Amarja Dam State of Karnataka

Guidelines for Instrumentation of Large Dams September 2016

Operation and Maintenance Manual for Amarja Dam State of Karnataka

Doc. No. CDSO_O&M_KA06HH0199_AMARJA_DAM KAWRD_01_v3 NOVEMBER 2019

O&M Manual for Amarja Dam December 2019 Front Cover Photograph: birds eye view of Amarja Dam rehabilitation works carried out under the Dam Rehabilitation & Improvement Project (DRIP) include Grouting to Non Overflow Section, Epoxy painting to Radial crest gates, Synthetic enamel painting to hand railings, railing and ladder works to D/s of radial crest gates, providing and fixing of service gate for RBC sluice, construction of surface drains to D/s embankment, construction of templates to U/s side of Dam, construction of Dam bund road and side drains, repairs to panel board of radial crest gates and gantry crane.

The Chief Engineer KNNL,IP Zone, Kalaburgi e-mail: [email protected]

O&M Manual for Amarja Dam December 2019

Operation and Maintenance Manual

for Amarja Dam

Prepared by the Dam Safety Rehabilitation Directorate with Assistance from

KARNATAKA NEERAVARI NI- GAM LIMITED (A Government of Karnataka Enterprise) State of Karnataka

DECEMBER 2019

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Message

India has more than 5200 large dams. Their health and safety are of paramount importance for sustainable use of the valuable assets, besides providing protection to the people and property in the downstream areas. The Ministry of Water Resources, River Development & Ganga Rejuvena- tion through the Central Water Commission (CWC), with financial assistance from the World Bank, started the Dam Rehabilitation and Improvement Project (DRIP) to rehabilitate 198 large dam projects in seven states. For managing a dam in a sustainable and scientific manner, it is very crucial for each dam owner to have dam specific Operation and Maintenance Manual that lays down procedures for the daily upkeep of the dam. An Operation and Maintenance Manual for a dam is essential for ensuring its safe functioning and for deriving continued benefits. This Operation and Maintenance Manual for Amarja Dam has been prepared following the Guideline for Preparation Operation and Maintenance Manuals published in January 2018 under DRIP and covers requirements for project Operation, Inspection, Maintenance, Instrumentation and Monitoring the health of Amarja Dam both during monsoon and non-monsoon periods

I recommend the dam officials to use this manual for the efficient and safe Operation and Mainte- nance of the Amarja Dam on regular basis.

I also compliment all the experts who have contributed to the development of this manual and congratulate the Ministry of Water Resources, River Development & Ganga Rejuvenation, CWC for the initiation of such important policy protocol to address dam safety management in India.

Principal Secretary Water Resources Department, Karnataka

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FOREWORD

This Operation and Maintenance (O&M) Manual developed exclusively for Amarja Dam is a detailed set of written descriptions with step-by-step procedures for ensuring that the dam is safely operated, frequently inspected and properly maintained. In this era of shrinking budgets, timely inspection and preventative maintenance is necessary for the safe functioning of the dam and continued productive use of the dam and reservoir.

The format of this manual was prepared following the principles published 2018 CWC guidelines for operation and maintenance of dam for the use by all Dam Owners in developing their own site-specific manuals. Each section of the document provides the necessary instructions to operate, inspect and maintain their dam.

It is recommended that all dam officials charged with the operation of the Amarja dam to use this manual to ensure their dam is operated and maintained in a sustainable manner and will continue to derive benefits.

Mallikarjun Gunge, Managing Director, KNNL, Bengaluru

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Team Involved in Preparing this O&M Manual

Jagannath Halinge Chief Engineer, KNNL, IP Zone, Kalaburagi Jagannath Halinge Superintending Engineer, KNNL, IPC Circle, Kalaburagi Suryakanth Male Executive Engineer, KNNL, IPC Divn. No. 1, Kalaburagi

Assistant Executive Engineer, KNNL, Amarja Project, Dam Sub-Divi- Metre Subhash sion, Bhusnoor, Tq: Aland, Dist: Kalaburagi Assistant Engineer, KNNL, Amarja Project, Dam Sub-Division, Mallikarjun G. Bhusnoor, Tq: Aland, Dist: Kalaburagi

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TABLE OF CONTENTS

MESSAGE ...... II FORWARD ………………………………………………………………………………..III LIST OF APPENDICES ...... IX LIST OF TABLES ...... X LIST OF FIGURES ...... XI

CHAPTER-1: GENERAL INFORMATION ...... 1 1.1 Introduction ...... 1 1.2 Purpose, Location & Description of Amarja Dam ...... 1 1.3 Background Details of the Project ...... 1 1.3.1 Dam Site Location ...... 1 1.3.2 Amarja Reservoir Planning ...... 2 1.3.3 Main Design Features & Components of Amarja Dam ...... 6 1.4 Salient Features of Amarja Dam ...... 9 1.5 Assignment of Responsibility ...... 10 1.5.1 Roles & Responsibilities of the AEE & AE during Monsoon ...... 11 1.5.2 Roles & Responsibilities of the SE & EE during Monsoon ...... 12 1.5.3 Roles & Responsibilities of the Chief Engineer during Monsoon ...... 12 1.6 Collection & Reporting of Dam & Reservoir Data ...... 13 1.7 Public & Project Staff – Health & Safety ...... 15 1.7.1 Restricted Area ...... 15 1.7.2 Details of the Security Arrangements at Amarja Dam Site ...... 15 1.8 Staff Position, Communication & Warning System ...... 17 1.8.1 Schedule of General Duties for Project Engineers ...... 19 1.8.2 Hydro-Mechanical Inspections/ Checks ...... 22 1.9 Distribution of Operation & Maintenance Manual ...... 24 1.10 Supporting Documents & Reference Material ...... 25

CHAPTER-2: PROJECT OPERATION ...... 26 2.1 Basic Data ...... 26 2.1.1 Area Capacity Curve ...... 26 2.1.2 Design Flood & Features Related to Safety ...... 26 2.1.2.1 Rule Curve ...... 26

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2.1.3 Sequence of Opening or Closing of Gates ...... 29 2.1.4 Inflow Forecasting ...... 29 2.1.5 Inflow Computation ...... 30 2.1.6 Summary of Flood Regulation Procedure ...... 31 2.2 Operation of Radial Crest Gates of Amarja Dam ...... 42 2.2.1 Brief Description ...... 42 2.2.2 Radial Crest Gates – Technical Data ...... 42 2.2.3 Salient Features ...... 43 2.2.4 Material Specification ...... 44 2.3 Operating Instructions ...... 44 2.3.1 Checklist before Operation ...... 44 2.4 Stoplogs ...... 45 2.4.1 Brief Description ...... 45 2.4.2 Technical Data ...... 46 2.4.3 Material Specification ...... 46 2.4.4 Instructions before Operating the Stoplog Gates ...... 47 2.5 Handling Equipment ...... 48 2.5.1 25-Ton Gantry Crane – Brief Description ...... 48 2.5.2 Technical Data ...... 49 2.5.3 Material Specification ...... 49 2.5.4 Operational Instructions ...... 49 2.5.5 Trouble Shooting ...... 51 2.5.5.1 Motor ...... 51 2.5.5.2 E.M. Brake ...... 51 2.5.5.3 Thrustor Brake ...... 51 2.6.1 Reservoir Level ...... 51 2.6.2 Head Regulator ...... 52 2.6.3 Head Works ...... 53 2.6.4 Condition ...... 53 2.6.4.1 General ...... 53 2.6.4.2 Deficiencies & Problems ...... 53 2.6.4.3 Potential Problems ...... 53 2.6.5 Historical Events ...... 53 2.6.6 Operation ...... 54 2.6.6.1 General ...... 54 2.6.6.2 Restrictions ...... 54

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2.6.6.3 Mechanical ...... 54 2.6.6.4 Drawings ...... 56 2.7 Access Roads ...... 56 2.8 Record Keeping ...... 56

CHAPTER-3: PROJECT INSPECTIONS ...... 57 3.1 Types of Inspections ...... 57 3.1.1 Comprehensive Evaluation Inspections ...... 57 3.1.2 Scheduled Inspections ...... 58 3.1.3 Special (Unscheduled) Inspections ...... 59 3.1.4 Informal Inspections ...... 59 3.1.5 Pre-&-Post-Monsoon Checklist and Example of Report Proformas ...... 60

CHAPTER-4: PROJECT MAINTENANCE ...... 70 4.1 Maintenance Priorities ...... 70 4.1.1 Immediate Maintenance ...... 70 4.1.2 Preventive Maintenance ...... 71 4.1.2.1 Condition Based Maintenance ...... 71 4.1.2.2 Routine Maintenance ...... 71 4.2 Procedures for Routine Maintenance ...... 72 4.2.1 Earthwork ...... 72 4.2.2 Concrete & Spillways ...... 77 4.2.3 Gates & Hoist Equipments ...... 78 4.2.4 Electrically Operated Fixed Hoists...... 82 4.3 Maintenance of Electrical Components of Fixed Rope Drum Hoists ...... 83 4.4 Spillway Stoplog, Lifting Beam & Radial Gate ...... 84 4.5 Surface Preparation & Painting Works ...... 88 4.6 Electrical System ...... 92 4.7 Maintenance of Gate Components ...... 93 4.8 Access Road ...... 93 4.9 General Cleaning ...... 94 4.10 Materials & Establishment requirement during Monsoon Period ...... 94 4.11 General List of Maintenance Record ...... 94 4.12 Preparation of O&M Budget ...... 94 4.13 Maintenance Records ...... 97

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CHAPTER-5: INSTRUMENTATION & MONITORING ...... 99 5.1 Dam Instrumentation ...... 99 5.1.1 General Information...... 99 5.1.2 Instruments Embedded in the Amarja Dam ...... 99 5.1.3 Additional Instruments Planned to Install under DRIP ...... 100 5.1.4 Frequency of Monitoring ...... 100

CHAPTER-6: PREVIOUS REHABILITATION EFFORTS ...... 102

CHAPTER-7: UPDATING THE MANUAL ...... 103

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LIST OF APPENDICES

Appendix-1: Performance of Dam Instruments ...... 67

Appendix-2: Performance of Meteorological Instruments Pertaining to Large Dams in Karnataka ...... 68

Appendix-3: Categorization of Deficiencies ...... 69

Appendix-4: Statement of Gauge Flows of Amarja at Shakapur Site ...... 104

Appendix-5: Basic Drawings of Amarja Dam ...... 113

Appendix-6: Important Components of Amarja Dam EAP...... 119

Appendix-7: Material Required for Maintenance during Monsoon ...... 129

Appendix-8: Schedule or Unscheduled Dam Safety Inspection Form ...... 130

Appendix-9: Glossary ...... 153

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LIST OF TABLES

Table-1: Overall Responsibilities for Amarja Dam ...... 10

Table-2: Roles & Responsibilities of AEE & AE ...... 11

Table-3: Roles & Responsibilities of SE & EE ...... 12

Table-4: Roles & Responsibilities of the Chief Engineer ...... 12

Table-5: Example Proforma for recording Flow Data ...... 14

Table-6: Distribution of O&M Manual and Revisions ...... 24

Table-7: Rule curve table of Amarja Dam showing month and storage capacity ...... 27

Table-8: Rule curve table of Amarja Dam showing month and reservoir elevation ...... 28

Table-9: Details showing the Monthly Recommended Water Releases to Irrigation & Drinking Water Supply ...... 29

Table-10: Elevation – Area - Capacity Table of Amarja Reservoir ...... 32

Table-11: Discharges for the Crest Gates ...... 36

Table-12: Stoplog Data ...... 46

Table-13: Material Specifications ...... 46

Table-14: Amarja Dam 25-Ton Gantry Crane Design Data ...... 49

Table-15: Materials for 25-Ton Gantry Crane ...... 49

Table-16: Troubleshooting for Motors ...... 51

Table-17: Discharge Calculation for Canal Sluice Gates ...... 55

Table-18: O&M Budget Costs (Annual) ...... 96

Table-19: Location and Extents of Structural Members ...... 99

Table-20: Embedded Instruments ...... 99

Table-21: Additional Instruments ...... 100

Table-22: Frequency of Readings for Amarja Dam ...... 100

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LIST OF FIGURES

Figure-1: Krishna Basin Map ...... 03

Figure-2: Index Map of Amarja Project ...... 04

Figure-3: Overhead Image of Amarja Dam ...... 05

Figure-4: Layout of Amarja Dam Premises ...... 16

Figure-5: Organization Chart ...... 18

Figure-6: Rule Curve of Amarja Dam (Month Vs Storage) ...... 27

Figure-7: Rule Curve of Amarja Dam (Month Vs Reservoir Level) ...... 28

Figure-8: Area Capacity Curve ...... 35

Figure-9: Crest Gate Discharge Rating Curve ...... 41

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Acronyms used in this publication are as follows: BIS Bureau of Indian Standards CDSO Central Dam Safety Organization CWC Central Water Commission SDSO State Dam Safety Organization O&M Operation and Maintenance DRIP Dam Rehabilitation and Improvement Project DSRP Dam Safety Review Panel EAP Emergency Action Plan Global Positioning System (uses GPRS for data transmis- GPS sion like browsing the web) FRL Full Reservoir Level MWL Maximum Water Level MDDL Minimum Draw Down Level DSL Dead Storage Level SCADA Supervisory Control and Data Acquisition EDA Energy Dissipation Arrangement HM works Hydro-Mechanical works DG set Diesel Generator set RMU Remote Monitoring Unit PC Personal Computer TMC Thousand-Million M3

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CHAPTER 1 - GENERAL INFORMATION

1.1 Introduction This document represents a detailed Operation and Maintenance (O&M) Manual for Amarja Dam, Karnataka, providing written descriptions of procedures for ensuring that the dam operates safely and is kept in a good condition by periodic inspections, repairs, and maintenance in a sustainable manner. Timely maintenance is important for the continued safe functioning and productive use of the dam and reservoir. The Manual has been prepared primarily for the dam operation’s staff and their supervisors who are assigned the responsibility for the physical operations and maintenance of the dam. It contains, as a minimum, all information and instructions necessary for them to perform their allotted tasks in a safe manner. In addition to instructions for dam operations staff, the Manual includes all necessary instructions for other staff directly or indirectly involved in operating and maintaining the dam. It is essential that the Manual or a copy of the Manual along with supporting data including the atlas of all drawings and manufacturer’s technical documents is available at site for ready reference. 1.2 Purpose, Location &Description of Amarja Dam This river being an inter-state river, water utilization as of now is in accordance with the KWDT (Krishna Water Disputes Tribunal) award of 1976 based on the estimated 75% dependable yield with return flows. The water allocated to Karnataka was 734 TMC. Govern- ment of Karnataka has approved a Master plan to utilize 734 TMC of water in Krishna basin. Project was planned for utilization of 1.92 TMC, the total area proposed for irrigation of 8903 hectares in Aland and Afzalpur Taluka of Kalaburagi District. 1.3 Background Details of the Project The Amarja River is a tributary to River Bhima which in turn is a tributary to Krishna River. It takes its origin in hilly ranges of Osmanabad District of Maharashtra State. It flows for a length of 8 Km in Maharashtra State before entering Karnataka State. This river mainly flows in Aland Taluka of Gulbarga District and runs for about 30 Km up to Sangolgi Village in Aland Taluka and then flows for a length of 48 Km and join Bhima River near Deval Ghan- gapur. The river has got catchment area of 530.95 Sq.km (207.40 Sq-Miles) at the proposed dam site near Sangolgi Village. The river which remains unharnessed is of vital importance to the arid regions of Aland and Afzalpur Talukas of Gulbarga District. The average annual rainfall in the catchment is about 69.32 cm and is not well distributed. As such it is observed that scarcity conditions prevail frequently. The soil in these areas is mainly BC soil and is very fertile. Good crops can be grown by providing irrigation facilities. The percentage of irrigated area in the district is about 3.3% as compared to the stage average of 20% of the area under cultivation. 1.3.1 Dam site Location: Amarja dam is situated at Latitude 17º 29’ North and Longitude 76º33’ East, in the village of Sangolgi (G) of Aland Taluka Kalaburagi District. See location and vicinity map in Fig- ure 1. 1.3.2 Amarja Reservoir Planning: i) Catchment: The catchment area of the Amarja river at Amarja Dam site is 530.95 Sq-Km (172.00 Sq-mile). The head reaches of the catchment area lie in Alur of Umerga Taluka in Maharashtra. The average rainfall is nearly 693.17 mm per annum. The rainfall gradually decreases to 520 mm as it approaches the dam site. The bulk of the rainfall occurs during

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the months of June to October and the river will be in floods during these months when almost the entire yield is received. ii) Storage: The dam is designed to pass a probable maximum flood of 2832 cumecs (1.00 Lakh Cusecs). The gross storage capacity at FRL of 461.50 m is 44.00 MCM (1.554 TMC) and a live storage of 40.07 MCM (1.415 TMC) and a dead storage of 3.95 MCM (0.139 TMC) at MDDL of 450.50 m. The crest level is proposed to be at RL 452.50 m. iii) Water Spread: The reservoir water spread submerges an area of 640.20 Ha or 1584 acres displacing a population of 4500 souls of 03 villages. iv) Yields: The maximum and minimum annual virgin yields at Amarja Dam site was derived from rainfall data for the years 1951 to 1988 and catchment area of 530.95 Sq-Km. The 75% dependable yield at this site is worked out to be 86.21 M-Cum (3.045 TMC). The details are as explained below: The catchment area of Amarja Project is influenced by only head rain gauge station. The rainfall data of Aland Raingauge station is available from 1951 to 1988 (August). The river is being gauged at Shakapur gauge site, which is located at about 3 km. on upstream of the dam site. The monthly; yield data is available from 1973 to 1987. The catchment area at Shakapur Gaugae site is 133 Sq. miles. (344 Sq km ) and that of dam lsite is 205 Sq. miles ( 531 Sq km ), which includes 32.6 Sq.miles of Maharashtra state catchment area. With rainfall run off relationship for the year 1951-52 to 1972-73 and gauged yield of Shakapur gauge site from 1973-74 to 1987-88, yield has been worked out. The relationship between monthly rainfall and run off is established by "First Degree linear recreation method" for the year from 1973-74 to 1987-88, the correlation coefficient works out to 0.25. As this is less than 0.75 a graph is ploted for Rainfall Vs. Run off and six years have been selected which gave linear relationship and correlation of 0.94 and is satisfactory. By establishing rainfall run off relationship annual yield for the years 1951-52 to 1972-73, are worked out further considering gauge yield from 1973-74 to 1987-88. The 75% dependable gross yield worked out to 3045 Mcft.(86.23 MCM) at Dam site excluding 16% of Maharashtra State Catchment area. Considering upstream utilisation (water supply to Aland Town ie., 75 Mcft (2.12 MCM), the 75% dependable net yield is 2970 Mcft (84.11 MCM). Monthly flow pattern for the years previous to 1973-74, is worked out on the basis of the 75% dependable yield of the particulars month. Detailed calculations are shown in Appendix-4.

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Figure-1: Krishna Basin Map

AMARJA DAM

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Figure-2 – Index Map

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Figure-3: Overhead Image of Amarja Dam

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1.3.3 Main Design Features and Components of Amarja Dam: i) Components: The dam consists of earthen dam with zonal section with gated ogee spillway at gorge and a NOF (Non-overflow) section adjacent to the spillway section. The length of the earthen dam is 827-meter, spillway 77 meter and NOF section is 56 meter. The total length of the dam including all section is 960 meters.

Photo 1: Components of Amarja Dam ii) Earthen Dam: The earthen dam has maximum height of 24 m from the stripped level and consists of zonal sections with impermeable hearting zone and semi-permeable casing zone on upstream and downstream of the hearting zone. A cutoff trench taken up to hard rock, filled with the impermeable soil is provided below the hearting zone. The rock below the cutoff trench is curtain grouted. An inclined grade sand filters of 1.20 m and horizontal graded sand filter of 1.00 m are provided on downstream of the hearting zone. A 60 cm thick rip-rap over a filter layer of 45 cm is provided on the upstream side of the earth embankment with concrete toe-wall and concrete templates i.e., on the water side. Rock toe is provided on downstream with graded filters at the base and embankment sides. Horizontal berms 3.00 m wide are provided on the downstream slope of the embankment at depth of 5.50 m and 14.50 m from the top of the earthen dam. The downstream slope of the embankment is 3-horizontal to 1-vertical, whereas for the upstream side a slope 3:1 is provided. The dam top width is 5.00 m.

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Photo 2: Earthen Embankment of Amarja Dam iii) Spillway Dam Section: Six number of spillway blocks are constructed with M15 concrete with 40 mm and down size metal with plum. The six blocks consist of 5 numbers of radial crest gates of size 13 m x 9 m each. In the spillway portion, there is one gallery of size 1.50 m x 2.25 m at a distance of 3.00m from U/s face of dam. The thickness of gallery wall is 60 cm and is constructed with M20 concrete with 40 mm and downsize metal.

Photo 3: Spillway of Amarja Dam iv) Non-overflow Section: This portion is constructed in M10 grade CC using 40 mm down size trap metal with 21% plums. A drainage gallery of 1.50 m x 2.25 m is provided in the overflow

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and non-overflow portion at a distance of 3.00m from U/s face of dam. Drain holes of 150 mm dia at an interval of 6.00 m C/c are provided in the gallery. A roadway of 8.00 m width with parapet is provided at the dam top.

Photo 4: Non-over Flow Section of Amarja Dam v) Irrigation Sluices: There are two irrigation sluices of size 0.80 m wide by 2.20 m high. The left bank sluice has capacity at max head 2.27 cumecs (81 cusecs) and it is provided in the earthen section and right bank sluice has capacity at max head 1.82 cumecs (65 cusecs) and it is provided in the right-side NOF section. Sill level for both outlets is 449.00 m. Periodical maintenance of these gates is taken up annually on tender basis, which includes lubrication, greasing, replacement of rubber seals and painting of sluice gates, etc.

Photo 5: Irrigation Sluice of Amarja Dam

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1.4 Salient Features of Amarja Dam Sl. Items Values No A. General 1 Location of Dam Across Amarja River about 1.50 Km D/s of Sangongli (G) Village of Aland Taluka, Kalaburagi District Latitude – 17º 29’ N Longitude – 76º 33’ E 2 Means of Access Site is approach by Aland Ghangapur Road up to Koralli and then 2 Km along on approach road to dam site. B. Geophysical Features 1 Catchment area 530.95 Sq-Km. (207.40 Sq-miles) 2 Nature of catchment 50% Hard soil and 50% average as upper reaches are hilly and as well as with flat fields of BC soil 3 Climate Moderate {tending to hot}. 4 Annual mean temperature Minimum 50ºF Maximum 112ºF 5 Net yield Dam site at 75% dependa- 86.21 MCM (3.045 TMC} bility 7 Silt charge per year 1.28 acre feet/ sq-mile 8 Geological features at dam site This region lies in trap rock C. Technical Details of Dam 1 Gross Storage Capacity 44.01 MCM (1.554 TMC) 2 Dead Storage 3.95 MCM (0.139 TMC) 3 Live Storage 40.07 MCm( 1.415 TMC) 4 Lowest foundation level (El) 434.00 m (1423.88 Feet) 4.a Lowest river bed level (El) 436.655 m (1432.60 Feet) 5 Dead Storage Level (El.) 449.00 m (1473.00 Feet) 6 Full Reservoir Level (FRL) (El.) 461.50 m (1514.00Feet) 7 Minimum draw down level (MDDL) 450.50 m (1478.00 Feet) (El) 8 Top level of dam (El) 465.00 m (1526.00 Feet) 9 Spillway crest level (El) 452.50 m (1485.00 Feet) 10 Maximum area of water spread 640.20 ha (1582.00 Acres) D. Length of Dam 11 Length of earthen dam 827.00 m (2713.25 Feet) a. Length of overflow section spillway 77.00 m (252.60 Feet) portion b. Length of NOF section 56.00 m (183.73 Feet) c. Total length of dam 960.00 m (3150.00 Feet) E. Other 1. Maximum height of dam above the 31.00 m (101.70 Feet) lowest foundation level 2. Height of dam above the lowest 28.345 m (93.00 Feet) River Bed Level 3. Top width of dam – earthen dam 5.00 m (16.40 Feet)

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Sl. Items Values No 4. Top width of dam – over flow section 8.00 m (26.25 Feet) and NOF-section 5. Designed flood intensity 3600 cumecs (1,27,132.80 cusecs) 6. No. & size of spillway crest gates 5 number of size 13.00 x 9.00 m radial crest gates (42.65Feet X 29.53Feet) 7. No. and dimensions of river sluice 2 No. of 0.80 x 2.20 m(2.62 Feet X 7.22 gates – Emergency and service gates Feet) for RBC and LBC sluice F. Details of submergence 1 Total area of submergence (Gross) 640.20 ha (1582.00 Acres) 2 Villages submerge 03 Nos 3 Population affected 4500 (Approx.)

1.5 Assignment of Responsibility Karnataka Neeravari Nigam Limited (A Government of Karnataka Enterprise) is the owner and has the final authority and responsibility for the operation and maintenance of the dam. Identifi- cation of all areas of responsibilities connected with the operation and maintenance of the dam are covered in this section, the officers responsibility for various functions are identified by their designation and in particular, the responsibilities of operating personnel are specifically identified in below and includes regular duties which staff personnel are required to perform as outlined in the following tables: Table-1: Overall Responsibilities for Amarja Dam

Sl. Particulars Remarks No. 1. • Implementing Agency • Karnataka Neeravari Nigam Limited (A Govt of Karnataka Enterprises) • Water Recourses Department, Karnataka 2. • Project Administration Officer• Managing Director, KNNL, Bengaluru in charge 3. • Operations of Equipment at • Chief Engineer, KNNL, IP Zone, Kalaburagi the Dam 4. • Reservoir inflow and Flood • Executive Engineer, KNNL, IPC Divn. No. 1, Kalaburagi forecasting 5. • Authorizing spillway flood re-• Chief Engineer, KNNL, IP Zone, Kalaburagi leases 6. • Authorizing releases for vari- • Chief Engineer, KNNL, IP Zone, Kalaburagi as per the ous purposes like irrigation, proceedings of the Irrigation Consultative Committee water supply, hydro-power, etc meeting (ICC) and in consultation with Managing Director, KNNL, Bengaluru 7. • Recording reservoir Data 1. Executive Engineer, KNNL, IPC Divn. No. 1, Kala- buragi 2. Asst. Executive Engineer, KNNL, Amarja Project, Dam Sub-Division, Bhusnoor, Aland Taluka, Kala- buragi District

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8. • Routine inspection 1. Executive Engineer, KNNL, IPC Divn. No. 1, Kala- buragi 2. Asst. Executive Engineer, KNNL, Amarja Project, Dam Sub-Division, Bhusnoor, Aland Taluka, Kala- buragi District 9. • Maintenance 1. Executive Engineer, KNNL, IPC Divn. No. 1, Kala- buragi 2. Asst. Executive Engineer, KNNL, Amarja Project, Dam Sub-Division, Bhusnoor, Aland Taluka, Kala- buragi District 10.• Instrumentation 1. Executive Engineer, KNNL, IPC Divn. No. 1, Kala- buragi 2. Asst. Executive Engineer, KNNL, Amarja Project, Dam Sub-Division, Bhusnoor, Aland Taluka, Kala- buragi District

1.5.1 Roles and Responsibilities of the AEE and AEduring Monsoon Table-2: Roles & Responsibilities of AEE & AE Step Flood condition assessment, warning, flood mitigation, and other responsibilities 1. Assist the EE/SE/CE to issue notification to the villagers downstream in Newspapers, Radio, TV News channel to be alert regarding the flood situation 2. Assist the EE/SE/CE to coordinate with the Revenue authorities (District Administration) to alert the downstream villagers to evacuate the flood zone to prevent loss of life and live stock 3. Assist the EE/SE/CE to coordinate with the CWC flood monitoring authorities on the flood condition 4. Maintain the reservoir water level gauge register and to update on hourly basis during floods. and to bring to the notice of EE/SE/CE 5. Assess the inflows in the reservoir as per the approved reservoir operation and to prepare proforma consisting of the status of the reservoir capacity and releases from the reservoir as per the standard Performa and to submit to the EE/SE/CE 6. Submit to the EE/SE/CE on the inflows and releases from the reservoir and status of the reservoir twice in the day 7. Maintain the spillway crest gate operation log book 8. Operate the Spillway crest gates for flood mitigation as per the instructions of the EE/SE/CE and to update the Gate operation Log book 9. Observe the seepages in the drainage Gallery with respect to the reservoir head and record the seepages in the infiltration gallery and to immediately bring to the notice of the EE/SE/CE in case of excessive seepage, leakage in any specific blocks and porous drains 10. Maintain the pump operation log books for the dewatering pumps in the drainage gallery and to submit to EE/SE/CE 11. Observe the gates and to see that the drain holes are not clogged and floating debris is not deposited in the gate components 12. Monitor the condition of the Welding transformers, gas cutting sets, umbrellas, tool kits torches chain blocks ropes ballies etc on daily basis and to see that things are in place to handle any emergency situation 13. Observe the Gates, hoists and handling equipment during operation for the smooth move- ments and to immediately report any untoward excessive sounds in the motors, pumps or vibrations in the gate 14. Observe the dam top, embankment, catwalk, approach roads are well maintained by house- keeping personnel 15. Observe the performance of the Dam and its appurtenant structures / Gates and Hoists

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during flood water releases and to report to the EE/SE/CE in case of any untoward incidents or malfunctioning of the gates of excessive seepages, leakages etc 16. Assist EE/SE/CE to share the flow data and the reservoir storage details to the Media on day to day basis

1.5.2 Roles and Responsibilities of the SE and EE during Monsoon Table-3: Roles & Responsibilities of SE & EE

Step Flood condition assessment, warning, flood mitigation and other responsibilities 1. To issue notification to the villagers downstream in Newspapers, Radio, TV News channel to be alert regarding the flood situation 2. Assist the CE to coordinate with the Revenue authorities (District Administration) to alert the downstream villagers to evacuate the flood zone to prevent loss of life and live stock 3. Assist the CE to coordinate with the CWC flood monitoring authorities on the flood condition 4. Submit to the CE on the inflows and releases from the reservoir and status of the reservoir twice in the day 5. Operate the Spillway crest gates for flood mitigation as per the instructions of the CE and to update the Gate operation Log book 6. Observe the seepages in the drainage Gallery with respect to the reservoir head and record the seepages in the infiltration gallery and to immediately bring to the notice of the CE in case of excessive seepage, leakage in any specific blocks and porous drains 7. Observe the Gates, hoists and handling equipment during operation for the smooth move- ments and to immediately report any untoward excessive sounds in the motors, pumps or vibrations in the gate 8. Observe the dam top, embankment, catwalk, approach roads are well maintained by house- keeping personnel 9. Observe the performance of the Dam and its appurtenant structures / Gates and Hoists during flood water releases and to report to the CE in case of any untoward incidents or malfunctioning of the gates of excessive seepages, leakages etc. 10. Assist CE to share the flow data and the reservoir storage details to the Media on day to day basis

1.5.3 Roles and Responsibilities of the Chief Engineer during Monsoon Table-4: Roles & Responsibilities of the Chief Engineer

Step Flood condition assessment, warning and flood mitigation 1. Coordinate with the CWC flood monitoring authorities on the flood condition Issue necessary instructions to the engineers to Operate the reservoir based on the inflows, 2. rainfall data, releases from the upstream reservoirs and status of the reservoir Observe the performance of the Dam and its appurtenant structures / Gates and Hoists 3. during flood water releases and to issue necessary instructions to the AEE/EE/SE 4. Conduct Pre and Post Monsoon inspections of the Dam

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1.6 Collection & Reporting of Dam and Reservoir Data A proforma is provided to ensure that dates and times for the collection and reporting of vital information is recorded and documented for the record. (See Table-5) • Reservoir water surface elevation. • Reservoir inflow. • Spillway outflow. • River releases. • Irrigation, water supply and hydropower releases. • Weather related data • Instrumentation data • Water quality Instructions and a standard proforma for collection and reporting of inflow and outflow data, and other pertinent data, is shown in Table 5 below. Records [Logbooks] of the following operations at Amarja Dam are to be maintained in a chronological manner for reference. These records are helpful for identifying preventative maintenance measures that may need to be taken up, troubleshooting the cause of potential equipment failure and documenting development of any unusual conditions. • Date and Time • Attendance statement during normal operations – both during monsoon and non-monsoon periods. • Operations of the spillway gates and outlet works. • Operating hours of mechanical equipment. • Testing / Operation of spillway gates, stop-logs and associated controls. • Testing/operation of Outlet gates, valves and associated controls, • Maintenance activities carried out. • Reservoir and dam inspections. • Unusual conditions or occurrences, including acts of vandalism. • Attendance statement at the dam during emergency operations. • Changes to normal operating procedures. • Communication network checks. • Safety and special instructions. • Names of officers and staff carrying out inspections and maintenance. • Any other item pertaining to the operation and maintenance of the dam.

