission and circulated

to Co-basin States and concerned Organizations in 1995.

In view of the revisions in the codes (brought out by Bureau of Indian Standards) changes in

the practices and in the State- of- the art in regard to flood control/flood management works,

updating of the guidelines is a continuous process. The guidelines have been updated by

incorporating the revisions in the relevant Bureau of Indian Standards codes and the –State -of

– art practices presently prevailing. For the benefit of users a list of important references has

been added at the end. The officers and staff associated with the updating of the "Compendium

of Guidelines" deserve appreciation for their sincere efforts and hard work. It is hoped that the "Compendium of Guidelines" would be useful in the formulation and

execution of flood management schemes towards ensuring quality control and material

specifications to proper standards.

PATNA (C.B.VASHISHTA)

JANUARY, 2004 CHAIRMAN

2

PREFACE

Ganga Flood Control Commission is advising the concerned States to follow certain

guidelines in respect of quality control, materials specifications and maintenance in order to

ensure the implementation of works and maintenance thereof to proper standards. Accordingly

the Commission has prepared a number of guidelines from time to time on various flood related

subjects in consultation with concerned States and organizations. These guidelines were also

approved in full Commission meetings. In which representatives of Ganga basin States and

other organizations are part time members. These guidelines have already been circulated to all

concerned. As decided during the official level meeting 13th meeting of Ganga Flood Control

Board, held under the Chairmanship of Secretary(WR) , Govt. of India on 23.12.92,

accordingly a compendium containing eleven guidelines was prepared by Ganga Flood Control

Commission and circulated to Co-basin States and concerned organizations in 1995.

Updating of the guidelines is an ongoing process, keeping in view the state-of –the art,

revisions in the codes (brought out by Bureau of Indian Standards) and changes in the practices

in regard to flood management works. The updating of guidelines was also discussed during

14th meeting of Ganga Flood Control Board held on 16th June 2000 at New Delhi . The

guidelines have been updated by incorporating the revisions in the relevant Bureau of Indian

Standards codes and the state-of-art. A list of important references has added at the end.

Sincere efforts and hard works put in by the officers and staff in updating of the "Compendium

of Guidelines" is appreciated and acknowledge. Any suggestions/comments for further improvement of the "Compendium of the

Guidelines" would be highly appreciated.

PATNA (R.N.P.SINGH)

JANUARY, 2004 MEMBER (PLANNING)

3

CONTENTS

Sl no Subject Title Page

No

1. Design Criteria for Flood Protection Embankment Sections 4

2. Check List For Examination of Flood Control Projects Preliminary Examination

12

3. Broad Guidelines for preparation of Project Estimates 17

4. Definition of various terms used in Flood Reports. 20

5. Criteria for preparation of Detailed Comprehensive Plan for Flood Management For a River System.

22

6. Criteria for Taking up Updating of the Comprehensive Plan of Flood Management

37

7. Guidelines for Preparation of Schemes of Raised Platform under Flood Proofing Programme

43

8. Guidelines for preparation of Schemes For Quick Drainage Facilities under the Flood Proofing Programme

45

9. Planning Commission Guidelines for clearance of Flood Control Schemes

48

10. Formats prescribed by Min. of Water Resources for Analysis and Evaluation of Benefit and Cost of Flood Management Schemes ( Statement 1 to 5)

52

11. List of Porforma for furnishing information by States to the Central Agencies.

57

12. List of important Reference 58

***

4

CHAPTER-I

DESIGN CRITERIA FOR FLOOD PROTECTION EMBANKMENTS

CHAPTER-I DESIGN CRITERIA FOR FLOOD PROTECTION EMBANKMENTS In order to ensure uniformity in preparation and processing of schemes for flood protection

embankments, the following design criteria is being laid down. The design criteria have been

updated based on the Indian Standard Guidelines for planning and Design of river embankment

(Levees)- (First Revised 120:2000). These criteria do not apply to embankments on tidal rivers.

(1) Spacing of Embankment “The spacing of embankments and their alignment need careful consideration with respect to

their vulnerability to the river and the rise of high flood levels on account of reduction in flow

area and also increase in peak discharge due to reduction in flood plain storage by construction

of the embankment. Finalisation of the alignment and the spacing with due consideration to the

above factors and at the same time optimizing the benefit from the proposed embankment

would need considerable experience of the river behavior and studies of the effects of the

embankments along different alignments. In view of the widely varying nature of the rivers, no

general recommendation about spacing of embankment can substitute the need for the above

studies. The following general guide lines about the minimum spacing etc. are however given,

mainly with an idea to check the tendency of excessive encroachment of the natural flood plain

of the river."

In case of embankments on both banks of the river, the spacing between the

embankments should not be less than 3 times Lacey wetted perimeter for the design flood

discharge. In case of embankment on only one bank the embankment should not be less than a

distance equal to 1.5 times Lacey's wetted perimeter from the midstream of the river.

(2) Design High Flood Level Subject to availability of observed hydrological data, the design H.F.L may be fixed on the

basis of flood frequency analysis. Embankment schemes should be prepared for a flood of 25

years frequency in case of predominantly agricultural area and if the embankments concerned

are to protect townships, industrial areas or other places of strategic and vital importance, the

design H.F.L. shall generally correspond to 100 year return period.

In the case of embankments on both sides of the river, the design H.F.L. shall be determined

keeping in view the anticipated rise in the H.F.L. on account of jacketing of the river.

--------------------------------------------------------------------------------------------- N.B:- Design criteria circulated by GFCC/2/73/191-208 DATED 15.4.80 modified on the line of R.B.A.

recommendations in respect of paras on Design High Flood Level and Treatment on top of embankments.

5

(3) Free –Board As a guideline, minimum free board of 1.5 m over design HFL including the backwater effect,

if any should be provided for the rivers carrying design discharge upto 3000 cumecs., for higher

discharge or for aggrading flashy rivers a minimum free board of 1.8 meters over the design

H.F.L. shall be provided. This should be checked also for ensuring a minimum of about 1.0

meter free board over the design H.F.L corresponding to 100 year return period.

(4) Top Width Generally the top width of the embankment should be of 5.0 m. The turning platforms 15 to 30

m long and 3 m wide with side slope of 1:3 shall be provided along the countryside of the

embankment every kilometer.

(5) Hydraulic Gradient Hydraulic Gradient line should be determined on the basis of the analysis of the soils, which

are to be used in the construction of embankments. However, the following guidelines are

recommended. Type of fill Hydraulic Gradient

Clayey Soil 1 in 4

Clayey sand 1 in 5 Sandy Soil 1 in 6

(6) Side Slope

(i) River side slope The river side slope should be flatter than the under water angle of repose of the material used

in the fill upto an embankments height of 4.5 meter slope should not be steeper than 1 in 2 and

in case of higher embankments slope should not be steeper than 1:3 when the soil is good and

to be used in the most favourable condition of saturation and draw down. In case, the higher

embankments are protected by rip-rap, the river side slope of earthen embankments upto 6

meters high may be 1 in 2 or 1 in 2.5 depending upon the type of slope protection. In embankments constructed of sandy materials, the riverside slope should be protected

with cover of 0.6 m thick good soil.

It is usually preferable to have more or less free draining material on riverside to take

care of sudden draw down. In case of high and important embankment stone rip-rap either dry

dumped or hand placed and concrete pavements/concrete blocks with open joints are adopted to

protect the embankments against draw down and/or erosive action of the river; in less important

embankments where rip-rap is costly willow mattress can be used.

6

(ii) Country side slope

A minimum cover of 0.6 m over the hydraulic gradient line should be provided. For

embankment upto 4.5 m height, the country side slope should be 1 in 2 from the top of

embankment upto the point where the cover over hydraulic gradient line is 0.6 m after

which a berm of suitable width with the country side slope of 1:2 from the end of the berm

upto the ground level should be provided. For the embankments above 4.5 m and below 6

m heights, the corresponding slope should be 1:3. Normally berms should be of 1.5 m

width. For embankments above 6 m height detailed design may be furnished in the project

estimate.

(iii) Slope Protection Works Generally the side slopes and 0.6 m wide in top from the edges of the embankments should be

turfed with grass sods. In embankments which are in imminent danger of erosion, necessity of

protective measures such as slope protection by rip-rap and / or river training works should be

examined separately following I.S. Code no.14262-1995.

(iv) Treatment on Top of Embankment An embankment should be provided with suitable soling over filter for proper drainage. For

embankments protecting towns industrial area and places of strategic importance the necessity

of providing all weather road surfaces of 3 to 3.5 m width should be examined to ensure

maintenance works for reaches which are not easily accessible.

In order to provide communication from one side of embankment to other, ramps at

suitable places should be provided as per requirement to obviate subsequent interference.

(v) Land Acquisition To ensure uniformity in respect of land acquisition for flood embankments, it is suggested that

the provision for land acquisition should include at least 1.5 meters additional width beyond the

toe of the embankments on the river side and width of 3 meters beyond the toe of embankment

on the country side.

(7) Borrow Areas Generally the borrow area will be on the river side of the embankments.. However, in

unavoidable circumstances, when the earth is to be borrowed from the country side the borrow

pits shall not be closer than 10 m from the country side toe of the embankments. In certain

cases when the depth of the borrow pit is limited to 0.3 meters the borrow pit may be closer to

the embankment but in no case the distance between the toe of the embankment and the edge of

the borrow pit shall be less than 5 meters. In order to obviate development of flow parallel to

the embankment, 5 to 6 metre wide cross bars spaced at 50 to 60 meters center to center shall

be left in the borrow pits.

7

Salient features of BIS codes relevant to Planning, Design and construction of Flood Management and Anti-Erosion Works

1. Planning & Design of River Embankment (IS 12094-2000) This standard covers planning and design of river embankments (levees) on dry land.

The salient features/main design aspects covered in this code are described in the following

paragraphs:-

(i) Spacing of embankment 3 times of Lacey wetted perimeters of embankment on both bank of river

(ii) Design High Flood Level Protection of agriculture land-25 year flood frequency Protection of township, Industrial area-100 year flood frequency

(iii) Free Board

1.5 meters over design HFL (for Q<3000 cumecs)

1.8 m over design HFL (for Q≥ 3000 cumecs)

(iv) Top width - 5.0 meter

(v) Hydraulic gradient Clayey soil – 1 in 4 Clayey sand- 1 in 5

Sandy soil – 1 in 6

River side slope: 1:2 to 1:3 Country side slope: 1:2 to 1:3 and

0.6 m cover over H.G.L.

2. Planning & Design of Revetment (IS 14262:1995)

This standard lays down the guidelines for planning and design of revetment used for

embankment and bank protection works in case of alluvial rivers and canals. The salient features/main design aspects covered in the code are described in the following

paragraphs:-

Data required (i) Design discharge corresponding to 50/100 year floods.

8

(ii) Design velocity at Bank

(iii) Silt factor (f) (iv) L.W.L.

(v) HFL- 25/100 years return period.

(vi) Design discharge intensity (vii) Bank slope

(viii) Size of stone for pitching

(ix) Wt. Of stone/boulder in Kg. W = ( 0.02323 x Ss xV6 )/ [(K x (Ss-1)3]

Where K = [ 1-(Sin2 θ/Sin2 φ)]1/2 Ss = Specific gravity of stone

φ= Angle of repose of material of protection works

θ= Angle of sloping bank

V = Velocity at bank

Thickness of protection layer

T = V2 /[2g x (Ss-1) ] Where V= Velocity in m/sec.

g = acceleration due to gravity in m/s

Ss= Specific gravity of stone

3. Planning and Design of Groynes/Spur (IS 8408-1994) This standard covers the planning and design of Groynes (Spurs) in alluvial rivers. The salient features/main design aspects covered in the code are described in the following

paragraphs:-

(i) Design discharge: should be equal to that for which any structure in close proximity is

designed or 50 year flood whichever is higher.

(ii) Length of spur:- Normally effective length should not exceed 1/5th of width of flow.

Spacing of spur is normally 2 to 2.5 time of effective length. (iii) Top level:- Depends on the type namely submerged, partially submerged or non-

submerged and will be best decided by model experiment. (iv) Top width: 3 to 6 meters as per requirements

(v) Free board :- 1 to 1.5 meter above design flood level

(vi) Side slope: Between 2:1 and 3:1 (vii) Size of stone for pitching:-

Wt of Stone/Boulder in Kg. = W

W = ( 0.02323 x Ss xV6 )/ [(K x (Ss-1)3]

Where K = [ 1-(Sin2 θ/Sin2 φ)]1/2

9

Ss = Specific gravity of stone

φ= Angle of repose of material of protection works θ= Angle of sloping bank

V = Velocity at bank


(viii) Thickness of pitching

T = V2 /[2g x (Ss-1) ] Where V= Velocity in m/sec.

g = acceleration due to gravity in m/s Ss= Specific gravity of stone

(ix) Launching apron (a) Size of stone (same as adopted in pitching)

(b) Scour depth

D= 0.473 (Q/f)1/3 Where Q= discharge in m3 /s

F= silt factor= 1.76d

d=mean dia of river bed material in mm.

(x) Width of Launching apron = 1.5 D max

D max: Depths of maximum scour below designed apron level.

4. Planning Design of Guide Bank (IS: 10751-1994) This standard covers the planning and design of guide bank, used for the various engineering

structures constructed on alluvial rivers.

The salient features/main design aspects cover in the code are described in the following

paragraphs.

(i) Alignment-Best decided by model studies. (ii) Length of guide Banks

Upstream = 1.0 L to 1.5 L

Downstream= 0.2 L to 0.4 L Where L= Length of structure between abutments

(iii) Radius of curve

Head – 0.45 L Tail –0.0 to 0.5 time the radius of covered head.

10

(iv) Top Width: 6 to 9 m

(v) Free board : 1 to 2 m (vi) Side slope : 2:1 to 3:1

(vii) Toe protection

(viii) Size of stone W = ( 0.02323 x Ss xV6 )/ [(K x (Ss-1)3]

Where K = [ 1- (Sin2 θ/Sin2 φ)]1/2

Ss = Specific gravity of stone φ= Angle of repose of material of protection works

θ= Angle of sloping bank V = Velocity at bank


(ix) Thickness of Launching apron

T = V2 /[2g x (Ss-1) ]

Where V= Velocity in m/sec.

g = acceleration due to gravity in m/s Ss= Specific gravity of stone

5. Planning and Design of Surface Drain (IS 8835-1978) This standard lays down broad guidelines and principles for the planning and design of surface

drains for uniform application throughout the country. This standard is applicable only for

surface drains in agricultural/rural area. The salient features/main design aspects covered in the code are described in the following

paragraphs.

Alignment of drains: The alignment of drain should be such that the full supply level is below

the natural surface level.

Intensity of rainfall- A storm rainfall of 3 days duration

Design frequency: Three days rainfall of 5 year frequency. Period of disposal: The following periods of disposal are recommended.

Paddy – 7 to 10 days Maize, Bajra and other similar crops- 3 days

Sugarcane and Banana- 7 days

Cotton- 3 days Vegetables- 1 day

Run-off: Run-off co-efficient depends on the type of soil, vegetation, general topography like

land slope etc. In plain areas the run-off co-efficient is generally of the order of 0.15 to 0.20

11

6. Guidelines for Construction of River Embankments (Levees) (IS 11532-1985)

This standard covers the construction of river embankments (levees) on dry land.

The salient features, which are covered in the code, are described in the following paragraphs.

Investigation of borrow areas, their location and depth of excavation, foundation preparation,

earthwork, compaction, moisture control and slope protection are the important aspects to be

carefully attended during construction.

The recommended distance and the depth of borrow pits are as under: - Distance of Borrow pits (m) Maximum depth of Borrow pit (m)

River side Countryside 25 upto 50 1.0 0.6

Over 50 upto 75 1.5 0.6

Over 75 upto 100 2.0 0.6

7. Construction and Maintenance of Guide Banks (IS 12926:1995)

This standard lays down guidelines for construction and maintenance of guide banks in alluvial

rivers. The main aspects to be considered for construction/ maintenance of guide banks are

described in the following paragraph:

(i) General Considerations:-The lay out of guide bank should be based on hydraulic

consideration to streamline the river flow. The height of the bank should be determined from

the highest flood level and free board requirement. The slope of the bank should be designed

considering the engineering properties of construction materials and using conventional slip

analysis.

(ii) Earthwork for guide bank: It is preferable to take earth for construction of guide bank

from the river side. Borrow pits should be at a safe distance of about 3 H from the toe of

launching apron, where H is the height of guide bank.

Construction of guide bank should be taken in hand alongwith abutments. Afflux bund should

be tied to high ground to prevent outflanking of structure. (iii) Maintenance:-Post monsoon and past flood inspection should be carried out regularly to

ascertain the health of structure and repaired works. Regular patrolling of guide bank should be done during floods to monitor the behaviour of

structure and to take protection measures.

Annual inspection of under water protection work should be carried out after the flood season

to asses scour and launching of the apron in the vicinity of the structure.

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CHAPTER-II CHECK LIST FOR EXAMINATION OF FLOOD CONTROL

PROJECTS

CHAPTER-II

CHECK LIST FOR EXAMINATION OF FLOOD CONTROL PROJECTS IN GFCC

Preliminary Examination 1. Have the requisite number of copies been received?

2. Have the recommendations of Flood Control Board and its TAC been enclosed.

3. Is the nature of flood management of the scheme clear? (Control/protection works: measures for abatement of floods: modifying the susceptibility to

flood damage; mollifying the loss burden):

4. Is category of the project indicated? (Flood control/ power/ Irrigation/ multipurpose). 5. Are the following reports contained?

(a) General report of the Chief Engineer.

(b) Report of the Superintending Engineer. (c) Detailed report of the Executive Engineer.

6. Is an index map enclosed?

7. Is the present status of the scheme given? 8. Is it an inter- State scheme? If so, has the interstate aspect been discussed in the project?

9. Are the B.C Ratio calculations enclosed?..

10. Is the basis of benefits enclosed? 11. Is General Abstract of Cost enclosed?

12. Is there a mention regarding basis of rates adopted?

13. Have the details of quantities been enclosed? 14. Are the drawings to support the quantities included?

15. Is there a map showing area affected and the proposals of the Project? 16. Are calculations for design flood enclosed?

17. Are flood routing calculations/backwater level calculations attached?

18. Is a longitudinal section enclosed? 19. Are detailed cross sections enclosed?

20. Has a contour map of the area been enclosed?

21. Has a plan showing bank lines in various years been enclosed? 22. Has the period of completion been mentioned?

23. Has a programme of execution been enclosed?

24. Are the drawings signed by the Executive Engineer? 25. Have certificate of checking arithmetical calculations been recorded?

13

DETAILED EXAMINATION 1. Has the scheme been prepared in accordance with the recommendations of the State TAC

and approval of the State Flood Control Board ?

2. Does the report of the Chief Engineer contain the following aspects?

Broad description of the problem General discussion of viable alternatives.

Inspection details of the area to be benefited and the project site.

Regarding the preparation of the Master Plan for overall development of the river

basin and the stages of basin and the stages of basin development and mention about the

scheme fitting into the Master Plan for Flood Control and its priority.

Recommendations.

2. Does the report of the Superintending Engineer contain the following Aspects?

(a) A description of the present problem with mention about the period since it has existed and

the past approach towards its alleviation.

(b) Justification of adopting the proposal out of the viable alternatives.

(c) Inspection details of the area to be benefited and of the alignment/site of the proposed

scheme.

(d) The rates adopted in the estimate of cost of the scheme and the leads indicated for

construction material. (e) The rates adopted in working out benefits from the scheme.