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Table-5: Example Proforma for recording Flow Data For the Month of ______

Out Flow in Cusecs Water level Reservoir Capac- Date Time Inflow in Cusecs in Mtr. Water ity in TMC Spillway Gates Left Bank Canal Right Bank Canal Total O/F Supply

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1.7 Public and Project Staff - Health and Safety As safety of Project Staff is of prime concern, safety instructions & protection measures at the dam are carried out by all staff/ project personnel.

1.7.1 Restricted Areas Certain areas of the dam and reservoir are restricted forentry of the general public. The purpose of restrictions is for security of the dam, public safety and uninterrupted safe operation of the dam. Restricted areas will include the following: • Gallery. • Spillway approach areas, chutes and stilling basins. • Control buildings. • Intake and outlet channels adjacent to hydraulic structures. • Upstream and Downstream slope/ faces of the dam

1.7.2 Details of the Security arrangements at Amarja Dam Site. The security arrangements of Amarja Dam are entrusted to Private Security Agency on Tender basis since June 2018 with a total strength of 06 Security personnel. Security personnel

Six Security personnel are deployed 24/7 at the entrance and another one at spillway portion.

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Figure-4 Layout of Amarja Dam Premises

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1.8 Staff Position, Communication & Warning System The number & description of operating unit personnel posted/placed at different locations of the dam are noted and referenced in this Manual. Staff positions vary according to requirement during monsoon / non-monsoon periods. An engineering organizational chart is shown in Figure 5 below. For means of communications both in normal and emergency situations, mobile phones are at the dam site Security personnel are provided at the dam in three shifts on tender basis every year and in each shift, there are two security personnel, are there, one at entrance gate and another one is at spillway and non-overflow section of the dam. When the water is released from radial crest gates before the notices are send to gram panchayat for inform the downstream people and a letter to Tahasildar, assistant commissioner of police, Deputy commissioner and superintendent of police for information and further needful.

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Figure-5: Organization Chart

Chief Engineer KNNL,IP Zone, Kalaburgi e-mail: [email protected]

Superintending Engineer KNNL, IPC Circle, Kalaburgi e-mail: [email protected]

Executive Engineer KNNL, IPC Division No. 1, Kalaburgi e-mail: [email protected]

Assistant Executive Engineer KNNL, Amarja Project, Dam Sub- Division, Bhusnoor Taluk Aland, Kalaburgi e-mail: [email protected]

Assistant Engineer KNNL, Amarja Project, Dam Sub- Division, Bhusnoor Taluk Aland, Kalaburgi

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1.8.1 Schedule of General Duties for Project Engineers Schedules of duties being performed by the staff assigned to various locations and components of Amarja Dam are provided in this section. All activities are to be recorded daily in the Logbook and site registers. DAILY ✓ Visual inspection of dam ➢ Crest of dam (Dam top) ➢ Upstream and downstream faces ➢ Visible portions of foundation and abutments contacts ➢ Gallery ✓ Record water surface elevation. (during monsoon on hourly basis) ✓ Record reservoir inflow and spillway discharge. (during monsoon on hourly basis) ✓ Record releases from outlets /sluices. ✓ Record seepage from drainage systems-Toe drains, Gallery drains etc. on daily basis ✓ Record meteorological data. ✓ Check security and safety devices. ✓ Complete logbook / site registers which should include the above information

WEEKLY Electrical System ✓ Standby generator (DG Sets) ➢ Run for 15-30 min to achieve recommended operating temperature ➢ Check status of batteries and keep them charged. ➢ Check Fuel Supply ✓ Drainage systems - Toe drains, Gallery drains etc., and, during any reservoir filling operations

MONTHLY Check condition of: Dam and Reservoir ✓ Reservoir periphery (During Monsoon) ✓ Drainage systems - Toe Drains, Gallery drains etc on regular basis ✓ Measuring devices/Instruments ✓ Security and safety devices – rectification, if needed. ✓ Communication Devices ✓ Status of Vegetation growth ✓ Check Sign/Warning display boards near vulnerable locations are in place and updated as

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necessary

Mechanical/Electrical System ✓ Replace fuses/light bulbs, as necessary ✓ Inspect and maintain ventilation system; check for and remove any obstructions ✓ Cleaning of control panel boards

QUARTERLY Outlet Works ✓ Availability of updated operating instruction ✓ Check gate air vents ✓ Clean gate control switchboxes ✓ Check operation of gates and valves ✓ Grease gate hanger / dogging arrangements

Check ✓ Check condition of trash rack of intake structure ✓ Check condition of Outlet works &the Energy Dissipation Arrangement (EDA)

Spillway ✓ Check for debris in inlet channel ✓ Check operation of gates ✓ Check for damages in spillway glacis, EDA, d/s area, etc. ✓ Check and clear spillway bridge drains ✓ Clean inside of motor control cabinet and remove debris, insect (bee nests), nests, rodents and bird nests Other works ✓ Check for adherence to instrumentation schedule ✓ Record pertinent information in Operation Log ✓ Check conditions of V-notch weirs/other seepage measuring devices

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BI-ANNUAL Spillway & outlet works ✓ Check paint on gates and other areas of corrosion ✓ Check lubrication of wire ropes and application of cardium compound. ✓ Check mechanical hoist bearings and flexible coupling bearings ✓ Check gear systems ✓ Exercise gate and valves for operational efficiency ✓ Check oil reservoir level in hydraulic system and top up as necessary ✓ Check pressure release valve and clean any debris, dirt, other foreign objects as necessary ✓ Lubricate gate rollers ✓ Check rubber seals and seal clamp bar Electrical System and Equipment ✓ Change oil in stand by generator ✓ Check exposed electrical wiring of: ➢ Operating equipment of gates/valves/hoists of Outlet works. ➢ Operating equipment of gates and hoists of Spillway ➢ Operating equipment of any other gates and hoists in dam ➢ Spillway catwalk / bridge ➢ Dam Gallery ✓ Check Gate limit switches and adjust ANNUAL Spillway &Outlet works ✓ Paint ➢ Metalwork, Gate, Hoists and all exposed metal parts for corrosion ➢ Valves / Control valves ✓ Hydraulic power pack system ✓ Exercise Gates and Valves ✓ Examine stilling basin / energy dissipation arrangement and d/s channel & carry out rectification works, as necessary. ✓ Check metal welds for damages/cracks in Gates, Hoist platform, Radial Gate Tie flats, Trunnion Girders/supports etc.

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Electrical ✓ Check electrical conduits, pull-boxes and switches for: ➢ Outlet works valve house ➢ Gates & hoists ➢ Spillway bridge ➢ Gallery FIVE YEAR (PERIODIC) ✓ Inspect intake structures, trash racks and stilling basin / energy dissipation arrangement, which normally are underwater; less frequent if experience indicates. This may need to be done by carrying out dewatering or by divers/remote operated vehicle (ROV) as necessary. ✓ Review Dam operation procedures and EAP and update as necessary.

1.8.2 Hydro-Mechanical Inspections / Checks Special duties performed for H-M operating personnel works are given in this section. Frequency of inspections / checks for hydro-mechanical components and necessary actions to be taken up during maintenance 1. Radial Crest Gates – 05 Nos. a. Embedded Parts Sl. Embedded Part Frequency No. 1 Checking of seal beams. Seal Seats, Guide track & all other exposed Half Yearly embedded parts with respect to their alignment, distortion: if any due to continuous use, pitting and un-necessary cracks due to wear & carrying out requisite repairs, rectification by welding, grinding etc. 2 Removing debris & other foreign material deposited on embedded Monthly parts & cleaning the same 3 All cracks & defective weld joints to be ascertained & rectified. Half Yearly 4 All dirt, debris, grit, foreign material etc. to be removed from trun- Monthly nion assemblies as well as trunnion chair and lubricate trunnion bearing & the sliding surface on trunnion chair with specified lubricant/ grade to ensure smooth sliding movement of trunnion. 5 All nut bolts connecting Trunnion Assembly & Trunnion Chair and Monthly Trunnion & Yoke, girder Trunnion pin lock plate to be checked & Tightened and replacement the same if found defective.

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Sl. Embedded Part Frequency No.

1 Regular inspection of the gate along with the hoist to be carried out Daily daily to ensure that there is no unusual development/ observation

2 Check all welding for soundness & rectify defects Quarterly

3 Check welding between arms & horizontal girders as well as arms & Quarterly Trunnion with the help of magnifying glass for cracks/ defects and rectify the defects.

4 Clean all drain boles including those in end arms, horizontal girders Quarterly & Trunnion

5 Check all nuts & bolts provided and tighten them, and replace the Quarterly defective nuts & bolts

6 Check upstream face of Skin plate for pitting, scaling and corrosion. Yearly Scaling formation are to be removed. Pitting shall be filled with weld & ground. Corroded surface shall be cleaned & painted

7 Joints of side & bottom rubber seals to be checked for their proper Monthly alignment and fixing & to be rectified/ adjusted if there is leakage through joints

8 Nuts & bolts for rubber seal connection to be tightened and Quarterly damaged nuts and bolts to be replaced

9 The excessive or widespread leakages if any shall be reported to the Quarterly Engineer in charge. If the seals are required to be replaced the same shall-be carried out after supply of rubber seal by the department free of cost in case the change of rubber seals is more than once during total maintenance period of five years

10 The guide roller pin is to be lubricated Quarterly

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2. Stop Logs Sl. Description Frequency No. Inspection, checking of sill beams, side seals, guide track and other exposed embedded parts with respect to their alignment cracks, distor- 1 tion, pitting, uneven surface due to wear & tear and ascertaining de- Half Yearly fects. Carrying out requisite repair/rectification by welding, grinding etc. as per requirement Removal of debris and other foreign material deposited on the E.P. and 2 Quarterly cleaning the same All cracks & defective weld joints of E. P. to be ascertained & rectified 3 Quarterly by respective welding

1.9 Distribution of Operation & Maintenance Manuals The list of unit officers to whom the O&M Manual is required to be distributed is shown in the table below. Table-6: Distribution of O&M Manual and Revisions Number of Sl. Unit Officers Manual No. Distribution 1. Secretary to Govt, Water Resources Department, Vikasa Soudha, 3 Bengaluru 2. Managing Director, KNNL, Bengaluru 2 3. Chief Engineer, KNNL, IP Zone, Kalaburagi 2 4. Chief Engineer, Water Resources Development Organization, Bengaluru. 1 5. Director, KERS, K R Sagara. 1 6. Superintending Engineer, SPMU, WRDO, Bengaluru 1 7. Superintending Engineer, KNNL, IPC Circle, Kalaburagi 1 8. Executive Engineer, SPMU, DRIP Bengaluru 1 9. Executive Engineer, KNNL, IPC Divn. No. 1, Kalaburagi 1 10. Executive Engineer, Monitoring and Evaluation, Bengaluru 1 11. Technical Section of Central Office 1 12. Technical Section of Circle Office 1 13. Technical Section of Division Office 1

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1.10 Supporting Documents & Reference Material This O&M Manual is the key instruction document, supporting document and necessary instruction for all phases of the operation, inspection and maintenance of the dam, reservoir and appurtenant works shown below are available at the dam control room: • Emergency Action Plan (EAP) • Flood forecasting and operation criteria • Basin or river operating plan • Interstate agreements • Agreements with other user agencies • Power Station Operation Plan • Irrigation Operation Plan • Domestic/ Industrial Water Supply Operating Instructions • Administrative Procedures • Reservoir/ River pollution contingency plan • Maintenance Schedules • Gate Manufacturer’s instructions and drawings • Regional Communication Directory • Instrumentation Reports/ Results

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Chapter 2. Project Operation

2.1 Basic Data The Amarja operation plan consists of step-by-step instructions for operating the dam and reservoir during routine (normal) and emergency conditions. The operating procedures for normal operations are discussed in in this chapter including operating criteria for the reservoir, spillway &outlets. The operation of a dam involves regulation of its reservoir as per project specific requirements. This includes the use of area capacity curves and design flood; both are described below.

2.1.1 Area Capacity curves. The elevation area capacity data for Amarja Dam in tabular column and graphical forms are shown in Table 9 & figure 8.

2.1.2 Design Flood and Features Related to Safety The maximum flood design at Amarja Dam site was earlier fixed at 2832 cumec (100000 Cusecs). This was based on the frequency studies for a return period of 100 years with 95% upper continent limit recommended by the Panel of Experts appointed for this purpose in January 1978.

The spillway was designed for a design flood with 10-percent of the gates non-operative. The design flood has been reviewed under DRIP. The surplusing capacity of the spillway was checked for the revised designed flood of 130811 cusecs (3704 cumecs) with all the gates operative and is considered to be safe.

Flood routing study carried out for the revised design flood (SPF) indicates that the MWL for the revised design flood is at 461.52 m (1514.17 ft), which is only 0.02 m above the original MWL of 461.5 m (1514.1 ft). The TBL is at 464.5 m (1523.95 ft). The freeboard above the revised MWL is 2.98 m and fulfills the minimum recommended 1.50 m for embankment dams as per IS 10635.

2.1.2.1 Rule Curve

The Amarja Reservoir Rule Curve is developed month Vs storage capacity and month Vs reservoir level for the FRL of 461.50 m and the same is shown in tabular as well as graphical forms below (Table 7 and 8; Figures 6 and 7).

The water releases from the spillway as well as for irrigation and other purposes will be controlled by using the rule curve.

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Table-7: Rule curve table of Amarja Dam showing month and storage capacity Month Storage capacity in TMC

January 1.137

February 1.085

March 0.987

April 0.901

May 0.817

June 1.198

July 1.241

August 1.179

September 1.450

October 1.528

November 1.456

December 1.360

Figure-6: Rule curve of Amarja Dam (month Vs storage capacity)

Rule Curve

1.800

1.600

1.400

1.200

1.000

0.800

Storage Storage capacity (TMC) 0.600

0.400

0.200

0.000 Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec Month

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Table-8: Rule curve table of Amarja Dam showing month and reservoir elevation

Month Reservoir level in feet

January 1506.96 February 1505.91 March 1503.84 April 1501.87 May 1499.64 June 1508.14 July 1508.92 August 1507.78 September 1512.43 October 1513.62 November 1512.53 December 1510.99

Figure-7- Rule curve of Amarja Dam (month Vs reservoir level)

Rule Curve

1515

1510

1505

1500 Reservoir Level (Ft)

1495

1490 Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec Month

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Table-9: Details showing the monthly recommended water releases to irrigation and drinking water supply Recommended water releases in MCft Month Irriga- Drinking Water tion Supply June 10.94 10.33 July 149.56 10.33 August 255.36 10.33 September 22.65 10.33 October 10.96 10.33 November 186.64 10.33 December 339.84 10.33 January 357.44 10.33 February 64.20 10.33 March -- 10.33 April -- 10.33 May -- 10.33

2.1.3 Sequence of Opening or Closing of Gates The model test results provided by KERS, relating to the condition when all 5-gates are open, it is recommended that all 5-gates be operated for releasing water over the spillway. The gates are numbered from 1 to 5. If even when water is being released through the crest gates at full capacity, the reservoir level tends to rise above FRL, the crest gates should be opened starting with the end gates (i.e., gate No. 1 & 5), then the gates at centre (gate No. 3) and then the remaining gates in systematic manner. Since the capacity of Amarja Reservoir is small, the gates be operated at Amarja Dam to maintain the reservoir level constant i.e., such that the outflow equals in flow.Based on the hydraulic model studies carried out in other dams (Such as Almatti dam), the difference in gate opening between two consective gates shall not exeed 20 cm.

2.1.4 Inflow Forecasting The gross storage of Amarja Dam at FRL 461.50 m is 1.554 TMC. The revised design flood for Amarja dam is a SPF of 3704 cumecs (130811 cusecs). The storage in Amarja dam has commenced during 2001. The following measures are essential for effective management of floods in Bhima basin during the monsoons. 1) Nomination of liaising officers for respective reservoirs.

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2) Sharing of Sub-basin wise directory of concerned officers responsible for flood management. 3) Exchange of data regarding rainfall, releases from dams, reservoir water levels. 4) Reservoir operation schedules.

The list of rain gauges in the catchment of Bhima basin and daily rainfall is to be collected by concerned offices. It will be helpful for prediction of probable floods in the river. During monsoon daily water releases from the Dams/Barrages at 8 hrs.& 16 hrs. in normal situation and hourly data exchange during heavy floods is necessary. In this regard, the data is required to be established. The data regarding exchange floods is made available to the Revenue authorities and public by broadcasting in AIR, TV and publication in newspapers. Flood warning system in catchment area: The regulation of flood from the dams on upstream of Amarja reservoir is very crucial to quantify the inflow of floods into Amarja dam. The flood forecasting Accordingly, sequence of opening or closing of gates will be taken up in accordance with the approved gate operation schedule. Flood communication system: The widely time-tested Communication to reach every corner of the flood affected zones have been radio and television and private media for the people to move to safer places by themselves in an emergency. Communication is very important in such occasions These days due to revolution in the telecommunication system, there is available, network of mobile phones. Advantage of this facility will be taken. Mobile numbers of all such staff will be listed and made available to all the personnel who have been assigned for duty of disaster management. Following liaising officers for flood co-ordination of Amarja Dam are as listed below.

1) Chief Engineer, Phone No. 08472-256561/ Mobile No-82963 75432

2) Superintending Engineer, Phone No. 08472-250167/ Mobile No.-82963 75432

3) Executive Engineer, Phone No. 08472-220590/Mobile No-90087 16959 4) Asst. Executive Engineer. Mobile No-94486 04213 5) Asst. Engineer Mobile No-9972358724

2.1.5 Inflow Computation Inflow into reservoirs is normally estimated by the reservoir gauging method (also called the rise and fall method or inflow-outflow method). All the outflows are added together and to it the rate of rise in storage (Positive if the level rises, and negative if it falls) is added . Expressed as an equation, this will be.

Inflow (cusecs) = Total outflow(cusecs)+Rate of increase in storage(cusecs)

The rate of increase (or decrease) in storage can be determined from the observed rate of increase (or decrease) in reservoir level and the elevation capacity table.

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Example of Inflow Calculation Let the reservoir level be at 461.20 m (1513.12 feet) at 10.30 AM and 461.35 m (1513.62 feet) at 11.45 AM and total outflow be 1250 cusecs. Change in level = 461.35-461.20 = 0.15 mtr = 15 cm Time interval = 75 min Rate of change in level = (15/75) x 60 = 12 cm/ hour As per table-9 The water level 461.20 m (1513.12 feet) the gross capacity = 1494 Mcft The water level 461.35 m (1513.62 feet) the gross capacity = 1528 Mcft Therefore gross capacity = (1528-1494) = 34 Mcft = 393.52 cusecs This water stores in 75 minute Rate of storage per hour = (393.52/75)x60 = 314.82 cusecs/ hour Then, inflow = Outflow + Rate of storage = 1250.00 + 314.82 = 1564.82 cusecs

2.1.6 Summary of Flood Regulation Procedure. The flood regulation procedures can be summarized in the following 5 steps:

1. Observe the reservoir level at 1 hour intervals. 2. Determine the total outflow occurring at all outlets (including river sluices, canals, spillway, turbines) 3. Estimate the inflow by the method given in Para 2.1.4. 4. Determine the gate opening from the bottom, part of table-9 (For FRL 461.50 m). 5. Open all 5-gates to the extent required by step-4 above in the proper sequence as described in para 2.1.3, the gates are operated to maintain constant reservoir level i.e., release is equal to the inflow.

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Table-10: Elevation – Area - Capacity Table of Amarja Reservoir

Capacity Be- tween Suc- Progressive Sl. Area in Level in Feet Sq.Root Area cessive Con- Capacity in Remarks No. M.Sft. tours in M.Cuft. M.Cuft. 1 1430.00 0.0000 0.0000 0.0000 0.0000 River bed lev 2 1431.00 0.0052 0.0720 0.0026 0.0026 3 1432.00 0.0207 0.1440 0.0129 0.0155 4 1433.00 0.0467 0.2160 0.0377 0.04492 5 1434.00 0.0840 0.2880 0.0653 0.1145 6 1435.00 0.1300 0.3600 0.1070 0.2215 7 1436.00 0.1860 0.4320 0.1530 0.3795 8 1437.00 0.2540 0.5040 0.2200 0.5880 9 1438.00 0.3320 0.5760 0.2930 0.8810 10 1439.00 0.4190 0.6480 0.3755 1.2565 11 1440.00 0.5200 0.7200 0.4695 1.7260 12 1441.00 0.6230 0.7920 0.5740 2.3000 13 1442.00 0.7450 0.8640 0.6865 2.9865 14 1443.00 0.8790 0.9360 0.8120 3.7985 15 1444.00 1.0160 1.0080 0.9475 4.7460 16 1445.00 1.1660 1.0800 1.0910 5.8370 17 1446.00 1.3200 1.1520 1.2430 7.0800 18 1447.00 1.5000 1.2240 1.4100 8.4900 19 1448.00 1.6700 1.2960 1.5850 10.0750 20 1449.00 1.8700 1.3620 1.7700 11.8450 21 1450.00 2.0700 1.4400 1.9700 13.8150 22 1451.00 2.2300 1.5120 2.1750 15.9900 23 1452.00 2.5100 1.5840 2.3950 18.3850 24 1453.00 2.7400 1.6560 2.6250 21.0100 25 1454.00 2.9800 1.7230 2.8600 23.8700 26 1455.00 3.2400 1.8000 3.1100 26.9800 27 1456.00 3.5100 1.8720 3.3750 30.3550 28 1457.00 3.7300 1.9940 3.6450 34.0000 29 1458.00 4.0300 2.0160 3.9500 37.9500 30 1459.00 4.1200 2.0880 4.1700 42.1200 31 1460.00 4.6100 2.1000 4.4650 46.5250 32 1461.00 4.9700 2.2320 4.7900 51.3750 33 1462.00 5.3200 2.3040 5.1450 56.5200 34 1463.00 5.6200 2.3760 5.4700 61.9800 35 1464.00 6.0000 2.4480 5.8100 67.8000 36 1465.00 6.3500 2.5200 6.1750 73.9750 37 1466.00 6.7800 2.5900 6.5650 80.5400 38 1467.00 7.0600 2.6640 6.9250 87.4600 39 1468.00 7.4600 2.7360 7.2600 94.7200 40 1469.00 7.9000 2.8100 7.6300 102.4000 41 1470.00 8.2930 2.8790 8.0964 110.4964 42 1471.00 9.0100 3.0380 8.6510 119.1500 43 1472.00 10.2000 3.1970 9.6050 128.7550 44 1473.00 11.2000 3.3560 10.7000 139.4550 sill level

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Capacity Be- tween Suc- Progressive Sl. Area in Level in Feet Sq.Root Area cessive Con- Capacity in Remarks No. M.Sft. tours in M.Cuft. M.Cuft. 45 1474.00 12.3200 3.5150 11.7900 151.2450 46 1475.00 13.0100 3.6140 12.7000 163.9450 47 1476.00 14.0600 3.8330 13.3000 177.7450 48 1477.00 15.9900 3.9920 15.2950 198.0400 49 1478.00 17.8100 4.1500 16.6000 209.0100 MDDL 50 1479.00 18.6000 4.3100 17.9000 227.5400 51 1480.00 19.9500 4.4670 19.2700 246.8100 52 1481.00 20.6750 4.5450 20.3120 267.1220 53 1482.00 21.3720 4.6210 21.0200 288.1460 54 1483.00 22.0990 4.7010 23.2350 310.3810 55 1484.00 22.3380 4.7790 23.4680 332.8490 56 1485.00 23.5900 4.8750 23.6140 356.0630 crest level 57 1486.00 24.3540 4.9360 23.9720 380.0350 58 1487.00 25.1300 5.0130 24.7420 404.7770 59 1488.00 25.9630 5.0910 25.5460 430.3230 60 1489.00 26.7180 5.1690 26.3400 456.6630 61 1490.00 27.4950 5.2130 27.1060 483.7690 62 1491.00 28.5100 5.3430 28.0020 511.7710 63 1492.00 29.5200 5.4430 29.0100 540.7810 64 1493.00 30.5800 5.5430 30.0500 570.8310 65 1494.00 31.8200 5.6430 31.2000 602.0310 66 1495.00 33.0000 5.7430 32.4100 634.4410 67 1496.00 34.2000 5.8480 33.6000 668.0410 68 1497.00 35.4000 5.9430 34.8000 712.8410 69 1498.00 36.4800 6.0130 35.9100 748.7810 70 1499.00 37.7500 6.1430 37.1120 785.9010 71 1500.00 39.0000 6.2430 38.3700 834.2710 72 1501.00 40.6000 6.3760 40.2970 864.5680 73 1502.00 42.4000 6.5120 41.5000 906.0680 74 1503.00 44.0200 6.6480 43.2100 949.2730 75 1504.00 46.0000 6.7840 45.0100 994.3880 76 1505.00 47.9000 6.9200 46.9500 1041.2380 77 1506.00 48.7000 7.0560 48.3000 1089.5380 78 1507.00 51.0000 7.1420 49.3500 1138.8880 79 1508.00 53.0000 7.2780 52.0000 1190.8880 80 1509.00 55.0000 7.4140 54.0000 1244.8880 81 1510.00 57.3955 7.6000 56.4970 1301.3850 82 1511.00 60.0000 7.7750 58.9470 1360.3820 83 1512.00 63.1600 7.9500 61.5000 1422.8320 84 1513.00 66.0000 8.1500 64.5000 1486.3820 85 1514.00 68.9000 8.3000 67.4500 1553.7820 FRL 86 1515.00 71.3000 8.4750 70.2500 1624.0320 87 1516.00 74.9800 8.6500 73.3900 1697.4220 88 1517.00 75.6000 8.8250 75.2900 1772.7120 89 1518.00 81.0000 9.1000 78.3000 1851.0120 90 1519.00 84.2000 9.1750 82.6000 1933.6120

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Capacity Be- tween Suc- Progressive Sl. Area in Level in Feet Sq.Root Area cessive Con- Capacity in Remarks No. M.Sft. tours in M.Cuft. M.Cuft. 91 1520.00 87.4815 9.3500 85.8407 2019.4195 92 1521.00 90.0000 9.4670 88.7400 2108.1600 93 1522.00 91.9000 9.5740 90.4500 2198.6100 94 1523.00 94.0000 9.6910 92.8500 2291.4600 95 1524.00 96.5000 9.8080 95.2500 2386.7100 96 1525.00 98.9000 9.9250 97.7000 2484.4100 97 1526.00 100.0000 10.0420 99.1450 2583.8600 98 1527.00 102.3000 10.1500 101.4000 2685.2600 99 1528.00 105.0000 10.2760 104.3500 2789.6100 100 1529.00 108.1000 10.3730 107.0000 2896.6100 101 1530.00 111.8500 10.5300 109.9700 3006.5800 102 1531.00 114.7000 10.7130 113.2750 3139.8600 103 1532.00 119.0000 10.8960 116.8500 3236.7100 104 1533.00 121.0000 11.0790 120.0500 3356.7600 105 1534.00 128.0000 11.2620 124.5500 3481.3100 106 1535.00 130.0000 11.4450 129.0000 3610.3100 107 1536.00 134.0000 11.6230 132.0000 3742.3100 108 1537.00 139.0000 11.8110 138.9500 3879.2600 109 1538.00 144.0000 11.9940 141.9500 4021.2100 110 1539.00 146.0000 12.1770 148.1500 4166.3600 111 1540.00 150.3000 12.3600 148.3000 4314.6600

Cone formula i.e.,

V=H/3 x ( (A1+A2)+(Sq.root A1XA2)

Is used to calculate the Capacity below 1437 i.e., water Level.