(f) Is the scheme proposed to be executed in stages? If so, have the various stages been

discussed? The programme of construction and period of completion of the scheme. (g) The staff required for execution of the scheme.

(h) How does this scheme fit with the Master Plan for flood control if such a Plan exists? Else

can this scheme become a part of the Master Plan later on? Are there any features, which are

not likely to fit in the overall development of the basin? Have the other Departments concerned

with the development been informed? (i) Recommendation.

3. Does the report of the Executive Engineer contain the following aspects? (a) Detailed description of the problem as at present.

(b) History of the problem with details of past works executed or approach taken. In case of

chronic problem, reasons of the problem remaining unattended and in case of recent problem,

the cause of the problem.

14

(c) Inspection details regarding the area to be benefited and of alignment/site of the proposed

scheme and schemes in the vicinity. (d) Availability of suitable construction materials in adequate quantities and their leads.

(e) Discussion on the provisions under various subheads.

(f) Basis of rates adopted for estimate of cost of work and benefits. (g) Description of design features.

(h) Surveys conducted in formulation of the scheme.

(i) Construction programme and completion period. (j) Recommendations.

4. Have the various flood control components of the multipurpose project been indicated

5. Examine the general Index map of the State. Is the scheme properly located?

6. Does the basin plan indicate river system with gauge/discharge sites, rain gauges and

catchment area with contours.

7. Have the damage areas been identified and flood intensities worked out at each of the

damage center(s), which get affected? 8. Examine whether the given hydrological meteorological and other data is adequate?

9. Have the following aspects been discussed?

(a) Flood cushion in the reservoir. (b) Maximum moderated flood flows over the spillway etc. and its frequency.

(c) Safe carrying capacities of the channel below the dam, existing and after construction of

flood embankment, channel improvement, river diversion etc. (d) Synchronized moderated peak flows due to release(s) from the dam upstream and un-

intercepted catchment upto the damage centers.

(e) Average annual expenditure incurred on flood relief works. (f) Area and population affected/likely to be affected before/after the project.

(g) Estimated saving to annual loss of life, cattle, crops etc (evaluated in terms of money) due

to flood control. 10. Have the following aspects of drainage been discussed?

(a) Surface and subsurface drainage problems of the command area with details of studies on

subsoil water table.

(b) Maximum intensity of 1, 2, & 3 day rainfall

(c) Deficiencies in farm drains (d) Deficiencies in existing natural drains

(e) Proposals for improvement of drainage/water logging of the area with criteria.

(f) Identification of the area in Command which will get benefited due to execution of drainage

net work and benefits thereof in terms of relief from crop damage, increased yields etc.

15

11. Examine whether the proposal has got any inter-state/international implication. If so, has

the concurrence of the concerned parties been enclosed?

12. Examine the alternative proposals, if any and find out the alternative adopted is the best

solution as per economic and technical aspects. 13. Is the B.C ratio worked out on prescribed standard and annual loss supported by documents

from the Revenue Department of the State? Is the average annual damage computed on the

basis of at least last 10 years data? B.C Ratio calculation for flood control component of the

project is suggested as under:

(i) Average Annual damage computed (on the basis of at least last 10 years data) (ii) Average Annual damage anticipated after the execution of the project.

(iii) Saving in Annual Damage (Item- i, Item –ii)

(iv) Annual cost of flood control component.

(a) 12% of allocated cost of dam

(b) 16% of allocated cost of embankment (c) Total annual cost (a & b)

(v) B.C. ratio= Item no.(iii)/Item no.(iv)

14.. Flood relief provided at the damage center and examine viability of the proposal. 15. Have the various departments of the State agreed to the sharing of the above allocated cost?

16. Is the B.C. Ratio for Flood Control Projects acceptable or otherwise justified?

17. Do you agree with the type of protection work suggested including the flood space

provided in the reservoir on the basis of analysis of data? If not what are your findings?

18. Have all the details of the proposed protection works, including reservoir routing studies

given? If not what are the shortcomings? 19. Have the relevant standards and specifications been correctly followed, if not what are the

shortcomings? 20. Examine the design calculations including routing studies and point out mistakes, if any.

21. Examine the drawings, have all the design aspects been taken into the drawings?

22. If the proposals are for embankment, is the spacing all right? Has adequate provision for

drainage for country side been provided?

23. Does the L-section and X-section indicate G.L formation level design HFL, Hydraulic

gradient and type of soil and Flood gradient 24. Examine the estimate, point out deficiencies. Check the quantities of various items for their

correctness.

25. Is the year of which the rates are adopted in the estimate indicated? 26. Have the analysis of rates for various major items of work for the major components of the

project furnished, with basis for analysis?

16

27. Has the planning of the colony /building been done keeping in view the ultimate use for

optimum utilization of the investment? 28. Are the permanent buildings being constructed required for maintenance of the project

only?

29. Have the proposals for disposal of temporary building been discussed? 30. Are the major components of work proposed to be done departmentally or through

contractor?

31. Have the various alternatives for construction programme studied and proper justification

furnished for the final programme adopted?

32. Examine details of project cost charged to flood control and its correctness. 33. Has the proposed construction programme been prepared and matched for timely

completion of each of the major components?

34. Is the scheme included in the Plan? If not what is the present position regarding its

inclusion in the Plan?

35. Whether any model studies have been carried out for the structures at crucial points enroute

if any and if so, what results/conclusions have been arrived at? If not, are any model studies

called for?

17

CHAPTER-III

BROAD GUIDELINES FOR PREPARATION OF PROJECT ESTIMATES

1. Requirement under Different Heads 1.1 A- Preliminary: It has been the experience that the overall provision under this sub-head

could amount to 1% or more of the total cost of I work. In case of big projects costing more

than 30 crores, the outlay could be as much as 5% of the anticipated cost of works.

1.2 B-land: This head covers the following items of works (a) Acquisition of Land: - Certificate for land rates from competent authority should be

appended.

(b) Cost of other properties like houses, wells, trees, etc. plinth area rate of building and

present actual cost of wells.

(c) Cost of standing crops: Provision should be based on the rate of yield per hectare on 25% to

50% of the agricultural land being required. (d) Rent for use of land.

(e) Interest charges on the amount of award for the period between taking over possession of

the land and the date of award. (f) Solatium charges for compulsory acquisition : 1% of the land cost

(g) Legal charges.

(h) Relocation of communication like roads, railways etc. (i) Rehabilitation: Detail should be given in the report.

(j) L.A. Establishment charges: 6.25% of cost of land.

1.3 C-work

(a) Where some schedule of rates is used or adopted reference to the year to which the

scheduled rates pertain, should invariably be mentioned. (b) Lump sum provisions should as far possible be minimized

(c) Provisions for contingencies and W.C establishment may be considered @ 3% and 2% of

the works cost. These percentage provisions should not be considered on Lump sum provisions.

1.4 For D- Regulators, E-Falls, F-Cross drainage works, G- Bridges, H– Escapes, Lump sum

provisions should be discouraged.

1.5 K- Buildings

The usual practices are to make the provision under this head on the basis of plinth area rates

for different types of buildings (Rehabilitation, non residential, Permanent and Temporary). It

18

is observed that the total cost of buildings in a project generally amounts to 3% to 5% of the

cost of I-Works. Provision exceeding 5% of I- Works cost is considered excessive and open to

objection. Provision less than 3% is likely to be adequate only in case where the project is

located near Urban area or some existing projects where other buildings could be obtained for

use. In addition to the cost of buildings, provision for following items is also required under this

head:

(a) Land Development (b) Colony roads (c) Fencing (d) Service connection such as water

supply, sanitation and electrification.

1.6 L - Earth work The provision shall be based on detailed surveys. The analysis of rates shall also be furnished

indicating lead and lift involved and their detailed calculation

1.7 M- Plantation

In the estimate for head works this is generally made on Lump sum basis and in estimate for

canals, this is given as cost per km. The basis for adopting a certain km rate should be

indicated.

1.8 O- Miscellaneous The total provision under this head is generally of the order of 4% of I works. It is however not

unusual to have provisions working out to more than 4% also.

1.9 P- Maintenance The usual norms is 1% of the cost of I-works, less A – preliminary, B-land and Q-Special T &

P and covers maintenance of all works during construction period.

1.10 O – Special T & P The provision under this head may be made as under

Capital cost of machinery………………………………P

Depreciation chargeable to works………………………Q Residual value of equipment (net amount booked under

Q special T & P)…………………………………………(P-Q) = Z Credit due to resale or transfer of equipment…………. about 75% of Z

(To be shown under the head receipt R & R on capital a/c).

Note: For any economically planned project, 75% of the life of machinery can be considered to

have been used in the work in the project. Out of the residual value about 75% of the cost may

be considered as recoverable by resale or transfer of equipment (For inspection vehicle, no

amount is taken as chargeable to works and about 20% of capital cost taken as resale value).

The loss to the project is not expected to be more than 10% of the capital cost of the machinery.

19

1.11 R- Communications The cost should be based on the basis of actual requirement and may be indicated per metre for

bridges and per kilometer for roads and railways. For railways it should be the cost as indicated

by the railway authorities.

1.12 Losses in stock This generally provided at 0.25% of the cost of I works, less A- Preliminary, B- Land and Q –

Special T & P.

1.13 II - Establishment In case of works let out on contract, the provision for establishment including leave and

pensionary charges is generally of the order of 8 to 10% for the concentrated works and 10 to

12% for scattered works like canals.

For works to be executed departmentally the provisions could be higher than those given above

say upto 15%.

Since the land acquisition staff is separately provided for under B-Land, the percentage

provision for II – Establishment has to be considered on the cost of I-works less B-land.

1.14 III- T & P It is meant to cover survey instruments, camp equipment, office equipment and other small

tools. It is generally provided at 1% of the cost of I -Works.

1.15 IV Suspense The net provision under this minor head will be " Nil" as all the outstanding suspense are

expected to be cleared by adjustment to appropriate heads at completion of the project.

1.16 V-Receipts and Recoveries on Capital a/c (i) 15% of the cost of temporary building: higher rate may be adopted for tubular construction

etc. (ii) Resale value of Spl T & P

1.17 Indirect charges (i) Audit and Accounts Charges 1.0% of the cost of I – works

(ii) Abatement of land revenue :- 5% of land cost or 20 times the annual revenue lost.

20

CHAPTER-IV

DEFINITION OF VARIOUS TERMS USED IN FLOOD REPORTS.

(i) Low flood: - Level of the river depicting predominant monsoon flow in the river higher than

usual in other seasons of the year and has following limits. (a) It results in over flowing of bank once in every two years.

(b) It submerges the adjoining fields but generally does not prevent flow of drainage of fields.

(c) It also does not create drainage congestion in the nearby populated areas. (d) Water Level always remains at least one metre below plinth level of township as fixed by

the Civil Authorities for Civil Construction of Industrial Complex and Residential areas.

(ii) Medium flood: - Level of the river where crops in the adjoining areas come under

submergence and populated areas are encircled with flood waters but the flood waters remain

below the following limits.

(a) It results in overflowing of bank with flood frequency of once in 10 years

(b) It submerges agriculture areas and enters in the residential areas blocking drainage systems

for not more than 6 hours.

(c) Flood water in the Residential areas and Industrial complexes remain just below the plinth

level as fixed by Civil authorities.

(iii) High flood: - Any flood level of the river, which is higher than danger level and

corresponds to return period of more than 10 years.

(iv) Danger Level: A level of the river depicting the stage of the river which if crossed by the

flood water will start damaging crops and property and will affect the daily life of population.

This level is to be taken as medium flood level or 0.3 m below plinth level which ever is less.

(v) Warning Level:- A flood level 0.6 to 1.0 meter below danger level depending upon the lead

time available.

(vi) Highest Flood Level :- The highest flood level of the river ever recorded at the place.

(vii) Very high flood:- Any flood which exceeds 1 in 100 years frequency.

(viii) Flood Plain:-Land adjoining the channel which is inundated only during floods. (Note:-All levels should pertain to G.T.S. bench Marks and should be in metric units.)

21

(ix) Alluvial river:- A river which flows through deposits created by itself and is constantly

building its flood plain by over flowing. The sediment that it carries is similar to that in its bed

and bank.

(x) Bank: Elevation of land which confine water of a stream to their natural channel in normal

course of flow; banks are called right and left, as viewed facing downstream, along a curve are

called concave or convex depending on whether the center of curvature is towards or away

from the channel.

(xi) Braided river:- A river with an extremely wide and shallow channel, within which the

normal river flow passes through a number of smaller interlaced. channel separated by bars of

shoals. In such river there is often little tendency for the channel as a whole to meander, though

local meandering in the minor channel generally occurs.

(xii) Delta Stage of river: The reach of a river when it approaches the sea with very gentle

slope and velocity, drops down the sediment and divides into channel on either side of the

deposits resulting in the formation of delta.

(xiii) Meander: Deviations in the channel of stream maintaining, however, a general deviation

of the channel on the whole.

22

CHAPTER-V GUIDELINES FOR PREPARATION OF COMPREHENSIVE PLAN FOR FLOOD

MANAGEMENT

1.0 INTRODUCTION The Comprehensive Plan for Flood Management related to fixed base year may be

prepared/updated under the following seven broad Chapters and the details of items mentioned

therein are as follows:-

1.01 General General introduction of the river system viz. location-Country, State and Districts covered by

the river system, limiting Latitude and Longitude of the catchment , adjacent basins , any

special feature of the river system etc. Location to be shown on the map also.

1.02 The River Course

Description of the river course from origin to outfall by dividing it into appropriate segments if

needed, viz their location, length, direction of river flow, meandering if any, slope, tributaries

joining it, general condition of the river whether section well developed or interlaced or wide or

salient features of river line forming boundary between States, District etc., catchment area of

the river and its various salient features etc. Similar description of important tributaries.

Districtwise breakup of catchment (It is to be indicated on index map of the river system.)

1.03 Topography Description of the ground level and pattern of ground slope in the catchment narration of the

direction of flow/drainage pattern of flood water in tune with the topography (contour map to

be attached). Dividing river length/catchment in different zones depending upon the slope of

the area, if any.

1.04 Drainage Arteries/Tributaries Description of the tributaries, dead and redundant river courses, details of the chaurs/detention

basins/beel area etc., their length, catchment area, drainage capacity etc. to be described in

tabular form.

1.05 Climate/Rainfall/Temperature: Nature and extent of climate, rainfall and the temperature variation over the catchment in its

various portions. List of various observatories in the catchment by different agencies.

23

1.06 Geology Description of the geological details of the area in the catchment, type and extent of rock they

are made of, orographic units of the area, the volcanic character of the area, location of

faults/joints in the catchment, details of past earthquakes etc.(existence of faults/joint is

important in making decision for the selection of reservoir sites), Division of area based on

lithological sedimentational and tectonic history, Chronological description of geological

process shaping the pattern of the river courses etc.

1.07 Hydrology and Ground Water Occurrence Hydrology of the basin, the status of ground water in the region- ground water potential, the

level of exploitation of ground water, number of State tube wells and private tube wells and

their state of functioning- the groundwater table at various points, fluctuations in groundwater

table, size of ground water aquifer.

1.08 Land Use Pattern Percentage of district area under various use type of crops grown, agro climatic zones assigned

to the area, area covered by individual crops in the past for as many years as possible, trend of

the fluctuation in the extent of area covered by individual crops, yields of the crops.

1..09 Forest Area under forest, location of forest blockwise, the type of forest, general health of the forest,

etc.

1.10 Soil Districtwise soil types, PH values of the soil, general properties of the soils in the region- the

origin of the soil, depth of the various soil strata. Districtwise soil in different parts of the

catchment to be shown in the map

1.11 Agriculture & Irrigation Various type of crops grown, their productivity, marketing etc., sources of irrigation and their

dependability impact or irrigation on productivity.

1.12 Population & Socio-Economic Condition Population in the catchment area, urban and rural population, rate of growth of population- SC

& ST population, population dependent on agriculture, number of agricultural labourers & their

income level, the average size of land holding and land per person, impact of population on

productivity etc., impact of flood on living condition of the population and on the development

of area.

1.13 Mineral Mineral deposits in the catchment, types and extent of mine area, their level of exploitation etc.

1.14 Industries Major & medium industries, cottage industries source of raw materials, marketing the products

24

1.15 Communication & Transport Description of the roads, railways, aerodromes, post & telegraph lines etc. in the catchment,

Inland waterways, means of transport i.e. automobiles, bullock carts etc.

2. HYDROLOGY 2.01 General

Definition of hydrology, description of general hydrological phenomenon and the catchment

characteristic leading to floods.

2.02 Catchment Shape, size, maximum and average width, length and other features of the catchment like hilly,

plain etc. affecting the hydrology. Catchment area at various points along the river, catchment

area of the tributaries etc.

2.03 Meteorological Observations

2.03.1 Rain Gauge Station Status of Meteorological observations being done in the catchment by the IMD, CWC, State

Government etc. List of the rain gauge stations, their location in the catchment and date of

commencement of observation. The adequacy of rain gauge stations using the criteria of IMD,

WMO, ISI etc. in the hilly and plain parts of the catchment. Deficiency in them, if any. The

possible suitable location of any proposed rain gauge station.

2.03.2 Rainfall Annual and monsoon rainfall in different parts of the catchment, period of monsoon in different

parts of the catchment for very big catchments. Listing of annual maximum ever rainfall,

annual average rainfall and annual monsoon average rainfall for all the rain gauge stations, say

in a Table – 2.1. Mention of rainfall of high intensities with magnitude and duration causing

severe floods in the catchment. Stating 24 hrs. rainfall of return period of 5,10,15,25,50 years

and one- day , 2- day, 3- day, 4- day and 5- days rainfall of 25, 50 and 100 years return period

at as many raingauge stations as available in tabular form (These values to be analysed from

daily rainfall data or to be obtained from the IMD , if available, or to be read from Isopluvial

line of IMD/CWC, if brought out).

2.04 Hydrological Observation

2.04.1 Stream Gauging Network Status of gauge, discharge and silt data being observed at various sites in the river system by

the CWC or State Government. List with particulars of the hydrological observation sites

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namely Latitude and Longitude of the location, type of data observed, period of observation etc.

in tabular form (Table 2.2) . The adequacy of the hydrological observation sites as per criteria

of WMO, New Hydrological sites recommended and type of data to be observed specified.

2.04.2 Recording maximum observed annual discharges and gauges for all the hydrological

observation sites for all the years, observation with date of occurrence of the peak value

(Table 2.3), analysis of these data. Observing any pattern in the annual peak

gauge/discharge data series over the years or on the different sites along the

river/tributaries. Hydrologic observational sites attaining extreme gauge /discharge at the

same time which might be intercepting catchment having similar climatic and hydrologic

characteristics etc.

2.04.3 Gauge and Discharge Relationship Development of gauge and discharge relationship curve (also called the rating curve) with a

purpose to compute discharges for peak gauges having no corresponding discharges measured

due to practical difficulties or to compute river stages corresponding to adopted design

discharge of return period of various years discussed subsequently. Least square technique may

be utilized to draw the average curve and to develop mathematical equation of the rating curve.

Cross –section of the site to be properly reflected in the rating curve i.e. sudden changes in its

shape of cross-section, zero bed level. Attaching the rating curve in graphical form and also the

river cross- section.

2.05 Flood Frequency Analysis

2.05.1 General Historical background of design discharge in vogue, while designing flood management in the

past, need to evaluate future probability of occurrence of river stage and discharges in a

scientific manner. Philosophy behind designing structures (embankment, reservoirs, drains etc.)

for discharge with particular level of risk of failure. Criteria set out by the Rastriya Barh Ayog

and other bodies for design discharge to be adopted for flood protection works to protect

different category of areas viz agricultural field, urban or industrial area etc.

2.05.2 Data Availability and Analysis Description of type and length of stream data available particularly with respect to adequacy to

fit them into various statistical distributions for evaluating gauges and discharges of various

return periods. Decision to use partial duration series or annual extreme value series for

computing the design gauge/discharges. Testing Normal , Log Normal Pearson Type-III, Log

Pearson Type –III, Gumbel etc. distribution for goodness of fit the extreme value data either

26

graphically or analytically say by Chi-square test. Deleting outliers or zero values with proper

engineering skill. A table to show the list of distributions fitting over the various hydrological

observations sites. Computing flood discharges from these distribution from these distributions

for return period of 10, 20, 25, 50and 100 years and presenting them in a table separately for

gauges and discharges. Period of data utilized and ever maximum observed gauges/discharges

to be mentioned in the table.

Computation of design flood discharges from unit hydrograph techniques also for medium size

catchment, Derivation of unit hydrograph from plot of rainfall and corresponding flood

hydrograph. Synthetic unit hydrograph to be established for ungauged catchment. Establishing

rainfall run-off relation and showing it in graphical form. Computing rainfall excess of return

period of 10,20,25,50 and 100 years of return period of one- day, two- day….. five- day

duration. Arranging rainfall excess in critical sequence as per the ordinate of the unit

hydrograph to obtain the design discharge of above return periods.

Discussions of design discharges obtained from the unit hydrograph technique or from

frequency analysis of discharges. The reasons of increasing/decreasing design discharges along

the course of the river or tributaries. If the design discharges are lower in lower reaches, proper

and exhaustive investigation for it.

2.06 Sediment Load Factors affecting the sediment load in the river system. Presenting in tabular form monthly or

annual sediment load for all the silt observation sites. Percentage of coarse, medium and fine

silt load component passing through each of sites also to be given. Analysis of the data, Pattern

of silt loads whether increasing or decreasing at a site over time and also along the river from

upstream to downstream reach. Amount of deposition of the silt load in the river bed if

principal type of silt (coarse or medium or fine silt) deposited in various reaches.

3.0 RIVER MORPHOLOGY AND RIVER BEHAVIOUR

3.01 General Importance of study of river morphology in context of floods, bank erosion and lateral shifting

of the rivers etc. Need to carry out morphological study of various river sub-system, viz. the

existing erratic behavior of these rivers manifested in frequent changes in the river course,

lateral migration of these river courses to a large distance, heavy over bank spilling due to

inadequate channel capacity, frequent carving of secondary or new channels, rising of the river

beds, frequent attack on river bank and embankments etc. all summed as the problem of

"floods". Usefulness of study of the flood pattern of these rivers erosion and deposition process

leading to formation of shoal and bars etc. in more rational and scientific manner in better

27

planning and management of various aspects of floods. Need to verify Lacey's regime formula

in these rivers.

3.02 Morphological Characteristics Followings may be the list of morphological characteristics of a river which will throw light on

river morphology, behaviour of river and problems of floods, erosion lateral shifting etc.

(i) Channel Characteristics (a) Cross-section study for variation in area, deepest bed movement (lateral and vertical),

description of secondary channels with reference to erosion problem, if any. (b) Bankful width, mean depth, width-depth ratio etc. Inter relationship between different

parameters.

(c) Regime status: Whether it conforms to Lacey's regime.

(d) Lateral slope of river bed- from observed cross-sections of different years. Describe slope

of flood plains.

(ii) Aggradations/Degradation of bed (a) By cross-section study: Detailed study of river cross-section taken at fixed suitable intervals

in different years. Superimposing these plans and computing and comparing area of the cross-

section below a reference datum line may show aggradation/degradation. The cross-sections

along with corresponding longitudinal section and river regime plans before and after floods etc

to be acquired and cubature study performed to ascertain aggradation/degradation. (b) By G-D curve study: By noticing shift in upward/downward direction of G-D curves of

different years.

(c) By sediment balance study: By comparing sediment load passing through two river cross-

sections may indicate scouring/deposition of sediment between these two cross sections (Refer

para 2.06)

(iii) Sediment Transport Relation between sediment transport and different flow parameters including stream power –

viz developing relation like.

Q = a*xb ………….(2.1)

Where Q = Sediment load

x= a chosen parameter as discharge, velocity stream power.

A&b = Constants to be determined.

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(ix) Flow Characteristic Relationship between different flow parameters with reference to mean velocity and critical

velocity.

Relations may be of the type.

B= a*Qb ………………(2.2) D= c* Qd ………………(2.3)

V= e* Qf ………………(2.4)

Where B= width D= Mean Depth

V= Mean velocity Q= Discharge

a, b, c, d, e and f = constants to be determined from actual data.

and b+ d+ f = 1

For low flows critical velocity V* may be correlated with depth to get an equation of the form

of Kennedy equation V* = 0.84 D 0.64

(v) Plain Forms (a) Meander or braiding characteristics of the main river. For meandering reaches establish

relation between:- 1. Meander length and bankful width.

2. Meander width and bankful width

3. Radius of curvature and bankful width Give tortuosity and sinuosity of the rivers.

(b) Changes in Thalweg (This should include meander geometry, tortuosity, sinuosity etc.)

(vi) Bed Forms

(a) Bars and shoals- identify point bars, middle bars and alternate bars at vulnerable sites.

(b) Analysis of bed forms with reference to flow characteristics.

A study of bed forms may be conducted on values of C and F

'Mannings 'n' and Froude Number 'F' to be calculated every day at the sites having bed bars. If

Froude Number is less than 2 and C is less than 15, it can be inferred that the plain bed is

unstable, that is, the bed gets deformed leading to ripples and dune patterns. Such information

about bed forms may be very important consideration in designing anti-erosion works diversion

channels etc.

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(vii) Analysis of bed slope, water surface slope and energy slope with respect to valley slope.

(viii) Channel Migration Shifting of deepest channel with reference to the channel pattern like bankful width, maximum

width etc. Establishing whether channel migration is dependent upon variation in discharges

from season to season. Establish relation between the ratio of maximum discharge to bankful

discharge on one hand and lateral channel shifting on the other.

4.0 THE FLOOD AND DRAINAGE PROBLEM 4.01 General Definition of floods, Causes of flooding in general, Interaction of man's activity, flood plains

and flood damage. To highlight accentuation of flood problem despite flood protective

measures due to the increasing pressure of man's activity over the flood plains in pursuit of all

round development and consequent alterations in the ecological balance. Sediment load, river

regime and the flood plains. Stable/unstable nature of the river regime Role of sediment in

inducing instability to the river regime-instability caused by interruption to the flow following

reduction in lean water supply to flush the river and maintain the river cross section – reduction

in spill area due to increased human activity in the catchment, details of premature reclamation

of deltaic region of river Ganga downstream of Farakka for rivers belonging to this region.

Problems associated with sedimentation of coarse sand over flood plains.

4.02 History of past Flood

4.02.1 General Mention of area affected by flood in the river system. Degree of severity of the flood problem

in its various zones.

4.02.2 Frequency of Floods Table giving names of districts and the years of flooding in each district thus broadly indicating

the nature of occurrence of floods in each districts. Flood prone areas of different frequency to

be shown on map. Area affected every year to those only once in ten years to be shown in

different colours. Depth of flooding at various points in the area, Table showing number of

days the water level flowed over danger level at each hydrological observation sites every year

in the past. History of flooding i.e. yearwise, description of flooding with damages. Such history may

include period of occurrence of floods, locality/area affected, details of damages to

embankments, canals, roads, railways, industrial towns. Rainfall during the storm,

synchronisation or otherwise of flooding in various part of the catchment. Sites of bank erosion,

changes in river courses etc.

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4.03 Nature of Flood and Drainage Problem

The nature of flood damages in different parts of river system. Causative factors behind the

damages in various zones of the catchment viz. due to over flow of banks, flow of sheet water

from upper catchment, accumulation of flood water in depressed area, lack of proper drainages,

transfer of flood water from adjacent catchments, inadequate channel capacity to drain off

water. Spilling reaches of the main river and the tributaries with depth spilling. Other

topographical, physiographical and meteorological peculiarities behind the floods, Problem of

bank erosion, shifting of river course and carving out of new channels, meandering tendency of

rivers. Problems compounded by any past flood management work like embankment, channel

diversion etc. Flood problem of Khadir and Diara area with seriousness of problem duly

documented.

General drainage problem, places of drainage congestion, with likely causes, Extent of area

affected by salinity/water-logging, Normal duration of the drainage congestion, Means of

drainage i.e. through channels or from field to field. Sluices and their functioning-

objectives, design, operation difficulties, past pattern of operation, design of gates including

lifting arrangement, seals, lifting effort etc. Proposed pattern of operation for future to

achieve the objective. Inadequacy of waterways under rail, road and canals. Efforts of

removal of drainage congestion

4.04 Flood Damages

4.04.1 General Direct and indirect type of flood damages with explanation of the terms. System of collecting

and reporting flood damages by the State Government at the present time. Need to collect river

systemwise flood damage data instead only the districtwise only as at present. Recommendations of RBA in this regard. Method adopted by the GFCC to compute river

systemwise flood damage data from the districtwise damage data i.e. by allocating a percentage

of district data to the river system under consideration in proportion to the area of the district

coming in the river basin.

4.04.2 Analysis of Flood Damage Data Year of commencement of collection of comprehensive flood damage data by the State

Government. Flood damages having components like population affected, total area affected,

crop area affected, damages to crops, human and cattle lives lost, damages to public property

etc. in the river system each year (to be attached in a tabular form ). In case only districtwise

damage data area reported by the State Government, computation of basinwise damage value in

proportion to the area of the district coming in the river system. Reporting the value of damages

31

at the current year price level as well as at constant price level of year of preparation of the

comprehensive plan. The price of agricultural commodities published by Directorate of

Economics & Statistics to be used for this conversion as an approximation, as damages to

agricultural commodities by flood are over 60 percent to total damages. Above details of

damages in protected and unprotected area to be given separately.

4.04.3 Trend of Flood Damages Computation of average damage over blocks of five years. Discussion of trends in each

component of damages i.e. whether area affected, crops affected, damage to crops etc. area is

increasing, decreasing, stationary or random, reasons for such trends to be investigated.

4.05 Other Suggested Studies 4.05.1 Important control structures like dams, weirs, barrages, bridges etc. and their effect on

river morphology and causation of floods, construction of levees and their effect on river

characteristics and their behaviour. 4.05.2 Aspects of various river training works carried out yearwise in the entire length of the

river, their necessity and subsequent impact of these works, especially on the suitability or

otherwise of the anti-erosion works to achieve the desired objectives the identification of the

most vulnerable reaches and reasons there of.

4.05.3 In places of erosion, apparent mode of erosion i.e. by sloughing /toe cutting /wave action

etc. to be recorded and correlated with the morphological characteristics of the river

morphology.

4.05.4 Any other study if done on the particular river should be brought out.

4.06 Conclusions

5.0 PAST EFFORTS OF FLOOD MANAGEMENTS, ACHIEVEMENT AND FUTURE

APPROACH

5.1 General Description of evidence of flood protection works in antiquity over different civilization.

Mention of flood management works adopted in different parts of the country from ancient

period to recent period. Prevalent flood management works in pre-independence period in India

with description of controversy in North India over use of embankment as flood management

works particularly in West Bengal (refer Bengal embankment Act 1873), Orissa, Assam, U.P

and Bihar. Brief description of National Flood Policy, 1954, the suggested outline of phased

32

programme by the Committee. Spurt of activity following this policy and action taken by the

State Governments and the Central Government.

5.2 Recommendations of Past Committees Brief mention of all past committees set up either by State or Central Govt. particularly after

1954 to suggest flood management works in the river system in particular, or on flood problem

in general like the Rashtriya Barh Ayog etc. their proposals/recommendations..

5.3 Works Executed/on-going/proposed. Details of various works viz. reservoir, embankment, drainage improvement, anti erosion, town

protection works done in the river system. Table 4.1 to show already executed schemes with

details like name of the scheme, State and district involved, bank of the river, date of start and

of completion, length of embankment, estimated cost, area benefited and other relevant details,

if any. Description of ongoing schemes, Table 5.2 to show details similar to that of executed

schemes with additional information of benefit so far achieved, expenditure already incurred

and proposed future outlay.. Description of proposed schemes, Critical review of them with

comments on suitability or otherwise, completeness or incompleteness of the measures, from

point of view of broader perspective, Supplementary measures suggested to the proposed

schemes. Table 5.3 to list all the proposed schemes with details as in table 5.1 and 5.2. Table

5.4 to summarise Table 5.1, 5.2 & 5.3 showing total length of embankment constructed total

area benefited and total cost ; similar details for ongoing schemes and for improvement of

existing schemes; similar details for balance works separately for new embankments,

improvement in existing embankments and road-dowels etc.

5.4 Future Approach 5.4.1 General Philosophy of planning of flood management works in brief steps to be followed for the

planning as suggested by the RBA may be (i) Assessment to the problem (ii) Identification of

the goal (iii) Alternative measures possible (iv) Consideration of criteria to be adopted (v)

Evaluation of the alternatives (vi) Decision of single or combination of alternatives and (vii)

Fixing priorities of the schemes. Need to take the river system as a unit in formulating the plan.

Comprehensive approach to river basin planning. The multidisciplinary nature of planning

involving technical and administration departments. Need to review and up-date the plan at

appropriate time interval as planning is a dynamic process.

Accordingly, future planning may be done as per following steps:

Step-1 Identification of the problem.

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Step-2 Possible alternatives, solutions and alternative recommended for adoption with

justifications. Care to be taken to incorporate works executed or under progress as far as

practicable.

Step-3 Prioritisation of works.

Step-4 Estimation of balances works to be dealt with likely annual expenditure. Step-1: Identification of the problem with the help of para 4.01.

Step-2: Possible alternatives, solutions and alternative recommended

(a) General The alternative solutions to be obtained from the review of strategies of flood management viz.

strategies to modify flood, strategies to modify the susceptibility to flood damage, strategies to

modify the loss burden and strategies to bear the loss. Strategies to modify flood includes

measures in channel phase, land phase and atmospheric phase of the river system. Channel

phase includes embankments including flood walls and dowel walls, reservoirs, detention

basins, channel improvement, emergency floodways, river diversion, inter basin transfer, bank

stabilization and anti-erosion measures, ring bunds and underground storage reservoirs etc.

Flood reduction measures in land phase includes watershed management works and in

atmospheric phase include weather modification; measures to modify susceptibility to flood are

flood plain management, development and redevelopment policy, structural changes, flood

proofing, disaster preparedness and response planning, flood forecasting and flood warning.

Measures to modify the loss burden includes evacuation, flood fighting, public health measures

as emergency measures and disaster relief, tax remission, flood insurance and redistribution of

losses. Bearing the loss and living with the flood. Examination of each of above measures for

relevance or suitability to the river system under consideration. Some measures are detailed

below.

(b) Reservoir Study of effectiveness of reservoirs in moderating flood in lower reaches-routing, studies of

flood hydrograph for each of the possible reservoir sites existing, proposed or contemplated

alongwith programme for creating them. Magnitude of flood cushion in the reservoirs

Preparation of regulation scheme of reservoirs with or without flood cushion to effect

maximum flood moderation. Assessing reservoir sites in Nepal, chalking out minimum set of

data required to be collected in that country to assess flood moderation due to reservoirs in

Nepalese territory.

34

(c) Embankment Suggesting embankment in suitable reaches of the main river and the tributaries with proper

justification as to its effectiveness with respect to existing flood problem alongwith a time

frame for its execution. Designing them to cater to the flood discharge of 25, 50 or 100 years

return period as per existing guidelines according to the importance of the area to be protected,

Statement of the expected rise in water level, bed level, and flood slope in post embankment

condition. Estimation of extent of area likely to be benefited by proposed embankments.

Examining the existing embankments and suggesting their raising and strengthening.

(d) Drainage Improvement Works Identification of natural detention basin water logged area. Study of the measures for drainage

improvement viz. Channelisation of river and the drains etc. interlinking of channels, digging

new drains, providing anti flood sluices, providing adequate regulators in embankments,

improving channel conditions by removing local obstructions by weed growth, cultivation etc.,

diversion of flood water into adjoining river system, examination of adequacy of waterways

under road, railways and canals and increasing it suitably wherever required. Likely impact of

drainage improvement work suggested, total benefits from them.

(e) Anti-Erosion Works Difficulty in predicting erosion sites in a river system. Depending upon the river system the

standarisation of dimension of spurs, groynes etc. Suggestion of measures like Dhar closure,

diversion channel etc. to divert the river current from attacking the river bank in specific cases,

examination of same for model analysis.

(f) Watershed Management Works Identification of the extent of catchment area to be earmarked for watershed management

works. Assessment of its impact on the flood moderation and stabilization of the river regime

based on similar works done in the past in similar adjacent catchments. Quantitative and

qualitative benefit from the measure. Possible cost of the measures.

(g) Flood Plain regulation/Zoning Preparation of map dividing the flood plain of the river system depending upon the severity/risk

of floods in different areas in a scale of 1:15000 or 10,000 or any nearer scale subject to the

availability of map (state Govt. may do this work and supply the map to the GFCC). Carrying

out survey works by competent authority for this purpose so that maps with a contour interval

of 0.5 m on 1:15000 scale is available. Based on the flood risk maps prepared as above, the

river system may be subdivided into various flood plain zones for identified human activities.

35

Legislative enactment for the flood plain zoning by the State Govt. may be enacted to enforce

implementation of the envisaged activity in the various zones.

(h) Disaster Preparedness Working out plans and have full rehearsal of disaster preparedness in the river system.

(i) Flood forecasting and Flood Warning Described in Chapter –VI.

(j) Flood Proofing Suggesting suitable flood proofing measures for flood affected areas. Also flood proofing

measures to be taken in advance before undertaking a particular activity in a flood plain

susceptible to frequent flooding.

(k) Plan Size

Estimate of the economically viable plan size (Pre-feasibility stage) in the river system based

on average damages in the river system assuming that upto 80% of affected area can be

protected. The plan size may be about 5- times the value in rupees of average annual damages

at current prices. The cost of future proposals to be checked against the economically viable

plan size.

Step-3 Prioritisation of Work Arranging the balance works (i.e. the recommended work excluding those already completed or

under progress) suggested in the plan in order of priority with stipulated time frame.

Step-4 Estimate of Balance Works with likely annual expenditure, working out the

approximate cost of balance works on pro-rata basis on the cost of similar works executed in

the catchment or adjoining area/actual estimate. Likely annual expenditure on the balance

works.

6.0 FLOOD FORECASTING AND FLOOD WARNING

Introduction Concept and definition of flood forecasting utility of the forecast, parameters constituting the

flood forecast, definition of warning level, definition of warning time and its importance,

activities following formulation of forecast viz. dissemination of the forecast to concerned

Engineering and Administrative authorities. Brief history of forecasting in India

36

6.01 Existing Flood Forecasting Activities in the River System Description of agencies doing the flood forecast, List of existing forecasting stations in the river

system. Details of individual forecasting station including existing ways and means of

collecting data for the forecast, formulation of the forecast and dissemination to all concerned.

Accuracy achieved by the forecasting stations. Proposals to improve existing forecast stations

and to set up new station if any. Adequacy of the existing forecasting stations.