V=7/3x0.254=0.583 M.Cft.

1437 Prismodial Formula i.e.,

V=H/3x(A1+A2+4A) Where

A=½(A1+A2) is Used

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Figure-8: Area Capacity Curve (Original as well as after 50 years of estimated sedimentation)

Doc. No. CDSO_O&M_KA06HH0199_Amarja Dam_v3.0 Page 35 O&M Manual for Amarja Dam November 2019 Table-11: Discharges for the Crest Gates No of Gates: 05 - Size: 13m x 9m FRL: 461.50m Crest Sill Level: 452.50m (All Gates Opened) RL in mtr Gate Opening 461.50 461.00 460.50 460.00 459.50 459.00 458.50 458.00 457.50 457.00 456.50 456.00 455.50 455.00 in mtr Discharge in Cumecs 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.10 59.16 57.52 55.87 54.35 52.83 50.34 47.85 45.92 43.99 41.32 38.64 35.29 31.93 26.17 0.20 118.33 115.04 111.74 108.71 105.67 100.68 95.69 91.84 87.99 82.64 77.29 70.58 63.86 52.34 0.30 177.49 172.55 167.62 163.06 158.50 151.02 143.54 137.76 131.98 123.96 115.93 105.87 95.80 78.50 0.40 236.65 230.07 223.49 217.41 211.33 201.36 191.38 183.68 175.98 165.28 154.58 141.15 127.73 104.67 0.50 295.82 287.59 279.36 271.76 264.17 251.70 239.23 229.60 219.97 206.60 193.22 176.44 159.66 130.84 0.60 354.98 345.11 335.23 326.12 317.00 302.04 287.07 275.52 263.97 247.92 231.87 211.73 191.59 157.01 0.70 414.14 402.62 391.11 380.47 369.83 352.38 334.92 321.44 307.96 289.24 270.51 247.02 223.53 183.17 0.80 473.31 460.14 446.98 434.82 422.67 402.72 382.76 367.36 351.96 330.56 309.16 282.31 255.46 209.34 0.90 532.47 517.66 502.85 489.18 475.50 453.06 430.61 413.28 395.95 371.88 347.80 317.60 287.39 235.51 1.00 583.84 566.63 549.42 534.27 519.12 494.96 470.80 450.19 429.58 403.55 377.52 345.74 313.96 -- 1.10 635.20 615.60 595.99 579.37 562.74 536.86 510.99 487.10 463.22 435.23 407.23 373.88 340.52 -- 1.20 686.57 664.56 642.56 624.46 606.36 578.77 551.17 524.01 496.85 466.90 436.95 402.02 367.09 -- 1.30 737.93 713.53 689.13 669.56 649.98 620.67 591.36 560.92 530.48 498.58 466.67 430.16 393.66 -- 1.40 789.30 762.50 735.70 714.65 693.61 662.58 631.55 597.83 564.12 530.25 496.38 458.30 420.22 -- 1.50 840.66 811.47 782.27 759.75 737.23 704.48 671.74 634.74 597.75 561.93 526.10 486.45 446.79 -- 1.60 892.03 860.43 828.84 804.84 780.85 746.39 711.92 671.65 631.38 593.60 555.82 514.59 473.36 -- 1.70 943.39 909.40 875.41 849.94 824.47 788.29 752.11 708.56 665.02 625.28 585.53 542.73 499.92 -- 1.80 994.76 958.37 921.98 895.04 868.09 830.20 792.30 745.48 698.65 656.95 615.25 570.87 526.49 -- 1.90 1045.97 1008.23 970.50 940.16 909.82 869.67 829.52 781.57 733.61 691.72 649.82 ------

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RL in mtr Gate Opening 461.50 461.00 460.50 460.00 459.50 459.00 458.50 458.00 457.50 457.00 456.50 456.00 455.50 455.00 in mtr Discharge in Cumecs 2.00 1097.17 1058.10 1019.02 985.28 951.54 909.14 866.75 817.66 768.56 726.48 684.40 ------2.10 1148.38 1107.96 1067.55 1030.41 993.27 948.62 903.97 853.75 803.52 761.25 718.97 ------2.20 1199.59 1157.83 1116.07 1075.53 1034.99 988.09 941.19 889.84 838.48 796.01 753.55 ------2.30 1250.79 1207.69 1164.59 1120.65 1076.72 1027.57 978.42 925.93 873.43 830.78 788.12 ------2.40 1302.00 1257.56 1213.11 1165.78 1118.44 1067.04 1015.64 962.02 908.39 865.54 822.70 ------2.50 1353.21 1307.42 1261.64 1210.90 1160.17 1106.52 1052.86 998.11 943.35 900.31 857.27 ------2.60 1404.41 1357.29 1310.16 1256.03 1201.89 1145.99 1090.09 1034.20 978.30 935.07 891.85 ------2.70 1455.62 1407.15 1358.68 1301.15 1243.62 1185.47 1127.31 1070.29 1013.26 969.84 926.42 ------2.80 1500.71 1449.27 1397.82 1338.85 1279.88 1220.90 1161.91 1102.96 1044.01 ------2.90 1545.81 1491.38 1436.96 1376.55 1316.15 1256.33 1196.51 1135.64 1074.76 ------3.00 1590.90 1533.50 1476.10 1414.26 1352.41 1291.76 1231.11 1168.31 1105.51 ------3.10 1636.00 1575.62 1515.24 1451.96 1388.68 1327.19 1265.71 1200.99 1136.26 ------3.20 1681.09 1617.74 1554.38 1489.66 1424.94 1362.63 1300.31 1233.66 1167.02 ------3.30 1726.19 1659.85 1593.52 1527.36 1461.21 1398.06 1334.91 1266.34 1197.77 ------3.40 1771.28 1701.97 1632.66 1565.07 1497.47 1433.49 1369.51 1299.01 1228.52 ------3.50 1816.38 1744.09 1671.80 1602.77 1533.74 1468.92 1404.11 1331.69 1259.27 ------3.60 1861.47 1786.21 1710.94 1640.47 1570.00 1504.36 1438.71 1364.37 1290.02 ------3.70 1907.41 1833.57 1759.72 1690.53 1621.35 1556.05 1490.75 ------3.80 1953.36 1880.93 1808.50 1740.59 1672.69 1607.74 1542.79 ------

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RL in mtr Gate Opening 461.50 461.00 460.50 460.00 459.50 459.00 458.50 458.00 457.50 457.00 456.50 456.00 455.50 455.00 in mtr Discharge in Cumecs 3.90 1999.30 1928.29 1857.27 1790.66 1724.04 1659.43 1594.83 ------4.00 2045.25 1975.65 1906.05 1840.72 1775.38 1711.13 1646.87 ------4.10 2091.19 2023.01 1954.83 1890.78 1826.73 1762.82 1698.91 ------4.20 2137.14 2070.37 2003.61 1940.84 1878.07 1814.51 1750.95 ------4.30 2183.08 2117.73 2052.38 1990.90 1929.42 1866.20 1802.99 ------4.40 2229.03 2165.09 2101.16 2040.96 1980.76 1917.90 1855.03 ------4.50 2274.97 2212.46 2149.94 2091.03 2032.11 1969.59 1907.07 ------4.60 2326.18 2264.91 2203.64 2143.42 2083.20 1975.29 1907.906 ------4.70 2377.39 2317.37 2257.35 2195.82 2134.30 1980.99 1908.741 ------4.80 2428.60 2369.83 2311.05 2248.22 2185.39 1986.69 1909.577 ------4.90 2479.81 2422.28 2364.76 2300.62 2236.48 1992.39 1910.412 ------5.00 2531.01 2474.74 2418.46 2353.02 2287.58 1998.09 1911.248 ------5.10 2582.22 2527.20 2472.17 2405.42 2338.67 2003.79 1912.083 ------5.20 2633.43 2579.65 2525.87 2457.82 2389.76 2009.49 1912.919 ------5.30 2684.64 2632.11 2579.58 2510.22 2440.86 2015.19 1913.754 ------5.40 2735.85 2684.57 2633.28 2562.62 2491.95 2020.89 1914.59 ------5.50 2759.85 2702.79 2645.74 2569.05 2492.37 2026.59 1915.43 ------5.60 2783.86 2721.02 2658.19 2575.49 2492.78 2032.29 1916.26 ------5.70 2807.86 2739.25 2670.65 2581.92 2493.20 2037.99 1917.10 ------

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RL in mtr Gate Opening 461.50 461.00 460.50 460.00 459.50 459.00 458.50 458.00 457.50 457.00 456.50 456.00 455.50 455.00 in mtr Discharge in Cumecs 5.80 2831.87 2757.48 2683.10 2588.36 2493.61 2043.69 1917.93 ------5.90 2855.87 2775.71 2695.56 2594.79 2494.03 2049.39 1918.77 ------6.00 2879.88 2793.94 2708.01 2601.23 2494.44 2055.09 1919.60 ------6.10 2903.88 2812.17 2720.47 2607.66 2494.86 2060.79 1920.44 ------6.20 2927.88 2830.40 2732.92 2614.10 2495.27 2066.49 1921.27 ------6.30 2951.89 2848.63 2745.38 2620.53 2495.69 2072.19 1922.11 ------6.40 2975.89 2866.86 2757.83 2626.97 2496.10 2077.89 1922.946 ------6.50 2999.90 2885.09 2770.29 2633.40 2496.52 2083.59 1923.78 ------6.60 3023.90 2903.32 2782.74 2639.84 2496.93 2089.29 1924.62 ------6.70 3047.90 2921.55 2795.20 2646.27 2497.35 2094.99 1925.45 ------6.80 3071.91 2939.78 2807.65 2652.71 2497.76 2100.70 1926.288 ------6.90 3095.91 2958.01 2820.11 2659.14 2498.18 2106.40 1927.123 ------7.00 3119.92 2976.24 2832.56 2665.58 2498.59 2112.10 1927.959 ------7.10 3143.92 2994.47 2845.02 2672.01 2499.01 2117.80 1928.794 ------7.20 3167.93 3012.70 2857.48 2678.45 2499.42 2123.50 1929.63 ------7.30 3191.93 3030.93 2869.93 2684.88 2499.84 2129.20 1930.466 ------7.40 3215.93 3049.16 2882.39 2691.32 2500.25 2134.90 1931.301 ------7.50 3239.94 3067.39 2894.84 2697.75 2500.67 2140.60 1932.137 ------7.60 3263.94 3085.62 2907.30 2704.19 2501.08 2146.30 1932.972 ------7.70 3287.95 3103.85 2919.75 2710.62 2501.50 2152.00 1933.808 ------

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RL in mtr Gate Opening 461.50 461.00 460.50 460.00 459.50 459.00 458.50 458.00 457.50 457.00 456.50 456.00 455.50 455.00 in mtr Discharge in Cumecs 7.80 3311.95 3122.08 2932.21 2717.06 2501.91 2157.70 1934.643 ------7.90 3335.95 3140.31 2944.66 2723.49 2502.33 2163.40 1935.479 ------8.00 3359.96 3158.54 2957.12 2729.93 2502.74 2169.10 1936.314 ------8.10 3383.96 3176.77 2969.57 2736.36 2503.16 2174.80 1937.15 ------8.20 3407.97 3195.00 2982.03 2742.80 2503.57 2180.50 1937.99 ------8.30 3431.97 3213.23 2994.48 2749.23 2503.99 2186.20 1938.82 ------8.40 3455.98 3231.46 3006.94 2755.67 2504.40 2191.90 1939.66 ------8.50 3479.98 3249.69 3019.39 2762.10 2504.82 2197.60 1940.49 ------8.60 3503.98 3267.92 3031.85 2768.54 2505.23 2203.30 1941.33 ------8.70 3527.99 3286.15 3044.30 2774.97 2505.65 2209.00 1942.16 ------8.80 3551.99 3304.38 3056.76 2781.41 2506.06 2214.70 1943.00 ------8.90 3576.00 3322.61 3069.21 2787.84 2506.48 2220.40 1943.83 ------9.00 3600.00 3340.84 3081.67 2794.28 2506.89 2226.10 1945.30 1717.25 1489.20 1251.25 1013.29 815.84 618.39 319.65

Doc. No. CDSO_O&M_KA06HH0199_Amarja Dam_v3.0 Page 40 O&M Manual for Amarja Dam November 2019 Figure-9: Crest Gates Discharge Rating Curve

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2.2 Operation of Radial Crest Gates of Amarja Dam

2.2.1 Brief Description. Crest Gates of Amarja Dam have been designed with spillway crest of 452.50 m and FRL of 461.50 m. The basic principal of the design is that the water pressure is transferred to piers and abutments through skin plates, stiffeners horizontal girders, arms, trunion, tie flats and anchor girders. The skin plates between bottom and top horizontal girders is designed as supported on the girders. The portion below the bottom horizontal girder up to sill beam and above top horizontal girder and up to FRL is designed as cantilever.

In order to make design structurally sound and most economical, appropriate elevation for three horizontal girders have been chosen. The top horizontal girder have been located at RL 461.50 m.

5 Number of Radial Crest Gates of Size 13.00 X 9.00 meter are provided with Electro-mechanical Rope drum hoist.

The crest gates of Amarja Dam spillway were designed and fabricated for the full height of 9.00 m corresponding to FRL 461.50 m. The frame of the gate, consisting of inclined arms, horizontal girders and the stiffeners have been erected as designed and fabricated for the full height. The top horizontal girder, as per design up to the full height is located at about RL 461.50 m.

2.2.2 Radial Crest Gates – Technical Data 1. The spillway Radial Gate consist of an upstream curved skin plate of varying thickness from 14 mm to 10 mm, stiffened by suitably spaced vertical 500 ISMB (1/2 cut) stiffeners. 2. The sill beam, wall plates are provided with suitable anchorage for a rigid connection to the spillway crest and the piers Suitable stainless-steel plates are welded on the wall plate to match with the rubber seals. The sill beam embedded in the spillway crest are provided sealing surfaces of stainless steel to match with the rubber seal on the bottom of the gates 3. The gate consists of structural steel frame formed by three (3) main horizontal girders supported by radial arms at each end. These inclined radial arms in turn transmit the load to trunnion brackets installed on trunnion girder spanning between the piers. The water load is transferred through girders to end arms, trunnion brackets, to concrete beam and is finally transferred to pier concrete. 4. Gate Assembly The skin plate of the gate consists of a10 to 14-mm-thick stainless steel on the u/s side. The skin plate is stiffened by radial shaped vertical stiffeners which rests on horizontal girders. The vertical stiffeners rest on horizontal girders which are mounted on suitably braced inclined arms fixed to the trunnion assembly. The skin plate is supported on 3 main horizontal girders which are in turn, supported on a frame of inclined arms. The end arms pivot on trunnion pins mounted on trunnion brackets fixed to the Yoke girder and resting on rest beam (chair) plate. The water load is transferred to pier concrete through Anchor bars welded to anchor girder embedded in pier concrete. The horizontal force due to arm inclination is taken by stiffened D/s flange of horizontal girder at the junction level. This force is taken by the trunnion tie connecting the two trunnion hub limbs. 5. Guide Roller Assembly Each gate has been provided with 3 guide rollers of size dia 130-mm O.D. x 76 mm I.D. x 90 mm width on each side, to check side sway. In fully open position of the gate, two No. guide rollers on each side rests on the wall plate. The rollers are provided with plain bronze bushings

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turning on fixed pins. The roller pin is 60-mm-dia and is hard chromium-plated with thickness of 40 microns. The rollers are adjustable and removable type. 6. Trunnion Assembly The trunnion assembly consists of a single piece cast steel trunion: hub having 10 680 mm and 00 I 030 mm, to which the arms of the gates are rigidly connected to ensure full transfer of load. 580-dia stainless steel trunnion pins with bush bearings of size 580 ID x 680 OD are used. The trunnion pins are hard chromium plated to 40 microns. The trunnion pins connect trunnion hub to radial arms. 7. Seal Arrangement The radial gate is seated at the bottom by contact of bottom edge of skin plate and wedge type bottom seal of 16-mm-thickness and side seals of thickness 16 mm (Z- Type).

2.2.3 Salient Features Sl. No. Feature Description i. Type of gate Spillway Radial Crest Gate ii. Size of Gate 13000 mm x 9000 mm iii. No. of Gates 5 Nos (Gate 1 to 05) iv. Clear width of opening 13000 mm a) Electro-mechanical System v. Operation Arrangement b) Manual Operation vi. Gate position Indicator Mechanical Dial Indicator at Gate Location Crest level of spillway EL 452.50 M Sill level of Gate EL 452.50 M C. L. of trunnion EL 457.00 M Top of Gate EL 461.50 M FRL EL 461.50 M MWL EL 461.50 M Radius to inside of skin Plate 13,300 mm Design Head 9.00 M

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2.2.4 Material Specification Sl. Description Material Specification No. Skin plate, Horizontal Girders, End Arms, Arm Bracings, Vertical Stiffeners, Lifting 1 Structural steel IS 2062 GrA / BrB. Lug Yoke, and Anchor Girder, Rest Chair, Tie Beam, etc. 2 Trunnion Hub Cast Steel IS 1030 Gr 23-45 3 Trunnion Bracket Structural Steel IS 2062 4 Trunnion Pin Forged Steel IS 2004 Gr 2 5 Trunn1on Bushing Aluminum Bronze IS 305 Gr AB 2 6 Seal Sea S: armless Steel Plates IS 1570 7 Seal Base Structural Steel IS 2062 8 Guide Roller Cast Steel IS 1030 Gr 23-45 9 Roller Bushing Bronze IS 305 10 Rubber Seal Rubber Seals IS 11855

2.3 Operating Instructions The hoists are capable of fully opening or fully closing the gates holding them fully opened or in any intermediate position, during either the opening or closing operation. The closing time and the opening time is 15 minutes. The limit switches mounted on each hoist unit are set to stop the hoist automatically when the units reach the fully opened or fully closed position.

Each hoist can be operated from the panel board located on the pier. Each control panel contains the necessary main line fuse and switch. reversing contacts and relay. overload relays, WRC-Fuses, indicating lamps, etc. Necessary inter-locking arrangement is provided to disengage the hoist machinery from electric circuit when manual operation is in progress. Hoist is also provided with a throttle valve to adjust the opening and closing times and designed to limit the normal closing time of 15 minutes.

2.3.1 Check list Before Operation The following steps are to be taken before operation of the gates to ensure these eight critical functions are in good working condition.

Sequence Description Actions to be carried out

The seal clamp fixing should be such as to ensure that the Step 1 Seal Clamp side seals are flexible enough

The location and alignment of guide rollers should be Step 2 Guide Roller checked.

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Limit Switches shall be checked for satisfactory operation Step 3 Limit Switch (function) to stop the hoist automatically when the gate reaches the fully opened or fully closed position

All nuts, bolts and screws shall be checked for wear, tear and Step 4 Nut & Bolts tightness

Gate pin, connecting pin and all other pins should be in Step 5 Pins proper position and ensure that the nuts and split pins are tight and proper

Trunnion To check and apply the high-pressure lubricating grease in Step 6 Lubrication trunnion bushing from the hole provided in trunnion hub

Control panel shall be checked for its suitability for the purpose envisaged. The check may include items such as weather proofing, conducting wires, etc. In case of any Step 7 Control Panel contact chatter, clean the magnet surface and try again. If the chattering continues, check the coil voltage and replace the contact/coil, if necessary

2.4 Stoplogs

2.4.1 Brief Description There are six number (elements) of stoplog elements for spillway gates of size 13000 x 1550 mm. Each unit is of fixed wheel type vertical lift gate having downstream skin plate supported on two horizontal girders which are welded to end vertical box girders and stiffened by suitable stiffeners. Each end of the vertical girders carries two-wheel assemblies. The stiffeners transfer the load to the main horizontal girders which are welded to end vertical box girder having wheel assemblies.

Photo 6: Stoplog Elements in Position when not in use The music note type of rubber seals are provided on the downstream on both sides of elements for water tightness. Bottom seal is flat rubber seal. Each unit (elements) is provided with 4 nos of

Doc. No. CDSO_O&M_KA06HH0199_Amarja Dam_v3.0 Page 45 O&M Manual for Amarja Dam November 2019 guide shoes attached to the two ends of the vertical girders to guide the stop log units while lowering and raising operations. The top most element is raised under unbalanced head condition, while all other units (elements) are raised under balanced head condition. Lowering of each unit (element) is done in balanced head condition. The lowering and raising of elements is done by 25 t. gantry crane through automatic engaging and disengaging type lifting beam connected to gantry crane hook, The stoplog units shall be operated under balanced head condition except for the top unit and shall be used only for the maintenance/ inspection of spillway crest gates.

2.4.2 Technical Data Table-12: Stoplog Data Sl. Description Specification No. 1 Clear opening width 13000 mm 2 C/c of side seal seats 13100 mm 3 C/c of tracks (wheels) 13600 mm 4 Design Head 9000 mm 5 Type of unit Fixed wheel type vertical Lift Gate 6 Sill level EL 452.50 M 7 Full reservoir Level EL 461.50 M 8 Top of pier EL 463.00 M Location of skin plates 9 D/s Skin plate & sealing and seals 10 No. of openings 05 11 No. of stop log 6 number of stoplog gates of size 13000mmx1550mm each

Notes: Operating Condition: (A) Lowering : Under balanced head (B) Raising : Top Unit - under Unbalanced head: Design Considerations: All structural components : Dry and accessible.

2.4.3 Material Specifications Table-13: Material Specifications Components Materials Specification Skin plate, stiffeners, Horizontal girders, tracks, Base, seal seat bases, Sill beam, seal clamp, Guide Structural steel IS 2062 and guide shoes Seal seats SS Gr4 Cr 19 nilo IS 1570 Seals Rubber IS 11588 Nut & Bolts MS IS 1363/1364 A. Wheel track plate CRS Gr20 Cr13 IS 1570 B. Base plate MS IS 2062 Lifting Bracket MS IS 2062 Hook Forged Steel IS 1875 Grc-c30 Bushing Al-Bronze IS 305 Gr AB-1 Hook Pin CRS IS 1570 ZKL/NTN/NSK or Spherical Roller Bearings No. 22328CC Equivalent Corrosion resistance Steel Wheel pins IS 1570 20cr-13

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Wheels Cast steel IS 1030 Gr27-55

2.4.4 Instructions Before Operating the Stoplog Gate (1) To ensure that all the rollers/wheel fixed for rolling on track plate should be in one line and the same are in contact with the track plate. (2) To ensure the side seals in contact with the side seal seat. (3) The location and adjustment of guide shoes should be checked to ensure noninterference with guide during operation. (4) Water jet to be sprayed over rubber seals of the seals are dry. (5) The stoplog units to be lowered and raised for number of times to ensure that the gate is not jammed or stuck-up and ensure that the motor of the crane hoist is not overloaded. (6) Limit switch in hoist shall be checked for satisfactory operation. (7) All nut, bolts and screws shall be checked for wear, tear and tightness.

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2.5 Handling Equipment

2.5.1 25-T Gantry Crane – Brief Description The Crane is Class-2 as per IS 807 of the outdoor Travelling types with rope drum hoist mounted on movable trolley at top of the crane structure. The gantry crane structure comprises of two portal frames each bearing cantilever top portal beam on which the rail is fixed for the movement of the trolley. The two legs of the portal are connected at the bottom to wheel bogie meant for longitudinal travel of the crane. The portal beams are connected with U/s. & D/s. tie beams to prevent skewing of gantry structure the operation the crane is completely electrical with 400/440V, 3 Phase, 50 Hz and the power supply is made available from the plug receptacles located at suitable intervals along with the crane runway. To facilitate a better control of the crane, an operation for the electrical equipment on the crane is provided. In the operator's cabin along with the control panel having all electrical controls and safety devices for main hoist, C.T. Drive and L.T Drive mechanism and have indicating lights for the various operations. The crane is made to stop at the centre of each span stop log with the help of limit switches provided along the travels.

Photo 7 – View of 25-T Gantry Crane

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2.5.2 Technical Data Table-14: Amarja Dam 25-Ton Gantry Crane Design Data Sl. Item Specifications No. 1 Capacity of Crane 25-Tons 2 Class of Crane Class-2 per IS 807-1976 3 Wheel base 7500 mm 4 Gauge of Crane 5500 mm 5 Total Lift 24 M 6 Hoisting speed 1.5 Metre/ minute+/- 5% 7 Trolley Speed Travel 3.0 M/Minute +/- 5% 8 Cross travel speed 8.0 M/Minute +/- 5% 9 Height of Crane above Sill 5 M 10 Type-of Hook Eye hook Electrically operated outdoor Travelling 11 Type of Crane Gantry. 12 Duty Factor 1.2 as per IS 3177-1977 13 Power Supply AC 400/440 Volt, 3 Phase, 50 Cycles 14 Rope Falls 4 Nos. – 2 falls per drum)

2.5.3 Material Specifications Table-15: Materials for 25-Ton Gantry Crane

Item Material Specification Rope Drum Cast Steel IS 1030 Gr.27-54 Gear Cast Steel IS 1030 Gr.27-54 Pinion Forged Steel IS 1875 Class-4 Drum Shaft Forged steel C 30 or En8 Wheel bearing No. - - Bronze Bushing Al-Bronze IS 305 Gr. AB-1 Floating Shaft M.S. IS 226 C.T. Wheel Cast Steel IS 1030 Gr.27-54 L.T.Wheel Cast Steel IS 1030 Gr.27-54

2.5.4 Operational Instructions Before the stoplogs are to be operated, the gantry crane should be brought in position so that it is directly over the gate groove. Lower the lifting beam until the hook of the lifting beam will engage the gate automatically as the lifting beam seats on the gate due to link mechanism. While lowering the stoplog, the stoplog seats on the sill beam, load on the lifting beam is released and it will disengage automatically due to counter weight and the link mechanism. The lifting beam is of automatic engaging and disengaging type.

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Photo 8 – Stoplog in Place

The following Steps to be checked/ inspected/ ensured 1. All the gear and pinions to be lubricated with grease. 2. Ensure proper meshing of gear and pinion 3. Rope clamp to be checked and ensure that the same are properly fixed and tight. 4 All fasteners of hoist assembly should be checked for tightness. 5. E.M. Brake shall be checked for alignment and to be ensure that mechanically brake is ON when power supply is cut off and when power supply is ON the plunger will be operated and shoes will be open i.e., Brake is released electrically. 6. Traverse of rope to be checked. 7. All nuts, bolts and screws shall be checked for wear, tear and tightness. 8. To ensure that the lubricating oil of specified gravity and make should be filled to the desired level in worm reducer and gear box.

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2.5.5 TROUBLE SHOOTING

2.5.5.1 Motor Table-16: Troubleshooting for Motors TROUBLE CAUSES DIAGNOSIS 1. Motor fails to start A) No power A) Check power supply B) Single phasing of Power circuit B) Check blown fuse or dead line and replace if necessary C) Single phasing ofMotor starter C) Ensure that all finger contact simultaneously when closed. D) Tripping of over load D) Ensure that the system is not Protecting device as open overloaded , if not try to close circuit ofcontracts the protecting device 2. Motor Vibrators A) Ball Bearing damaged Indicated A) Replace the Bearings through Rattling noise of the Machine during Running 3. Motor slows down or stops A) Phase drop out A) Switch off and check And fuses replace if required 4. Fuses fail when motor starts A) Fuses too weak A) Replace with Correctly rated fuses. B) Short circuit in Motor B) check for short Circuit and rewinding Necessary

2.5.5.2 E.M. BRAKE TROUBLE CAUSES DIAGNOSIS 1. Brake does not Hold A) Clearance of brake shoes with A) Adjust with the help of feeler Drum coupling to Machine brake drum coupling too much. B) Brake liner worn out B) Replace complete liner set. C) Fault solenoid coil. C) Replace the coil.