6.02 Recommendations and Conclusions Description of need to correlate forecast level with extent of inundation of flood plain areas,

suggesting ways and means to improve warning time by, say, using modern advanced

techniques viz. installing telemetric stations for data transmission and collection, setting up

computer compatible rainfall radar for more accurate and quicker assessment of aerial rainfall,

utilisation of weather forecast of the super computer of the IMD at Delhi etc. Need for

additional base stations, forecast stations, inflow and outflow forecast stations etc. in the river

system to qualitatively improve the forecast and enhance the efficacy of the flood forecasting

system as a whole.

7.0 SUMMARY OF PROPOSAL

7.1 Summary of proposal All the proposals of flood management of the plan to be summarized in this chapter. They may

be narrated serially para referred to in the plan to be properly quoted for each of the proposals.

Agencies to carry out the proposals also to be mentioned.

An executive summary of the Comprehensive Plan for flood management with an index may

should be appended invariably with such plan.

37

CHAPTER VI

CRITERIA FOR TAKING UP UPDATING OF A COMPREHENSIVE PLAN OF

FLOOD MANAGEMENT

Attention is invited to the item 17.2.4 of the summary record of discussions of the 17th meeting

of the GFCC (circulated by this officer letter No. GFCC/C-2/86/44 p 61-94 dated 15.6.89

wherein the Members of GFCC had expressed the following broad views regarding the

updating of Comprehensive Plan prepared by the GFCC of individual; river systems in the

Ganga Sub-basin. " They (the Members) were of the view that preparation of Comprehensive

Plan of flood Management for river systems was a dynamic process. As such, the plans would

require periodic updating say every five- years in the light of changes in the river configuration,

efficacy of works already executed and other developmental activities in the catchment

…………"

In addition to the above most of the earlier reports were prepared on the basis of inadequate

data/information due to which various essential studies could not be carried out which could be

improved while updating. (The Comprehensive Plan of Flood Management for all the 23 river

systems comprising the Ganga Sub-basin, prepared by GFCC, have already been circulated to

all concerned). The specific reasons of updating of the above Comprehensive Plan may be

summarised as below:-

(I) Report prepared with inadequate data base which can not be largely improved in a

subsequent updating. (II) To remove the weaknesses in the report by concretising formulation of future proposals of

flood management which may be vague at present it may be mentioned that the non-availability

of relevant data has been a major constraint in preparation of Comprehensive Plan for all the

river systems. A list of data (Copy enclosed at annexure-I) had already been circulated to the

State Government and they were reminded also from time to time but only partial data for many

of the plans were supplied to the GFCC. If the remaining data are made available at a later date,

the updating can be taken up to with the help of the same which might lead to more appropriate

and definite future proposals. The impact of non availability of data is explained in some detail

later.

(III) A major change in the river regime might have taken place after the Comprehensive plan

was prepared. For example, the river course might have avulsed or a stream from adjacent river

system had entered the regime of the river under consideration.

(IV) There has been a new spurt in the main activity in the river system. The Government

Departments, like Railway, Water Resources, PWD etc. might have extended their activity.

New road might have come up without proper waterways in the bridge/ culvert affecting public

38

and private properties like railways, industrial installations etc. severely leading to the drainage

congestion and aggravation of flood. (V) In case of international rivers, sufficient data/information pertaining to other country is

made available for the part of catchment outside India, which would help plan flood

management work in that country viz. reservoirs, embankments, watershed management works

etc. and would enable the study of their effect downstream on the existing, ongoing and

proposed works. Particularly, if a proposal for reservoir in Nepal gets activated by more

favorable response from the HMG Nepal, this may necessitate updating of the plan accordingly.

Data on existing works carried out on international rivers out side India will help significantly

plan flood management and other measures in India. (VI) Analysis done in the report could be improved/new analysis done by various tools used in

the plan hitherto. For example, an estimate of flood moderation from a proposed reservoir in an

ungauged catchment could be realistically done by some acceptable suitable tool.

(VII) The existing flood management works have become defunct for some reasons.

(VIII) Works/studies suggested in the Plan, viz flood plain zoning, cubature studies for rise in

river bed etc. are carried out by the State Government to its logical conclusion for incorporation

in the Plan.

(IX) Results of ongoing specific studies, (like Mathematical Model studies for Kosi Forward

Embankment) become available for implementation. (X) Periodic updating.

(XI) Any other reason the State Government finds suitable to update the Plans.

Limitation of the Data Base (I) Rainfall Data

(a) The rainfall data base are severely limited. Generally while preparing a Comprehensive Plan

of the river system reliance had to be placed on published data of the IMD mainly in terms of

average monthly, seasonal and annual rainfall data and isohyetal lines. In a few cases, rainfall

estimate like frequency of occurrence of different amount of daily rainfall data from IMD/State

Govt. could be had and utilized (only in one river system i.e. the Punpun river system one-day,

two -day, three-day, four-day five-day maximum rainfall of 5,10,25,50 & 100 years of return

period were available from IMD and utilized).

Lack of proper response from the State Government and longer time needed in the procedures

for obtaining the data from the IMD are normally faced. (b) A proper knowledge of spatial and temporal distribution of rainfall in the catchment is

essential. Actually hourly rainfall data for the period of storm are required. In its absence, it is

not possible to arrive accurately at the unit hydrograph of medium size catchment or even the

rainfall-runoff relationship may not be developed. (Available daily rainfall data could be

39

utilized for studies only in case of Punpun river system). It may be recalled that unit

hydrograph sums up response of the catchment to rainfall and it can be used to compute flood

discharges of various return period or may be helpful in obtaining design flood hydrograph for

the purpose of reservoir and channels routing.

(c) The major catchment of most of the Northern tributaries of the Ganga, which in fact are

mighty rivers, responsible for substantial portion of the flood problem, lie in Nepal. Rainfall

data are altogether not available in Nepal. Only since 1988-89, 3-hourly rainfall data of twelve

raingauge station in Nepal are being supplied to India by them on real time basis. Though the

number of the rainfall stations are still very limited, this data will prove of much help for the

above mentioned analysis and in updating the Plan.

(II) Gauge, Discharge & Silt Data (a) In case of major river gauge discharge and silt data observed at sites maintained by CWC

are more or less systematic and consistent and have been utilized in formulation of Plan.

However, they are often of short duration and the record available is rarely sufficiently long to

predict 100 or even 50 years flood with high level of confidence. Many of the rivers,

particularly tributaries to the main rivers, remain ungauged making difficult, among others, to

ascertain its capacity to drain flood water. The sites maintained on rivers are also not closely

spaced to estimate the spill discharge of the river in between the sites. (b) The gauge discharge data on daily basis and on hourly basis during the storm is essential

which are also not available in some cases. They are essential for a large number of purpose

viz. estimation of design flood, to have indication of the depth and duration of flooding, to

estimate spill discharge, to ascertain amount of water to be diverted to diversion channel, to

estimate spacing and height of embankments, to estimate amount of drainage congestion, to

help plan capacity for reservoirs etc.

(III) Maps

(a) Contour Map For perspective planning of flood management works in pre-feasibility stage like embankments,

diversion channel, detention basin etc. to estimate at a particular stage in the river and also for

flood plain zoning, the contour maps on a scale 1:15,000 at contour interval of ½ to 1 m. is

essentially required. The Survey of India has already taken initiative to prepare such maps and

for some of the flood plains these have recently been prepared. Such contour maps could not be

utilized while preparing the earlier Comprehensive Plans. These maps are now gradually being

made available for the entire flood plains of the Ganga sub-basin. Once these are available, they

may be used for specific recommendation of flood management works besides taking up flood

plain zoning also.

40

(b) Map showing Flooded Area State Governments were requested to supply maps showing the area flooded each year with the

demarcation specially of the area flooded by the failure of engineering structures. Even these

basic data are not generally made available except in a few sporadic years from a particular

State and on a map of very small scale (which really does not serve the purpose).

(c) Longitudinal Section & Cross Section of River

The precise longitudinal section of the river too in the required length are often not made

available except only for few segments of some rivers, making difficult to precisely design

the embankment, estimate the Water Level in post embanked condition etc. Also the cross

sections of the rivers likewise were not supplied at most of the salient points of the river

and at interval of 10 km every year in pre and post monsoon period for the above work.

Many of the rivers are showing tendency of siltation of their bed necessitating raising and

strengthening of embankments, aggravating drainage problems etc. Which may not be

possible to tackle accurately in absence of above information.

(IV) Waterways of Existing Road & Railway Bridges Waterways in road and railway bridges wherever available have been incorporated, but the

GFCC as one of its main tasks, is conducting study of these waterways in all the river systems

of the Ganga Sub-basin. It is essential that the results of such studies be incorporated in the

updated plan. It may be mentioned that many new roads have come up in almost every

catchments without providing sufficient waterways causing severe aggravation of flood

problem. These roads too are damaged very often due to the above reason.

(V) Reservoirs Reservoirs are thought to be indispensable for long term flood management. As already

mentioned, reservoir sites on all the northern tributaries of the Ganga are available only in

Nepal and little data/information is available about them at present. Once the relevant

hydrological and topographical data/details become available, study can be made and

incorporated in the updated report.

(VI) Water Resources Development Outside India’s Borders Very little details of water resources development activities outside India and affecting the

lower reaches of rivers emanating from other countries are available. If all the Hydrological,

hydrometeorological, irrigation & flood control (including diversion & storage structures &

their operation). Soil conservation and other data are made available, a more appropriate study

could be under taken to enrich the Comprehensive Master Plan.

41

ANNEXURE -I

List of data required for preparation on Comprehensive Plan for flood management of

the various river systems in the Ganga Sub-basin.

List No-I

Map/Data for the preparation of Comprehensive plan (A) MAPS

1. Flood maps: Maps on a scale of approx. 1cm. =0.64 km. Showing flooded areas for each year

for the last 10 year. These maps should show contours at interval of one meter and include the

existing/under construction/proposed flood control works. These should also show the existing

course of rivers and tributaries indicating railways, national highways, P.W..D roads and

important installations.

2. A map on a scale of approx, 1 cm. = 2.54 km. showing the existing raingauge stations,

gauge, discharge and silt observation sites. Any proposal in hand or contemplated to add to or

reduce the number of these sites be also indicated.

3. Soil map on a scale of approx. 1 cm. = 2.54 km for the whole catchment. 4. Cross-sections upto the HFL of all rivers (of consequence) at 10 km. interval and at all key

points including confluence points of major tributary, Low water levels as well as HFL should

be marked on each cross-section. 5. Longitudinal section of river prepared from these above cross-sections along deepest bed

levels. These should be on a suitable scale say 1 cm. = 10 km. horizontal and 1 cm. = 10 m.

vertical depending upon the length of the river concerned. 6. Logs of bore holes, if any, done in the riverbed, substrata or of any bridge etc. across the

river may also be shown.

(B) Data 1. Peak gauge discharge for periods of storms and silt data for various sites of the rivers for as

many years as available. 2. Daily rainfall data for periods of storms for different raingauge stations for as many years as

available. Data regarding the storm patterns for (i) Hourly, (ii) 1-day & (iii) 3-day, if available,

be given.

3. Maximum HFL and discharge, observed on various rivers at different sites.

4. Data regarding duration and frequency of flooding.. 5. Annual flood reports. - Technical (from Irrigation authority), Administrative, Financial

(from Revenue authorities) covering districtwise damage data due to floods for the last 25

years.

42

6. Schemes for flood control/reports/recommendations of the Expert Committees/ Consultants

prepared from time to time. 7. Earlier reports of studies carried out, if any, regarding possibility of storage for flood

moderation. In case of existing dams, the extent of flood moderation achieved is given.

8. Master Plans/Basin wise Plans prepared if any. 9. Waterways of existing road and railway bridges and the affluxes created during maximum

floods.

10. Upto-date Planwise expenditure of flood control/protection works/ measures with future

proposals.

11. List of salient features of all existing under construction and proposed flood works of

various types viz. embankments, drains, spurs etc.

12. Details about soil conservation works/measures executed /under progress /proposed if any.

List No 2

Map/Data for Evaluation of possible Effects of various Embankments

(A) MAPS

1. An index map at 1 cm = 2.54 km. 2. Plan showing pre and post embankment river channel (courses), banklines, embankments

including retired lines on 1 cm = 0.64 km scale.

3. Cross-section upto HFL of the river taken at every 10 km. and at all key points including

every confluence of major tributary in pre and post embanked stage. Top level of embankment

and water level and HFL should be marked on these cross-sections. L-Section of the river

prepared from these cross-sections along deepest bed level both for pre and post embanked

stage be also supplied to study whether the river is aggrading, degrading or poised. Scale for L-

section should be 1 cm. = 1m. vertical, Cross-sections of the embankments to a suitable scale at

the above mentioned interval/points be also given. 4. Map showing area inundated before and after construction of the embankment to a scale of 1

cm = 0.64 km..

(B) DATA 1. Data before and after construction of the embankment regarding bed materials and silt load

in reaches where embankment has been constructed. 2. All available reports on performance of embankment spurs, revetments or other protective

works if any prepared or available.

3. Amount spent annually for the last 10 years on emergent works as a result of

breaches/failures in embankments.

4. Annual expenditure on normal maintenance and repair of embankment excluding that

covered under (3) above.

43

CHAPTER - VII

GUIDELINES FOR THE PREPARATION OF SCHEMES OF RAISED PLATFORM

UNDER FLOOD PROOFING PROGRAMME

1. Types of schemes The schemes of raised earthen platform may be implemented to provide shelter to people and

livestock of the flood affected villages, which get marooned frequently resulting in acute

hardship due to disruption of basic civic amenities and communication links.

2. Selection of area This types of schemes are indicated for areas which suffer inundation of homestead areas of

villages at least once in 5 years. Homestead areas should be identified on the basis of reliable

flood records of the past 10 years also viz. demarcation could be done based on level of

submergence shown on contoured index maps of the area, frequency of submergence/duration

established by reliable flood records. Selection of village for such schemes are also to be

supported by certified statements of damages suffered yearwise. A reliable damage assessment

has to form basis for the investment.

3. Design criteria

(a) Top of platform Top level of the platforms should be 0.6m above the flood level for 25 years frequency if the

platform is to be constructed in unprotected areas. In case the platforms are on the countryside

of embankments the freeboard is to be reckoned above the maximum water level observed due

to drainage blockage with the proviso that platforms are generally at the same level as the top

of the protecting levee adjoining.

(b) Size Size of the platform may be determined on the basis of 40.50 sq.m area for each family plus

10% for animal and fodder plus 20% for internal passages, water and sanitary installations.

These provisions can be subject to alteration on the basis of actual experience.

(c) Drinking water Provision for tubewell at the rate of one tubewell for 20 families may be made.

(d) Public conveniences One block of 4 toilets may be provided for 25 families with suitable disposal of wastes.

(e) Link road All platforms shall be sited so that connection to nearest all weather road/service roads of flood

embankments to provide all weather access is possible. The link roads may have 20 cm brick

soling and 3.5 m top width. (f) Provision of a motorboat may also be made for such platform clusters. Operational aspects

have to be considered to ensure boat operation remains sustainable.

44

4. Justification Since the programme aims to alleviate suffering of the people, the benefits of the schemes may

be considered as social benefits and therefore a rigid benefit cost analysis on the lines of flood

management schemes may not be sole requirement reflecting only the tangible damages

avoided. However, both direct and indirect benefits by implementation of the scheme may be

assessed and properly projected to justify the investment.

5. Estimate Estimate for the raised platform shall not include cost of land whether temporary or permanent

and over head charges. It is preferable to site platforms on Government land suitable and

available.

6. Maintenance Cost of subsequent maintenance of the platforms and services shall be worked out and

reflected. These amount shall not be chargeable to this programme. Similarly R & M

expenditure on motor boat, security etc. shall also not be met from this programme.

7. As far as practicable earth for construction of raised platform should be procured locally

without involving mechanical transport. 8. A time frame for completion of the scheme is the essence of the scheme and included in the

proposal.

9. Schemes may be submitted to GFCC in triplicate for processing their acceptance by the

Steering Committee.

10. Funds released under this programme will not be diverted for any other work.

45

CHAPTER -VIII

GUIDELINES FOR PREPARATION OF SCHEMES FOR QUICK DRAINAGE

FACILITIES UNDER THE FLOOD PROOFING PROGRAMME

1. Types of Schemes

With a view to lessen water levels by relieving drainage congestion and thus alleviate

suffering to the people in the chronically flood prone areas, schemes for quick drainage

facilities by innovation in gates, sluices and related works may be included/sponsored

under flood proofing programme.

2. Selection or area Under this programme those areas be included which suffer drainage congestion at least once in

5 years. Such areas may be identified on the basis of reliable record of immediate past 10 years

or so. Demarcation of pre project affected area may be related to a flood level and post project

benefit also similarly to a alleviation at a lower flood level. The yearwise duration and levels

should be marked on index map showing contours. Certified statement of damages suffered

yearwise in the area shall form a basis for damage assessment and taken as its evidence.

3. Justification Such schemes shall be considered under this programme which can ensure that no drainage

congestion in the benefited area occurs more than once in 25 years. In other words the schemes

are to be designed against submergence levels of 25 years return period. If in exceptional cases

benefit is allowed to cropped areas, protection shall be to flood level of 1 in 5 year frequency

with duration of over one week. Also as a rough guide the investment may not exceed Rs. 5000

per benefited family. Since the programme aims primarily to protect the population during

floods and avoid resultant suffering and damage, a rigid benefit cost analysis on the lines of

flood management schemes may not be relevant, reflecting only the tangible damage avoided .

Both direct and indirect benefits should be assessed and highlighted to justify the investments.

The direct benefits may be quantified.

4. Identification of problem and remedial measures The existing drainage system down to micro level with blockage points may be identified on a

large scale map showing general topographical features such as contours, communication

system, location of bridges and culverts over the streams, area affected by drainage congestion

supported with a pre project flood level and a post project level. Analysis is to be lucid enough

to project the problem and justify the remedial measures.

46

5. Provision of additional waterways by remodeling/constructing culverts and bridges Where natural drainage is obstructed because of restriction of waterways, additional waterways

may be provided in the existing structures or new culverts etc. The adequacy of waterways may

be carefully determined. In this connection, reports, prepared by GFCC or CWC to check

adequacy or otherwise of waterways under the railways and road bridges may be consulted.

The adequacy of waterways under the C.D. works on the irrigation canals and the functioning

of the structures under them may be reviewed and suitable remedial measures may be assessed

for additional waterways where found justifiable.

6. Cleaning of clogged cross drainage works like Culverts, Water ways etc. Proposals for cleaning of the clogged waterways may involve manual works in case of small

quantities and application of hydraulic jetting systems in case of works involving large

quantities. An investigation be carried out to find out the reasons for clogging of waterways and

measures to prevent such clogging in future may be proposed.

7. Resuscitation of secondary and primary drainage channels Capacities and hydraulic conditions of the secondary and primary drainage channels have to be

properly evaluated on the basis of topographical surveys such as longitudinal and cross-section,

drainage area, rainfall pattern, flood slope and outfall levels etc. Measures necessary for

improving the hydraulic performance of the channels such as removal of blockage,

straightening of loops, re-sectioning etc. may be provided as called for.

8. Improvement of existing sluices

The condition of existing drainage sluices may be carefully investigated and assessed and

reasons for malfunctioning, if any, determined. Suggestions for making suitable changes in

the design of gates and hoisting arrangements to make their operations semiautomatic may

be included. Provisions for other necessary repairs including replacement of defective parts,

overhauling etc. may also be made wherever required. Usually the lifting arrangement of

the gates of the side seals to prevent leakage of water are such that once the gates are

operated it is likely that in the closed position it may not be able to completely seal the flow

of water again. Many times the gates cannot be operated easily when required the most. All

these work as a disincentive to a regular operation of gates in time of need. Hence there is a

case for innovation in the design and operation, wherever possible the gates could be

electrically operated. In other cases the mechanical arrangement in lifting mechanism

should be such that one man could handle the operation with ease.

47

9. Approach and outfall drainage channels Wherever necessary approach channels to sluices on the countryside of the embankment may

be improved in such a way that the entire accumulated water has easy access to the sluices.

Similarly to outfall channels from sluices to the recipient drains may need to be improved in

some cases in respect of its discharging capacity and alignment to make it functional. If the

leading (outfall) channels within embankments exhibit siltation, suitable revival of the same has

to be undertaken in such a way that they can exhibit a sustained regime in future. For this

purpose the sluice gates need to be operated periodically whenever the level in out falling

drainage channel permits such an exercise. Most of the leading channels get silted up because

of the non-operation of sluices, though they were available to relieve the drainage congestion.

The sluice gates need to be kept functional by frequent operation so that they are able to flush

out deposits, if any, in the leading channels, once the latter are cleared and made functional.

10. In the project estimate cost of land and over-heads shall not be included, but will have to be

borne by the State Government. Funds released by the Central Government shall not be used

for the purpose of up-keep and maintenance of scheme. Also these will not be diverted for any

other work.

11. A time frame for completion of the scheme may also be included in the proposal.

12. All schemes should be submitted to GFCC in Triplicate for processing towards their

acceptance by the Steering Committee.

48

CHAPTER IX

PLANNING COMMISSION GUIDELINES FOR CLEARANCE OF

FLOOD CONTROL SCHEMES Revised Guide lines for Investment clearance by the Planning Commission of Flood

Control, drainage and anti water -logging scheme (No16(12)/1/99-WR, Planning

Commission dated 9.9.2003 1.0 The flood control, drainage, anti-water logging project which are on inter-State rivers and

tributaries will be sanctioned and included in the Plan as per the procedure detailed below:

(a) Schemes costing up to Rs.7.5 Crore (b) Schemes costing more than Rs.7.5 Crore and not exceeding Rs.15.00 Crore and

(c) Schemes costing more than Rs15.00 Crore.

The procedure for submission of such schemes by the States and their examination at the

Centre and consideration by the Advisory Committee for consideration of techno-economic

viability of major, medium irrigation, flood control and multipurpose project proposals under

Ministry of Water Resources ( called hereafter as Advisory Committee) will be as follows:

2. Schemes costing upto Rs7.5 Crore

2.1 The schemes proposed by the Flood Control Department will be sanctioned by the State

Govt. concerned after they are duly approved by the State Flood Control Board on the

recommendation of the State Technical Advisory Committee, for their inclusion in the Annual

Plan & Five Year Plan of the State Govt.

2.2 Schemes other than those in the Ganga Basin which, in the opinion of any member of the

State Technical Advisory Committee have inter-State implications, should be got examined and

cleared by the Central Water Commission (CWC) before they are finally approved by the State

Flood Control Board and sanctioned by the State Government. Schemes in the Ganga Basin

which, in the opinion of any member of the State Technical Advisory Committee, have inter-

State implications should be got examined and got cleared by the Ganga Flood Control

Commission (GFCC). Schemes which, in the opinion of any member of the State Technical

Advisory Committee have international implications should be got cleared by the Ministry of

Water Resources before they are finally approved by the State Flood Control Boards and

sanctioned by he State Government. 2.3 The schemes under the following categories may be sanctioned by the State Governments

after they are approved by the State Flood Control Board.

49

(a) Raising and strengthening of existing embankments;

(b) Retired lines for existing embankments; (c) Investigations of flood control, drainage, anti-water logging and anti-sea erosion works;

(d) Raising of villages.

Reference of the schemes under the above categories to the State Technical Advisory

Committee will not be necessary. A schematic report of the schemes of category (b) above

should be sent by the State Government to the Ministry of Railways and to the Ministry of

Surface Transport (Roads Wing) for information. 2.4 The sanction of schemes by the State Governments would be subject to the financial

provisions that may be made available from year to year. The schemes need not be referred to

the Planning Commission for approval. A list of schemes sanctioned by the State Govt. together

with the information in the proforma in Statement "A" in respect of each scheme should be

supplied by the State Government, soon after sanctioning the scheme, to the CWC and the

Planning Commission. Where the schemes relate to the Ganga basin, the above information

will be furnished to the GFCC and the Ministry of Water Resources also. In case of schemes

relating to the Indus Basin, the above information should be supplied to the Ministry of Water

Resources also.

2.5 All emergent schemes costing upto Rs25 lakhs each to be carried out during the flood

season which do not have inter-departmental/inter-State/international aspects and which do not

affect the highways and the railways may be sanctioned by the State Governments on the

recommendation of the State Chief Engineer.

3.0 Schemes costing more than Rs.7.5 Crore and not exceeding Rs.15 Crore

3.1 The scheme will be processed as follows: (i) The schemes prepared by the Flood Control Departments which are on inter-State rivers and

tributaries will be processed through the State Technical Advisory Committee and the State

Flood Control Board and will be submitted to the CWC (for schemes in basins other than

Ganga basin) and to the GFCC (for schemes in Ganga basin) in enclosed Statement "B".

(ii) All these schemes will be examined by the CWC and the GFCC as the case may be. (iii) On the recommendation of the CWC/GFCC as the case may be, the approval of these

schemes for inclusion in Plan will be processed by the Planning Commission.

3.2 Schemes with international implications will follow similar procedure as in para 3.1 except

that the State Government will obtain specific clearance of the MOWR before they are

recommended by the CWC/GFCC for approval of the Planning Commission in the manner

indicated in para 3.1 (iii).

50

3.3 The following categories of embankment schemes may be considered as having inter-State

implications.

(a) Such of the schemes which lie in or extend to a limit of 8 km from the border, on an inter-

State river which does not flow down to any other State, but whose effect may extend in the

upper State.

(b) Embankment schemes which are on rivers or tributaries which flow down to another State.

3.4 The following categories of embankment scheme may be considered as having international

implications: (a) Embankment schemes on the Indus river system.

(b) Embankments schemes in certain estuaries creeks affecting the adjoining estuaries in

another country.

(c) Embankment schemes on rivers or tributaries which fall into parent rivers such as Ganga or

Brahmaputra flowing ultimately into another country.

3.5 The following categories of schemes in the Ganga and Brahmaputra river basins which are

prima-facie free from possible international repercussions need not be referred to the Ministry

of Water Resources for clearance. (a) Raising and strengthening of existing embankments.

(b) Drainage schemes comprising excavation of new drains and or provision of sluices in the

various existing embankments. (c) Schemes for channel improvement and closing of spill, well away from the Border.

(d) River training schemes sufficiently away from the border.

(e) Anti-erosion schemes sufficiently away from the border.

4.0 Schemes costing more than Rs 15 Crore

In case of schemes, each costing more than Rs.15 Crore, detailed project reports have to be

prepared by the Flood Control Departments and processed in the same manner as indicated

under Section 3.0 above and, thereafter, the project report will be sent by the State

Governments to the CWC (to the GFCC in the case of schemes in the Ganga basin)for detailed

examination with a copy to the Planning Commission and, where required, to the Ministry of

Water Resources. The CWC/GFCC will process the schemes for consideration of the Advisory

Committee. The schemes after the acceptance of the Advisory Committee will be considered

for investment approval of the Planning Commission.

51

5.0 Modification and Revision of Schemes

5.1 The procedure mentioned hereunder will be followed in respect of flood control, drainage,

anti-water logging schemes which undergo modification and/or revision subsequent to their

approval on account of a change in their scope and/or a change in their estimated cost.

5.2 If the scope of the scheme in involving inter-State/International aspects requires a

modification/ revision resulting in an increase in the cost of more than 10% but the revise cost

of the scheme still continues to be the CWC (GFCC, in the case of schemes in Ganga basin)

and the Ministry of Water Resources and the Planning Commission, for review and

clearance/approval as required. Where however, the revised cost is more than Rs 15 crore the

revised estimate should be processed in the manner as indicated in Section 4.0 above for

consideration of the Technical Advisory Committee of the Ministry of Water Resources and

investment approval by the Planning Commission.

5.3 In the case of a scheme involving a change in its estimated cost only, if the revised cost of

the scheme is Rs.15 crore or less, irrespective of the percentage increase in cost, only the

increase in cost and the main reasons thereof need be intimated. Where, however, the revised

cost is more than Rs 15 crore, if the revision results in an increase in the cost of more than 10%

or Rs15 crore, whichever is less, the revised estimate should be processed in the manner as

indicated in Section 4.0 above for consideration of the Advisory Committee of the Ministry of

Water Resources and investment approval by the Planning Commission. This procedure will

also be followed in the case of schemes involving a change in scope.

5.4 This is subject to obtaining the requisite administrative and statutory clearances by the

competent authority as may be needed for processing a scheme under the procedure laid down

hitherto. In this connection, the Planning Commission wish to reiterate that no work or any

flood control, drainage and anti- water logging scheme should be undertaken by the State

Governments unless the schemes are approved in accordance with the procedure laid down in

the paragraphs above. In the case of schemes which undergo modification and revision

subsequent to their approval, the information required to be submitted to the CWC, the GFCC

and the Planning Commission under para 5.0 above should be submitted well in advance so that

the approval for the revised scheme is obtained from the Planning Commission before any

additional commitments are made in respect of them.

52

STATEMENT – A

PROFORMA IN WHICH INFORMATION IS REQUIRED TO BE FURNISHED BY

THE STATE GOVERMENT IN RESPECT OF FLOOD CONTROL DRAINAGE, ANTI

- WATER LOGGING AND ANTI-SEA EROSION SCHEMES COSTING LESS THAN

Rs7.50 CRORE EACH SANCTIONED BY THE STATES

1. Name of the scheme (attach Index map)

2. Name or river, river basin and district in which the scheme is situated

3. Nature of scheme - Whether new embankments, raising and strengthening of existing

embankment, drainage, anti-erosion, town protection etc.

4. Length of embankment of damage channels

5. Estimated cost

6. Area benefitted

7. Date of sanction of the scheme

8. Whether inter-state/international aspect of the scheme if any has been examined by the State

Technical Advisory Committee and, where necessary, clearance of the CWC/Ganga Flood

Control Commission and the Ministry of Water Resources has been obtained.

9. Status of requisite administrative/statutory clearance

N.B Proforma extracted from circular No. 16(12)/1/99-I &CAD. dated 18.6.1999 issued by

the Planning Commission and No. 16(12)/1/99-WR. dated 09.09.2003

53

STATEMENT – B PROFORMA IN WHICH INFORMATION IS REQUIRED TO BE FURNISHED BY

THE STATE GOVERMENT IN RESPECT OF FLOOD CONTROL DRAINAGE, ANTI

- WATER LOGGING AND ANTI-SEA EROSION SCHEMES COSTING Rs 15 CRORE

OR LESS BUT MORE THAN RS 7.5 CRORES EACH.

1. Name of the scheme (attach Index map)

2. Abstract of cost, including foreign exchange components, if any.

3. Skeleton report.

4. Area and population, which will get protected by the project.

5. (i) Betterment levy or flood cess if any proposed for area to be protected from floods or

water logging or sea erosion.

(ii) Anticipated revenue there from.

6. (a) Benefit cost ratio.

(b) Cost per ha. of area protected.

7. The extent to which people’s participation is envisaged for the execution of the schemes and

in what from.

8. Whether inter-state/international aspect of the scheme if any has been examined by the State

Technical Advisory Committee and where necessary clearance of the CWC/Ganga Flood

Control Commission and the Ministry of Water Resources has been obtained.

9. Status of requisite administrative/statutory clearance.

N.B Proforma extracted from circular No. 16(12)/1/99-I &CAD. dated 18.6.1999 issued by

the Planning Commission and No. 16(12)/1/99-WR. dated 09..09.2003

54

CHAPTER - X FORMATS PRESCRIBED BY MINISTRY OF WATER RESOURCES FOR ANALYSIS

AND EVALUATION OF BENEFIT AND COST OF FLOOD MANAGEMENT

SCHEMES

(STATEMENTS 1 TO 3).

STATEMENT OF FLOOD DAMAGES AND RELIEF MEASURES BEFORE

CONSTRUCTION OF SCHEME (FOR LAST TEN Yrs.)

STATEMENT – 1 S.NO ITEM PARTICULARS

1. Name of river: 2. Area affected by flood (every year):

3. Frequency of inundation:

4. Probable depth of inundation:

5. Duration of inundation:

6. Damages to crops :

Area of inundation: Value of crop:

7. Damages of houses:

Pucca houses: Kutcha houses:

8. Damages to public utility:

Wells: Trees:

Land:

9. Total damages (6+7) 10. Relief:

11. Agriculture relief: 12. Remission of land revenue:

13. Other relief measures (for losses etc.):

14. Total relief: 15. Total cost of damages and relief:

16. Extent of beneficial value of fertilizing silt (10% of item no. 15):

17. Total flood losses every year (item no. 15-16):

55

STATEMENT –2

STATEMENT OF FLOOD DAMAGES AND RELIEF MEASURES AFTER

CONSTRUCTION OF THE SCHEME:

S.No.. ITEM PARTICULARS 1. Name of river:

2. Name of scheme:

3. Name of district: 4. Area to be protected by the scheme:

5. Population to be protected by the scheme: 6. Annual flood damage after completion of scheme:

Area flooded in hect:

Population likely to be still affected:

Frequency of flood:

Probable depth of inundation in m:

7. Damage to the crop: Area in hectares:

Value of crop:

8. Damages to houses: Number:

Value:

9. Damages to public utility: 10. Total flood losses:

56

STATEMENT-3

BENEFIT COST RATIO ANALYSIS

S. No. ITEMS PARTICULARS 1. Net average loss due to flood before completion of schemes:

2. Net annual flood loss after completion of the scheme:

3. Annual benefit of the proposed scheme: 4. Operation and maintenance charges:

Annual interest payable on total capital investment @ the general rate of 10% on upto

date cost of scheme:

Depreciation value of the project cost of scheme @ 2% per annum

Annual maintenance charges covering the cost of staff and material cost of the scheme

( 4% for embankment schemes and 5% for anti-erosion schemes )

Total of item (4) = (a) +(b)+(c)

Item no. 3 Benefit cost ratio =-------------

Item no. 4

57

CHAPTER - XI

LIST OF PROFORMA FOR FURNISHING INFORMATION BY THE

STATES TO THE CENTRAL AGENCIES

List of proforma for furnishing information by the States to the Central Agencies

Annually

1. Form no. CGA-I Annual report listing all major scheme (each scheme costing 15 crore or

more) due for submission by 30th June. (Annexure I)

2. Form no. CGA-2 Annual report listing all medium schemes (each scheme costing more than

Rs. 7.50 crore and less than Rs. 15.00crore) due for submission by 30th June. (Annexure II)

3. Form CGA-3 Annual report on other schemes (Schemes costing less than Rs. 7.50 crore each

to be clubbed in convenient groups) due for submission by 30th June. (Annexure III)

4. Form No. CPA-1- Information on each major scheme to be separately given in this proforma

due for submission by 30th June. (Annexure IV)

Quarterly

5. Form no. CPQ-1 Quarterly report separately for each major scheme. The quarterly report

may be furnished by States to the Centre (CWC/GFCC as the case may be) within one month

after the quarter is over (Annexure V)

***

58

LIST OF IMPORTANT REFERENCES 1. Report of Rastriya Barh Ayog (Vol. I & II), Govt. of India , 1980.

2. River Behaviour Management and Training (Vol. I& II), Central Board of Irrigation and

Power, 1994.

3. Broard Guidelines for Preparation of Project Estimate for Major Irrigation & Multipurpose

Projects, Central Water Commission.

4. Embankment Manual, investigation, Design, Construction and Maintenance, Central Water

Commission.

5. IS 8408:1994 Planning and Design of Groynes in alluvial river Guidelines (First revision).

6. IS 14262:1995 Planning & Design of Revetment

7. IS 10751:1994 Planning & Design of Guide Banks for alluvial rivers Guidelines (First

revision)

8. IS 12094:2000 Guidelines for Planning & Design of River Embankments (levees).

9. IS 11532:1985 Guidelines for Construction of River Embankments (levees).

10. IS 12926:1995 Construction and maintenance of guide banks in alluvial rivers- Guideline

(First revision).

11. IS 8835:1978 Planning & Design of Surface Drains


Inception Report

APPENDIX 3

REPORT ON SITE VISITS AND CONSULTATIONS

Report of Field Visits and Consultations

Date: 10th January 2016

Place visited: Dharasu Bridge (Ref Map point no. 1)

Lat/Long: 30.610407/ 78.315905

Persons contacted: Kadam Singh Nath, Mahesh Singh Nath (Dharasu village) and Suresh Singh (Supervisor,

UJVNL)

Local Perception Vulnerability

Agriculture land damaged

Canal destruction

No life lost but few vacant building collapsed during the disaster

UJVNL approach road destroyed during the disaster and UJVNL is doing bank protection work near u/s of power house at left bank near the Dharasu Bridge.

Land slide during the disaster.

HFL rise 3m more than the normal flood line.

Vulnerable but river protection work is going on that area.

Reflections: people wants river protection work at the agriculture land.


Place visited: upstream of Dharasu village (Ref Map point no. 2 & 3)

Lat/Long: 243800/3392077 and 243882/3393339

Persons contacted: self-observation


Land slide from the right bank Huge Landslide

Reflections: no threat to strategic asset but probability to block the flow.


Place visited: downstream of Dunda Village (Ref Map point no. 4)

Lat/Long: 30 41 51.8/78 21 6.8


Local Perception Emerging Issues

Erosion of agriculture land due to river flow Everyyear during the high discharge can be damage the agriculture land.

Reflections: bank protection work is required.


Place visited: Dunda Village (Ref Map point no. 5)

Lat/Long: 30 42 50.6/78 21 3.3



River training g work is under way at right bank River protection work should be extended upstream upto 200m aprox

Threat to building on the right bank of the river(upstream of river protection work)

Reflections: bank protection is required to restrict the bank erosion.


Place visited: upstream of point 5 (Ref Map point no. 6)

Lat/Long: 30.739619/ 78.355957



Landslide at road and debris may stop the river flow Restrict river flow..

Reflections: no threat to strategic asset but probability to block the flow


Place visited: Agriculture land (Ref Map point no. 7)

Lat/Long: 30.724577/78.359869



Erosion of agriculture land due to river flow

Left bank agriculture land and right bank commercial (hotel).

Everyyear during the high discharge can be damage the agriculture land

Reflections: bank protection is required.


Place visited: agriculture land (Ref Map point no. 8 &9)

Lat/Long: 30.731180/78.351634,



Erosion of agriculture land due to river flow Everyyear during the high discharge can be damage the agriculture land

Reflections: bank protection is required.


Place visited: river training work (Ref Map point no. 10)

Lat/Long: 30.739718/78.355488.



Bridge construction u/s and d/s of bank protection

Retaining walls is not high enough to protect the land slide

Possibility of overtopping the wall during the big landslide

Road is vulnerable to landslide and flow as well.

Reflections: retaining wall and bank protection is required to consider big landslides.