2.5.5.3 Thrustor Brake TROUBLE CAUSES DIAGNOSIS Thruster Brake does not hold A)Less oil in cylinder A) Fill the required Quantities of oil B) Clearance of Brake Shoes with B) Adjust the clearance with the Brake Drum coupling too Much help of feeler gauge C) Brake liner worn out C) Replace complete liner set. D) Faulty solenoid coil D) Replace the coil.

2.6.1 RESERVOIR LEVEL: The ultrasonic water level (Radar Sensor) reading instrument is only available in Amarja Dam Site. The ultrasonic water level reading instrument gives the water level shows the digital display near RBC sluice.

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Photo 9: Radar Sensor Water Level Instruments

2.6.2 HEAD REGULATOR: There are two (02) number of irrigation sluice gates of size 0.80 m x 2.20 m. One is on left bank outlet and has capacity at head of 2.27 cumec (81 cusecs), which is provided in the earthen section and right bank outlet designed for capacity at head of 1.82 cumecs (65 cusecs) which is provided on right side NOF section. Sill level of both outlets is 449.00 m. Both sluices have emergency gate and service gates. The gates are operated manually for releasing the water of left and right bank canals. Periodical maintenance of gates such as oiling, greasing, replacing of rubber seals, painting, etc. are done.

Photo 10: Sluice Gates

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2.6.3 HEAD WORKS: a) Amarja Right Bank Canal The RBC head work is constructed on D/s of right side of NOF section at Ch: 31.20. The head work is constructed in concrete structure. The bottom level is at 449.00 m.

b) Amarja Left Bank Canal The LBC head work is constructed on D/s of earthen embankment at ch: 14.50. The head work is constructed in concrete structure. The bottom level is at 449.00 m.

2.6.4 Condition:

2.6.4.1 General:

The above mentioned structures are in good condition. The water is being letout through irrigation sluice gates of RBC and LBC canal for irrigation purpose. Both head works are commissioned and water is being letout to canal.

2.6.4.2 Deficiencies and problems

No deficiencies are noticed since commissioning.

2.6.4.3 Potential problems

No potential problems are come across.

2.6.5 Historical Events

The details of length of canals, discharge and area contemplated for 2 major canals under Amarja Dam is narrated below.

(Maximum releases to date, modifications, damage reports, examinations, etc,).

Amarja Left Bank Amarja Right Bank

Canal Canal a) Length ( Km) 54.784 42.48

Doc. No. CDSO_O&M_KA06HH0199_Amarja Dam_v3.0 Page 53 O&M Manual for Amarja Dam November 2019 b) Capacity ( cumecs) 2.27 1.81 c) Area irrigated / contemplated in 4856 4047 hectares

2.6.6 Operation:

2.6.6.1 General

The water is being let out through the irrigation sluice gates for RBC and LBC for irrigation purpose.

2.6.6.2 Restrictions

There are no restrictions for operation of irrigation sluice gates as per water requirements and discharge in RBC and LBC canals.

2.6.6.3 Mechanical:

Irrigation Sluice Gates are operated manually. The discharge calibration tables for discharge through canal sluice gates have been made on the basis of the formula:

Q = 0.62 x A (2gH)½ in Cumecs

Where,

A = Area of sluice gate opening

G = Acceleration due to gravity

H = Height measured from water level in the reservoir to the centre of the opening

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Table-17: Discharge Calculation for Canal Sluice Gates Sluice gate size: 0.80m x 2.20m FRL: 461.50m Sill level of Sluice: 449.00m (Gate fully opened) RL/Height of Gate Open: 451.20/ 2.20 m

Reser- Depth Dis- Reser- Depth Dis- Reser- Depth Dis- voir (mtr) charge voir (mtr) charge voir (mtr) charge Level (Cumecs) Level (Cu- Level (Cu- (mtr) (mtr) mecs) (mtr) mecs) 461.50 12.50 16.3181 457.20 8.20 12.8779 452.90 3.90 8.0872 461.40 12.40 16.2464 457.10 8.10 12.7869 452.80 3.80 7.9414 461.30 12.30 16.1743 457.00 8.00 12.6953 452.70 3.70 7.7930 461.20 12.20 16.1019 456.90 7.90 12.6029 452.60 3.60 7.6416 461.10 12.10 16.0292 456.80 7.80 12.5099 452.50 3.50 7.4873 461.00 12.00 15.9562 456.70 7.70 12.4162 452.40 3.40 7.3296 460.90 11.90 15.8829 456.60 7.60 12.3218 452.30 3.30 7.1685 460.80 11.80 15.8092 456.50 7.50 12.2266 452.20 3.20 7.0037 460.70 11.70 15.7351 456.40 7.40 12.1307 452.10 3.10 6.8349 460.60 11.60 15.6607 456.30 7.30 12.0341 452.00 3.00 6.6618 460.50 11.50 15.5860 456.20 7.20 11.9366 451.90 2.90 6.4841 460.40 11.40 15.5108 456.10 7.10 11.8384 451.80 2.80 6.3015 460.30 11.30 15.4354 456.00 7.00 11.7393 451.70 2.70 6.1133 460.20 11.20 15.3595 455.90 6.90 11.6394 451.60 2.60 5.9192 460.10 11.10 15.2833 455.80 6.80 11.5386 451.50 2.50 5.7185 460.00 11.00 15.2067 455.70 6.70 11.4370 451.40 2.40 5.5105 459.90 10.90 15.1297 455.60 6.60 11.3344 451.30 2.30 5.2943 459.80 10.80 15.0523 455.50 6.50 11.2309 451.20 2.20 5.0689 459.70 10.70 14.9745 455.40 6.40 11.1264 451.10 2.10 4.8330 459.60 10.60 14.8963 455.30 6.30 11.0209 451.00 2.00 4.5850 459.50 10.50 14.8177 455.20 6.20 10.9145 450.90 1.90 4.3228 459.40 10.40 14.7387 455.10 6.10 10.8069 450.80 1.80 4.0436 459.30 10.30 14.6592 455.00 6.00 10.6983 450.70 1.70 3.7436 459.20 10.20 14.5793 454.90 5.90 10.5886 450.60 1.60 3.4174 459.10 10.10 14.4990 454.80 5.80 10.4777 450.50 1.50 3.0567 459.00 10.00 14.4182 454.70 5.70 10.3656 450.40 1.40 2.6471 458.90 9.90 14.3370 454.60 5.60 10.2523 450.30 1.30 2.1614 458.80 9.80 14.2553 454.50 5.50 10.1378 450.20 1.20 1.5283 458.70 9.70 14.1731 454.40 5.40 10.0219 450.10 1.10 0.0000 458.60 9.60 14.0905 454.30 5.30 9.9047 450.00 1.00 458.50 9.50 14.0074 454.20 5.20 9.7861 449.90 0.90 458.40 9.40 13.9237 454.10 5.10 9.6660 449.80 0.80 458.30 9.30 13.8396 454.00 5.00 9.5444 449.70 0.70 458.20 9.20 13.7550 453.90 4.90 9.4213 449.60 0.60 458.10 9.10 13.6698 453.80 4.80 9.2965 449.50 0.50 458.00 9.00 13.5841 453.70 4.70 9.1700 449.40 0.40 457.90 8.90 13.4978 453.60 4.60 9.0417 449.30 0.30 457.80 8.80 13.4110 453.50 4.50 8.9116 449.20 0.20 457.70 8.70 13.3237 453.40 4.40 8.7796 449.10 0.10 457.60 8.60 13.2357 453.30 4.30 8.6455 449.00 0.00 457.50 8.50 13.1472 453.20 4.20 8.5094 457.40 8.40 13.0580 453.10 4.10 8.3710 457.30 8.30 12.9683 453.00 4.00 8.2303

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2.6.6.4 Drawings: 1). General Layout plan showing locations of Left & Right Head Works

2.7 ACCESS ROADS 1. Description (Type of road, length, bridges, maintaining agency, etc.) 2. Type of road: Asphalt road. 3. Length: 4.00 Km and 2.00 Km. 4. Bridges: Nil 5. Maintaining agency: Maintaining department. 6. Condition: 7. General: Road is in good condition

2.8 Record Keeping Operating a dam includes keeping accurate records of items pertaining to project operation. These include but not limited to the following:- 8. Rainfall and Reservoir Levels – On daily basis during non-monsoon and on hourly basis during monsoon. (see Chapters 2, 3 and 4 for detailed instructions and procedures) 9. Release through outlet/sluices on daily basis for irrigation, water supply, hydropower etc. 10. Outflows through spillway during monsoon on hourly basis. 11. Records of drawdown with reservoir levels, quantity of water released, drawdown rates, reason for drawdown. 12. Other Procedures – Maintain a complete record of all operating procedures for gates, and sluices.

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CHAPTER 3 - PROJECT INSPECTIONS

The current practice of Inspection at Amarja dam envisages the Subdivision Officers to carryout pre-monsoon and post-monsoon inspections. The checklist proforma included in this chapter is currently in use at Amarja dam. Detailed description on project inspections is available in the Guideline for Safety Inspection of dams (Doc No. CDSO_GUD_DS_07_ v1.0), CWC 2018 (https:// damsafety.in/ecm- includes/PDFs/Guidelines_for_Safety_Inspection_of_Dams.pdf). However, an overview of the various types of inspections to be carried out at Amarja dam is given below. Note that for uploading Inspection Data into DHARMA, the Inspection Instructions & Forms given in the aforementioned Guideline for Safety Inspection of Dams must be used. An effective inspection program is essential to identify problems and to keep Amarja Dam in a good and healthy condition. This Chapter provides guidance on carrying out other inspections. 3.1 Types of Inspections Four different types of dam safety inspections are being carried out at Amarja Dam. These include, but not limited, to the following: 1. Comprehensive evaluation inspections 2. Scheduled inspections (Pre & Post monsoon inspections & other scheduled inspections) 3. Special (unscheduled) inspections 4. Informal inspections The frequency of each type of inspection depends on the condition of the dam and State DSO regulations, etc. Typical inspection elements and the detail of the safety inspections are provided below. More detailed descriptions are given in the ‘Guideline for Safety Inspection of Dams’ (CWC 2018). This comphrehensive checklist allows for recording the status of each item being inspected and the overall condition of the equipment along with any consequential risks the condition may have on the health of the dam. 3.1.1 Comprehensive Evaluation Inspections For comprehensive dam safety evaluation an independent panel of experts known as Dam Safety Review Panel (DSRP) needs to be constituted for determining the condition of the dam and appurtenant works. The panel will undertake evaluation of the dam once in 10 years or on occurrence of any extreme hydrological or seismic event or any unusual condition of the dam or in the reservoir rim. The terms of reference of the comprehensive dam safety evaluation shall include but not be limited to; 1. General assessment of hydrologic and hydraulic conditions, review of design flood, flood routing for revised design flood and mitigation measures. • Review and analysis of available data of dam design including seismic safety, construction, operation maintenance and performance of dam structure and appurtenant works.

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• Evaluation of procedures for operation, maintenance and inspection of dam and to suggest improvements / modifications. • Evaluation of any possible hazardous threat to the dam structure such as dam abutment slope stability failure or slope failures along the reservoir periphery. A comprehensive evaluation inspection of Amarja consists of five major parts: 1. Review of project records (i.e. study of all design / construction records/drawings, history of the dam’s performance, past inspection notes/reports, notes on distress observed/ any rehabilitation measures undertaken earlier, instrumentation data and its interpretation including. 2. Inspection of the dam and its appurtenant works. 3. To review the results and reports of additional field investigations & laboratory testing as required. 4. Review of design studies e.g. review of design flood, checking of the adequacy of spillway capacity, freeboard requirements, dam stability, any special study as required. 5. Preparation of a detailed report of the inspection.

3.1.2 Scheduled Inspections Scheduled inspections shall consist of Pre-monsoon & Post-monsoon inspection and any other inspections carried out by the State Dam Safety Organisation / any Expert panels constituted by the dam owner. These inspections are performed to gather information on the current condition of the dam and its appurtenant works. This information is then used to establish needed repairs and repair schedules, and to assess the safety and operational adequacy of the dam. Scheduled inspections are also performed to evaluate previous repairs. The purpose of scheduled inspections is to keep the dam and its appurtenant structures in good operating condition and to maintain a safe structure. As such, these inspections and timely maintenance will minimize long-term costs and will extend the life of the dam. Scheduled inspections are performed more frequently than comprehensive evaluation inspections to detect at an early stage any developments that may be detrimental to the dam. These inspections involve assessing operational capability as well as structural stability and detection of any problems and to correct them before the conditions worsen. The field examinations should be made by the personnel assigned responsibility for monitoring the safety of the dam. If the dam or appurtenant works have instrumentation, the individual responsible for monitoring should analyze measurements as they are received and include an evaluation of that data. Dam Inspection Report or an inspection brief should be prepared following the field visit (Dam Inspection Report is recommended). Scheduled inspections include the following four components as a minimum:

• File review of past inspection reports, monitoring data, photographs, maintenance records, or other pertinent data as may be required;

• Visual inspection of the dam and its appurtenant works;

• Preparation of a report or inspection brief, with relevant documentation and photographs. The report should be filed in the dam owner’s project files.

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3.1.3 Special (Unscheduled) Inspections Special inspections may need to be performed to resolve specific concerns or conditions at the site on an unscheduled basis. Special inspections are not regularly scheduled activities, but are usually made before or immediately after the dam or appurtenant works have been subjected to unusual events or conditions, such as an unusually high flood or a significant earthquake. These inspections are to be carried out after an initial assessment based on informal inspection carried out by project personnel reveal dam safety related concerns like cracking in the dam, damages, erosion/ scour, undermining/ piping/ sink holes/ liquefaction or any such undesirable feature. A special inspection may also be performed during an emergency, such as an impending dam breach, to evaluate specific areas or concerns. They are also made when the ongoing surveillance program identifies a condition or a trend that appears to warrant a special evaluation. Special inspections should focus on those dam components that are affected by the unusual event and should include at least three elements: 1) review of relevant files or data, 2) visual inspection, and 3) report preparation. More detailed site investigations / studies may be required (such as drilling, surveys, or seepage flow estimates) if the special inspection reveals the need for the same. Photographic documentation is to be included as part of the inspection. Japan Water Agency (JWA) has developed a system of carrying out inspections after an earthquqke event for Ichari dam, Uttarakhand. For details refer “Inspection Manual for Dam field Engineers after Seismic Events, Ichari Dam., Uttarakhand (CDSO GUD DS 0 v1.0, September 2017). The manual is available at the following link; https://damsafety.in/ecm- includes/PDFs/Inspection Manual for Dam Field Engineers After Seismic Events.pdf.

3.1.4 Informal Inspections The last type of inspection, an informal inspection, is a continuing effort by on-site personnel (dam owners/operators and maintenance personnel) performed during their routine duties. Informal inspections are critical to the proper operation and maintenance of the dam. They consist of frequent observations of the general appearance and functioning of the dam and appurtenant structures. Operators, maintenance crews, or other staff who are posted at Amarja dam site conduct informal inspections. These people are the “first-line of defense” in assuring safe dam conditions, and it is their responsibility to be familiar with all aspects of the dam. Their vigilance in walking the dam, checking the operating equipment, and noting changes in conditions may prevent serious mishaps or even dam failures. Informal inspections are important and are performed at every available opportunity. These inspections may only cover one or two dam components as the occasion presents itself, or they may cover the entire dam and its appurtenant structures. The informal inspections are not as detailed as comprehensive evaluation, scheduled, and special inspections and will only require that a formal report is submitted to the dam owner’s project files if a condition is detected that might endanger the dam. Report is to be submitted detailing the condition discovered along with photographs, time, reswervoir water level (RWL), etc.

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3.1.5 Pre- and Post-Monsoon Checklist and Example of Report Proformas Detailed checklists are required to ensure the health of the dam continues to operates in satisfactory and safe condition. Details of the inspection must be in alignment with the DHARMA approved checklist attached to this document (see Appendix 8).

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PROFORMA FOR PERIODICAL INSPECTION OF LARGE DAMS GENERAL Date of Inspection: ______Sl. Item of Inspection Remarks No. 1. Name of project Amarja Project 2. Purpose of Project Irrigation & Water Supply 3. Name of Dam Amarja Dam 4. Year of Completion 1999 5. First filling (years / levels) 2001 6. Benefits accrued: a) Irrigation Irrigation b) Water Supply Water Supply c) Power Nil d) Other benefits Nil 7. Important Controlling Levels ( in meters) a) Top of dam 465.00 m b) Maximum Water Level 461.50 m c) Full Reservoir Level 461.50 m d) Sill level of Irrigation sluices 449.00 m e) Sill level of scouring sluices -- f) Spillway crest level 452.50 m g) Minimum draw down level 450.50 m h) Lowest river bed level 436.655 m i) Deepest foundation level 434.00 m 8. Important Salient Features 3.95 M-Cum (0.139 TMC) at 449.00 a) Dead Storage Capacity m b) Area of foreshore at F.R. L 6.410 Sq-Km. (640.20 Ha) Design flood adopted c) (PMF / SPF / Any other) SPF – 3704 cumecs Give relevant magnitude Design spillway discharge capacity and type of d) Ogee type Spill Way 3600 Cumecs spillway

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Sl. Item of Inspection Remarks No. RADIAL TYPE, 05 numbers of 13M e) Type, number and size of spillway gates. X 9M size. Location, sill level and capacity of low-level At gorge, sill level of crest gate – f) outlets and scouring sluices. 452.50 m g) Height of the dam in meters. i) above deepest foundation 31.00 m ii) Above lowest river bed 28.345 m h) Gross storages capacity in million cubic meters i) At F.R.L. 44.01 M.Cum (1.554 TMC) ii) At M.W.L 44.01 M.Cum (1.554 TMC) i) Length of the dam (at crest) in meters. 960.00 Mtr. 1) Chief Engineer, KNNL, IP Zone, Kalaburagi 2) Superintending Engineer, 9. Name and designation of the inspecting officer KNNL, IPC Circle, Kalaburagi 3) Executive Engineer, KNNL, IPC Divn. No. 1, Kalaburagi Date of inspection and the corresponding 10. reservoir water level. 1) Chief Engineer, KNNL, IP Zone, Date of Inspection:

Kalaburagi Reservoir Level: M 2) Superintending Engineer, KNNL, IPC Date of Inspection:

Circle, Kalaburagi Reservoir Level: M 3) Executive Engineer, KNNL, IPC Divn. No. Date of Inspection:

1, Kalaburagi Reservoir Level: M Maximum: M ______Maximum and minimum water levels reached Dt: ______11. during the last season with dates Minimum: M______Dt: ______

Maximum overflow during preceding monsoon Max. outflow: cusecs ______12. with dates. Dt: ______: . History of past distress, if any, and brief details of 13. No such events observed. remedial measures carried out. Does the officer-in-charge of the operation and 14. maintenance of dam possess all the records as Yes given in the Annexure-I.

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Sl. Item of Inspection Remarks No. When and by whom the dam was inspected 15. ------immediately preceding this inspection? Are the items pointed out during the last 16. inspection properly attended to? ------(If not state deficiencies yet to be corrected).

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REVISED PROFORMA FOR HEALTH STATUS REPORT OF LARGE DAMS (Keeping in view CWC letter No. 627-56 dt. 28-08-2002)

Sl. Items of the Reply No. “Health Status Report” 1 Name of Dam Amarja Dam 2 Sl. No. in the National Register of Large 55, PIC No. KA06HH0199 Dam 3 Dam features a) Date of Completion 1999 b) Location i) Longitude 76° 33' 7.55” E ii) Latitude 17° 29' 6.74” N c) Height of Dam 28.345 M above the lowest river bed level d) Gross Capacity 44.01 TMC ft. (0.044 TMCUM) (Gated/Un gated) Gated e) Whether the Dam is provided with Provided with Drainage Gallery of size 1.50 Drainage Gallery or not. m X 2.25 m 4 Main Component of Dam Type of Dam: Composite Dam: Spillway: Gated spillway with 05 No. of Radial Crest gates of size 13m X 9m. Length of concrete spillway dam-77.00mtr. Length of non-overflow section of Dam- 56.00 mtr. Length of earthen Dam: 827.00M. 5 Date of Inspection 6 Inspecting Officer Chief Engineer, KNNL, IP Zone, Kalaburagi. 7 Observations/Significant Deficiencies Noticed i) Inadequate Spillway. ii) Inadequate free-board iii) Cracks in Masonry / Concrete / Earth Dam a) Masonry/concrete dams and b) Structural cracking in earth dams iv) Inadequate a) Flood forecasting system

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Sl. Items of the Reply No. “Health Status Report” b) Flood warning system c) Communication v) Excessive seepage through, a) Drainage holes b) Porous pipes c) Downstream face of dam d) Downstream area etc. e) Development of high uplift pressure vi) Excessive leaching vii) Choking of porous drains. viii) Choking of drainage holes ix) Mal-operation of gates x) Non-availability of standby/ alternative source of power xi) Structural Review indicating tension on the upstream face of dam xii) Non-availability of Emergency Action Plan. 8 Performance of Dam

Based on Instruments installed in the dam (Water Level Recorder, V-notch, etc.,)

Of Meteorological Instruments installed in the catchment area and reservoirs of Dams.

Is the hydraulic performance in agreement with the results of model studies?

Any other issue / issues pertaining to performance of dam which the Engineer- in-Chief / Chief Engineer in-charge of dam desires to include.

9 Remedial Measures Suggested.

10 Remarks

11 Action Taken Report.

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Asst. Executive Engineer Executive Engineer Superintending Engineer KNNL, Amarja Project KNNL, IPC Divn. No. 1, KNNL, IPC Circle, Dam Sub-Dn., Bhusnoor Kalaburagi Kalaburagi

Certified that the Health Status Report of Amarja Dam is furnished after a thorough review of the same by the technical wing of the zone (this has reference to para 18.3.5 of the Proceedings of 18th meeting of SLDSC).

Chief Engineer KNNL, IP Zone, Kalaburagi

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APPENDIX-1 Performance of Dam Instruments

Sl. Name of Dam with location Name of Instrument No. of Instruments Performance Status of data Analysis Remarks No.

1 2 3 4 5 6 7 Instruments are to be provided

Asst. Executive Engineer Executive Engineer Superintending Engineer KNNL, Amarja Project KNNL, IPC Divn. No. 1, KNNL, IPC Circle, Dam Sub-Dn., Bhusnoor Kalaburagi Kalaburagi

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APPENDIX-2 Performance of Meteorological Instruments pertaining to Large Dams in Karnataka

No. of Sl. Name of Dam with Status of data Name of Instrument Instrument Performance Remarks No. location Analysis s 1 2 3 4 5 6 7 Details to be furnished by WRDO Bangalore.

Engineer-in-Chief, Water Resources Development Organization, Bangalore

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APPENDIX-3 Categorizations of Deficiencies (Keeping in view CWC letter No. 627-56 dt. 28-08-2002)

Category No.* Criteria for categorization

Category No. (1) Dams with major deficiency which may lead to dam failure

Category No. (2) Dams with rectifiable deficiency which needs immediate attention.

Dams with minor / no deficiencies has been noticed. Category No. (3)

* Category Number is to be furnished in the ‘remarks’ column of the Health Status Report.

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CHAPTER 4 - PROJECT MAINTENANCE

A good maintenance program protects Amarja Dam against accelerating deterioration, prolongs its life, and greatly reduce the chance of failure. Nearly all the components of Amarja Dam and its materials are susceptible to damage and deterioration if not well maintained. Moreover, the cost of a proper maintenance program is small compared to the costs of major repairs, loss of life and property and litigation. Preventative maintenance not only protects the dam and its owner but the public as well. If maintenance of a dam is neglected the consequences and costs will multiply. Preventive maintenance assures that a dam and reservoir are in good working condition and prevents more harmful conditions from developing. Individual maintenance tasks are noted, with a description of the area where the maintenance is to be performed, the schedule for performing the tasks, and reporting procedures. Typical routine maintenance tasks performed includes mowing grass, removing vegetation, bushes and trees, removing litter and other debris, re-grading the crest and/or access roads, repairing fencing to keep livestock off the dam, etc. Other maintenance works that need to be performed on the embankment includes restoration of embankment to its design section, seepage problems, erosion, displaced riprap, cracking in embankment etc. In concrete / masonry dams there may be issues like cracking and disintegration in concrete, choking of drainage holes in dam body/ foundation, damages to spillway glacis/ piers/ energy dissipaters due to abrasion/ cavitation/ unsymmetrical flows, damages to pointing on upstream & downstream faces of masonry dams, heavy seepages through some drains in foundation/inspection galleries etc. A basic maintenance program has been developed primarily based on systematic and frequent inspections. As a reference for maintenance and rehabilitation, the Manual for Rehabilitation of Large Dams Prepared under DRIP can be obtained from the following link; https://damsafety.in/ecm-includes/PDFs/Manual_for_Rehabiltation_of_Large_Dams.pdf 4.1 Maintenance Priorities For Amarja Dam, maintenance activities require to be prioriitized as immediate maintenance or preventative maintenance.

4.1.1 Immediate Maintenance The following conditions are critical and call for immediate attention & reservoir lowering, if warranted. These conditions may include, but are not limited to: ✓ The dam is about to be overtopped or being overtopped during high flood. The dam is about to be breached by erosion, slope failure etc. ✓ The dam showing signs of piping or internal erosion indicated by increasingly cloudy seepage or other symptoms. ✓ The spillway being blocked or with some inoperable gates. Evidence of excessive seepage appearing anywhere on the dam site, e.g., the Embankment becomes saturated, defective water stops, etc., and seepage exiting on the downstream face is increasing in volume.

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Although the remedy for some critical problems may be obvious (such as clearing a blocked spillway or repairing the spillway gates so that they are in working condition), the problems listed above generally demand the services of experienced engineers/expert panels familiar with the design, construction and maintenance of dams. The emergency action plan (EAP) should be activated when any of the above conditions are noted. Note also that the “blue” conditions of the EAP are also applicable during controlled release of floods through the spillway.

4.1.2 Preventive Maintenance This can be further classified as Condition based Maintenance and Routine Maintenance.

4.1.2.1 Condition Based Maintenance The following maintenance should be completed as soon as possible after the defective condition is noted. These include but are not limited to: ✓ Remove all vegetation and bushes from the dam and restoring any eroded areas and to establish a good grass cover. ✓ Fill animal burrows. ✓ Restore and reseed eroded areas and gullies on embankment. ✓ Repair of defective gates, valves, and other hydro-mechanical equipment. ✓ Repair any concrete or metal components that have deteriorated. ✓ Cleaning of the choked drainage holes in the dam body/ foundations in concrete / masonry dams. ✓ Repair any damages on spillway glacis, piers, energy dissipaters, training/divide walls, downstream areas etc. ✓ Repairs on the upstream face of masonry dams, in case the pointing is damaged, due to which there is increased seepage. ✓ Controlling any heavy seepage in the foundation/ inspection galleries in Concrete/Masonry dams from drainage holes. ✓ Repairs of any cracks/cavities/joints in concrete/masonry dams/structures. However, many of these works will require the services of experienced engineers/expert panels.

4.1.2.2 Routine Maintenance Several tasks should be performed on a continuous basis. These include but are not limited to the following: ✓ Routine mowing, restore and reseed eroded areas and gullies on downstream face of the left flank embankment and general maintenance including repairs/cleaning of surface drains on downstream face and in the downstream area. ✓ Maintenance and treatment of any cracks/joints/ cavities in Concrete/Masonry dams and spillways based on the recommendations of experienced engineers / expert panels. ✓ Observation of any springs or seepage areas, comparing quantity and quality (clarity) with prior observations in the embankment. ✓ Monitoring of downstream development which could have an impact on the dam and its hazard category. ✓ Maintenance of Electrical & Hydro-Mechanical equipment and systems e. g. Servicing of spillway gates & stop logs, hoisting arrangements, gantry crane, gates/hoist of outlet works/sluices & stand by generator. ✓ Maintaining proper lighting at dam top, galleries, etc. ✓ Monitoring of seepage in galleries.

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✓ Monitoring/ cleaning & removal of leached deposits in porous concrete / formed drains in dam body and foundation drainage holes. ✓ Maintenance of all dam roads & access roads. ✓ Operation of electrical and mechanical equipment and systems including exercising gates & valves. ✓ To keep the gate slots clear of silt/debris. ✓ Maintenance/testing of monitoring equipment (instruments) and safety alarms. ✓ Testing of security equipment. ✓ Testing of communication equipment. ✓ Any other maintenance considered necessary. 4.2 Procedures for Routine Maintenance The O&M Manual includes detailed instructions and schedules for performing periodic maintenance works at the site. This includes maintenance of the dam, the appurtenant works, and the reservoir areas. Methodology / Specifications for carrying out maintenance works of general & recurring nature should be included in the Manual. Dam repairs are scheduled based on severity of the problem, available resources, and weather conditions. For example, if a severe settlement problem (more than envisaged in designs) or cracking is detected on the crest of the dam, it should have a high priority since further degradation could lead to dam breaching. The causes of all major issues / problems should be identified and evaluated by experienced engineers/ Expert Panels so that appropriate remedial measures can be finalized. Correcting minor rill erosion on the downstream slope could be assigned a low priority since it is not a dam safety concern. This type of repair will also be weather dependent, since grass can only be planted during specific times of the year, and the embankment should be dry so that more damage is not inflicted to the embankment slopes.

4.2.1 Earthwork The surfaces of an earthen dam may deteriorate due to several reasons. For example, wave action may cut into the upstream slope, vehicles may cause ruts in the crest or slopes, trails left by livestock can result in erosion, or runoff waters may leave erosion gullies on the downstream slope. Other special problems, such as shrinkage cracks or rodent damage, may also occur. Damage of this nature must be repaired constantly. The maintenance procedures described here are effective in repairing minor earthwork problems. However, this section is not intended to be a technical guide, and the methods discussed should not be used to solve serious problems. Conditions such as embankment slides, structural cracking, and sinkholes threaten the immediate safety of a dam and require immediate repair under the directions of experienced engineers/Expert panels.

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Photo 11: Embankment of Amarja Dam The material selected for repairing embankments should be free from vegetation, organic materials, trash, and large rocks. If flow-resistant portions such as the core of an embankment dam are being repaired, materials that are high in clay or silt content should be used. If the area is to be free draining or highly permeable (such as pervious shell of an embankment dam) the material should have a higher percentage of sand and gravel. It is usually satisfactory to replace or repair damaged areas with soils like those originally in place. An important soil property affecting compaction is moisture content. Soils that are too dry or too wet do not compact well. One may test repair material by squeezing it into a tight ball. If the sample keeps its shape without cracking and falling apart (which means it is too dry), and without depositing excess water onto the hand (which means it is too wet), the moisture content is near the proper level. Before placement of earth, the repair area needs to be prepared by removing all inappropriate material. All vegetation, such as bushes, roots, and tree stumps, along with any large rocks or trash need to be removed. Also, unsuitable earth, such as organic or loose soils, should be removed, so that the work surface consists of exposed, firm, clean embankment material. Following cleanup, shape and dress the affected area so that the new fill can be placed and compacted in horizontal lifts to the level specified in the technical specifications. Also it must be properly keyed (benched) with the existing material for which proper construction practices ae carried out to “knit” the new fill in to the existing soils to ensure proper bonding. This can be accomplished by using the following simple procedures 1. Scarify the existing soil layer 2. Place new moisturized soils in loose layers up to 20 centimeters thick 3. Compact to required density at optimum moisture content (OMC) 4. Scarify compacted layer 10 centimeters 5. Moisturize the layer before placement of soils 6. Compact

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7. Continue process until lines and grades are accomplished. Overbuild can be trimmed back to design lines and grades 8. Seed of turf the fill to minimize erosion processes 9. Water routinely to ensure turf root system is fully developed. Erosion is one of the most common maintenance problems at embankment structures. Erosion is a natural process and its continuous forces will eventually wear down almost any surface or structure. Periodic and prompt maintenance is essential to prevent continuous deterioration and possible failure. Turfing, free from weeds and deleterious materials, is an effective means of preventing erosion. Rills and gullies should be filled with suitable soil, compacted, and then seeded or turfed as necessary. Large eroded gullies can be slowed by stacking bales of hay or straw across the gully until permanent repairs can be made. Erosion is also common at the point where an embankment and the concrete walls of a spillway or other structure meet. Poor compaction adjacent to such walls during construction and later settlement can result in an area along the wall that is lower than the grade of the embankment. People often walk along these walls, wearing down the vegetative cover. Workable solutions include re-grading the area so that it slopes away from the wall, adding more resistant surface protection, or constructing steps. Steps can be provided / constructed at regular intervals along the length of the dam for going from downstream toe to the dam top. All vehicular traffic, except for maintenance, should be restricted from the dam. Paths due to pedestrian, livestock, or vehicular traffic (two and four-wheeled) are a problem on many embankments. If a path has become established, vegetation will not provide adequate protection and more durable cover will be required unless traffic is eliminated. Stones may be used effectively to cover such footpaths. Runoff often concentrates along embankment slopes where the hinge point on the crest is lower than the surrounding crest and runoff ponds in these low areas. The concentrated runoff flows down the slope cutting the soils and forming rills and gullies resulting in loss of design lines and grades and affecting stability of the structure. Upstream Riprap The upstream face is protected against wave erosion. Rip-rap is provided for the purpose with filter layers below. Nonetheless, erosion can still occur in existing riprap. Water running down the slope under the riprap can erode the finer filter materials under the riprap and soils leaving voids and loss of grade. Wave runup will also undermine the filter layer especially along the full reservoir level and over time wash out finer material. This can be checked through observance of linear embankment settlement. Sections of riprap that have slumped downward are often signs of this kind of erosion. When erosion occurs on the upstream slope of a dam, repairs should be made as soon as possible.

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Photo 12: View of upstream riprap Repairs can be made following the same design details as provided in the embankment section. proper preparation of the surfaces of the existing embankment as described in the earlier paragraph for placement and compaction of embankment. Please refer to IS 8237- Code of practice for protection of Slopes for Reservoir Embankments is recommended to be reviewed and followed for carrying out this repair work. Controlling Vegetation Keep the entire dam clear of unwanted vegetation such as bushes or trees. Excessive growth may cause several problems: • It can obscure the surface of an embankment and not allow proper inspection of the dam. • Large trees can be uprooted by high wind or erosion and leave large voids that can lead to breaching of the dam. • Some root systems can decay and rot, creating passageways for water, leading topping erosion. • Growing root systems can lift concrete slabs or structures. • Rodent habitats can develop undetected. All bushes/trees should be as far as possible removed by root to prevent regrowth. The resulting voids must be backfilled with suitable, well-compacted soils. It is recommended to remove the plants/vegetation at their early stage to prevent or minimize their growing into big trees/bushes, etc. In cases where trees and bushes cannot be removed, the root systems should be treated with environmentally-friendly herbicides (properly selected and applied) to retard further growth. Concerned Government Agencies must be consulted for selection of appropriate herbicides & their use for control of vegetation on dam structures or any water bodies. Controlling Animal Damage Livestock are not allowed to graze on the embankment section of the dam. When soil is wet, livestock can damage vegetation and disrupt the uniformity of the surface. Moreover, livestock tend to walk in established paths and thus can promote erosion.

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The burrows and tunnels of burrowing animals (beaver, muskrat, groundhogs and others) weaken earthen embankments and serve as pathways for seepage from the reservoir. Large burrows found on the embankment should be filled by mud packing. This method involves placing vent pipe in a vertical position over the entrance of the den. Making sure that the pipe connection to the den does not leak, the mud-pack mixture is poured into the pipe until the burrow and pipe are filled with the soil-water mixture. The pipe is removed and more dry earth is tamped into the entrance. As per some US publications, the mud pack is generally made by adding water to 90% earth & 10% cement mixture until a slurry or thin cement consistency is attained. For bigger holes, bentonite coated stones can also be used. All entrances should be plugged with well-compacted earth andgrassy vegetation re-established. Dens should be eliminated without delay. Different repair measures will be necessary if a dam has been damaged by extensive small or large rodent tunneling activity. The area around the entrance can be excavated and then backfilled with impervious material. This will plug the passage entrance to prevent water entry and saturation of the embankment. Controlling Ants and Termites (White Ants) Ants and termites have become one of the most serious pests for Embankment dams. They both need water to survive and have been found on most of the embankment dams in India. These insects can create problems in the dam itself and with any of its electrical components. In some habitats, ants and termites can move as much or more soil as earthworms, thereby reducing soil compaction. Nest galleries can penetrate in a V-shaped pattern below the nest, penetrating as much as more than one meter deep in the soil. These galleries can create pathways for surface water to penetrate in the dam, resulting in internal erosion and collapse of the surface. Ants and termites left undisturbed can build mounds that can become quite large. These can create problems for mowing. However, frequent mowing can induce the colonies to migrate to neighboring, undisturbed areas. There are many options for managing ants and termites. Use only pesticides labeled as suitable for the location you want to treat. Make every effort to avoid contaminating water with pesticides and ensure. Controlling Damage from Vehicular Traffic As mentioned earlier, vehicles driving across an embankment dam can create ruts in the crest if it is not surfaced with roadway material and sometimes even when sealed with flexible pavement, especially when the embankment is saturated and overweight trucks use the road. The ruts can then collect water and cause saturation and softening of the dam. Other ruts may be formed by tractors or other off-road vehicles such as motorbikes are allowed to drive up and down the embankment face; these can direct runoff resulting in severe erosion. Vehicles, except for maintenance, are restricted on the dam top and kept out by fences or barricades. Any ruts should be repaired as soon as possible.

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Photo 13 – Dam Crest Paved Road over embankment is regularly maintained to minimize damages to the embankment structure

4.2.2 Concrete Spillways Various issues/problems that may require maintenance/repairs on the Amarja Concrete and Spillway sections include but not limited to: • Damages on spillway glacis, spillway piers, training/divide walls, energy dissipaters, downstream areas (probable causes are cavitation, abrasion, un-symmetrical flows, unfavorable down-stream conditions) • Vegetation growth in unattended areas such as spillway, spillway channel, etc. • Seepage in the galleries and on the downstream face of the dam. • Cleaning and removal of leached deposits from choked porous and foundation drains.

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• Repair to upstream face of earthen dams in case the rip-rap is damaged, leading to increased seepage. • Ensuring safe access to and within the gallery, lighting is also required as well as all outside areas during the evening hours. • Ensuring the dam is behaving as designed based on instrumentation programs. • Periodic maintenance should be performed of all concrete surfaces which are approachable to repair deteriorated areas. For remedial measures of problems of special nature advice of experienced engineers/ Panel of Experts needs to be obtained

Photo 14 – Minor repairs of Radial Crest gates carried out annually

4.2.3 Gates & Hoisting Equipment The safe and satisfactory operation of Amarja Dam depends on proper operation of its Gates &Hoisting Equipment. Maintaining spillway gates in working condition is critical for dam safety and is to be assigned the highest priority. If routine inspection of the Hydro-Mechanical Equipment shows the need for maintenance, the work should be completed as soon as possible. The simplest procedure to ensure smooth operation of gates is to operate them through their full range at least once, and preferably twice annually (before monsoon & after monsoon keeping a gap of at least six months). Because operating gates under full reservoir pressure can result in large discharges, exercising of gates should preferably be carried out during dry conditions or lean times of the year using the stoplogs/ emergency gates. Commonly used Gates and Hoists including their inspection / maintenance requirements are discussed below. The aspects to be inspected and maintained periodically for ensuring proper operation of these gates are as under:

Doc. No. CDSO_O&M_KA06HH0199_Amarja Dam_v3.0 Page 78 O&M Manual for Amarja Dam November 2019 i) The gate slot and bottom platform/sill beam should be cleaned periodically. Scales formed over the embedded parts should be removed. Second-stage concrete should be checked for any development of cracks / leakages and repairs should be attended to immediately. ii) The gate leaf should be thoroughly cleaned and repainted as and when necessary according to the procedure or guidelines- indicated in IS: 14177 or as per the recommendations of the paint manufacturer. All drain holes provided in the gate assembly should be cleaned. iii) Rubber seals should be smoothed, if required, for proper alignment. All nuts and bolts fixing the seal to the gate should be tightened uniformly to required torques. Seals, if found damaged or found leaking excessively should be adjusted, repaired or replaced as considered necessary. iv) The wheel shall be rotated to check their free movement. Gate roller bearings and guide roller bushes should be properly lubricated. Whenever necessary these should be opened for rectifications of defects, cleaning and lubrication and should thereafter be refitted. These may be replaced if repairs are not possible. v) Hoisting connection of the gate leaf should be lubricated where necessary and defects if any should be rectified. vi) All nuts, bolts, check nuts and cotter pins of the lifting devices should be checked periodically. vii) All components should be greased and lubricated. Recommended and approved oils and grease only should be used. viii) Roller assembly should be adjusted by the eccentricity arrangement to ensure all rollers rest uniformly on the track plates particularly in the closed position of the gate. ix) Where filling valves are provided as part of the gate structure, all the nuts, bolts, check nuts etc. should be tightened. x) All welds shall be checked for cracks/ damages. Any weld that might have become defective should be chipped out and redone following the relevant codal provisions. Damaged nuts, bolts, rivets, screws etc. should be replaced without delay. xi) The filling-in valves allow passage of water when it is lifted by lifting beam & crane due to creation of space between stem seat and exit passage liner. The springs and associated components should be checked periodically for damages and replaced if necessary. xii) The guide-assemblies, wheel-assemblies and sealing-assemblies shall be cleared off grit, sand or any other foreign material. xiii) The wheel pin shall be coated with corrosion resistant compound. xiv) All nuts and bolts shall be tightened. The aspects to be inspected and maintained periodically for ensuring proper operation of these gates are as under: a) Rubber Seals: i) Seals shall be inspected for leakages. Locations of excessive leakages shall be recorded for taking remedial measures. Weeping or slight flow in localized area will not require immediate remedial measures. However, measures like tightening of bolts are carried out. Further adjustment is carried out during annual maintenance. ii) If leakage is excessive & immediate repair is considered necessary, the stop log gates shall be dropped and seals repaired or replaced.

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Note: During monsoon period, stop log gates shall NEVER be lowered in spite of heavy leakage through seals. b) Trunnion block assembly and anchorages: (i) All the nuts and bolts of Trunnion block assembly and its anchorages shall be checked for tightness. (ii) Check all the welds for soundness and rectify defects. (iii) Check whether the Yoke girder and thrust block is covered on not. If not, cover it with mild steel plates. (iv) Cover the trunnion pin with anti- corrosive jelly. (v) Remove all dirt, grit etc. from trunnion assembly and lubricate trunnion bearings of the gate with suitable water resisting grease as recommended by bearing manufacturers. c) Gate structures: i) Check all the welds for soundness and rectify defects. ii) Check welds between arms and horizontal girders as well as between latching bracket and skin plate with the help of magnifying glass for cracks/defects and rectify the defects. iii) Clean all drain holes including those in end arms and horizontal girders. iv) Check all the nuts and bolts and tighten them. Replace damaged ones. v) Check upstream face of skin plate for pitting, scaling and corrosion. Scaling may be filled with weld and grinded. Corroded surface shall be cleaned and painted. d) Embedded Parts: i) All the sill beams and wall plates shall be inspected for crack, pitting etc. and defects shall be rectified. ii) The guide roller pins shall be lubricated. e) General Maintenance: i) Defective welding should be chipped out and it should be re-welded duly following the relevant codal provision (IS: 10096, Part-3). ii) Damaged nuts, bolts, rivets, screws etc. should be replaced. iii) Any pitting should be filled up by welding and finished by grinding if necessary. iv) The gate leaf, exposed embedded metal parts, hoists and hoist supporting structure etc., should be thoroughly cleaned and repainted when required keeping in view the original painting system adopted and as per the guidelines contained in IS: 14177. v) Trunnion bearing should be greased as and when required. Keeping trunnion bearings in perfect working condition is very important. All other bolted connections should also be checked up for proper tightness. vi) Bolts and trunnion bearing housing should be tightened wherever required. vii) The seals of the gate should be checked for wear and tear and deterioration. These should be adjusted/replaced as and when necessary. viii) The wall plates, sill beams shall be checked and repaired if necessary. ix) Wire ropes should be properly lubricated.

Doc. No. CDSO_O&M_KA06HH0199_Amarja Dam_v3.0 Page 80 O&M Manual for Amarja Dam November 2019 x) Oil level in the worm reduction unit should be maintained by suitable replenishment. Oil seals should also be replaced if required. Lubrication of other parts of hoists such as chains, position indicators and limit switches should also be done. xi) The stroke of the brake should be reset to compensate for lining wear. Worn out brake linings should be replaced in time. xii) Flexible couplings should be adjusted if required. xiii) Repairs and replacements of all electrical relays and controls should be attended to. xiv) Maintenance of alternative sources of Power such as Diesel Generating sets and alternative drives wherever provided should be carried out. xv) The list of essential spare parts to be kept available should be reviewed and updated periodically. The condition of spares should be checked periodically and protective coating given for use.

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4.2.4 Electrically operated fixed hoists 1. General Instructions: a) Operation of fixed hoist without lifting the gate is not possible and need not therefore be attempted. It will be possible to operate the unit and observe operation of load carrying hoist component when gate is being lifted or lowered. b) Never open any bolt or nut on motor, gear boxes, rope drums and other load carrying hoist components when the gate is in raised position. The gate should be fully closed or rested on the gate latches before carrying out any work on hoist components including motor brake and other electrical equipment. c) The aspects to be inspected and maintained periodically for ensuring proper operation of Rope drum hoists are as under; i. Entrance to all hoist platforms shall be kept locked. All keys shall remain with the shift supervisor. ii. A cursory daily inspection shall be made of hoist and gate to ensure that there is no unusual happening. iii. Clean all hoisting equipment and hoist platform. iv. Check oil level in gearboxes and replenish as and when required with oil of proper grade. v. Apply grease of suitable grade by grease gun. vi. Lubricate all bearings, bushings, pins, linkages etc. vii. Check all the fuses on the power lines. viii. All bolts and nuts on gear boxes, hoist drum and shaft couplings should be checked for tightness. ix. Check the supply voltage. x. Drain sample gear oil from each of the gear boxes. If excessive foreign particles or sludge is found, the gear box shall be drained, flushed and filled with new oil. xi. All the geared couplings shall be greased. xiii. Raise and lower the gate by hoist motor and check for smooth, and trouble free operation of gate without excessive vibration. xiv. Observe current drawn by motor at the time of lifting and check if it is more than normal. If so, stop the hoist and investigate the cause and rectify. xv. Check the condition of painting of various components and remove rust wherever noticed and repaint the portion after proper cleaning as per painting schedule. xvi. All trash, sediments and any other foreign material shall be cleared off the lifting rope and lifting attachment.

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xvii. All ropes shall be checked for wear and tear and if broken wires are noticed, the rope shall be replaced. xviii. All the wire ropes shall be checked and all visible oxidation shall be removed. xix. All wire ropes shall be greased with cardium compound. xx. Check the overload relays for proper functioning. xxi. Check all the nuts, bolts, rivets, welds and structural components for hoisting platform and its supporting structure for wear, tear and damage. All damages shall be rectified. All bolts shall be tightened. The portion with damaged painting shall be touched up. xxii. Check the pulleys, sheaves and turn-buckles. xxiii. Raise and lower the gate for its full lift several time (at least three to four) and observe the following: a) Check the limit switches and adjust for design limits. b) The effectiveness and slip of the breaks shall be checked by stopping the gate in raising and lowering operations. The brakes shall be adjusted if needed. c) When the gate is operated, there should not be any noise or chatter in the gears. xxiv. Adjust the rope tension of wires if unequal. xxv. Check for all gears and pinions for uneven wear and adjust for proper contact. Grease the gears. xxvi. Repaint the hoist components, hoisting platform and its supporting structures as per requirement. xxvii. The periodic maintenance of commercial equipment like motors, brakes, thrusts etc. shall be carried out as per manufacturers operation and maintenance manual. 4.3 Maintenance of Electrical components of Fixed Rope Drum Hoists: a). The electrical components to be inspected and maintained periodically are as under; i) Starters should be cleaned free of moisture and dust. ii) Each individual contactor should be tried by hand to make sure that it operates freely. iii) All wearing parts should be examined in order to take note of any wear which may have occurred during operation. iv) If the contactor hums, the contact faces should be cleaned. v) Examine all connections to see that no wires are broken and no connections are loose. vi) Clean the surface of the moving armature and magnet core which comes together when the contactor closes, free of dust or grease of any kind.

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vii) Examine the mechanical interlocks between the reversing contactor and see when the contact tips of one of the contactor units are touching, it is impossible to get the contact tips of the other unit to touch. viii) The contact tips should be kept free from burns or pits by smoothening with fine sand paper or emery paper. ix) Replace the contact tips which have worn away half-way. x) Do not lubricate the contacts. xi) Blow out windings thoroughly by clean and dry air to clear air passage in the stator and the rotor of any accumulated dirt. The air pressure shall not be too high to damage the insulation. xii) Examine earth connections and motor leads. xiii) Examine motor windings for overheating xiv) Examine control equipment’s xv) Examine starting equipment for burnt contacts xvi) Check and tighten all nuts and bolts xvii) Clean and tighten all terminals and screw connections all contact surfaces shall be made clean and smooth. xviii) Lubricate the bearings xix) Overhaul the controllers xx) Inspect and clean circuit breakers. xxi) Wipe brush holders and check bedding of brushes. xxii) Blow out windings thoroughly by clean and dry air. The pressure shall not be so high that insulation may get damaged. xxiii) Check the insulation resistance of the motor between any terminal and the frame. If the measured resistance is less than the prescribed value, then steps shall be taken to dry- out the motors either by passing a low voltage current through the windings or by placing the stator and rotor only in a warm dry place for a day or so. WARNING: The complete motor shall never be put in an oven for drying as that may melt the grease out of bearings. xxiv) Coat the windings with an approved high temperature resisting insulation enamel or varnish. xxv) Over haul the motor, if required. xxvi) Check the switch fuse units and renew, if required. xxvii) Check resistance or earth connections. xxviii) Check air gap. 4.4 Spillway Stoplogs, Lifting Beam &Radial Gate A. MAINTENANCE OF STOPLOGS a. Regular Maintenance

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1. For gear and pinion, grease or lubricating compound shall be frequently used for the smooth operation 2. Wire Rope should be kept lubricated on regular basis with cadmium compound. 3. Damaged nuts, bolts etc. should be replaced 4. Oil level in the gear box and worm reducer should maintained. 5. Electromagnetic brake should be checked regularly and plunger to be cleaned dry to ensure proper functioning. The break shop to be cleaned. b. Periodical Maintenance 1. Wire Rope should be examined for rusting, broken strands etc. and the wire rope at both the ends of the gate should have equal initial tension. 2. All nuts, bolts and screws shall be checked for wear, tear and tightness 3. Drain oil from gear box once in every 6 months and replace with relevant grade. 4. Ensure proper meshing of gear and pinion. 5. Location and adjustment of guide shoe should be checked. 6. Check E.M. Brake and thruster brake properly functioning. 7. All the moving parts should be properly lubricated. 8. The fuses are to be checked and replaced when they are worn-out. Replacements of fuses are necessary when they emit smell or get over heated. Care should be taken to select the correct size of fuses. B. MAINTENANCE GANTRY CRANE Hoisting trolley of the Gantry cranes is built on top of a wheeled mobile gantry structure travelling over fixed rails and is used to straddle an object or load over a workspace. Following aspects need to be considered and attended to during maintenance; 1. Oil level in the gear boxes. It is very important to ensure that the correct oil level is maintained. Over filling causes overheating and leakage, therefore, care should be taken that the breather holes are not clogged by any foreign material like dust, paint etc. 2. The insulation resistance of motor windings. In case it is found to have dropped below a prescribed value, the motor should be dried prior to putting back in service. If weak insulation becomes a regular feature, the winding should be given a good coat of insulating varnish after the motor has been dried. 3. Checking of all the electrical connections. 4. Lubrication of each part of crane 5. Removal of any loose/foreign material along the rail track 6. Actuating tests of limit switches 7. Actuating tests of brakes. 8. All fuses in the control panel should be checked and if necessary, it should be replaced. 9. Necessary terminal connections of motors, brakes etc. is to be checked.

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10. Overload relay should be checked. 11. Visual inspection of wire ropes for any snapped loose wire and its proper lubrication. 12. Checking of rope clamps on the drum and tightening of bolts if required. 13. Gearbox assembly should not have any leakage of oil. 14. Unusual noise/vibration if any should be checked and rectified before operation. C. MAINTENANCE OF MOTOR Motors shall be blown out at regularly intervals to keep its ventilating passage clear, particularly when operating in dirty atmosphere. Moisture, oil, dirt, grease and carbon or metallic dust are the principal causes of break down. The motor therefore be kept clean and dry and must be kept free from oil and greases, damp and dirt, periodical cleaning with dry compressed air with a brush is necessary. The motor required be examining and dismantling from time to time and frequency of service cleaning will depend upon the conditions under which the motor operates. During periodical cleaning care shall be taken to clean air passage in the starter and motor of any accumulated dirt. Terminals and screw connections shall be kept clean and tight. If they become dirty or corroded, they shall be disconnected and all contact surfaces made clean and smooth. Bad contact leads to sparking and ultimate breakdown.

D. LUBRICATION AND MAINTENANCE OF REDUCTION GEAR UNIT 1. Satisfactory performance of grease required that the lubricating oil kept be clean, and free from dirt, grit, moisture and sludge. Depending upon operating conditions the oil eventually becomes contaminated and should be drained periodically. During operation the oil level should be periodically checked, too high-level results loss of power and oil leakage, too low oil results in friction in bearings and on gear teeth causing overheating. Use proper graded oil. 2. Oil level should be checked with the help of dipstick or the oil indicator and should be topped up, if necessary. 3. Where the bearings of the unit are greases lubricated, the same should be filled with the top of grease gun. 4. Care should be taken that the breather holes are not clogged by any foreign materials, like dust, paint etc. 5. During cleaning gear casing should be flushed with the same sort oil that is used under working Conditions. If encasing is opened for cleaning all sealing compound must be removed. E. LUBRICATION CHART Sl. Part Lubrication for Frequency No. 1. Hoist Brake Fulcrum Hand oiled points One in a month pins 2. Long travel Brake Hand oiled points One in a month fulcrum Pins 3. Motors: Hoist Long End Bearing Replace once in six Months and renew travel once in a year 4. Long travel Shaft Grease Nipples Blocks Replace once in Six months and renew

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Plummer once in a year 5. Gear Boxes Gear Boxes Check oil level once a month and top up as necessary 6. Pinion & Gear Wheels Gears & Pinions Every 3 Months 7. Wire Rope Full Wire (Cardium Every year preferably before onset of Compound) Monsoon F. MAINTENANCE OF BEARING Like all other important machine components ball and roller bearings must occasionally be cleaned and examined. In many cases it is permissible to let the bearing run for considerable / longer time before carrying out inspections, especially the conditions of the bearings can be ascertained, during service for example, by listening to the sound produced during running, checking the temperature of noting the color of the lubricant. While spirit good quality paraffin, petrol or benzene may be recommended as suitable for cleaning roller bearings. Bearing should not be allowed to stand dry for any length of time after they have cleaned out, should be oiled and greased immediately when this is done, the bearings should be rotated several times to that oil or grease can reach all vital parts and thereby protect the bearings from rust. For sheaves, oiling the bearing at frequent interval and checking that they rotate freely must be done. A seized-up sheave may ruin a rope very speedily. Care should be taken to see that the rope does not foul in flat against any obstacle in its way. G. MAINTENANCE OF WIRE ROPE Frequently the inspection of the entire length of rope is necessary. Watch constantly for broken wires, excessive wear and lubrication, see that the number of broken wires does not exceed as laid down in different regulation. Prompt attention must be given to a broken wire in a rope otherwise damage to other wires and serious accidents may results. Cleaning wire rope with brush or compressed air and giving it a light coating of special wire rope dressing is essential. This lubricant puts a protective film on each individual wire, repels water and stops corrosion. H. CHECK FOR THE TIGHTNESS OF THE BOLTS 1. Fixing bolts of motor and reduction gears. 2. Plummer Block base Bolts. 3. Bolts of all Coupling. 4. Inspect the keys in the Couplings for its correct position once in every six months. 5. The wire Rope and is fixed over the winding drum by weans of clamps and bolts. These are to be checked for its tightness periodically. I. LIFTING BEAM Lifting beam is used for both raising& lowering of Spillway stop log units with the use of Gantry crane. Lifting Beam shall mainly comprise of two number structural steel channels or fabricated channels with back to back connection to make it a single fabricated structural frame. Two side guide rollers/shoes shall be provided on each side of the lifting beam. The depth of lifting beam /frame should be sufficient to accommodate to rollers on each side located at sufficient distance

Doc. No. CDSO_O&M_KA06HH0199_Amarja Dam_v3.0 Page 87 O&M Manual for Amarja Dam November 2019 from one another to enable proper guided movement. The depth of lifting beam shall not be less than one tenth of the length / span of the lifting beam or 500 mm whichever is more. Lifting beam hook mechanism shall provide for automatic engagement and release of the equipment to be handled manually by movement of the hook block. The two hooks shall be mechanically linked together for simultaneous operation. All rotating parts of the lifting beam shall be provided with corrosion resistant steel pins and aluminum bronze bushing /roller bearings. All nuts, bolts and washers and retaining devices for pins shall be of corrosion resistant steel. Following issues need to be considered and attended to during maintenance; 1. Bush bearing of lifting attachment and various pulleys /sheaves wheel gears etc. should be properly lubricated. 2. Whenever it is felt that friction in the bearing has increased, these should be taken out for cleaning and lubrication and should be refitted properly. These should be replaced, if found beyond repair. MAINTENANCE OF BEARING Like all other important machine components ball and roller bearings must occasionally be cleaned and examined. In many cases it is permissible to let the bearing run for considerable / longer time before carrying out inspections, especially the conditions of the bearings can be ascertained, during service for example, by listening to the sound produced during running, checking the temperature of noting the colour of the lubricant. While spirit good quality paraffin, petrol or benzene may be recommended as suitable for cleaning roller bearings. Bearing should not be allowed to stand dry for any length of time after they have cleaned out, should be oiled and greased immediately when this is done, the bearings should be rotated several times to that oil or grease can reach all vital parts and thereby protect the bearings from rust. For sheaves, oiling the bearing at frequent interval and checking that they rotate freely must be done. A seized up sheaves may ruin a rope very speedily. Care should be taken to see that the rope does not foul in flat against any obstacle in its way. 4.5 Surface Preparation and Painting Works i) Protection of painted surfaces is considered essential for protection & enhancement of service life. Gates, their embedded parts, gate leaf, hoists and its supporting structures need to be protected against corrosion due to climatic condition, weathering, biochemical reaction and abrasion etc. This equipment is likely to deteriorate or get damaged to any extent that the replacement of parts may become necessary and such replacement may become difficult and costly. ii) Surface preparation & Painting requirements: Painting for hydro-mechanical works is to be carried out as prescribed in IS 14177 for both newly manufactured as well as old & used gates, hoists and associated works after proper surface preparation. The preparation includes thorough cleaning, smoothing irregular surfaces, rusted surfaces, weld spatters, oil, grease, dirt, earlier applied damaged layers of primers/ paint by use of mechanical tools, by use of solvents, wire brush etc. The sand / grit blasting process is used for surface preparation to a level of Sa 2½ of the Swedish standard.