Place visited: Matli (Ref Map point no. 11)

Lat/Long: 30.742341/78.362722



ITBP camp and adjoining areas situated in the flood plain, hardly 2m difference between river bed

Structure is there but its insufficient to protect due to level difference

Agriculture land is also eroding due to flow at left bank

ITBP camp area vulnerable to flood.

Reflections: bank protection work is required at this area.


Place visited: upstream of Matli (Ref Map point no. 12)

Lat/Long: 30.738827/78.388143.



Big landslide on the left bank

Vulnerable to block the river flow

Reflections: bank protection work is required.


Place visited: Bhagirathi bridge 1 at Uttarkashi (Ref Map point no. 13)

Lat/Long: 30.73456/78.40501

Persons contacted: Birendra Singh and Mr. Negi and.self-observation

Local Perception vulnerability

During the disaster river was touching the bridge

Extensive damage on both the bank for which protection work already being undertaken by irrigation department and UJVNL.

Bathing ghat destroy during the flood and already constructed

200m Upstream of bridge on right bank is highly vulnerable to erosion but protection work is going on.

Reflections: habitation is still in danger at left bank.


Place visited: Uttarkashi (Ref Map point no. 14)

Lat/Long: 30.729112/78.435174

Persons contacted: Gopal Kholia, Purab Bora, Jogender Singh


Bridge and building washed away during the disaster.

Various vehicles also destroyed.

Extensive damage especially on the left bank.

River training, bank protection work completed in the Uttarkashi city, which is most vulnerable.

Whole stretch is vulnerable but river training work has been completed

Reflections: all the bank protection work completed both the banks.


Place visited: Gangori (Ref Map point no. 15)

Lat/Long: 30.760292/78.455932

Persons contacted: Suraj Mani, Amarjeet Singh, Ram Chandra Singh, Digvijay Singh Negi, Virendra Singh

Panwar, Mnoj Juyal (Resident)


Bridge and building washed away during the disaster.

Agriculture land eroded,

Flood level upto bridge

Debris deposited.

Agriculture land of the villagers washed.

Less vulnerable, as river protection work completed.

Due to debris anb boulder in this area, may create problem afterwards.

Reflections: this place is confluence of Assi Gnga and Bhagirathi and vulnerable to flood. And debris may

block the flow.


Place visited: Garam Pani (Ref Map point no. 16)

Lat/Long: 30.757355/78.463686

Persons contacted: Self observation


River training and bank protection work is going on right bank

Apron on left bank.

Less vulnerable, as river protection work completed.

Reflections: not much vulnerable


Place visited: upstream of Garampani (Ref Map point no. 17)

Lat/Long: 30.743570/78.490753



Left bank agriculture and habitation

Protection is completed

Right bank heavy landslide/toe erosion

Road is in danger and no protection is given

Vulnerable to landslide and due to landslide river can block and can create problem

Reflections: needs to be protected as landslide can impact the road and river as well


Place visited: Jamak (Ref Map point no. 18)

Lat/Long: 30.743570/78.490753

Persons contacted: Yashpal Singh (Local)


Agriculture land at left bank is eroding and already eroded 15-20 m.

No protection work

Protection is completed

Jamak village is effected during earthquake in Uttarkashi.

Vulnerable to landslide and due to landslide river can block and can create problem

Reflections: needs to be protected as landslide can impact the road and river as well


Place visited: Maneri HEP (Ref Map point no. 19)

Lat/Long: 30.7329/78.529

Persons contacted: Mr. I M Karasi (DGM)


Maneri HEP doing river training work after the disaster

In Uttarkashi ( Joshiyara barrage to 3km upstream)

In the Maneri at the upstream of dam site

Big boulder may create problem.

Slope is 1:100

Pala maneri project is stopped

Provided contact details of irrigation department, who involved in the river training and bank protection work. Details of all contact in the contact database.

River protection work isn going on so less chance for any disaster but boulder can create problem

Reflections: as river training work is going on but debris and boulder should be removed


Place visited: Upstream of Maneri (Ref Map point no. 20)

Lat/Long: 30.744814/78.547710



Agriculture land and few shops washed away

Bank protection done by BRO

NA

Reflections:


Place visited: Aungi at Right Bank (Ref Map point no. 21)

Lat/Long: 30.749727/78.553973

Persons contacted: Gajendra Chauhan, Amresh Rawat, and Suneel Rawat


Landslide is problem for aungi villages Less vulnerable due to river

Reflections: Employment is in stake after the disaster


Place visited: Right Bank of Dersari Village (Ref Map point no. 22)

Lat/Long: 30.741327/78.543772

Persons contacted: Vikram Singh Rawat


25-30m agriculture land washed away

Bridge also washed away

Earlier river protection work washed away last year

Left bank protection work done by ashram

This location and dersari village is vulnerable and river protection

Reflections: river protection work and debris removal should be speed up.


Place visited: DM office/DDMO Office (Ref Map point no. 23)

Lat/Long: 30.730740/ 78.444268

Persons contacted: District Magistrate, Uttarkashi and DDMO Uttarkashi


DM directs, DDMO to help and provide required information

Collected vulnerable location in presentation form.

DDMO concerned about the debris and wants some solution/suggestion for the same before March 2016

Uttarkashi is vulnerable and work is almost completed but debris management is required



Place visited: UJVNL Joshiara (Ref Map point no. 24)

Lat/Long: 30.730493/78.426442

Persons contacted: Mr. Prakash Chauhan (A E, UJVNL), Mr. Rajesh (UJVNL)


Heavy landslide at roadside

All debris is going to river

Uttarkashi is vulnerable and work is almost completed but debris management is required



Place visited: Downstream of Uttarkashi (Ref Map point no. 25)

Lat/Long: 30.634145/78.327058



Heavy landslide at roadside


Vulnerable to debris from the landslide but no habitation nearby

Reflections: need some protection from the landslide


Place visited: Just downstream of Dharasu power house (Ref Map point no. 26)

Lat/Long: 30.605027/78.316014



Heavy landslide at left bank just downstream of Dharasu power house.


Vulnerable to debris from the landslide but habitation/agriculture land at right bank

Reflections: need some protection from the landslide


Place visited: Just downstream of Chinyalisot (Ref Map point no. 27)

Lat/Long: 30.557534/78.329942



Submergence of tehri dam upto chinyalisot

No vulnerability but still dam authority should take care of chinyalisot

Reflections: need some protection and monitoring for chinyalisot due to level rise and its comes under

THDC.


Place visited: New Tehri (Ref Map point no. 28)

Lat/Long: 30.377640/ 78.435369

Persons contacted: DDMO, Tehri Garhwal, Executive Engineer, and Irrigation Department


Discussion about the vulnerable location on Bhagirathi river in Tehri district

Discussion with administration office about the vulnerable locations

Discussion with Executive engineer and received vulnerable location on the Bhagirathi river

Executive engineer mainly emphasis on the tributaries and tributary should come under the study, most of the debris coming from the tributary only (Bhilangana river etc.).

No Vulnerable location in the Bhagirathi River in the tehri district.

Reflections: need some protection and monitoring for chinyalisot due to level rise


Place visited: THDC office (Ref Map point no. 29)

Lat/Long: 30.383096/ 78.466226

Persons contacted: Mr. Thakur, AGM, THDC


THDC will provide data: request through Rishikesh office

Submitted inflow data (Last 12 months) to DM Tehri

NA

Reflections: RishikeshTHDC Rishikesh office to be approached for requisite data & river inflow data to be

collected from DM tehri


Place visited: Downstream of THDC Dam (Ref Map point no. 30)

Lat/Long: 30.372415/78.474757

Persons contacted: Self Observation


Just downstream of THDC dam, Koteshwar submergence starts NA

Reflections: It is fully under the control of THDC.


Place visited: Abundant CWC gauge site (Ref Map point no. 31)

Lat/Long: 30.353001/ 78.484619



Abandoned CWC gauge site NA

Reflections: It is fully under the control of THDC.


Place visited: submergence area of Koteshwar HEP (Ref Map point no. 32)

Lat/Long: 30.338041/78.486353



Left bank some protection work is going on and some material deposited.

NA

Reflections: it’s fully under control of THDC.


Place visited: submergence area of Koteshwar HEP (Ref Map point no. 33)

Lat/Long: 30.292385/78.491574



Suspension bridge has been constructed over the river across the reservoir to facilitate villagers on left bank

Village at left bank is in the submergence area.

NA

Reflections: It is fully under the control of THDC


Place visited: Point no. 33 to Koteshwar Dam (Ref Map point no. 34)

Lat/Long: 30.259479/78.499227



Koteshwar coming under submergence

Banks are marshy & slopes susceptible to reservoir fluctuations

NA

Reflections: Needs some monitoring of reservoir.


Place visited: Point no. 34 to Devprayag (Ref Map point no. 35)

Lat/Long: 30.151621/ 78.599216



From koteshwar Dam to Devprayag bridge on Bhagirathi seems stable and steep valley.

Some place due to landslide on road side create some problem(Debris)

Banks appear to be stable & firm

No habitation near the left river bank. Habitations are on high elevation at right bank of the river.

River flows in deep, incised gorges

Landslides in the area may affect roads on the right bank

Reflections: river Slope stabilization needs to be done to protect roads


Place visited: Pauri (Ref Map point no. 36)

Lat/Long: 30.146999/ 78.774700

Persons contacted: Mr. B.K. Mishra, ADM Pauri, Mr. Rahman, CRA, Pauri, Mr. Yadav (Telephonic

Conversation), Executive Engineer, Irrigation, Pauri


Discussion with ADM pauri, Incharge of DDMO about the vulnerable location and data from irrigation department.

Received vulnerable location in Pauri ditrist

Most of the location in Pauri district in Srinagar area only (Kamaleshwar area, ITI and SSB)

Most of work completed in Srinagar area.

NA

Reflections: Irrigation department to provide requisite data.


Place visited: CWC gauges site, downstream of Ganga confluence, Devprayag (Ref Map point no. 37)

Lat/Long: 30.139431/ 78.596861



HFL at this location is 472.500 mon 17/6/2013 Not vulnerable.


Type of site is GDSQ

Zero gauge 443.00 mt

Gauge located at Left bank

Maximum observed discharge value is 9242.24 cumecs

Danger level 463.0

Warning level 462.0

Min discharge is 81.79 date 20/03/01

Average annual runoff ( from start year to present) is 21162

Date of opening gauge and discharge (6/3/1972), silt (9/11/1976), water quality (5/11/1974)

Reflections: Data at this location would be collected from CWC.


Place visited: CWC gauges site, downstream of Ganga confluence, Devprayag (Ref Map point no. 38)

Lat/Long: 30.151817/78.599526



Station gauge GG100A1

HFL at this location is 474.500 M-T on 17/6/2013

Type of site is GDQ

Zero gauge 452.00 mt

Right bank

Maximum observed discharge value is 2621.00 on 13/08/1986

Danger level 469.0

Warning level 468.0

Min discharge is 0.490 date 16/11/2005

Average annual runoff ( from start year to present) is 6170

Date of opening gauge and discharge (6/3/1972), silt (9/11/1976), water quality (5/11/1974)

Not vulnerable.

Reflections: Data at this location would be collected from CWC.


Place visited: Ganga confluence, Devprayag (Ref Map point no. 39)

Lat/Long: 30.145472/78.597742



Flood level 25m.

In front of confluence , all the building collapsed

No human casualties

Water raised upto second floor of the building in the photograph

Both the banks seems stable in Alaknanda.

Devprayag is vulnerable to flood.

Reflections: limit of construction should be define.


Place visited: upstream of Devprayag to Srinagar Bridge (Ref Map point no. 39 to 41)

Lat/Long: 30.144893/ 78.601576



Both the banks stable

Hard rock bounded river

Only one place bridge destroyed due to flood in 2013

Due to terrain and river condition, this stretch is not vulnerable.

Reflections: flood protection and bank protection work may be required.


Place visited: Jakhni and Devli, Srinagar (Ref Map point no. 42)

Lat/Long: 30.219517/ 78.757500

Persons contacted: Mr. Devendra (Resident of Jakhni)


agriculture land washed away

No house or building damage

Presence of rocky formations limits the damage houses and schools.

Stone spur and walls along bank constriucured post flood 2013 but inadequate and damaged in subsequent flood

Bank material silty sand and gravel

Bed material gravels.

River meandering observed in the areas. In some stretches up to 100m width of land eroded

Due to inadequate bank protection these location are vulnerable to flood.

Reflections: flood protection and bank protection work is required.


Place visited: Jundisera, Nor (Chazuras Gram Sabha (Ref Map point no. 43)

Lat/Long: 30.227684/ 78.794517

Persons contacted: Mr. Deepak Bhandari (Teacher), 8006485537(Resident of Nor)


100 households

Agriculture land damaged

Pumphopuse (Multipurpose) damaged

, which has affected agriculture area

NO inundation of house or loss of life in the area.

Rise in bed level in the river as per local

CC blocks use to make spur along banks appeared damaged and their outflanking resulted in bank erosion.

Upto 20m width of land behind spur washed away.

Some CC blocks (2*2*0.5m) has been washed away as well.

Bank protected with RRM (Random Rubble Machinery) and stone wall in some stretches.

Bank material ( silty Sand and Gravel) and bed material is gravels

Due to inadequate bank protection these location are vulnerable to flood.

Reflections: flood protection and bank protection work is required.


Place visited: Gopeshwar (Ref Map point no. 44)

Lat/Long: 30.418836/ 79.334483

Persons contacted:DM and DDMO Chamoli


Given list of vulnerable site on Alaknanda river

District magistrate directed to SDM Joshimath about the visit

DM chamoli instructed to see few more locations ( Methana, Tangri and Patalganga landslides)

Meeting with DM chamoli was fruitful.

Reflections: district and tehsil administration was very supportive and supported.


Place visited: Joshimath (Ref Map point no. 45)

Lat/Long: 30.556436 / 79.567004

Persons contacted: SDM, Joshimath, AE (Irrigation), Joshimath


SDM Joshimath allow permission to go to Badrinath and Mana village.

Assistant Engineer, Irrigation Joshimath also present during the discussion with SDM Joshimath.

Only meeting, travelling and

Reflections: district and tehsil administration was very supportive and supported.


Place visited: Badrinath (Ref Map point no. 46)

Lat/Long: 30.741969/79.493872



At Badrinath river is stable and banks are also stable

Bank protection work is also completed by Irrigation department

No such major issue at the temple area

Upstream of the temple big boulders.

Temple area is not vulnerable

Reflections: need some bank protection work in the upstream.


Place visited: Mana (Ref Map point no. 47)

Lat/Long: 30.769505/79.497742



India,s last village in this area.

Population shifted to Joshimath and Srinagar and will come back on April.

Mana village is vulnerable


Confluence of Alaknanda and Saraswati river

Big boulder are present in the river

Irrigation department had done bank protection work

Reflections: Need some bank protection work in the upstream.


Place visited: Khiru Nala (Ref Map point no. 48)

Lat/Long: 30.683309/ 79.507385



Downstream of Badrinath temple.

Upto this point no issues in terms of flood

Khiru Nala coming from right bank, as per local perception flood starts from this point

Khiru nala with lot of Debris and damaged one building and few protection work.

Road (300m) also damaged

No casualties

Village at this confluence still in danger. Needs protection and displacement

Reflections: need bank protection.


Place visited: Lambagad (Ref Map point no. 49)

Lat/Long: 30.654610/79.517682



Downstream of JP barrage site

Lots of shops of local people washed away

River protection work carried out by JP and irrigation department

140 families are living

School, panchayat building washed away

Bed level is going down.

Downstream of Lambagad, heavy landslide on right bank

Protection work is going on

Location still vulnerable due to debris and boulders. It’s just downstream of JP barrage site Downstream impact assessment should be carried out.

Reflections: need assessment or review of on-going work so that river protection can be ensured.


Place visited: Fatudi village downstream of Lambagad (Ref Map point no. 50)

Lat/Long: 30.647103/79.530324



Downstream of Lambagad on left bank

People migrate from Lambagad to this place during winter

Agriculture land is cutting by river

This village seems to be vulnerable during rainy season or flood.


Bridge under construction

Village is just near to gaad, which can create problem sometime.

Reflections: need bank protection and some limit should be define for villagers so that they will not

construct any building etc.


Place visited: downstream of point 50 and upstream of Gobindghat (Ref Map point no. 51)

Lat/Long: 30.638277/79.540028



Upstream of Gobindghat on right bank

Agriculture land eroded

Building under threat

River takes curves at this place

Agriculture land and house under threat

Reflections: Protection and need retaining wall to save building.


Place visited: Gobindghat (Ref Map point no. 52)

Lat/Long: 30.624581/79.557808



Road, hotel and shop washed away

Forest guest house and four building of gurudwara washed away

River bed increased 10m

River protection and bank protection worked after the flood 2013 but in 2013 washed away.

Debris deposited at Gobindghat

Just upstream of bridge, river flows through curve.

Vulnerable and under threat

Reflections: this place is under threat to flood.


Place visited: Hathiparvat (Ref Map point no. 53)

Lat/Long: 30.563778/79.565967



Landslides at Hathi parvat slides and debris and blocked the river

This place still in danger in term of land slide (Rocky mountain) coming directly to river.

Reflections: need some treatment at this location.


Place visited: CWC gauge site at Vishnuprayag (Ref Map point no. 54)

Lat/Long: 30.566807/79.554590



Both the banks rocky NA

Reflections:


Place visited: Downstream of Helang (Ref Map point no. 55)

Lat/Long: 30.504577/79.485533



Landslide at left bank

Road affected due to landslide

Debris goes to river directly

it may block the flow require treatment

Reflections: treatment is required on the road side.


Place visited: Landslide at Patalganga (Ref Map point no. 56)

Lat/Long: 30.485966/79.480157




Road affected due to landslide and all the time block the road and during rainy season Blocks the road.





Place visited: Landslide at Tangri (Ref Map point no. 57)

Lat/Long: 30.47781/ 79.467042




Road affected due to landslide and all the time block the road and during rainy season Blocks the road.





Place visited: Downstream of Birahi and Alaknanda confluence (Ref Map point no. 58)

Lat/Long: 30.485966/79.480157

Persons contacted: Mohan Singh Barthwal, Ambika PrasadSelf observation


Building, GMVN Guest house and hotel building washed away on 2013 disaster

Water level upto road level during disaster

After confluence left bank is eroding

Settlement and road in danger

Forest park situated at the left bank and in under threat

Bawala village situated on the right bank

Vulnerable place

Reflections: bank protection is must at this location upto 400-500m


Place visited: Chinka village (Ref Map point no. 59)

Lat/Long: 30.413027/79.366271

Persons contacted: Anil Singh, Vinod Aswal (Resident of Chinka)


Eroded due to heavy rainfall and river flow

Water level reach upto market at left bank and Chinka village on right bank

50m land eroded at right bank just downstream of bridge

1000 people are living in Chinka village

House craked after the 2013 disaster

40 families displaced to some other places by government

25 families in Gopeshwar

Local people believe that house crack due to blasting before 2013

School building also craked, 300 student studying.

Debris from the road side is also problem.

Vulnerable place in terms of cracking in houses and need proper investigation.

Reflections: bank protection is required at right bank, just downstream of bridge and geological

investigation is also.


Place visited: Khetrapal village (Ref Map point no. 60)

Lat/Long: 30.405284/79.351215

Persons contacted: S S Farswan (Resident of Khetrapal)


Hotel, nagarpalika parking, ghat washed away during the disaster in 2013

In 2013 bank protection was given but in 2014 washed away

One structure is present perpendicular to river flow by crusher agency to protect the crusher plant.

20-30 m erosion during the disaster.