Doc. No. CDSO_O&M_KA06HH0199_Amarja Dam_v3.0 Page 88 O&M Manual for Amarja Dam November 2019 iii) Surfaces not requiring painting & their protection during surface preparation, painting & transportation process: a) The following surfaces are not to be painted unless or otherwise specified: • Machine finished or similar surface • Surfaces which will be in contact with concrete • Stainless steel overlay surfaces. • Surfaces in sliding or rolling contact • Galvanized surfaces, brass and bronze surfaces. • Aluminum alloy surfaces b) The Surfaces of stainless steel, nickel, bronze and machined surface adjacent to metal work being cleaned or painted shall be protected by using sticky protective tape or by other suitable means over the surfaces not to be painted. c) All embedded parts which come in contact with concrete shall be cleaned as detailed above and given two coats of cement latex to prevent rusting during the shipment while awaiting installation. iv) Application of primer &finish coats on embedded parts and gates: a) EMBEDDED PARTS: • The prescribed primer shall be applied as soon as the surface preparation is complete and prior to the development of surface rusting and within the specified time prescribed by Indian Standards or the Paint Manufacturer. In case there is lapse of considerable time beyond the prescribed time limit, the surfaces shall be again cleaned prior to priming. • Two coats of zinc rich primer with epoxy resin shall be applied to all embedded parts surfaces which are not in contact with concrete and shall remain exposed to atmosphere or submerged in water to obtain a dry film thickness of 75 microns. • This shall be followed by three coats at an interval of 24hours of coal-tar blend epoxy resin so as to get a dry film thickness of 80 microns in each coat. Total dry film thickness of paint shall not be less than 300 microns. b) GATES: Primer Coat: • Over the prepared surface one coat of inorganic zinc silicate primer giving a dry film thickness of 70 ± 5 microns should be applied. Alternatively, two coats of zinc rich primer, which should contain not less than 85% zinc on dry film should be applied to give a total dry film thickness of 75 ± 5 microns. Finished paint: • Two coats of solvent less coal tar epoxy paints. These shall be applied at an interval of about 24 hours. Each coat shall give a dry film thickness of 150±5 microns. The total dry film thickness of all the coats including primer coating shall not be less than 350 microns. v) Hoist and supporting structure:

Doc. No. CDSO_O&M_KA06HH0199_Amarja Dam_v3.0 Page 89 O&M Manual for Amarja Dam November 2019 a) Structural components: Primer coats of zinc phosphate primer shall be applied to give a dry film thickness of 40±5 microns.

Photo 15 – Radial Crest Gate of Amarja Dam

Final Coats: One coat of alkalized based micaceous iron oxide paint to give a dry film thickness of 65±5 microns followed by two coats of synthetic enamel paint confirming to IS 2932 – 1974 to give a dry film thickness of 25±5 microns per coat. The interval between each coat shall be 24hours. The total dry thickness of all coats of paint including the primer coat shall not be less than 175 microns. b) Machinery: Except machined surfaces all surfaces of machinery including gearing, housing, shafting, bearing pedestals etc., shall be given: Primer coats: One coat of zinc phosphate primer paint to give minimum film thickness of 50 microns. Motors and other bought out items shall be painted if necessary. Finished coats: The finished paint shall consists of three coats of aluminum paint confirming to IS2339 – 1963 or synthetic enamel paint confirming to IS 2932 – 1977 to give a dry film thickness of 25±5 microns per coat to obtain a total minimum dry film thickness of 125 microns.

Doc. No. CDSO_O&M_KA06HH0199_Amarja Dam_v3.0 Page 90 O&M Manual for Amarja Dam November 2019 c) Machined surfaces: All machined surfaces of ferrous metal including screw threads which will be exposed during shipment or installation shall be cleaned by suitable solvent and given a heavy uniform coating of gasoline soluble removable rust preventive compound or equivalent. Machined surfaces shall be protected with the adhesive tapes or other suitable means during the cleaning and painting operation of other components. vi) Application of paint: Mix the contents thoroughly as directed by paint manufacturer before and during use. Painting at shop can be done by any of the three methods namely Brush / roller, Conventional spray, Airless spray etc. The paint can be made to suit the adopted method. But once the gate and equipment is in erected position the general method adopted is only brush / roller. In case of spray lot of precautions are to be taken. For More details: Refer IS: 14177 Part (II) – 1971. Appendix A – Brushing of paint Appendix B – Spraying of paint Appendix C – Spray painting defects: Causes and remedies. Removal of old paint / rust and carrying out fresh painting: The carrying out of fresh painting is to be considered under the following conditions: • The rusting is noticed all over the surface or • Rusting is severe or • Cracking and blistering has damaged the primer coat exposing the metal and is noticed all over the surface or • The paint film has eroded badly, the scrap of entire paint film to the base metal and carry out fresh painting. Note: In case of maintenance and renovation: Refer IS 14177 (Part II) – 1971 for checking and repainting. vii) Removal of old paint for repainting: Caution should be exercised while removing the old paint. The surfaces shall be de-rusted and descaled by either mechanically by one or more of the methods, namely: a) Wire brushing, Scraping, and chipping. Sand papering or cleaning with steel wool or abrasive paper b) Power tool cleaning c) Flame cleaning d) Sand blasting or shot blasting and e) Chemical rust removal. Note: The method of application shall be decided based on conditions existing. After cleaning painting is to be carried out as originally proposed. Some are painted without removal of old paint and rusting this will amounts to no painting and deteriorate faster than the original one.

Doc. No. CDSO_O&M_KA06HH0199_Amarja Dam_v3.0 Page 91 O&M Manual for Amarja Dam November 2019 viii) Inspection and testing of painting works: a) The following steps are involved in inspection of painting: • General inspection before and during painting • Viscosity test of paints • Paint thickness test – using Elco-meter. • Inspection of general appearance of finished work. b) General: The aim of inspection and testing is to ascertain whether the recommended practice is being employed correctly during every stage of application and whether the final results fulfill the object of painting. Any test carried out should be of non – destructive nature or, if it is of destructive nature, it should be either restricted to areas which can be restored without marring the general appearances or be such that it is possible to restore easily without necessitating a complete repetition of the work. c) Inspection of surfaces prior to painting: Inspection methods will depend on whether it is to be painted for the first time or is to be repainted. d) New Works (Not previously painted): The following shall be decided by inspection: • The method of pre cleaning feasible or recommended; • The intermediate protective treatments to be applied, if found necessary; • The final painting schedule and the specifications for the paint for ensuring the particular performance; • The method of application, whether by brush, roller or spray. e) Old Work (Which requires repainting): The following shall be decided by inspection: • Whether the entire existing paint requires removal; and/or • Whether repainting without paint removal would be adequate.

4.6 Electrical System Electricity is typically used at a dam for lighting and to operate the gates, hoists, recording equipment, and other miscellaneous equipment. It is important that the Electrical system be well maintained, including a thorough check of fuses and a test of the system to ensure that all parts are properly functioning. The system should be free from moisture and dirt, and wiring should be checked for corrosion and mineral deposits.

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Photo 16- Maintaining the Lighting Arrangement on Dam Bund Road

All necessary repairs should be carried out immediately and records of the works kept. Maintain generators used for auxiliary emergency power -- change the oil, check the batteries and antifreeze and make sure fuel is readily available. Monitoring devices usually do not need routine maintenance. Open areas are particularly susceptible to vandalism. As such all electrical fittings like bulbs, lights, loose wires etc. in open areas should be checked routinely and replaced / repaired where needed. The recommendations of the manufacturer should also be referred to. 4.7 Maintenance of Gate Components All exposed, bare ferrous metal of an outlet installation, whether submerged or exposed to air, will tend to rust. To prevent corrosion, exposed ferrous metals must be either appropriately painted (following the paint manufacturer’s directions) or heavily greased in respect of moving parts & on surfaces like guides & track seats on which there is movement of gates. When areas are repainted, it should be ensured that paint is not applied to gate seats, wedges, or stems (where they pass through the stem guides), or on other friction surfaces where paint could cause binding. Heavy grease should be applied on friction surfaces to avoid binding. As rust is especially damaging to contact surfaces, existing rust is to be removed before periodic application of grease. 4.8 Access Roads For a dam to be operated and maintained, there must be a safe means of access to it at all times. Access road surfaces must be maintained to allow safe passage of automobiles and any required equipment for servicing the dam in any weather conditions. Routine observations of any cut and

Doc. No. CDSO_O&M_KA06HH0199_Amarja Dam_v3.0 Page 93 O&M Manual for Amarja Dam November 2019 fill slopes along the sides of the road should be made. If unstable conditions develop assistance of experienced Engineers/Expert Panels should be obtained and remedial measures initiated. Drains are required to be provided and maintained along roads to remove surface and subsurface drainage. This will prolong the life of the road and help reduce deterioration from rutting. Road surfacing should be repaired or replaced as necessary to maintain the required traffic loadings. In most cases, specialized contractors will be required to perform this maintenance. 4.9 General Cleaning As already suggested, for proper operation of spillways, sluiceways, stilling basin / energy dissipation arrangements, discharge conduit, dam slopes, trash racks, debris control devices etc., regular and thorough cleaning and removal of debris is necessary. Cleaning is especially important after large floods, which tend to send more debris into the reservoir. 4.10 Materials and Establishment Requirements during Monsoon Period Materials required during monsoon period for both immediate maintenance and preventive maintenance must be stocked in adequate quantities for emergency situations that may arise. Needful instructions in this regard is enclosed in the O&M Manual. At Amarja Dam, a 24/7-hour patrol schedule is carried out during monsoon period. At the same time the additional management requirements during monsoon period are enhanced.

4.11 General List of Maintenance Records Maintenance records are of utmost importance. Records are kept of all maintenance activities, both immediate and preventive maintenance works. Essential information to be recorded include the following: • Date and time of maintenance, • Weather conditions, • Type of maintenance, • Name of person, title and / or contractor performing maintenance, • Description of work performed, • Length of time it took to complete the work with dates, • Equipment and materials used, and • Before and after dated photographs. The data is recorded by the person responsible for maintenance. 4.12 Preparation of O&M budget In order to prepare O&M budget for a dam project all possible costs associated with implementation of O&M Program need to be identified and considered. Typical O&M budget for a project should essentially include but not limited to the following items:

Doc. No. CDSO_O&M_KA06HH0199_Amarja Dam_v3.0 Page 94 O&M Manual for Amarja Dam November 2019 i) Establishment Cost of Regular Staff - Salaries and allowances, Bonus, Medical Reimbursement, LTC, Leave Encashment, pension benefits, etc. (as applicable). ii) Establishment Cost of Work charged Staff - Salaries and allowances, Bonus, Medical Reimbursement, LTC, Leave Encashment, Pension benefits, TA and DA, etc. (as applicable). iii) Establishment Cost of Daily wage Staff - Salaries and allowances, TA and DA etc. (as applicable). iv) Office Expenses – Rent for office, Telephone/Mobile/any other Telecommunication bills, Electricity bills, water bills, Office stationery, Day to day office requirements. v) Motor Vehicles - Running and Maintenance cost of inspection vehicles, Cost of hiring of vehicles as required vi) Maintenance of Colony - Maintenance of staff quarters, colony roads, Electricity, Sanitary and Water supply systems etc. vii) T&P - T&P requirements for offices, colony, works etc. as applicable. viii) Works- Painting, oiling, greasing, overhauling of equipment’s, Repair/replacement of gates seals & wire ropes, POL for pumps & generator sets, Electricity charges and maintenance of Electric systems of dam site, specific requirements for all Civil & Electrical maintenance works, vegetation removal and mowing of turfing on earth dams, maintenance/cleaning of drains in dam, maintenance of lift/elevators in dam (as applicable), maintenance of access roads & basic facilities, provision for flood contingency works during monsoon, unforeseen events/items (about 10% of the cost of works) etc.

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Table-18: O&M BUDGET COSTS (ANNUAL) CURRENT PREVIOUS YEAR SL. YEAR COST BUDGET ITEM BUDGET REMARKS NO. (2018-19) (2019-20) (Rs in Lakhs) (Rs in Lakhs) A. ESTABLISHMENT SALARY OF REGULAR STAFF 1 INCLUDING ALL OTHER 50.00 50.00 BENEFITS 2 TRAVEL EXPENSES 2.00 2.00 3 OFFICE EXPENSES 2.00 2.00 4 MOTOR VEHICLE EXPENSES 3.50 3.50 MAINTENANCE OF OFFICE & 5 5.00 5.00 COLONY COMPLEX SUB-TOTAL – A 62.50 62.50 B. WORKS 1 CIVIL 1.1 CONCRETE / MASONRY DAM -- -- 1.2 EARTHEN DAM -- -- INTAKE / OUTLETS IN EARTHEN 1.3 -- -- DAMS SLUICES IN CONCRETE / 1.4 2.00 2.00 MASONRY DAMS APPROACH / INSPECTION 1.5 10.00 10.00 ROADS WITHIN DAM AREA

2 HYDRO-MECHANICAL

2.1 SPILLWAY GATES & HOISTS 2.00 2.00

SPILLWAY STOP-LOG & GANTRY 2.2 2.00 2.00 CRANE

OUTLETS IN EARTHEN DAMS - 2.3 SERVICE / EMERGENCY GATES & -- -- HOISTS

SLUICES IN CONCRETE / 2.4 MASONRY DAMS – SERVICE / 2.00 2.00 EMERGENCY GATES & HOISTS

3 ELECTRICAL

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CURRENT PREVIOUS YEAR SL. YEAR COST BUDGET ITEM BUDGET REMARKS NO. (2018-19) (2019-20) (Rs in Lakhs) (Rs in Lakhs) ELECTRICAL FITTINGS, MOTORS, 3.1 CONTROLS FOR ALL GATE 2.00 2.00 HOISTS 3.2 POWER SUPPLY LINES 3.50 3.50 ELECTRICAL FITTINGS ON DAM 3.3 2.00 2.00 TOP, DAM GALLERIES, ETC. STANDBY POWER / DIESEL 3.4 2.00 2.00 GENERATOR 3.4 REMOTE CONTROL/CCTV -- -- 4 INSTRUMENTATION 5 MISCELLANEOUS WORKS -- SALARY OF WORK- CHARGED 6 STAFF INCLUDING ALL -- -- BENEFITS MATERIALS TO BE STORED 7 2.00 2.00 BEFORE MONSOON SUB-TOTAL - B 29.50 29.50 CONTINGENCY (10%) ON SUB- 8 9.20 9.20 TOTAL OF A & B 9 TOOLS & PLANTS 1.80 1.80 SUB-TOTAL- C 11.00 11.00 10 TOTAL ANNUAL COST 103.00 103.00

4.13 Maintenance Records Maintenance records are of utmost importance. A record shall be kept for all maintenance activities, both immediate and preventive maintenance works. Information that must be recorded includes, but not limited to, the following: • date and time of maintenance, • weather conditions, • the type of maintenance, • name of person or contractor performing maintenance, • description of work performed, • the length of time it took to complete the work with dates, • equipment and materials used, and

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• before and after photographs.

The data should be recorded by the person responsible for maintenance.

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CHAPTER 5 – INSTRUMENTATION AND MONITORING

5.1Dam Instrumentation:

5.1.1 General Information This section identifies the location and chainages of each of the 3 structural components of the dam: Table-19: Location and Extents of Structural Members

From Chainage To Chainage

Earthen Embankment 0.00 827.00

Over-flow Section 827.00 904.00

Non-Overflow Section (right of 904.00 960.00 overflow section)

5.1.2 Instruments Embedded in the Amarja Dam The water level measuring instrument (Radar sensor water level instrument) have been fixed near the RBC sluice of Dam section. Table-20: Embedded Instruments

Type of No. of Instruments fixed Frequency of mon- Sl. itoring Instruments fixed At chainage 925.00 mtr

Water level measuring in- One No of Radar sensor water 1 strument level instrument Daily

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5.1.3 Additional instruments planned to install under DRIP. Table-21: Additional Instruments SI No Details of Instruments unit 1 Automatic Weather Station 1 2 Automatic/manual total station 1 3 Joint meter (Concrete/Masonry) 4 4 Pore pressure and uplift pressure pipe with head assembly unit 8 5 Data collection unit and Transmission system 1 6 Water velocity discharge recorder for Canal 2 7 Water velocity discharge recorder for sleeve gate 5 8 Tilt Meters 2 9 V-Notch water seepage measurement 3 10 Settlement Plates/Survey markers 6 11 Data taker DT80G 1 12 Electronic Sirens 1 13 Seismometer, Triaxial sensor and Accelerometer 1

5.1.4 Frequency of Monitoring As a rule of thumb, simple visual observations should be made during each visit to the dam and not less than monthly. Immediate readings should be taken and Suggested frequency of measurements is given in the following table. These are generally as per the Guidelines on Instrumentation for dams (CWC).

Table-22: Frequency of Readings for Amarja Dam Minimum frequency of No. Instrument reading 1 Water level measuring instrument Daily Additional Instruments 1 Automatic Weather Station -- 2 Automatic/manual total station -- 3 Joint meter (Concrete/Masonry) monthly Pore pressure and uplift pressure pipe with head assembly 4 monthly unit 5 Data collection unit and Transmission system Daily 6 Water velocity discharge recorder for Canal Monthly

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Minimum frequency of No. Instrument reading 7 Water velocity discharge recorder for sleeve gate Monthly 8 Tilt Meters Monthly 9 V-Notch water seepage measurement Daily 10 Settlement Plates/Survey markers Monthly 11 Data taker DT80G Monthly 12 Electronic Sirens -- 13 Seismometer, Triaxial sensor and Accelerometer --

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CHAPTER 6 - PREVIOUS REHABILITATION EFFORTS

Before DRIP, maintenance activities were limited to routine greasing, oiling, and patch painting of hydro-mechanical devices; routine repair of electrical systems; gallery drainage; routine mowing, vegetation removal, repair of eroded section, etc. Apart from these routine maintenance activities, no major rehabilitation was carried before the involvement of DRIP. Under DRIP, major Rehabilitation Works have been carried out at a total cost of about INR 3.245 Crores including Construction of Dam Bund Road, Construction of Surface drains to downstream embankment, Construction of Templates to Upstream side, Providing and fixing of hand rails, ladder to D/s of Radial Crest Gates and Epoxy painting to radial crest gates, synthetic enamel painting to hand rails, Repairs and electrical wiring work to panel boards of radial crest gates and Gantry Crane, Cement Grouting to Non Overflow Section of Dam and Providing and fixing of Service gate of RBC Sluice. The rehabilitation works under DRIP include: Cost (INR) Original Supplementary Revised Name of Work Contract Contract Agreement Amount Amount amount (in Millions) (in Millions) (in Millions) Rehabilitation & Improvement Works to Amarja Dam of Amarja Project under World Bank Aided 26.278 6.179 32.457 DRIP Programme TOTAL 26.278 6.179 32.457

Other non-structural measures under DRIP include preparation of inundation maps and Emergency Action Plan (EAP).

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CHAPTER 7 - UPDATING THE MANUAL

As features of the dam and appurtenant structures change occasionally, the O&M Manual must be edited and portions rewritten to reflect these changes. This important task is often ignored. Updating information in the O&M Manual should be done whenever major changes like construction of an additional spillway, construction of dam on the upstream etc. take place. Aspects to be considered when updating include: • Increase/decrease in the frequency of an inspection or the maintenance routine based on additional data/ experience acquired. • Changes in the operation and/or maintenance procedures based on additional data/experience acquired. • Alterations to the project data because of changes/modifications in the dam by way of additional spillway etc.

All up-dates/revisions of the O&M Manual need to be sent to all the locations/addresses to whom the copies of the original O&M Manual had been sent earlier. It is recommended that O&M Manuals be reviewed/ updated after every 10 years by the respective Dam Owners.

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APPENDIX-4 Statement of Gauge Flows of Amarja at Shakapur Site Catchment Area: 345.00 Sq-Km (133 Sq-miles) Total Total of mon- Total An- Sl. Non-mon- Year June July Aug. Sept. Oct. soon Nov. Dec. Jan. Feb. Mar April May nual No. soon months (Mcft) months (Mcft) 1 1972-73 ------13 ------13 13 2 1973-74 -- 190 758 110 962 2020 ------2020 3 1974-75 -- -- 52 232 2812 3096 213 ------213 3309 4 1975-76 -- 235 204 517 1040 1996 238 32 10 2 ------282 2278 5 1976-77 -- -- 655 139 23 817 44 5 1 ------50 867 6 1977-78 1 3 -- 6 42 52 363 56 9 -- 2 -- -- 430 482 7 1978-79 96 285 144 1419 160 2104 77 28 14 7 1 -- -- 127 2231 8 1979-80 34 1 1 403 200 639 71 56 27 2 ------156 795 9 1980-81 52 6 1744 1484 47 3333 39 185 73 ------297 3630 10 1981-82 821 48 344 1589 1109 3911 1255 132 77 3 ------1467 5378 11 1982-83 -- 782 123 1161 147 2213 293 76 1 ------370 2583 12 1983-84 -- -- 259 2418 1988 4665 100 34 ------134 4799 13 1984-85 -- 103 134 956 644 1837 88 33 ------121 1958 14 1985-86 28 98 130 250 2314 2820 95 ------95 2915 15 1986-87 231 68 4656 411 114 5480 63 ------63 5543 16 1987-88 949 465 689 53 112 2268 1196 61 16 ------1273 3541

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Statement showing the Rainfall Data of Aland Gauging Station

Annual Annual Sl. Year June July August Sept. Oct. Nov. Dec. Jan. Feb. March April May Total Total No. (mm) (Inches 1 1951-52 89.70 227.20 56.10 255.50 64.50 0.00 0.00 0.00 23.60 0.00 1.50 76.20 794.30 31.27 2 1952-53 33.00 145.30 24.20 102.10 78.70 0.00 0.00 0.00 0.00 0.00 5.80 0.00 389.10 15.32 3 1953-54 83.60 237.70 85.10 291.10 161.50 0.00 0.00 0.00 0.00 37.10 3.80 0.00 899.90 35.43 4 1954-55 250.90 162.80 126.00 171.20 30.70 0.00 33.00 0.00 0.00 0.00 0.00 32.00 806.60 31.76 5 1955-56 192.30 227.30 516.50 158.50 20.30 0.00 0.00 0.00 0.00 0.00 0.00 152.90 1267.80 49.91 6 1956-57 101.70 389.10 117.10 165.30 178.30 90.40 0.00 0.00 0.00 0.00 170.20 75.90 1288.00 50.71 7 1957-58 37.60 166.10 348.00 100.80 177.50 12.20 0.00 0.00 0.00 13.20 26.00 10.10 891.50 35.10 8 1958-59 38.90 108.40 248.80 83.20 198.90 9.70 0.00 0.00 0.00 0.00 5.50 10.10 703.50 27.70 9 1959-60 101.50 75.10 129.90 240.70 127.20 3.60 0.00 0.00 0.00 7.60 25.60 50.60 761.80 29.99 10 1960-61 179.50 94.80 2.30 240.80 13.20 2.30 0.00 0.00 0.00 0.00 9.80 63.70 606.40 23.87 11 1961-92 168.70 189.80 72.90 169.90 182.98 0.00 0.00 0.00 0.00 0.00 53.40 120.70 958.38 37.73 12 1962-63 124.20 218.70 249.30 201.30 23.60 9.10 69.50 0.00 3.30 39.10 29.40 127.60 1095.10 43.11 13 1963-64 42.30 52.00 282.10 89.90 209.30 0.00 0.00 0.00 0.00 0.00 0.00 0.00 675.60 26.60 14 1964-65 46.90 257.40 117.20 468.50 44.00 3.30 0.00 0.00 0.00 0.00 0.00 0.00 937.30 36.90 15 1965-66 37.60 219.90 190.50 242.80 20.60 0.00 8.10 39.90 0.00 0.00 0.00 79.80 839.20 33.04 16 1966-67 87.10 148.80 126.40 216.30 0.00 30.20 0.00 0.00 0.00 19.60 34.30 0.00 662.70 26.09 17 1967-68 64.50 372.20 84.10 297.30 37.30 0.00 2.60 5.80 47.30 0.00 5.30 18.30 934.70 36.80 18 1968-69 150.10 126.50 0.00 334.20 66.10 23.40 0.00 0.00 0.00 0.00 12.70 0.00 713.00 28.07 19 1969-70 65.70 129.00 137.90 249.30 70.00 33.40 0.00 0.00 0.00 0.00 0.00 24.40 709.70 27.94 20 1970-71 53.30 303.90 182.90 141.20 73.20 0.00 0.00 0.00 0.00 0.00 0.00 102.80 857.30 33.75

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Annual Annual Sl. Year June July August Sept. Oct. Nov. Dec. Jan. Feb. March April May Total Total No. (mm) (Inches 21 1971-72 49.70 32.00 118.90 130.20 14.30 0.00 0.00 0.00 0.00 0.00 4.60 0.00 349.70 13.77 22 1972-73 76.09 34.10 63.80 104.40 19.80 55.10 0.00 0.00 0.00 0.00 13.00 13.60 379.89 14.96 23 1973-74 74.60 207.60 248.90 111.00 467.90 8.10 0.00 0.00 0.00 0.00 23.60 16.40 1158.10 45.59 24 1974-75 128.90 118.90 158.30 367.00 3.40 0.00 0.00 1.20 9.20 0.00 0.00 30.60 817.50 32.19 25 1975-76 14.80 211.20 114.40 256.70 256.80 0.00 0.00 0.00 0.00 0.00 56.30 0.00 910.20 35.83 26 1976-77 38.70 114.70 295.50 43.20 0.20 91.60 0.00 0.00 0.00 0.00 45.00 47.30 676.20 26.62 27 1977-78 146.20 124.00 76.40 37.00 144.00 130.20 0.00 0.00 21.60 15.60 19.60 70.40 785.00 30.91 28 1978-79 94.60 231.40 130.60 224.40 50.20 12.40 26.00 0.00 38.00 0.00 0.00 76.60 884.20 34.81 29 1979-80 131.60 59.30 31.70 239.30 23.50 19.00 0.00 0.00 0.00 2.00 24.60 10.80 541.80 21.33 30 1980-81 185.60 52.20 452.00 228.40 0.00 14.20 5.20 22.20 0.00 16.00 0.00 13.20 989.00 38.94 31 1981-82 197.70 95.60 186.60 470.40 42.40 30.00 0.00 0.00 0.00 0.00 0.00 59.10 1081.80 42.59 32 1982-83 20.60 203.80 39.00 146.00 33.40 80.00 0.00 0.00 0.00 0.00 2.90 3.80 529.50 20.85 33 1983-84 62.00 121.60 190.80 264.80 198.20 0.00 10.80 0.00 35.41 0.00 0.00 0.00 883.61 34.79 34 1984-85 21.10 123.20 41.00 92.00 29.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 306.80 12.08 35 1985-86 53.00 121.00 75.00 158.60 109.00 0.00 0.00 22.80 9.20 2.40 15.20 78.40 644.60 25.38 36 1986-87 120.40 28.40 299.30 59.20 5.00 6.00 15.20 0.00 0.60 0.00 0.00 13.00 547.10 21.54 37 1987-88 186.60 144.70 276.80 67.80 162.80 112.00 18.00 0.00 0.00 0.00 11.60 35.80 1016.10 40.00

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Computation of rainfall Run-off Relationship by Linear Regression Method

Sl. Run-off Run-off Year R2 P2 P x R No. (R) inches (P) inches

1 1973-74 6.55 45.59 42.90 2078.45 298.61

2 1974-75 10.70 44.02 114.70 1937.76 471.45

3 1975-76 7.37 35.83 54.32 1283.79 264.07

4 1976-77 2.94 26.85 8.64 720.92 78.94

5 1977-78 1.56 30.88 2.43 953.57 48.17

6 1978-79 7.22 34.49 52.13 1189.56 249.02

7 1979-80 2.57 21.37 6.60 456.68 54.92

8 1980-81 11.83 35.78 189.95 1280.21 423.28

9 1981-82 17.28 42.59 298.60 1813.91 735.96

10 1982-83 8.36 20.81 59.89 433.06 173.97

11 1983-84 15.53 34.78 241.28 1209.65 539.36

12 1984-85 6.34 12.08 40.20 145.93 76.59

13 1985-86 11.05 25.37 122.10 643.64 280.34

14 1986-87 17.94 21.59 321.84 466.13 187.32

15 1987-88 11.46 40.80 131.33 1664.64 467.56

138.70 472.83 1686.91 16277.90 4349.56

R = 138.71; F = 472.83; R² = 1646.81; P² = 16277.90; PR = 4549.56

PR − (P)(R) Correlation coefficient = mP ²− P²(nR ² − R²)

15x 4549.56−138.71x 472.83 = (15x16377.9 − (472.83)²)x((15x1646.81− (138.71)²)

2657.50 = = 0.25 20600.29x5461.68

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Which is less than 0.75, a graph is plotted for R Vs P, six year are considered to calculate correlation coefficient.