Vulnerable place in terms of erosion and hotelk building still under threat.

Reflections: bank protection is required at upstream of hotel.


Place visited: Kathial Sain (Ref Map point no. 61)

Lat/Long: 30.397579/79.324887

Persons contacted: Mr. Nandkishor Joshi (DDMO) and Self observation


Road collapse near the school at right bank

10 to 15 m road, school building collapse during the disaster

Temple is under threat

Some protection given but in 2014 washed away

Heavy landslide at katiyalsain village and it’s in danger

Kathiyal sain village and school is in danger.

Reflections: bank protection and treatment of landslide is required.


Place visited: Downstream of Kathiyal Sain (Ref Map point no. 62)

Lat/Long: 30.38780/79.323389



Two village near the confluence if Alaknanda and tributary

Already bank protection work at the tributary

Alaknanda side may erode the agriculture land

Villages at the right bank of Alaknand and both the side the tributary.

Both the village may vulnerable

Reflections: bank protection should be reviewed at the tributary side and bank protection required at

Alakanda side


Place visited: Maithana (Ref Map point no. 63)

Lat/Long: 30.355007/79.319385



.Land slide at the left bank

Erosion at the right bank

Road work is going on for the village

Not vulnerable river point of view

Reflections: retaining wall is required for the debris.


Place visited: Deolibagad (Ref Map point no. 64)

Lat/Long: 30.303669 / 79.2999562



Village is in flood plain

Need flood protection work at left bank

Habitation is in danger and right bank is eroding

This village/area is vulnerable.

Reflections: Bank protection and flood protection is required.


Place visited: Kaleshwar (Ref Map point no. 65)

Lat/Long: 30.287428/79.249703

Persons contacted: Ranjit Singh Rawat, Jaman Singh, Balbir singh (Resident of Kaleshwar)


Village is in flood plain

Need flood protection work at left bank

Habitation is in danger and right bank is eroding

This village/area is vulnerable.

Reflections: Bank protection and flood protection is required.


Place visited: Karnprayag (Ref Map point no. 66)

Lat/Long: 30.262171/ 79.216147



Confluence of Pinder and Alaknanda

Bank protected on the pinder river side

Left bank of Alaknanda is vulnerable.

Karnprayag is populated town and need protection along the river side for the future development.

Reflections: Review of bank protection is required.


Place visited: Nala Pani (Ref Map point no. 67)

Lat/Long: 30.339997/78.968036



Landslude zone at Nala pani



Place visited: Semi (Ref Map point no. 68)

Lat/Long: 30.382185/79.008494



Heavy erosion (10-15m width) due to flood during 2013 at left bank.

Bank protection (650m) wall

Retaining wall at left bank

School damage at right bank during the 2013

Vulnerable to flood



Place visited: Rampur (Ref Map point no. 69)

Lat/Long: 30.384043/79.010295



Bridge collapse during the disaster in 2013 at left bank

Irrigation building and agriculture land collapsed.

Downstream and upstream of Rampur also affected due to flood in 2013

Debris deposited this place

Vulnerable to flood



Place visited: Silli (Ref Map point no. 70)

Lat/Long: 30.382756/79.008553

Persons contacted: Bharat Singh, Surendra Singh Rawat, Devi Prasad Goswami (Residence)


Debris is coming from the tributary at right bank

Retaining wall under construction at the left bank

30-40 houses and one bridge washed away during 2013

Right bank is exposed to rock

New bridge under construction

Vulnerable to flood



Place visited: Vijaynagar, Upstream of Silli (Ref Map point no. 71)

Lat/Long: 30.385340/79.013855

Persons contacted: Chandan Singh Bartwal


40 homes collapse during the flood

30 m land washed away at left bank

Debris deposited at this place

Bank protection work is going on but still vulnerable to flood.



Place visited: Bangedi (Ref Map point no. 72)

Lat/Long: 30.381040/79.007790



College building collapsed Vulnerable.

Reflections: Bank protection work is required.


Place visited: Jawaharnagar (Ref Map point no. 73)

Lat/Long: 30.417181/79.063292



Retaining wall constructing by L&T

Bank protection work is going on but still this area is vulnerable to flood.



Place visited: Chandrapuri (Ref Map point no. 74)

Lat/Long: 30.426665/79.068547



Erosion at left bank and right bank

Bridge, GMVN guest house washed away

Few houses washed away.

Bank protection work is going on but still this area is vulnerable to flood.



Place visited: Monika Lodge (Ref Map point no. 75)

Lat/Long: 30.440384/79.074514



Road, hotel washed away at right bank

Due to landslide at right bank, river shifted to left bank and hotel washed away.

Bank protection is required and vulnerable



Place visited: Banswada (Ref Map point no. 76)

Lat/Long: 30.450315/79.076115



Undercutting and landslide at right bank

Upstream of Banswada, few houses under threat

Upstream of Banswada under threat to flood.



Place visited: Bhiri (Ref Map point no. 77)

Lat/Long: 30.465898/ 79.078219



Landslide at right bank Vulnerable to landslide.

Reflections: retaining wall required to stop the debris.


Place visited: Phata (Ref Map point no. 78)

Lat/Long: 30.588782/ 79.030977



Landslide at right bank Vulnerable to landslide.



Place visited: Badasu and Sarsi(Ref Map point no. 79)

Lat/Long: 30.613541/ 79.014198



Landslide at right bank and debris directly going into river

Land is sinking

Building/Animal washed away during the 2013 disaster

Vulnerable to landslide.



Place visited: Sitapur (Ref Map point no. 80)

Lat/Long: 30.625309/ 78.999623



Parking damaged

LANCO dam site damaged and again under construction

Agriculture land eroded during the flood at right bank

Debris deposited at Sitapur

20m level increases but now slowly-slowly river coming to original shape

In 2014 flood, irrigation work will be washed away.

New parking is under construction

Vulnerable to flood

Reflections: parking area should review again so the flood cannot damage it again.


Place visited: Sonprayag (Ref Map point no. 81)

Lat/Long: 30.631997/ 78.999356



Few shop, building, hotel washed away

Debris deposited at sonprayag.

Son river and Mandakini confluence at Sonprayag

Debris is coming from the son river

Construction of Bridge at Son and treatment of land slide in Mandakini River is under construction.

Since bank protection work is going on, still vulnerable to flood due to debris, and location of Sonprayag.

Reflections: all the protection work should be review,


Place visited: Gauri Kund (Ref Map point no. 82)

Lat/Long: 30.653369/ 79.026466

Persons contacted: Pradeep Goswami, Mahendra (Resident of Gauri Kund)


60-70m flood level in 2013

Landslide at left bank, just in front of Gauri Kund.

Animal and shop, hotel washed away.

Many people died during the disaster.

Retaing wall under construction by PWD at Gauri Kund.

Since river is deep at this location and new construction should be reviewed.

Reflections: all the protection work should be review.


Place visited: Rambara (Ref Map point no. 83)

Lat/Long: 30.696070/ 79.056145



Totally washed away in 2013

Both landslide and flood damaged whole Rambara

Bridge constructed at Rambara

Just downstream of Rambara, both the bank is rocky.

Vulnerable to flood and landslide

Reflections:


Place visited: Tehsil Rudraprayag (Ref Map point no. 84)

Lat/Long: 30.308438/ 78.980271



Land is eroding at the tehsil area

Undercutting of bank.

Settlement in the building and cracks observed

Landslides on river side of the building at some location.

Right bank of the river has exposed rocky formations

Left bank has loose stones and gravels.

Retaing wall (RRM) up to 2m height has been constructed

Vulnerable to bank erosion and subsequent settlement/slides to the building.

Reflections: Protection is required.


Place visited: Confluence of Alaknanda and Mandakini (Ref Map point no. 85)

Lat/Long: 30.288008/ 78.979215



Firm rocky banks

Banks nearly vertical with habitations above

River reach nearly straight and approx. 60m wide.

HFL at CWC Alaknanda site is 634.8m observed on 17/6/2013 and that on Mandakini is 634.0m observed on 17/6/2013.

Bed aggradation is observed.

Reflections:


Place visited: Sirohabagar (Ref Map point no. 86)

Lat/Long: 30.241993/ 78.899336



Landslide from high relief leading to the GVK HEP reservoir

Approximately 300m stretch of road badly affected

Material as observed is loose stones with mud.

Retaing walls constructed in the stretch and many of them damaged due to slides.

Cutting of slopes for widening is underway.

300m stretch of road is under threat.

Reflections: Protection required.


Place visited: Jauljibi (Ref Map point no. 87)

Lat/Long: 29.750655/80.377961

Persons contacted: Daulat Pal, Madan Singh


Bank protection work under progress Dhauliganga

Bank protection and retaining wall work at Kali river side at right bank completed

Jauljibi mela ground filling work is under progress

River bed material used to fill the mela ground

10-15m level raised during the 2013 flood

Level at confluence is 592.0m

180m approx. protection work at Dhauli ganga side and 200m at Kali river side (Right bank)

School at right bank, near mela ground vulnerable to flood like 2013.

Reflections: river protection work reviewed


Place visited: Ghatibagarh (Ref Map point no. 88)

Lat/Long: 29.796625/ 80.420099



Agriculture land cutting (100maprox) at right bank

Big boulder at right bank

Level is 670.00m

Erosion upstream and downstream of bridge

Road washed away

Reflections:


Place visited: Baluwakot (Ref Map point no. 89)

Lat/Long: 29.800971/80.429687

Persons contacted: Tej Singh Bisht, Dungar Singh Gwal, Chandra Singh Gwal


Few building and shop washed away

Veterinary and agriculture washed away

Leprosy building filled with sand

8-10 big trees washed away

Reflections:


Place visited: 1 km upstream of Baluwakot (Ref Map point no. 90)

Lat/Long: 29.801888/80.451882



Road washed away upstream of Baluwakot Vulnerable to erosion

Reflections: need protection to save road.


Place visited: Talla/Mall Charchum (Ref Map point no. 91)

Lat/Long: 29.801924/80.467538



Agriculture Land washed away

Road washed away

NA

Reflections:


Place visited: Naya Basti (Ref Map point no. 92)

Lat/Long: 29.796347/80.489181



Road cutting at right bank

Agriculture land washed away

Retaining wall to protect Basti

River meandering

Protection is only for the basti not for the road.

Reflections: protection is required to protect road.


Place visited: Joshi Khet (Ref Map point no. 93)

Lat/Long: 29.802919/80.494484



Road washed away at 2013

River on bend

Vertical cut banks

Bed material loose gravel and stones

Constricted width of river

No habitation

Threat to road

Reflections: protection is required


Place visited: Kalika (Ref Map point no. 94)

Lat/Long: 29.814486/80.498050

Persons contacted: Hira Sigh Bisht


Bed material is loose gravel with sand at some location

Constricted river width

Presence of rolling stones and boulders

Vertical banks

Around 600 households in the village

Left bank at the spot has exposed rocky formations

No protection wok started but proposed

Road is vulnerable to landslide and flow as well.

Reflections: protection required.


Place visited: Dharchula Kasba (Ref Map point no. 95)

Lat/Long: 29.847249/ 80.542266

Persons contacted: N S Lashpal (AE Dharchula)


Bed material is rolling stones and boulders

River on a bend

River width approximately 60-70m

Bank erosion (right bank) and protection work underway (retaining wall)

Taxi stand washed away

One archer army camp affected.

Reflections:


Place visited: Khotila (Ref Map point no. 96)

Lat/Long: 29.853137 / 80.552396

Persons contacted: Dev Lal Bahadur (Self Employed)


Bed material is rolling stones and boulders

Bank material is loose stones and gravels

River on bend

River width approximately 50m

Exposed rocky formation on left bank at the spot.

Thick habitation in the village

Bank protection work underway (retaining wall)

Tendency of bank erosion

Reflections: protection work is required.


Place visited: Dobat (Ref Map point no. 97)

Lat/Long: 29.89366/80.5713

Persons contacted: Ram Singh


River bed level increased 10-15m (aprox)

Houses/hotels washed away

200m area eroded

Protection (retaining wall) by irrigation department

Boulders and gravel at the location

Bed level is 917.00

Road is collapse due to landslide and cutting due to erosion upstream of Dobat

NHPC tower is under threat upstream of Dobat.

CISF camp is vulneravle

Reflections: protection is required at CISF camp


Place visited: Kulagarh (Ref Map point no. 98)

Lat/Long: 29.915216/80.570040



Right bank is eroding

Left bank is rocky

Location is under threat



Place visited: Elagaad (Ref Map point no. 99)

Lat/Long: 29.922446/ 80.570465



NHPC power house damaged by Elagaad

8-9 houses and building washed way

Boulders and debris near confluence

Power house of UJVNL needs protection.

Reflections: protection work under progress by NHPC.


Place visited: Chetalkot (Ref Map point no. 100)

Lat/Long: 29.948139/80.589481



Road cutting due to river flow

Big boulders blocking the river flow and making natural dam

May damage road

Hard rock at left bank.

vulnerable

Reflections: protect required.


Place visited: Tawaghat (Ref Map point no. 101)

Lat/Long: 29.958134/ 80.600823

Persons contacted: Kailash Singh Dhami, Jagat Singh Dhami


Devastation at Tawaghat due to Flood from Dhauliganga in 2013

25-30 houses/shops washed away

Bed level increased 20m

River level gone down at upstream of Tawaghat in Dhauliganga river

Big boulders at the confluence of Dhauliganga and Kali

Boulders may block the flow of Kali river

Reflections: need to take care of Boulder so that easy flow during the rainy season.


Place visited: Nigal Pani (Ref Map point no. 102)

Lat/Long: 29.825677/ 80.513700



Extensive signs of right bank erosion

Bed material loose stones and boulders

Approximately 15-20m vertical cut banks

River width approximately 30m

Caving in of banks observed at the locations

Bank protection work taken by NHPC (PCC retaining wall)

Exposed rocky formation at some locations on left bank

vulnerable

Reflections: need protection wok


Place visited: Gothi (Ref Map point no. 103)

Lat/Long: 29.818690/ 80.501591



Erosion at right bank

Debris deposited at both the side

Bank protection (Retaining wall) given

Vulnerable to erosion



Inception Report

APPENDIX 4

DEVELOPMENT OF PROJECT WEBSITE


Inception Report

A project Website is also developed which covers project overview, team composition, various documents on river morphology and river training works, etc. GIS maps of the study area are also available on the website where user can visualise the catchments and river reaches with different open source maps. Most of the content is static but time to time project progress, field photographs, documents and important news will be updated over the Website. The present version of the Website contents the following pages:

Home

Library

Work Plan

Project Organization

Progress

Contact

Study Area

Figure A-4.1: Home Page of the Project Website - Introduction of Project


Inception Report

Figure A-4.2: Library - Document repository

Figure A-4.3: Study Area - Catchment and Rivers


Inception Report A-5

Appendix 5

Response to Comments to Inception Report

February 2016


Inception Report

Comments by: Dr. P. K. Champati Ray

S. No

Comments Page No. / para

Response Action Taken

1 Prioritization of areas should be based on satellite image analysis, inputs from DM, other stake holders (community) and other government reports. By now the team must list resources to be consulted and as far as possible DMMC/ PIU- TACBDRM should provide any such report that would help in the study

General Comment

The consultant team is in close contact with the DMs of concerned districts. In the following months, stake holder meeting will be conducted in each district. One such meeting is scheduled on 10th March at Pithoragarh. Feedback has also been received during the Inception workshop. Relevant literature review will continuing through the study. Freely available satellite imageries are being downloaded and analysed and other images will be procured. The team has already prepared list of resources to be consulted for data and the same is shared with the PIU.

Suggestions being used in the study

2 Solutions should be practical as mentioned by Prof. Ahmed. May refer to BIS guidelines, but in absence of which lay down scientific procedure/ technical justification for new design as and when suggested

General Comment

Agreed Suggestions being used in the study

3 Concentrate only on river erosion/ training and landslide and other things can be mentioned but emphasis should be on erosion/ training.

General Comment

Agreed Suggestion taken for the study

4 There should be a format for data collection from stakeholders

General Comment

Data are being collected in a proper format from various stakeholders.

Suggestion taken for the study

5 Delivery date etc. of URMIS is not very clear

General Comment

The final delivery date of URMIS is 540 days after the start of the contract. However, the developments will be shared in stages.


Inception Report

S. No



6 Experts need to visit field for comprehensive analysis and reporting of solution

General Comment

Experts will be visiting the site as and when required

Suggestions taken for the study

7 All other past experience at a particular site should be considered and final solution should mention how to avoid earlier mistakes and make sustainable lasting solution

General Comment

Yes, agreed. Past experience of the agencies implementing solutions in the study river reaches will be valuable lessons used during the design.


8 Satellite data to be used must be orthorectified for geometric accuracy

General Comment

Agreed Suggestions taken for the study

9 Temporal satellite data analysis should be there for problematic areas

General Comment


10 Study should have supporting data from other agencies like CWC, IMD, sources should be known and data quality should be known and data quality should be assured

General Comment


Comments By: Mr. Kapil Kumar, EE, IRI Roorkee


Inception Report

S. No



1 As the study area fall in highly earthquake sensitive zone, horizontal and vertical intensity indicative factor, where geotechnical investigation have been already accounted for shall be considered in the design of permanent nature of river training works.

General Comment

Agreed Will be considered during design.

2 Time scale is of much relevance while evaluating morphological parameters. Like interpretation of hydrological factors over a reliable scale of time frame, climate influencing factors which show a discrete pattern which finally accounts for GLOFS, excessive and torrential water and sediment discharge in a short frame shall have to be considered

General Comment

Keeping in view the TOR, the present interest will be to look in to the consequences of the larger factors like extreme hydrology, / climate influences, already experienced in June 2013.

Will be considered keeping in view the TOR.

3 URMIS shall also incorporate the earthquake data inclinations

General Comment

Earthquake data if available can be incorporated in URMIS, but this is not included in the ToR, the information may be included in the risk assessment project.

4 Training should be provided to the personnel to check, hand use and validate the data output of software (especially of mathematical modelling)

General Comment

Agreed Trainings will be provided to the personals selected by the PIU. Training modules will be designed in the due course in consultation with PIU

Comments By: Dr. Zulfikar Ahmed, Prof. IITR


Inception Report

S. No



1 Boulder rivers don’t go major shifting. Hence to observes such changes satellite images of fine resolution like LISS IV should be used.

General Comment

Agreed High resolution images will be used, as suggested

2 Codal provision for the design suggested in the report is meant for alluvial rivers. River bank training and protection works implemented mainly in boulder rivers are not mentioned in the report. This needs to be explained in the report.

General Comment

Agreed. Some of the codes were mentioned in the TOR. This is just a list cited, not necessarily to be used in hilly rivers. Codes and literature for hilly rivers have been collected. These will useful hints during study (Attached).

Further details will be provided in the design reports.

3 Description of mathematical modelling is missing in the report. It is suggested to mention clearly the reach of the river to be modelled and how the results of the model shall be used in addressing the design strategy of the river training and bank protection works.

General Comment

This will be elaborated in the Phase-2 Inception report. Phase-1 Inception Report is focussed to the phase-1 delivery only


4 Geotechnical investigation aspect for the design of river training and bank protection work is missing in the report. Please specify.

General Comment

Please see Section 5.4 Geotechnical Investigations

5 How the safety of the hydraulic structure constructed across and along the river shall be ensured. What would be the strategy and methodology for this? Whether some tests are to be conducted at sites or not. This aspect is also not covered in the report.

General Comment

Suggestion taken. The safety aspects will be dealt in the design report.