Sl. Run-off Run-off Year R2 P2 P x R No. (R) Inches (P) Inches 1 1985-86 11.05 25.37 122.10 643.64 280.34 2 1980-81 11.83 35.78 139.95 1280.21 423.28 3 1981-82 17.28 42.59 298.60 1813.91 735.96 4 1982-83 8.36 20.81 69.89 433.06 173.95 5 1983-84 15.53 34.78 241.18 1209.65 54.13 6 1984-85 6.34 12.08 40.20 145.93 76.59 70.39 171.41 911.92 5526.40 1744.25

R = 70.39; P = 171.41; R² = 911.92; P² = 5526.40; PR = 2230.27 PR − (P)(R) Correlation coefficient ‘r’ = nP²− P²(nR ² − R²) 6x223.37 −171.41x70.32 = (6x3526 .4 − (171.41)3 ) − (6x911.92 − (70.39)2 ) 1316 .07 1316 .07 = = = 0.94 3717 .01x516 .77 1397 .08 Correlation equation r = a x bp PR − pr b = np² − (P)² 6x82230 .27 −171 .41x70.39 = 65526 .40 − (171 .41) 1316 .07 = = 0.35 3777 .01 a = R – bp px171 .41 28.57 p = = 6 6 R 70.39 R = = = 11.73 6 6 a = 11.73 – 0.35 x 28.57 = 1.73 R = a+bP R = 1.73+0.35P

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AMARJA IRRIGATION PROJECT Catchment Area: a) Shakapur – 133 Sq-Miles b) Sangolgi Dam Site – 205 Sq-Miles

Statement Showing Annual Yield at Shakapur Gauge Site

Annual Yield in Run off in Yield in de- Sl. Rainfall MCft at Year inches Rml scending or- Remarks No. 'p' in gauge site 73+0.35 p der inches Rx2.323x133 1 2 3 4 5 6 7 1 1951-52 31.27 12.67 3915.00 6015.00 2 1952-53 15.43 7.13 2203.00 5932.00 3 1953-54 35.43 14.13 4306.00 5543.00 4 1954-55 31.75 12.84 3968.00 5338.00 5 1955-56 49.91 19.20 5912.00 5120.00 6 1956-57 50.70 19.47 6015.00 4799.00 7 1957-58 35.09 14.01 4329.00 4409.00 8 1958-59 26.79 11.11 3433.00 4366.00 9 1959-60 32.35 13.05 4032.00 4329.00 10 1960-61 23.87 10.08 3114.00 4106.00 11 1961-92 31.70 12.82 3961.00 4032.00 12 1962-63 42.32 16.54 5150.00 3968.00 13 1963-64 26.60 11.04 3411.00 3961.00 14 1964-65 24.92 10.45 3239.00 3915.00 15 1965-66 33.04 13.29 4106.00 3645.00 16 1966-67 25.33 10.59 3272.00 3568.00 17 1967-68 35.82 14.27 4409.00 3556.00 18 1968-69 28.07 11.55 3558.00 3433.00 50% dependable yield 3487 Mfct. 19 1969-70 27.95 11.51 3556.00 3415.00 20 1970-71 25.88 10.79 3344.00 3415.00 21 1971-72 15.74 7.24 2237.00 3411.00 22 1972-73 15.16 7.04 2175.00 3334.00 23 1973-74 0.00 0.00 2020.00 3309.00 24 1974-75 0.00 0.00 3309.00 3272.00 25 1975-76 0.00 0.00 2278.00 3229.00 26 1976-77 0.00 0.00 907.00 3114.00 27 1977-78 0.00 0.00 482.00 2583.00 75% dependable yield 2354 MCft 28 1978-79 0.00 0.00 2231.00 2278.00 29 1979-80 0.00 0.00 795.00 2237.00 30 1980-81 0.00 0.00 3654.00 2231.00 31 1981-82 0.00 0.00 5338.00 2203.00 32 1982-83 0.00 0.00 2583.00 2175.00 33 1983-84 0.00 0.00 4799.00 2020.00 34 1984-85 0.00 0.00 1950.00 1958.00

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Field at Dam Site is calculated on Proportionate Area Basis

Catchment area at dam site = 205 Sq-miles

Catchment area at Shakapur = 133 Sq-Miles

Gauge site = 1.54

50% dependable yield at Shakapur Gauge site = 3487 MCft

75% dependable yield at Shakapur Gauge site = 2354 MCft

(i.e., 27.75 per year)

Dependable year taken as 1975-76

50% dependable yield at Sangolgi Gauge site = 5370 MCft

75% dependable yield at Sangolgi Gauge site = 3625 MCft

205 Sq-miles catchment area at Dam Site includes 32.64 Sq-miles of Maharashtra State, which is 16% of the total catchment area.

Deducting 16% yield for Maharashtra State

The net yield at Dam site is

50% dependable yield = 4511 MCft

75% dependable yield = 3045 MCft

Considering upstream utilization (water supply to Aland Town is 75 Mcft)

75% dependable net yield = 3045-75 = 2970 MCft

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Statement Showing Computation of Yield by considering only Gauged Flow of Amarja Riveat Shakapur Catchment Area: a) Shakapur – 133 Sq-Miles b) Sangolgi Dam Site – 205 Sq-Miles Yield ar- Sl. Gauged Yield ranged in de- Year Remarks No. in MCft scending order 1 1973-74 2020.00 5543.00 2 1974-75 3309.00 5338.00 3 1975-76 2278.00 4799.00 4 1976-77 907.00 3634.00 5 1977-78 482.00 3541.00 6 1978-79 2231.00 3415.00 7 1979-80 795.00 3309.00 50% dependable yield 2946 Meft. 8 1980-81 3654.00 2583.00 9 1981-82 5338.00 2278.00 10 1982-83 2583.00 2231.00 11 1983-84 4799.00 2020.00 75% dependable yield 2004.50 Meft 12 1984-85 1958.00 1958.00 13 1985-86 3415.00 907.00 14 1986-87 5543.00 795.00 15 1987-88 5341.00 482.00 205 Field at Dam site is calculated on proportion area = = 1.54 133

50% dependable yield at Shakapur Gauge site = 2946 MCft

75% dependable yield at Shakapur Gauge site = 2004.5 MCft

50% dependable yield at Sangolgi Gauge site – 1.54 x 2946 = 4537 MCft

75% dependable yield at Sangolgi Gauge site – 1.54 x 2004.5 = 3085 MCft

Neglecting 10% yield of Maharashtra Catchment 50% dependable yield at Sangongi Dam site – 3811 MCft

75% dependable yield at Sangolgi dam site 2593 MCft

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Monthly Flow Pattern for Amarja River (Shakhapur Gauge Site)

Catchment Area: 133 Sq-miles Catchment Area at Dam Site: 205 Sq-miles

Year June July Aug. Sept. Oct. Nov. Dec. Jan. Feb. Mar April May GF FDS GF FDS GF FDS GF FDS GF FDS GF FDS GF FDS GF FDS GF FDS GF FDS GF FDS GF FDS 1973-74 0 949 190 782 758 4656 110 2418 962 2814 0 1125 0 185 0 78 0 87 0 2 0 0 0 0 1974-75 0 821 0 465 52 1744 232 1584 2812 2812 213 1196 0 132 0 77 0 3 0 1 0 0 0 0 1975-76 0 231 235 285 204 758 1484 1040 1988 238 363 0 76 11 27 2 2 0 0 0 0 0 0 1976-77 0 96 8 235 695 695 517 1419 23 1109 44 293 5 61 1 16 0 2 0 0 0 0 0 0 1977-78 1 51 2 190 0 689 139 1161 42 1040 363 238 56 56 9 14 0 0 0 0 0 0 0 0 1978-79 96 34 285 103 144 334 6 956 160 932 77 213 28 56 14 10 7 0 1 0 0 0 0 0 1979-80 34 28 1 98 1 259 1419 517 200 644 71 100 56 34 27 9 2 9 0 0 0 0 0 0 1980-81 51 1 6 68 1144 104 403 411 47 208 59 95 185 33 78 0 0 0 0 0 0 0 0 0 1981-82 21 0 48 48 334 144 1484 403 1109 160 1225 88 132 32 77 0 3 0 0 0 0 0 0 0 1982-83 0 0 782 6 123 134 1589 250 147 147 293 77 76 28 1 0 0 0 0 0 0 0 0 0 1983-84 0 0 0 3 259 180 1161 232 1988 114 100 71 34 5 0 0 0 0 0 0 0 0 0 0 1984-85 0 0 103 1 134 123 2418 139 644 112 486 63 33 0 0 0 0 0 0 0 0 0 0 0 1985-86 28 0 98 0 130 52 956 110 2814 47 95 59 0 0 0 0 0 0 0 0 0 0 0 0 1986-87 231 0 68 0 4656 1 411 53 114 42 64 44 0 0 0 0 0 0 0 0 0 0 0 0 1987-88 949 0 465 0 689 0 53 6 112 23 1196 0 0 0 16 0 0 0 0 0 0 0 0 0 75% Dep. flow 0 Nil 0 205 0 128.25 0 208.75 0 113.5 0 69 0 3.75 0 Nil 0 Nil 0 Ni 0 Nil 0 Nil % 0 0 0 0.4 0 24.4 0 39.7 0 21.6 0 13.19 0 0.71 0 Nil 0 Nil 0 Ni 0 Nil 0 Nil GF = Gauged flow; FDS = Flow in descending order

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APPENDIX 5 – BASIC DRAWINGS OF AMARJA DAM

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Dam Plan

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T.B.L + 465.00 M 4.0M

3.0M F.R.L + 461.50 M

1 :1 2

3.0M +454.50M +455.50M

2:5:1 3.0M +449.50M PERVIOUS 2:1 RANDOM FILLING SEMIPERVIOUS 1:1 IMPERVIOUS

1:1 3.0M +443.50M

2:1

ROCK TOE

G.L+436.655 G.L +436.655

1:1 1:1 SEATING BUND

1 :1 1 :1 1 :1

2 2 2 1.5M

1.0M 0.50 1.50m 1M 45cm 75mm Metal 15cm 45mm Metal 1M KEY TRENCH 10cm 30mm Metal 1 2 F.S.D. OR UP TO :1 1 10cm 15mm Metal 1 HARD STARTA 2 10cm coarse sand 2 :1

2:1 15cm Sand

2.00m 0.15CM SAND 1:1 8.0M 15cm 15mm size Metal 40cm 30mm size Metal 0.15m sand 3.0M 0.15M 15mm SIZE ROCK TOE GL 15cm 15mm size Metal 0.15m 15mm size metal 15cm Sand 0.40M 30mm SIZE 1 2:1 0.40m 30mm size metal 0.15M 15mm SIZE 1 :1 :1 2 1 2 1 0.15m 15mm size metal 0.15M SAND 2 :1 1.50M 0.15m sand DETAILS OF REVETMENT DETAILS OF SLANT FILTER& CROSS DRAIN 1.00m 1.0M SCALE: 1 Cm=0.50M SCALE: 1 Cm=0.50M

DETAILS OF ROCK TOE C.S.OF CROSS DRAIN SCALE: 1 Cm=1M SCALE: 1 Cm=0.25M GOVERNMENT OF KARNATAKA.10 AMARJA PROJECT MAXIMUM SECTION OF EARTHEN BUND

SCALE: 1 Cm = 2m

Sd/- Sd/- ASST. Ex-ENGINEER.KNNL EXECUTIVE ENGINEER AMARJA PROJECT DAM,Sub- DIV KNNL IPC DIV NO-1 BHUSNOOR GULBARGA

Sd/- Sd/- SUPERINTENDING ENGINEER KNNL CHIEF ENGINEER KNNL IPC.CIRCLE,GULBARGA I.P.ZONE,GULBARGA Typical Dam Cross Section

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INDEX: WORK DONE UP TO MARCH: 1993

SPILL WAY NON OVER FLOW SECTION EARTHEN DAM CH: 28.06 TO 30.63(77M) (54) 480.00

475.00

470.00

T.B.L.465.00 465.00 T.B.L.465.00M

462.00 FRL.461.50M

460.00 460.00M

458.50 458.58 458.50M 9.0M

455.00 1 2 3 4 5 CREST LEVEL 452.50

13.0 KEY WALL 450.00 449.00M 449.00 SILL LEVEL

446.52M

445.00 KEY TRENCH

440.50M 440.00

435.00 434.00

DATUM.430.00 GROUND

LEVELS IN

468.330 468.830 463.900 461.420 458.730 457.670 456.980 456.400 454.920 454.370 453.680 452.350 451.770 451.750 450.820 448.730 449.020 448.370 447.370 446.680 446.450 446.600 446.280 445.280 445.170 445.380 444.340 441.260 440.420 440.420 441.420 441.270 437.280 436.650 440.220 440.110 446.760 452.540 458.330 468.150 METER 470.005

CHAINAGE 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 26.50 27.50 28.50 29.50 30.50 31.00 31.50 32.00 32.50

GOVERNMENT OF KARNATAKA.10 LONGITUDINAL SECTION AMARJA PROJECT LONGITUDINAL SECTION OF DAM AT SANGOLGI SITE HOR 1CM= 10M SCALE: VER 1CM= 2.50M

Sd/- Sd/- ASST. Ex-ENGINEER.KNNL EXECUTIVE ENGINEER AMARJA PROJECT DAM,Sub- DIV KNNL IPC DIV NO-1 BHUSNOOR GULBARGA

Sd/- Sd/- SUPERINTENDING ENGINEER KNNL CHIEF ENGINEER KNNL IPC.CIRCLE,GULBARGA I.P.ZONE,GULBARGA

Longitudinal Section

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C/L OF BRIDEG NOTE :--- C/L OF BODYWALL 1. THE SPACING OF CURTAIN GROUT, CONSOLIDATION FROUT HOLES ETC., 8.000 SHOWN IN THE DRAWING ARE TENTATIVE. NECESSARY APPROVAL FOR M 20 CC WITH 20 MM METAL SPACING MAY BE BOTAINED BEFORE EXECUTING THE WORK. 5.700 T. B. L. 465.00 2 THE REINFORCEMENT DETAILS OF FOUNDATION MAT, DRAINAGE 2.100 2.100 0.775 0.775 GALLARY, CREST REINFORCEMENT AND SURFACE REINFORCEMENT ETC., 1.500 T. B. L. 465.00 0.750 0.750 0.750 463.20 SHOULD BE GOT APPROVED SEPARTELY. 0.500 3. THE POSITION OF TRUNION, SILL BEAM, HOISTING EQUIPMENT, STOP LOG F. R. L. 461.50 R. L. 461.65 ARRANGEMENT ETC., ARE TO BE FINALISED IN CONSULTATION WITH THE MANUFACTURERS OF THE GATES, GANTRY CRANE ETC., AND AS SUCH SEPARATE APPROVAL SHOULD BE OBTAINED. 2.000 UP STREAM DOWN STREAM 4. SEPARATE APPROVAL FOR THE DOWN STREAM STILLING BASIN CO-ORDINATES CO-ORDINATES IN METER IN METER 5.225 AND ITS COMPONENTS MAY BE OBTAINED. X Y X Y 7.225 5. NECESSARY BLOCK OUTS FOR EMBEDDED PARTS FOR GATE, HOIST TRUNNION R. L. 457.00 (TENTATIVE) 0.18 0.0036 1.00 0.973 0.900 1.144 ETC., ARE TO BE LEFT. 0.36 0.0144 2.00 0.3341 STOP LOG GROOVE 1.000 0.0324 3.00 0.6846 R = 11.25 0.54 R. L. 455.00 (TENTATIVE) 0.72 0.0585 4.00 0.1474 1.7069 4.000 0.90 0.0927 5.00 1.08 0.1350 6.00 2.3613 3.1069 CREST LEVEL 452.50 1.17 0.1593 7.00 452.07 (TENTATIVE) 1.26 0.1863 8.00 3.9405 2.304 1.800M TOP OF TRAINING WALL 451.00 1.35 0.2151 9.00 4.8596 1 1.44 0.2475 10.00 5.8620 1 T. W. L. 449.50 1.53 0.2817 11.00 6.9459 0.3186 12.00 8.1095 W. E. S. PROFILE 1.62 M 15 - CONCRETE WITH 40MM 1.78 1.71 0.3591 12.60 8.8452 AND DOWN SIZE GRADED METAL X = 10.279Y 1.80 0.4050

M 15 CONCRETE WITH 40 MM AND POROUS CONCRETE BLOCK DOWN SIZE GRADED METAL R. L. 445.40 EXPANSION JOINT 1M R = 12.00

M 15 - CONCRETE WITH U T 443.65 40 MM AND DOWN SIZE METAL WITH PLUMS 0.8 1 M 20 CONCRETE WITH 40MM AND M 20 - WITH 40 MM AND DOWN SIZE GRADED METAL DOWN SIZE GRADED METAL L. T. 441.35 CHUTE BLOCK

0.600 DENTATED 0.555M GOVERNMENT OF KARNATAKA IRRIGATION DEPARTMENT BASIN BLOCK END SILL 0.750 1 0.215 0.600 0.600 6.000M 1 AMARJA PROJECT 1.500 1.500 2.770 M 20 CONCRETE WITH 40MM AND 437.87 2.15M 2:1 438.00 RIVER BED LEVEL 438.00 438.00 RIVER BED SECTION OF SPILLWAY 1.850M DOWN SIZE METAL WITH PLUMS 1:4 3.000 2:1 0.800 SCALE: 1 CM = 1M FLOOR 436.85 M 10 CONCRETE WITH 40 MM AND DOWN SIZE DOWN SIZE GRADED METAL WITH PLUMS 1.000

ASSIST EXECUTIVE ENGINEER, 1 2.000 1.000 KNNL AMARJA PROJECT EXECUTIVE ENGINEER,KNNL. FOUNDATION LEVEL 434.00 0.75 DAM SUB-DIN. BHUSNOOR I.P.C. DIVN. NO.1 KALABURGI 1.000 8.500 15.394 8.426 32.000M CURTAIN GROUT HOLES 28.820 3.500 32.320 45MM Ø AT 2M C/C M 15 CONCRETE WITH 40 MM AND DRAINAGE HOLES 50MM Ø 3M DEEP 6M C/C SUPERINTENDING ENGINEER, 20M DEEP BELOW FROUNDATION CHIEF ENGINEER, KNNL. DRAINAGE HOLES CONSOLIDATION GOUT DOWN SIZE GRADED METAL HARD TRAP ROCK I.P.C. CIRCLE, KALABURGI I. P. ZONE KALABURGI 8.500 80MM Ø AT 6M C/C HOLES 45MM Ø AT 10M DEEP BELOW FOUNDATION 3M C/C 6M DEEP

BORE 424.88 CH : 29.00

Cross Section of Spillway and Stilling Basin

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Section Elevation and Plan of Left Bank Sluice

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APPENDIX 6 – IMPORTANT COMPONENTS OF AMARJA DAM EAP

1. Notification flow chart 2. Sample, public announcements 3. Evidence of distress and alerts levels 4. Roles and responsibilities etc.,

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Amarja Dam – Watch Condition Notification Flow Chart

OBSERVER OF EVENT Tahsildar Aland Taluka Name : Basavaraj B. Title : Tahsildar Mob : 94483 32349 Assistant Engineer (Dam Site) Deputy Commissioner Kalaburagi Dis- Off : 08477-202428 Name : Mallikarjun G. trict Email : [email protected] Title : Assistant Engineer Name : Sharat B. Mob : 9972358724 Title : Deputy Commissioner Name : Ramesh Mob : 9449475999 Title : Asst. Engineer Off : 08472-278601 Mob : 9686457121 Email : [email protected] Tahsildar Afzalpur Taluka Name : Madhuraj Title : Tahsildar Mob : 9916681192 Off : 08470-283028 Email : [email protected] Assistant Executive Engineer (Dam Site) Executive Engineer Name : Subhash C.Metre Name : Suryakant Male

Title : Assistant Executive Engineer Title : Executive Engineer Superintendent of police Kalaburagi Mob : 9448604213 Mob : 9008716959 District Email : [email protected] Off : 08472-220590 Name : Patil Vinayak Email : [email protected] Title : Superintendent of Police Mob : 9480803501 Off : 08472-263602 Email : [email protected]

Name : B.Kishore Babu Title : D.C.P. (Law & Order) Mob : 9347582640 Chief Engineer, Superintending Engineer Off : 08472-248111 Name : Jagannath Halinge Name : Jagannath Halinge Title : Chief Engineer (I/c) Title : Superintending Engineer Mob : 9448135628 Mob : 9448135628 Off : 08472-256561 Off : 08472-250167 Email : [email protected] Email : [email protected]

HEAVY EQUIPMENT SER- SAND & GRAVEL SUPPLY SUPPLY OF READY MIX CONCRETE VICE Name : Sunil Patil Name : Santosh Lahoti Name : Rajshekhar M.Yankanchi Title : Suvarna Suma Industries Title : RMC Supplier RESOURCE AVAILABLE Title : Class 1 Contractor Mob : 9980928111 Mob : 9449837790 Mob : 9902404415

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Amarja Dam – Failure Condition Notification Flow Chart

OBSERVER OF EVENT Deputy Commissioner Kalaburagi District Name : Sharat B. Title : Deputy Commissioner Mob : 9449475999 Dam Site Office Off : 08472-278601 Name: Subhash C.Metre Email : [email protected] Title: Asst. Exe. Engineer Mob: 94486-04213

Superintendent of Police Kalaburagi Dist Name : Patil Vinayak Title : Superintendent of Police Mob : 9480803501 Off : 08472-263602 Email : [email protected] Name: Suryakanth Male Name : Jagannath Halinge Name : Jagannath Halinge Title: Executive Engineer Title : Superintending Engineer Title : Chief Engineer (I/c) Mobile: 9008716959 Mob : 9448135628 Mob : 9448135628 Office: 08472-220590 Off : 08472-250167 Off : 08472-256561 Managing Director, KNNL, B’lore E-mail: [email protected] Email : [email protected] Email : [email protected] Name : Mallikarjun Gunge Title : Managing Director, KNNL, B’lore Mob : 9481169126 Off : 080-22283074/ 75/ 76/ 77/ 78 RESOURCE AVAILABLE Email : [email protected]

Chief Engineer, WRD, B’lore Name : Prabhakar Hemgi HEAVY EQUIPMENT SERVICE SAND & GRAVEL SUPPLY SUPPLY OF READY MIX CON- Title : Chief Engineer, WRD, B’lore Name : Rajshekhar M.Yankanchi Name : Sunil Patil CRETE Mob : 9902815938 Title : Class 1 Contractor Title : Suvarna Suma Industries Name : Santosh Lahoti Off : 080-22871174 Mob : 9902404415 Mob : 9980928111 Title : RMC Supplier Email : [email protected] Mob : 9449837790

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A5.1 Evidence of Distress General Specific Emergency Emergency action Equip- Data to observa- observation condition ment, record tion level material, and sup- plies Small boils, no in- Closely check all of down- None Site and crease of water flow, stream toe, especially in the location, flowing clear water. vicinity of boil for additional approxi- BLUE boils, wet spots, sinkholes, or mate seepage. Closely monitor en- flow tire area for changes or flow rate increases. Large or additional Initiate 24-hour surveillance. Sandbags, Site and boils near previously Monitor as described above. filter location, identified ones, Construct sandbag ring dikes cloth approxi- without increasing around boils, to cover them mate flow rate, but carry- BLUE with water to retard the flow ing small amount of movement of soil particles.

soil particles. Filter cloth may be used to retard soil movement, but do Boils not retard the flow of water. Large or additional Continue 24-hour surveil- Sandbags, Site and boils near previously lance. Continue monitoring pump location, identified ones, in- and remedial action as de- approxi- creasing flow rate, ORANGE scribed above. Initiate emer- mate carrying soil parti- gency lowering of the reser- flow cles. voir. Issue a warning to downstream residents. Rapidly increasing Downstream evacuation. Dozer, Site and size of boils and flow Employ all available equip- shovels, location, increasing and RED ment to attempt to construct source of approxi- muddy water. a large ring dike around the earth fill mate boil area. flow Minor seepage of Closely check entire embank- Wooden Site, lo- clear water at toe, on ment for other seepage areas. stakes, cation, slope of embank- Use wooden stakes or flag- flagging approxi- ment, or at the abut- BLUE ging to delineate seepage area. mate ments. Try to channel and measure flow

flow. Look for upstream whirlpools.

Seepage Additional seepage Initiate 24-hour surveillance. Dozer, Site, lo- areas observed flow- Monitor as described above. Shovels cation, ing clear water Construct measuring weir approxi- BLUE and/or increasing and channel all seepage mate flow rate. through weir. Attempt to de- flow termine source of seepage.

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General Specific Emergency Emergency action Equip- Data to observa- condition ment, observation record tion level material, and sup- plies Seriously or rapidly Continue 24-hour monitor- Dozer, Site loca- increasing seepage, ing and remedial action as de- shovels, tion, ap- under-seepage, or scribed above. Initiate emer- source of proxi- ORANGE drain flow. gency lowering of the reser- fill mate- mate voir. Construct a large ring rial flow dike around the seepage area. Additional seepage Downstream evacuation. Dozer, Site loca- areas with rapid in- Employ all available equip- shovels, tion, ap- crease in flow and RED ment to attempt to construct source of proxi- muddy water. a large ring dike around the fill mate- mate seepage area. rial flow Skin slide or slough Examine rest of embankment Stakes, Distance on slope of embank- for other slides. Place stakes tape between ment. No further in slide material and adjacent measure stakes BLUE movement of slide to it for determining if further and embankment movement is taking place. crest not degraded. Slide or erosion in- Initiate 24-hour surveillance. Dozer, Distance volving large mass of Mobilize all available re- shovels, between material, crest of em- sources and equipment for sources stakes bankment is de- repair operations to increase of fill ma- BLUE graded, no move- freeboard and to protect the terial,

ment or very slow exposed embankment mate- sandbags continuing move- rial. Start filling sandbags and ment. stockpile near slide area. Slide or erosion in- Continue monitoring and re- Dozer, Distance volving large mass of medial actions as described shovels, between material, crest of em- above. Place additional mate- source of stakes

Slides or severe erosion bankment is de- ORANGE rial at the toe of the slope to fill mate- graded, progres- stop the slide. rial, pump sively increasing in size. Slide or erosion in- Downstream evacuation. Uti- Dozer, Distance volving large mass of lize all available equipment shovels, between material, crest of em- and personnel to sandbag the sandbags, stakes bankment is severely degraded slide area to prevent pump RED degraded, move- it from overtopping. ment of slide is continuing and may reach pool level.

Sinkholes any- Carefully walk the entire em- Stakes, Size, lo-

whereon the em- BLUE bankment and downstream flagging cation Sink- holes bankmentor within area looking for additional

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General Specific Emergency Emergency action Equip- Data to observa- condition ment, observation record tion level material, and sup- plies 150 metresdown- sinkholes, movement, or stream from the toe. seepage. Sinkholes with cor- Initiate 24-hour surveillance. Dozer, Size, lo- responding seepage Monitor as above. Construct shovels, cation anywhere on the em- sandbag dike around the pump bankment or down- BLUE seepage exit point to reduce stream from the toe. the flow rate. Start filling sandbags and stockpile near sinkhole. Large sinkholes with Continue monitoring and re- Sandbags, Size, lo- corresponding seep- medial action as described dozer, cation age anywhere on the above. Utilize sandbags to in- pump ORANGE embankment or crease the freeboard on the downstreamfrom dam if necessary. the toe. Sinkholes rapidly Downstream evacuation. Uti- Dozer, Size, lo- getting worse, seep- lize all available equipment shovels, cation age flowing muddy RED and personnel to attempt to pump water and increasing construct a large ring dike flow. around the area. Obvious settlement Look for bulges on slope or None Size, lo- of the crest of the changes in crest alignment. cation embankment, espe- BLUE cially adjacent to concrete structures. Settlement of crest Initiate 24-hour surveillance. Sandbags, Size, lo- of embankment that Mobilize all available re- dozer, cation is progressing, espe- sources for repair operations shovels, cially adjacent to to increase freeboard. Fill and source of concrete structures BLUE stockpile sandbags. Identify fill mate- or if any correspond- any boils near settlement rial ing seepage is pre- points for flowing material

Settlement sent. and pursue action for boils. Settlement of crest Continue monitoring and re- Sandbags, Size, lo- of embankment that medial actions as described shovels, cation is rapidly progress- above. Use sandbags to in- dozer, ing especially adja- ORANGE crease the freeboard on the source of cent to concrete dam if necessary. fill mate- structures or if any rial corresponding seepage is flowing muddy

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General Specific Emergency Emergency action Equip- Data to observa- condition ment, observation record tion level material, and sup- plies water or increasing flow. Progressing settle- Downstream evacuation. Uti- Dozer, Size, lo- ment that is ex- lize all available equipment shovels, cation pected to degrade and personnel to build up the source of the embankment to crest in the area that is set- fill mate- RED reservoir level. tling. Identify any boils near rial, sand- settlement points for flowing bags material and pursue action for boils. Cracks in the em- Walk on entire crest and Stakes, Size, lo- bankment crest BLUE slope and check for addi- tape cation or on slopes. tional cracking. measure Numerous cracks in Initiate 24-hour surveillance. Stakes, Size, lo- crest that are enlarg- Carefully monitor and meas- tape cation ing, especially those ure cracking to determine the measure, perpendicular to the speed and extent of the prob- dozer, centerline of the BLUE lem. Mobilize to fill cracks. shovels, dam. Cracks parallel to the center- source of line indicate a slide. Follow fill mate- remedial action rial for slides.