Inception Report

S. No



6 Boulder rivers like the rivers considered in this study have rarely flood plain as such rivers mostly flow in deep gorges with both elevated banks. Thus it should be “encroachment to the section of the river” rather than “flood plain”.

Page 2-1. Section 2.2, point no. 3

Agreed in general. However, there are some locations where use of the word “floodplain” is appropriate. Examples are shown in the figures 1 and 2 (Bhagirathi Ganga downstream of Srinagar and Mandakini at Sitapur).

Revised wording in the report to include both “river sections and floodplain in some locations.”

7 Boulder rivers do not undergo major shifting as that are noticed for the plain rivers. In general boulder rivers widen their cross-section through erosion of banks which are not so large that can be captured using the coarse resolution satellite images as mentioned in the inception report. Thus the mentioned images will be cosmetic and will not serve the purpose. It is advised to use high resolutions images like LISS IV. Further what morphological aspects are to be analyzed is not mentioned in the report.

Page 3-8. Table no 3.7, Last row

Shifting of channel from one bank to other, or from a central location to one side / extreme edge of the bank may not be measurable due to very narrow width of the river. However, even such small changes have been seen to cause landslides and impose major changes further downstream. Therefore, initial estimations would be made with coarse size images, and then wherever needed, high resolution data would be used.

In the morphological studies with satellite data, these two aspects will be considered.

High resolution images will be used, as suggested.

8 What is the use of DEM? Its utility and fulfilment of objective in this respect are to be elaborated.

Page 3-14. Last paragraph

DEM will be used in modelling (hydrological and hydraulic). DEM will also be used to find out flood levels and extent of flooding of land outside the river sections where appropriate.

This will be elaborated in the Data Collection Report and the Modelling report.

9 What is the use of the daily rainfall data? It should be clearly mentioned in the report. Is it required to perform rainfall runoff modelling?

Page 4-2. Table 4.1, last row

Yes, Daily rainfall data will be used for Rainfall runoff modelling.


Inception Report

S. No



10 It would be better if the use of the discharge and water level data be mentioned in the report. Further, it is known that in the boulder rivers, the major sediment load is bed load. Knowing this fact, how do you get/estimate such load? What would be the outcomes of the morphological modelling be clearly mentioned.

Page 4-2. Section 4.2

The data would be useful to workout (a) HFL at specific discharges (different estimated return periods) (b) The daily values could provide the steepness of the rise and fall of floods (Data with closer interval may not be available). Also the data will be used in calibrating and validating models (rainfall-runoff and hydrodynamic)

Major sediment load is not necessarily bed load all the time. Studies for the run-of-the-river Projects have indicated / verified this. However, it is agreeable that the above mentioned G-Q data would not be useful to determine the bed / suspended sediment load. For running the model, these data would be useful.

Information added in the Revised Report.

The Phase-2 Inception report will elaborate on morphological modelling

11 Mention the places where major shifting of the rivers have taken place.

Page 5-1. Sub section 5.1.1. Point number 3

The two places shown in Figures 1 and 2 are examples of local level shifting. Other reaches are being studied. These are just the initial criteria laid down for the selection of critical Vulnerable reaches. Each of the criteria may or may not satisfy the situation in the study reach.

Such findings will be reported after studying al the river reaches.

12 To my knowledge, there is no any barrage across the rivers considered in this study. Such unrealistic statement should be deleted from the report.


This is a general statement mentioning that impact of any barrages if available will also be address.

Deleted from the report.

13 Check this statement, it is far away from the ground reality. Where is thermal power plant near the banks of the rivers considered in this study?


This is based on general statement from the TOR.

Deleted from the report


Inception Report

S. No



14 Add a column of justification and review the protection measures as breakage of gabion's wire is on high risk in boulder rivers due to moving boulders with high velocity. Further, revetment does not work in the hilly areas for the reason mentioned above.

Page 5-3. Sub section 5.1.2 Table

These are the solutions suggested based on the preliminary site visit. The exact protection measure for a specific site will be proposed after detailed investigation and the same will be justified with the actual facts. After analysing stability and other criteria, CC blocks may be suggested.

Suggestion taken for the design study.

15 50m lateral spacing would be too coarse as the considered rivers are narrow and such coarse lateral spacing will not produce the cross-section.

What would be the length of the river that will be modelled? It is not clear from the report.

Page 5-7. Sub section 5.2.1. Point number 2.

Agreed, the spacing will be variable depending on the river sections.

Lengths of river reaches for modelling will be provided in the Phase-2 inception report

Suggestion taken and revised description provided in the report.

16 How such levels will be obtained?

(Level here means “Minimum and Maximum Water Level”)

Page 5-9. Last Paragraph

Various methods will be adopted including local information. For the initial survey planning, a list of HFLs at CWC gauging sites have been collected and for other sites estimated HFLs will be used.

Details of HFLs and methods of estimation will be provided in the survey reports.

17 The mentioned river training works are mainly for the plain rivers and that are not implemented in the hilly areas. It would be better if works that are generally used in the hilly rivers be discussed.

Page 5-10. Sub section 5.3.1

The consultants are investigating various solutions that are suitable for hilly rivers. The mentioned types of works are of general nature. Specific types of works will be mentioned in design report.

Suggestion taken for the design study.

18 Code not suitable in the hilly areas - these are not to be used in this study.

Page 5-11. Sub section 5.3.2, List of

Agreed. Some of the codes were mentioned in the TOR. This is just a list cited, not necessarily to be used in hilly rivers. Codes and literature

Further details will be provided in the design reports.


Inception Report

S. No



codes to be used

for hilly rivers have been collected. These will be useful hints during study (Attached).

19 Is it required? I think it would be cumbersome to include investigation in the respect of identification of fault zone, joints etc.

(Geological section depicting rock type and their deposition, structural features such as fault zone, joints, major wet zones/wetlands and weathering profile)

Page 5-13. Sub section 5.4.1, Point no. 1

Agreed that it is cumbersome investigation. The project geologists will attempt to do as much as possible and will also use available data from earlier studies, such as GSI reports.

20 Design of some of the structures protecting banks are given as below, using IS 14262:1995 (Planning & Design of Revetment). This will not serve the purpose and should be deleted from the report.

Page 5-19. Sub section 5.7.1

Agreed Deleted from the report

21 As mentioned, revetment does not work in hilly rivers due to high velocity thus the mentioned methodology is not in order

Page 5-19. Subsection 5.7.1

Agreed. Other solutions are being investigated. Statements revised in the report.

22 Groynes/ Spurs don’t suited in the hilly rivers and must be deleted from the report.

Page 5-19. Subsection 5.7.2

Agreed. Other solutions are being investigated. Statements revised in the report.

23 Peak discharge is estimated based on Flood Frequency Analysis and not HFL - correct it.

Page 7-4. Sub section 7.1.2, first para

Agreed. Corrected.


Inception Report

S. No



24 How rating curve will be developed for short span of Gauge and Discharge data (more than 5 but less than 30 years)

Page 7-4. Sub section 7.1.2 , Point 4

In the absence of long term discharge data at specific site, rating curve may also be developed if gauge and discharge data are available for more than 5 years. But extrapolation for high values has to be carried out with caution.

This will be elaborated after reviewing actual data.

25 How suspended and bed load will be obtained

Page 7-9. Table 7.1. Point no 4.

No reliable method is available. Using the composition of bed load, and applying different equations, efforts would be made to establish such values. Literature on this is attached.

Will be elaborated in Phase-2 Inception report

26 Morphological parameters that are to obtained using satellite images are completely missing

Page 7-10. Table 7.1. Point no 5.

Will be elaborated in the Phase-2 Inception report.

27 Being coarse image, satellite imageries of 5 years interval will not serve the purpose

Page 7-11. Table 7.1. Point no 5

Agreed. Yearly satellite images will also be used.

Corrected in the report.


Inception Report

Attatchement-1

For river training combination of structures are employed. Some of IS code and literatures pertaining to the river training works in the Hilly area are as follows:

IS 14243-2 (1995): Guidelines for selection and development of site for building in hill areas, Part 2: Selection and development [CED 48: Rock Mechanics].

IS 14458-1 (1998): Guidelines for retaining wall for hill area, Part 1: Selection of type of wall [CED 56: Hill Area Development Engineering].

IS 14458-2 (1997): Guidelines for retaining wall for hill area, Part 2: Design of retaining/breast walls [CED 56: Hill Area Development Engineering].

IS 14458-3 (1998): Guidelines for retaining wall for hill area, Part 3: Construction of dry stone walls [CED 56: Hill Area Development Engineering].

IS 14496-2 (1998): Guidelines for preparation of landslide - Hazard zonation maps in mountainous terrains, Part 2: Macro-zonation [CED 56: Hill Area Development Engineering].

IS 14680 (1999): Landslide Control - Guidelines [CED 56: Hill Area Development Engineering].

IS 14804 (2000): Siting, Design and Selection of Materials for Residential Buildings in Hilly Areas - Guidelines [CED 56: Hill Area Development Engineering].

Maddukuri, N.N., Ravali, N.V.N., Vasudeo, A. D. (2015). Design of embankments and bank protection works for hilly rivers. J. Civil Engr. & Environ. Techno., 2(9): 58-62.

IRC 56 (2011). Recommended Practices for Treatment of Embankment and Roadside Slopes for Erosion Control. Indian Road Congress, 2011.

USGS (1986). Rock Riprap Design for Protection of Stream Channels near Highway Structures, Vol. I: Hydraulic characteristics of open channels. Water Resources Investigation Report 86-4127. United States Geological Survey, Sacramento, California, USA.


Inception Report

Attachment -2

How suspended and bed load is obtained? For fluvial measurements, streamflow or discharge, suspended sediment concentration and bed load are measured. Detailed procedure of reservoir survey and fluvial measurements has been discussed in detail in various literatures (IS 4890, 1968; Morris and Fan, 1998; Murthy, 1996). However, in practice continuous measurement of suspended sediment concentration and bed load is very difficult. In some of the rivers, especially in Mountainous Rivers, it is very difficult to measure the bed load, and therefore estimated as a percentage of suspended load or total load (IS 5477, 1994). Based on various literatures, the bed load component can be considered as 2 to 25 percent of the suspended load (Morris and Fan, 1998; IS 5477, 1994; Strand and Pemberton, 1982; etc.). The bed load component can also be estimated using the bed load formula. Strand and Pemberton (1982) has presented the following guideline for estimating the bed load component as a percent of suspended load (Table 1).

Table 1: Bed load adjustment in fluvial measurements

S. No

Streambed material

Fraction of suspended sediment load that is sand (%)

Suspended sediment concentration (ppm)

Ratio of bed load to suspended load

1 Sand 20 – 50 < 1000 25 – 150

2 Sand 20 – 50 1000 – 7500 10 – 35

3 Sand 20 – 50 > 7500 5

4 Compacted clay, gravel, cobbles, or boulders

< 25 Any 5 – 15

5 Clay and silt ≈ 0 Any < 2

Component of bed load or suspended load in the river can also be assessed using the Rouse Number which defines the mode of sediment transport. The Rouse number can be expressed as a ratio of particle settling velocity to the shear velocity as:

*

swz

u

where z is the Rouse number, ws is particle settling velocity (m/s), κ is the von Karman’s constant (κ = 0.4), and u* is the shear velocity (m/s). The approximate range of Rouse’s number for sediment transport as bed load, suspended load and wash load is given in Table 2.

Table 2: Mode of sediment transport as a function of Rouse number

Mode of transport Rouse Number

Initiation of motion > 7.5

Bed load > 2.5, < 7.5

Suspended load: 50% suspended > 1.2, < 2.5

Suspended load: 100% suspended > 0.8, < 1.2

Wash load < 0.8


Inception Report

If Rouse Number so obtained is within the limit of bed load component then at some site, it can be measured suing the procedure summarized by Morris and Fan (1998) and Murthy (1996).

While analyzing the sediment data and estimating the sediment yield, uncertainty is very common, and is due to the following reasons:

(i) Unavailability of the long term sediment data;

(ii) Difference in the procedures adopted by different practitioners;

(iii) Inadequate sediment sampling and analysis program;

(iv) Unavailability of accurate suspended sediment measurement during high discharge events and no measurement during catastrophic events;

(v) Unavailability of measured bed load and cannot be measured in large Mountainous River due to high turbulence and velocity;

(vi) Non-accountability of land use change, watershed management, and water resources development projects, etc.

References:

IS 4890 (1968): Methods for Measurement of Suspended Sediment in Open Channels [WRD 1: Hydrometry].

B N Murthy (1995). Capacity Surveys of Storage Reservoirs. CBIP Publication No. 89.

IS 5477-1 (1999): Fixing the Capacities of Reservoirs - Methods, Part 1: General Requirements [WRD 10: Reservoirs and Lakes].

IS 5477-2 (1994): Fixing the capacities of reservoirs - Methods, Part 2: Dead storage [WRD 10: Reservoirs and Lakes].

Morris, G. L., and J. Fan (1998). Reservoir Sedimentation Handbook: Design and Management of Dams, Reservoirs and Watersheds for Sustainable Use, McGraw-Hill Book Co., New York.

Strand, R. I., and Pemberton, E. L. (1982). Reservoir sedimentation. Technical Guideline for Bureau of Reclamation, Technical Services Engineering and Research Center, Bureau of Reclamation’s Sedimentation and River Hydraulics Group: Denver, Colorado.

ASCE (2008). Sedimentation Engineering, M.H. Garcia, ed., American Society of Civil

Engineers, Reston, VA.


Inception Report

Figure 1 Example of Floodplain


Inception Report

Appendix 6

Response to Comments to Inception Report

31 March 2016

Response to comments on the inception report

S. No Comments Response Action Taken

1 (a) Identification of river reaches are not incorporated in inception report. Length of reach for performing various tests on river bed material and river flow may be taken as prescribed in CWC guidelines/IS codes OR where considerable change in river bed stratum (material and geometry) is observed OR upstream of point of confluence OR hydraulic structure across the river flow--Whichever meets first.

The CWC guidelines will be taken as the basis. Other locations will also be considered, as per the feasibility.

Taken care in the survey program

(b) Reaches where meandering of the river occur would be taken separately.

-do- Taken care in the survey program

(c) Twin or multi-channel reaches would also be taken separately.

do- Taken care in the survey program

2 (a) Fixing of the interval between cross-sections is not incorporated in inception report .In general, Cross-section of river may be taken at some interval as prescribed in CWC guidelines/IS codes OR geometry of river section abruptly changes- Whichever meets first.

The CWC guidelines will be taken as the basis. Other considerations will also be kept in view.

Taken care in the survey program

(b) Where inundation occurs during peak flood discharge in vicinity of populated area, Cross-sections of river may be taken at every 100 to 200 m interval.

Will be considered, as deemed necessary. Taken care in the survey program

(c) Where continuous erosion of bank(s) occurs in vicinity of populated area, Cross-sections of river may be taken at every 100 to 200 m interval.

-do- Taken care in the survey program

3 The longitudinal section of the river may clearly specify existing flood protection and anti-erosion works and points of abrupt change in longitudinal slope.

Agreed, planform will indicate existing & proposed protection works.

Will be produced in the drawings after surveys

4 The satellite imageries of fine resolution at least of last 15 years may be used to identify the most vulnerable reaches as one of the methods. The average erosion

Yes, fine resolution satellite imageries (LISS IV, Cartosat) for years 2005, 2010, 2015 are in the process of procuring. Imageries of year 2012-13

Taken care in satellite image processing

rate per year could also be found by analysing them. are already available with USAC. Shifting/ erosion rate will be studied with the help of those imageries.

5 IS codes are described in inception report for design and proposals regarding flood protection and anti-erosion works ,Since these IS codes are applicable in alluvial rivers, the same could not be adopted as far as proposals are concerned. For design and proposal of FPW & AEW, well performing pre casted flood protection and anti- erosion works may be selected and analysis of the project by taking its DPR from Irrigation department may also be carried out.

More specific codes for design of FPW and AEW applicable to similar rivers are listed in the revised inception report. The available reports, applicable CWC & GFCC guidelines will be kept in view during design. Collection of DPRs and other relevant documents from various departments are in process. Of course, well performing measures taken for flood protection and anti - erosion will be encouraged and the design criteria of such measures will be considered in design.

Taken care in the revised IR

6 (a) The inception report does not include determination of 'silt factor' in geotechnical investigation. Determination of silt factor is necessary to design the proposals of regarding flood protection and anti- erosion works .It may be determined by following the procedure given in IS-6966 or in IRC-78.

The relevant IS codes will be followed for the determinations of ‘silt factor’. Also, the silt factors determined for the earlier works will also be taken into account.

Will be addressed in the designs.

(b) What procedures will be adopted to identify the bank slopes vulnerable to land slide. After identifying such slopes stability analysis of 2-D and /or 3-D (wedge) landslides may also be done. If found unsafe, proposals for remedial measures may also be suggested.

Will be considered as per site requirements. To be considered on a case by case basis as per site conditions

7 Following suggestions may be incorporated as far as design part is concerned in inception report.

(a) Highest flood level may be taken with accuracy at a reach of river where flood protection and anti- erosion works are proposed, which may also be verified by back calculation by using Manning's formula.

Agreed. Apart from this, local information on HFL will also be collected. Known HFL at two consecutive locations (upstream and downstream of the section under consideration) will also be used to find HFL at that section.

To be taken acre in designs

(b) Selection of construction material-In hilly rivers, looseness factor of the river in most of the reaches is less than unity which results high velocity of confined flow. So the construction material for embankment may

Will be considered during design of structures. To be considered in DPRS

be RR stone masonry in 1:4 to 1:6 cement mortar with expansion joints filled with granular filter material, wire crates(8 SWG to 10 SWG) packed with stones, Wire mesh gabions(8 SWG to 10 SWG), P.C.C. blocks 1:3:6 to 1:2:4, RCC cantilever retaining wall or RCC counterfort retaining wall.

(c) Provision of launching apron may be incorporated in inception report for added safety to the main structure because big boulders always pose great threat to the main structure especially in hilly rivers.

It will be incorporated in design, as deemed necessary.

To be considered in designs

8 Best fitted mathematical model may be replicated in to physical model for the purpose of verification of various hydraulic parameters. It could be done by Irrigation Research Institute, Roorkee.

Physical modelling is out of scope of this study. The time also does not permit to develop physical models for a very large number of structures. Moreover, this Inception Report is for Phase 1 (6 months) only.

9 The study of snowmelt process to estimate the snowmelt runoff may be carried out.

Yes, this will be handled by the Hydrological model

To be incorporated in Phase-2 study

10 Check the overall acceptability of the design flood by comparison with similar other projects and interpretation of design discharges in terms of flood level by hydraulic calculations. Wherever these indicate a need for reviewing the studies, the same may be so reviewed.

Agreed. Various hydraulic parameters estimated and determined during previous studies will be collected and incorporated, as required.

Tobe taken acre in designs

11 Where river geometry is changed by existing structures, these changes may be considered for detailed qualitative discussion of the possibilities before design and proposal part of the project.

Agreed. This will be part of the design process, and will also be addressed in the river morphological studies in Phase-2

12 Near the junction of rivers, flood damage may be due to floods in either river. Again to get a T-year flood condition, various possible combinations of flood flows in the two rivers may be considered.

Agreed. This will be addressed during modelling in Phase-2

Tobe address in Phase-2 modelling study

13 Design of flood protection and anti- erosion works may be finalized by simulation and economic optimization of the cost of work against savings in flood damage.

The feasible measures as per site requirement will be considered and designed.

To be address in the DPRs