Large cracks in the Continue monitoring and re- Dozer, Size, lo- Cracking crest that are rapidly medial action as described shovels, cation enlarging, especially above. source of ORANGE those perpendicular fill mate- to the centerline of rial the dam. Cracking that ex- Downstream evacuation. Dozer, Size, lo- tends to pool eleva- Continue remedial actions as shovels, cation tion. RED described above. source of fill material Minor cracking Immediately install measur- Crack Size, lo-

and/or movement. ing device to monitor move- Monitors, cation BLUE ment. stakes, tape measure Significant cracking Initiate 24-hour surveillance. Burlap, Size, lo- and/or movement. Lower burlap on upstream rock, cation, BLUE concretestructure face of crack to reduce flow dozer, flow rate

Cracking or movement of Crackingof movement or of soil particles. Dump large shovels

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General Specific Emergency Emergency action Equip- Data to observa- condition ment, observation record tion level material, and sup- plies rock on downstream of moving concrete structure mono- lith to resist the movement. Serious cracking Prepare for evacuation. Con- Dozer, Size, and/or movement tinue monitoring and reme- rock, bur- move- ORANGE dial action as described lap, crack ment, above. monitors flow rate Major cracking Downstream evacuation. Dozer, Size, lo- and/or movement Dam failure is imminent. shovels, cation, RED Continue monitoring and re- rock flow rate medial actions as described above.

Whirlpool in the lake Downstream evacuation. At- Dozer, fill Size, lo- in the vicinity of the tempt to plug the entrance of material, cation, embankment the whirlpool with riprap sandbags, flow rate from the slope of the em- filter RED bankment. Search down- cloth, stream for an exit point and straw, construct a ring dike to retard rocks

Upstream whirlpool Upstream the flow of soil particles. Structural member Initiate 24-hour surveillance. Crane Type of of a gate or gate op- Immediately place stop logs and problem,

erator broken or se- in front of gate and initiate welder location ORANGE

gate verely damaged so as necessary actions to get gate to prevent operation repaired.

Malfunction of of Malfunction of the gate

Lake level rising and Initiate 24-hour surveillance Lake rain continuing of lake level and rainfall. level, BLUE

Generate inflow forecasts rainfall Rapidly

rising lake rising every 12 hours.

Water flowing over Prepare for evacuation. Con- Dozer, fill Lake the dam and lake tinue monitoring. material, level, continuing to rise. sandbags, rainfall ORANGE Generate inflow forecasts No significant ero- every 3 hours. filter sion of downstream cloth, Overtopping embankment. rocks

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General Specific Emergency Emergency action Equip- Data to observa- condition ment, observation record tion level material, and sup- plies Water flowing over Immediate evacuation. Dam Cameras. Status of the dam, the lake failure is imminent or ongo- breach continuing to rise, ing. for- and significant ero- mation. sion of downstream Width of embankment with breach development of RED as it en- head-cuts encroach- larges. ing on the dam crest, or significant movement of sections of concrete or masonry portions of the dam.

A5.2 Roles and Responsibilities of Dam Authorities during Emergency Responsibilities of Dam Executive Engineer ➢ Responsible for initiating implementation of the EAP. ➢ Collecting weather forecasts and the inflow forecasts and alerting of any potential emergency situation. ➢ Conducting routine dam maintenance, such as annual weed control, conducting dam integrity inspections, and notifying Karnataka Water Resources Department of any potential emergency situations. ➢ Contacting emergency personnel should a dam failure be imminent. Responsibilities of Dam Superintending Engineer ➢ Responsible for updating the EAP. An annual EAP review will be conducted to ensure that contact names and numbers are current on the No- tification Flowcharts. Responsibilities of Dam Chief Engineer ➢ Responsible for directing specific, incident appropriate actions during an emergency, such as opening or closing water outlets and remedial construction activities such as earth moving, etc. Specific scenarios are not listed in this EAP. ➢ For inspecting the dam in a potential emergency such as the potential threat of high waters or a tropical cyclone. The Chief Engineer will contact the Kalaburagi District Po- lice and District Deputy Commissioner. ➢ If warranted, the Chief Engineer will notify the State and District Disaster Management Authorities. The Kalaburagi District Police will notify downstream residents. The Kalaburagi District Deputy Commissioner will implement the Notification Flowchart for regional and state disaster management contacts. ➢ In the event of a failure condition, the Chief Engineer will activate the Emergency Op- erations Center to serve as the main distribution center for warning and evacuation

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activities. The Emergency Operations Center will be established at the Office of Kar- nataka Water Resources Department. The Chief Engineer will be responsible for initiating actions from this location. A5.3 Sample Public Announcements Note: These messages are communicated to downstream residents to alert the public of impending danger. The Karnataka Water Resources Department should coordinate with the In- dia Meteorological Department, the Kalaburagi Disaster Management Authority, and the Dis- trict Magistrate Kalaburagi Districts prior to release. Messages can be communicated via radio, television, bulk SMSs of local mobile networks, and other media outlets. Announcement for a Slowly Developing “Watch” Condition (BLUE Emergency Level) Karnataka Water Resources Department has declared a BLUE Level “Watch” condition for Amarja Dam, Project Identification Code KA06HH0199 as of [time and date]. [Briefly describe the problem or condition.] Although there is no immediate danger of the dam failing, [Describe what actions are being taken to monitor and control the situation.] [State the quantity of any releases from the reservoir.] Announcement for a Worsening “Watch” Condition (BLUE Emergency Level) Karnataka Water Resources Department has declared a BLUE Level “Watch” condition for Amarja Dam, Project Identification Code KA06HH0199 as of [time and date]. [Briefly describe the problem or condition.] Although there is no immediate danger of the dam failing a possibility now exists that the dam will fail if correction efforts are unsuccessful. [Describe what actions are being taken to monitor and correct the situation.] [State the quantity of any releases from the reservoir]. Additional news will be made available as soon as it is received. Announcement for a Probable “Failure” Condition (ORANGE Emergency Level) Urgent! This is an emergency message. Karnataka Water Resources Department has an- nounced that Amarja Dam, Project Identification Code KA06HH0199 is probably going to fail. [Describe what actions are being taken to monitor and control the situation.] It is possible that the dam will fail in [##] hours. Residents of villages in nearby low lying areas along the Amarja River should prepare for immediate evacuation. Additional news will be made available as soon as it is received. Announcement of an Impending “Failure” Condition (RED Emergency Level) Emergency! This is an emergency message. Amarja Dam, Project Identification Code KA06HH0199 is going to fail at any moment. Residents who have not yet done so should immediately evacuate the low-lying village areas along the Amarja River. The flood waters have already reached [Highway] and [Road]. Additional news will be made available as soon as it is received. Announcement of an Ongoing “Failure” Condition (RED Emergency Level) Emergency! This is an emergency message. Amarja Dam, Project Identification Code KA06HH0199 failed at [time and date]. Residents who have not yet done so should immediately evacuate low-lying village areas along the Amarja River. The flood waters have already reached [Highway] and [Road]. Additional news will be made available as soon as it is received.

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APPENDIX 7: Material Required for Maintenance during Monsoon Materials during monsoon period should be stocked in adequate quantity as experience shows them to be necessary. Particular care should be taken that the required materials are distributed with careful fore-thought so as to be readily available everywhere, particularly at dangerous sites. The quantity of materials required depends on importance or dangerousness of the dam and the distances of the dam from the nearest stations at which these can be purchased. This will need to be worked out by the respective dam owners / state govt. as per their experience & documented in the O & M Manual for the dams. The following norms have been prescribed by the Govt. of Madhya Pradesh for their projects during monsoon period. 1. Patrolling i. Torches: 1 for each Executive Engineer, Assistant Engineer, Sub-Engineer and 2 in spare. ii. Cells: 1 fill and 2 spare sets iii. Binoculars 2 iv. Night Vision Goggles 2 v. Dragon Lights 5 vi. Search Lights 5 vii. Communication Systems (local walkie-talkie) 2 viii. Rain coat: 5 ix. Gum boots: 10 x. Danger Zone Light: Strips 5 xi. Flares 20 2. Leaks I Gunny Bags 500 ii. Stakes 60 to 120 stakes per km. iii. Baskets 1 Basket of toot per beldar &one spare. iv. Sutli (Twine) 0.5kg per 100bags v. Needles ½ dozen with each work mestry vi. Sand Collection of 2 to 4 m3every km. for

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APPENDIX 8- Scheduled or Unscheduled Dam Safety Inspection Form

A form designed for use during scheduled dam safety inspections – which includes pre- and post-monsoon inspections – follows. The form contains a comprehensive checklist (Part 2a) of items that are found at dams that need to be evaluated during a safety inspection. The checklist consists of (1) a series of questions that need to be answered as Yes/No/Not Applicable for each inspection item, (2) a remarks box in which critical aspects can be commented upon following each question, and (3) a final condition assessment (Unsatisfactory/Poor/Fair/Satisfactory) for that inspection item. Not all inspection items will be found at a dam. The form concludes with a Consolidated Dam Health Status Report (Part 2b)

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Scheduled / Unscheduled Dam Safety Inspection Form Part 1a - Inspection Details: Project ID Code Dam Name: (PIC): Dam Type: Dam Purpose: Hazard Dam Owner: Classification: Dam Operator: Inspection by: City/State/PIN: Date of Inspection: District: Reservoir Level: Auxiliary Spillway Latitude: Level: Longitude: Weather Conditions:

Part 1b - Inspection Remarks: Please provide any additional information or comments not covered by Part 1a form above.

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Part 2a - Inspection Checklist:

SN Inspection Item Responsea Remarks Conditionb

Y N NA A Reservoir A1.1 General Condition Is the reservoir water level unusually high or 1.1.1 low?

1.1.2 Are there signs of decline in water quality? Unsatisfactory/Poor/

Fair/Satisfactory Are there signs of recent sediment 1.1.3 deposition? 1.1.4 Is floating debris present?

Are there people or livestock in and around 1.1.5

reservoir? 1.1.6 Any other issues?

B Dam and Dam Reach (Embankment) B1.1 General Condition Any major alterations or changes to the dam

1.1.1 since the last inspection? Is there any new nearby development in the 1.1.2 downstream floodplain? Any misalignment of poles, fencing or walls 1.1.3 due to dam movement?

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SN Inspection Item Responsea Remarks Conditionb

B1.2 Upstream Slope

1.2.1 Any signs of bulging or concavity (depressions)?

1.2.2 Presence of longitudinal or transverse cracks?

1.2.3 Any signs of distress to the stability of slopes? Any other signs of structural distress or 1.2.4 instability? Trees or profuse growth of weeds/bushes at any 1.2.5 location? Is there evidence of livestock on the upstream 1.2.6 slope? Are ants, termites, crabs or other burrowing 1.2.7 animals present? 1.2.8 Any degradation to slope protection (rip-rap)?

1.2.9 Any other issues?

B1.3 Crest of Dam

1.3.1 Any signs of excessive or uneven settlement?

1.3.2 Presence of longitudinal or transverse cracks? Presence of undulations, local depressions or 1.3.3 heaving?

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SN Inspection Item Responsea Remarks Conditionb

1.3.4 Any degradation to access road (sealed/unsealed)?

1.3.5 Evidence of livestock on dam crest? Trees or profuse growth of weeds/bushes at any 1.3.6

location?

Any degradation to edges of dam crest or 1.3.7 reduction in width? Any degradation to upstream parapet or 1.3.8 downstream curb wall? 1.3.9 Any other issues?

B1.4 Downstream Slope

1.4.1 Any signs of bulging or concavity (depressions)? Any wet patches (seepage), concentrated leaks or 1.4.2 evidence of boiling?

1.4.3 Presence of longitudinal or transverse cracks?

1.4.4 Any signs of distress to the stability of slopes? Are of rain cuts/erosion channels present at any 1.4.5 location? Any other signs of structural distress or 1.4.6 instability? Trees or profuse growth of weeds/bushes at any 1.4.7 location?

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SN Inspection Item Responsea Remarks Conditionb

Is there evidence of livestock on the downstream 1.4.8 slope? Are ants, termites, crabs or other burrowing 1.4.9

animals present?

Any other degradation to slope protection 1.4.10 (turfing)? 1.4.11 Any other issues?

B1.5 Breaching Section Any difficulties in accessing the breaching

1.5.1 section? 1.5.2 Evidence of recent degradation?

1.5.3 Any other issues?

B1.6 Junction with Masonry/Concrete Dam Section Any presence of leaks, springs or wet spots in the 1.6.1 vicinity of the junction? Any presence of cracking, settlement or upheaval 1.6.2 of earthwork? 1.6.3 Any evidence of erosion or slope instability?

1.6.4 Any other issues?

B1.7 Abutment Contacts

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SN Inspection Item Responsea Remarks Conditionb

Any presence of leaks, springs or wet spots in the 1.7.1 vicinity of the abutment? Any presence of cracking, settlement or upheaval 1.7.2 of earthwork?

1.7.3 Any evidence of erosion or slope instability?

1.7.4 Trees or profuse growth of weeds/bushes? Any degradation to up/downstream slope 1.7.5 protection (rip-rap, turfing)? 1.7.6 Any other issues?

B2 Dam and Dam Block/Reach (Concrete/Masonry) B2.1 General Condition Any major alterations or changes to the dam since

2.1.1 the last inspection? Is there any new nearby development in the 2.1.2 downstream floodplain? Any misalignment of poles, fencing or walls due 2.1.3 to dam movement? B2.2 Upstream Face

Evidence of surface defects (honeycombing, 2.2.1 staining, stratification)? Concrete/masonry deterioration (spalling, 2.2.2 leaching, disintegration)?

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SN Inspection Item Responsea Remarks Conditionb

Is cracking present (structural, thermal, along 2.2.3 joints)? Evidence of differential settlement 2.2.4

(displaced/offset/open joints)?

Presence of vegetation (growth in joints between 2.2.5 blocks)? Evidence of any other damage to joints and/or 2.2.6 waterstops? 2.2.7 Any other issues?

B2.3 Crest of Dam Evidence of differential settlement 2.3.1 (displaced/offset/open joints)? Presence of cracking (structural, thermal, along 2.3.2 joints)? Profuse growth of weeds/grass/plants at any 2.3.3 location? 2.3.4 Any degradation to access road? Any degradation to upstream parapet or 2.3.5 downstream curb wall? 2.3.6 Any other issues?

B2.4 Downstream Face Evidence of surface defects (honey-combing, 2.4.1 staining, stratification)?

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SN Inspection Item Responsea Remarks Conditionb

Concrete/masonry deterioration (spalling, 2.4.2 leaching, disintegration)? Presence of cracking (structural, thermal, along 2.4.3 joints)? Evidence of differential settlement 2.4.4 (displaced/offset/open joints)? Presence of vegetation (growth in joints between 2.4.5 blocks)? Evidence of any other damage to joints and/or 2.4.6 waterstops? Excessive seepage/sweating at any location on 2.4.7 downstream face? Significant leakage at any location on downstream 2.4.8 face? 2.4.9 Any other issues?

B2.5 Abutment Contacts Any presence of leaks, springs or wet spots in 2.5.1

vicinity of abutment?

2.5.2 Any presence of cracking or settlement? Profuse growth of weeds/grass/plants at any 2.5.3 location? 2.5.4 Any other issues?

C1 Gallery/Shaft and Drainage (Embankment)

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SN Inspection Item Responsea Remarks Conditionb

C1.1 General Condition Slushy condition or water logging immediately 1.1.1 downstream of dam? 1.1.2 Any evidence of boiling in vicinity of dam toe?

C1.2 Gallery/Shaft Condition Any problems accessing or inspecting 1.2.1 gallery/shaft (obstruction)? Any safety issues (inadequate handrails, lighting or 1.2.2 ventilation)? Problems of inadequate drainage (slippery stairs,

1.2.3 water logging of gallery)? Evidence of differential settlement 1.2.4 (displaced/offset/open joints)? Excessive seepage/sweating at any location along 1.2.5 gallery/shaft? Significant leakage at any location along 1.2.6 gallery/shaft? 1.2.7 Any other issues?

C1.3 Drain Condition

1.3.1 Is the flow in the drain unusually high or low? Any reduction/deterioration in the drain section 1.3.2 or slope?

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SN Inspection Item Responsea Remarks Conditionb

Presence of debris or profuse growth of 1.3.3 weeds/bushes at any location? 1.3.4 Any other obstruction to the flow of the drain? Is the flow in the drain noticeably 1.3.5 sporadic/irregular? Does the drainage water have high turbidity (high 1.3.6 sediment load)? 1.3.7 Any other issues?

C2 Gallery/Shaft and Drainage (Concrete/Masonry)

C2.1 General Condition Slushy condition or water logging just 2.1.1 downstream of dam? C2.2 Gallery/Shaft Condition Any problems accessing or inspecting

2.2.1 gallery/shaft (obstruction)? Any safety issues (inadequate handrails, lighting or 2.2.2 ventilation)? Problems of inadequate drainage (slippery stairs, 2.2.3 water logging of gallery)? Evidence of surface defects (honeycombing, 2.2.4 staining, stratification)? Concrete/masonry deterioration (spalling, 2.2.5 leaching, disintegration)?

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SN Inspection Item Responsea Remarks Conditionb

Presence of cracking (structural, thermal, along 2.2.6 joints)? Evidence of differential settlement 2.2.7 (displaced/offset/open joints)? Evidence of any other damage to joints and/or 2.2.8 waterstops? Excessive seepage/sweating at any location along 2.2.9 gallery/shaft? Significant leakage at any location along 2.2.10 gallery/shaft? 2.2.11 Any other issues?

C2.3 Drain Condition

2.3.1 Is the flow in the drain unusually high or low?

2.3.2 Presence of calcium or other deposits in drain? Any other evidence of the drain being 2.3.3 blocked/having reduced section? Is the flow in the drain noticeably 2.3.4 sporadic/irregular? Does the drainage water have unusual color 2.3.5 (leachate)? 2.3.6 Any other issues?

D1 Spillway and Energy Dissipation Structure

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SN Inspection Item Responsea Remarks Conditionb

1.1 Spillway Any problems inspecting spillway (obstructed 1.1.1 access, damaged catwalk)? Any obstructions in or immediately downstream 1.1.2 of the spillway? Evidence of abrasion, cavitation or scour on 1.1.3 glacis (e.g. exposed reinforcement)? 1.1.4 Presence of displaced, offset or open joints?

Presence of cracking (structural, thermal, along 1.1.5 joints)? Evidence of surface defects (honeycombing, 1.1.6 staining, stratification)? Concrete/masonry deterioration (spalling, 1.1.7 leaching, disintegration)? Presence of vegetation (growth in joints between 1.1.8 blocks)? Evidence of any other damage to joints and/or 1.1.9 water stops? Excessive seepage/sweating at any location on 1.1.10 spillway glacis? Significant leakage at any location on spillway 1.1.11 glacis?

1.1.12 Any other issues?

D1.2 Energy Dissipation Structure

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SN Inspection Item Responsea Remarks Conditionb

Any problems inspecting energy dissipation 1.2.1 structure? Any obstructions in or immediately downstream 1.2.2 of dissipation structure? Evidence of abrasion, cavitation or scour on 1.2.3 dissipation structure? 1.2.4 Presence of displaced, offset or open joints? Presence of cracking (structural, thermal, along 1.2.5 joints)? Evidence of surface defects (honeycombing, 1.2.6 staining, stratification)? Concrete/masonry deterioration (spalling, 1.2.7 leaching, disintegration)? Presence of vegetation (growth in joints between 1.2.8 blocks)? Evidence of any other damage to joints and/or 1.2.9 waterstops? Any problems with under-drainage (blockage of 1.2.10 open drain holes)? 1.2.11 Any other issues?

E1 Intake/Outlet and Water Conveyance Structure

E1.1 Intake/Outlet Structure Any problems inspecting intake/outlet structure 1.1.1 (obstructed/unsafe access)?

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SN Inspection Item Responsea Remarks Conditionb

Any obstructions in, upstream or downstream of 1.1.2 intake/outlet structure? Evidence of abrasion, cavitation or scour on 1.1.3 intake/outlet structure? Any evidence of structural distress 1.1.4 (displaced/offset/open joints, cracking)? Any evidence of surface defects and/or 1.1.5 concrete/masonry deterioration? 1.1.6 Any other issues?

E1.2 Water Conveyance Structure Any problems inspecting intake/outlet structure

1.2.1 (obstructed/unsafe access)? Any obstructions in, upstream or downstream of 1.2.2 water conveyance structure? Evidence of abrasion, cavitation or scour on 1.2.3 structure? Any evidence of structural distress 1.2.4 (displaced/offset/open joints, cracking)?

Any evidence of surface defects and/or material 1.2.5 deterioration? Any evidence of seepage or leakage from water 1.2.6 conveyance structure? 1.2.7 Any other issues? F1 Hydro-Mechanical Component and Turbine/Pump

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SN Inspection Item Responsea Remarks Conditionb

F1.1 Gates, Stop Logs and Bulk Heads Any problems inspecting gate/stop log/bulk head 1.1.1 (obstructed/unsafe access)? Any issues with storage of equipment (emergency 1.1.2 stop logs, and gate leaves)? Missing or inadequate spare parts (particularly 1.1.3 requiring regular replacement)? Any deterioration of equipment (connecting bolts, 1.1.4 welds, surface, paint work?) Any obstructions preventing or impairing smooth 1.1.5 operation? Any problems with the rollers (not touching 1.1.6 tracks, inadequate lubrication)? Any problems with the seals (damage, weathering, 1.1.7 gaps with bearing surface)? 1.1.8 Any other issues?

F1.2 Hoists, Cranes and Operating Mechanisms Any problems inspecting hoist/crane/operating 1.2.1 mechanism? Missing or inadequate spare parts (particularly 1.2.2 requiring regular replacement)? Any deterioration of equipment (connecting bolts, 1.2.3 welds, surface, paint work?) Any wear or damage to wire cables and other 1.2.4 moving parts?

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SN Inspection Item Responsea Remarks Conditionb

Any obstructions preventing or impairing smooth 1.2.5 operation? Missing or inadequate provision of back- 1.2.6 up/standby power supply? Any health and safety concerns (e.g. lack of 1.2.7 "danger" sign during maintenance)? 1.2.8 Any other issues?

F1.3 Valves

1.3.1 Any problems inspecting valve? Any obstructions preventing or impairing smooth 1.3.2 operation? Any deterioration of valve and associated 1.3.3 equipment? 1.3.4 Any other issues?

F1.4 Trash Racks

1.4.1 Any problems inspecting trash rack?

Problems of excessive debris and/or inadequate 1.4.2 cleaning? Any deterioration of trash rack (rust, corrosion, 1.4.3 and damaged blades)? 1.4.4 Any other issues?

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SN Inspection Item Responsea Remarks Conditionb

F1.5 Trash Rack Cleaning Machines Any problems inspecting trash rack cleaning

1.5.1 machine? Missing or inadequate spare parts (particularly 1.5.2 requiring regular replacement)? Any deterioration of equipment (connecting bolts, 1.5.3 welds, surface, paint work?) Any wear or damage to wire cables and other 1.5.4 moving parts? Any obstructions preventing or impairing smooth 1.5.5

operation?

Missing or inadequate provision of back- 1.5.6 up/standby power supply? Any health and safety concerns (e.g. lack of 1.5.7 "danger" sign during maintenance)? 1.5.8 Any other issues?

F1.6 Turbines

1.6.1 Any problems inspecting turbine?

Any obstructions preventing or impairing smooth 1.6.2 operation? Any deterioration of turbine, blades and 1.6.3 associated equipment? 1.6.4 Any other issues?

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SN Inspection Item Responsea Remarks Conditionb

F1.7 Pumps

1.7.1 Any problems inspecting pump? Any obstructions preventing or impairing smooth 1.7.2 operation? Any deterioration of pump and associated 1.7.3 equipment? 1.7.4 Any other issues?

G1 Access Road G1.1 General Condition Any problems ensuring security of dam site 1.1.1 (including gates and fencing)? Any obstructions along or at entrance to access 1.1.2 road (temporary or long-term)? Any slope stability issues (road embankment or

1.1.3 adjacent slopes)? Profuse growth of weeds/grass on or in vicinity 1.1.4 of access road? Any drainage problems (standing water on or 1.1.5 adjacent to road)? Any other degradation to road surface (ruts, 1.1.6 potholes, cavities, cracking)? 1.1.7 Any other issues?

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SN Inspection Item Responsea Remarks Conditionb

H1 Instrumentation H1.1 General Condition Any problems inspecting instrument 1.1.1 (obstructed/unsafe access)? Is the instrument vulnerable to damage or theft 1.1.2 (inadequate protection)? Any problems ensuring correct functioning of 1.1.3 instrument (lighting, ventilation)? Any evidence of degradation to condition of 1.1.4 instrument (rusting, vandalism)? Any evidence of instrument not working 1.1.5 (decommissioned, broken)? 1.1.6 Any other issues?

I1 Other Appurtenant Structures (Flexi-Component) I1.1 Bridges and Catwalks Any problems inspecting bridge or catwalk 1.1.1 (obstructed/unsafe access)? Any security issues relating to unauthorized access 1.1.2 (e.g. for gate operation)? Are the decking, girders and supports structurally 1.1.3 sound? Any evidence of defects or deterioration of steel, 1.1.4 concrete or paint work?

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SN Inspection Item Responsea Remarks Conditionb

1.1.5 Any other issues?

I1.2 Guide Walls Any problems inspecting guide wall 1.2.1 (obstructed/unsafe access)? Any problem with drainage from behind wall (e.g.

1.2.2 blocked weep holes)? Any evidence of scour, foundation erosion or 1.2.3 undercutting? Any signs of differential settlement, cracking or 1.2.4 tilting? 1.2.5 Any other issues?

I1.3 Miscellaneous

1.3.1 Any other issues? (please specify part)

J1 Emergency Preparedness J1.1 Emergency Action Plan

Is the Emergency Action Plan (EAP) still 1.1.1 pending, inadequate or outdated? If not, are any dam staff unaware or insufficiently 1.1.2

conversant with the EAP?

Any concerned authorities unaware or 1.1.3 insufficiently conversant with the EAP?

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SN Inspection Item Responsea Remarks Conditionb

Do the communication directories/contact details 1.1.4 require updating? Any problems accessing or operating the 1.1.5 communication/warning system? 1.1.6 Any other issues? aRespond either yes (Y), no (N) or not applicable (NA). bCondition: Please rate the condition as either Satisfactory, Fair, Poor or Unsatisfactory as described below: 1. Satisfactory - No existing or potential dam safety deficiencies are recognized. Acceptable performance is expected under all loading conditions (static, hydrologic, seismic) in accordance with the applicable regulatory criteria or tolerable risk guidelines. 2. Fair - No existing dam safety deficiencies are recognized for normal loading conditions. Rare or extreme hydrologic and/or seismic events may result in a dam safety deficiency. Risk may be in the range to take further action. 3. Poor - A dam safety deficiency is recognized for loading conditions which may realistically occur. Remedial action is necessary. Poor may also be used when uncertainties exist as to critical analysis parameters which identify a potential dam safety deficiency. Further investigations and studies are necessary. 4. Unsatisfactory - A dam safety deficiency is recognized that requires immediate or emergency remedial action for problem resolution.

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Part 2b – Consolidated Dam Health Status Report: Observations/Significant SN Remedial Measures Suggested Categorya Deficiencies Noticed 1

4 aCategory I – deficiencies which may lead to failure; Category II – major deficiencies requiring prompt remedial measures; Category III – minor remedial measures which are rectifiable during the year

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APPENDIX 9 - GLOSSARY

Dam – any artificial barrier including k) Any other event that prudence suggests appurtenant works constructed across rivers would have a significant unfavorable or tributaries thereof with a view to impound impact on dam safety. or divert water; includes barrage, weir and Dam inspection – on-site visual similar water impounding structures but does examination of all components of dam and not include water conveyance structures such its appurtenances by one or more persons as canal, aqueduct and navigation channel trained in this respect and includes and flow regulation structures such as flood investigation of the non-overflow portion, embankments, dikes, and guide bunds. spillways, abutments, stilling basin, piers, Dam failure – failures in the structures or bridge, downstream toe, drainage galleries, operation of a dam which may lead to the operation of mechanical systems (including uncontrolled release of impounded water gates and its components, drive units, resulting in downstream flooding affecting cranes), interior of outlet conduits, the life and property of the people. instrumentation records, and record-keeping Dam incident – all problems occurring to a arrangements. dam that has not degraded into ‘dam failure’ Dam owner – the Central Government or a and including the following: State Government or public sector a) Structural damage to the dam and undertaking or local authority or company and any or all of such persons or appurtenant works; b) Unusual readings of instruments in the organizations, who own, control, operate or dam; maintain a specified dam. c) Unusual seepage or leakage through the Dam safety – the practice of ensuring the dam body; integrity and viability of dams such that they d) Change in the seepage or leakage do not present unacceptable risks to the regime; public, property, and the environment. It e) Boiling or artesian conditions noticed requires the collective application of below an earth dam; engineering principles and experience, and a f) Stoppage or reduction in seepage or philosophy of risk management that leakage from the foundation or body of recognizes that a dam is a structure whose the dam into any of the galleries, for safe function is not explicitly determined by dams with such galleries; its original design and construction. It also g) Malfunctioning or inappropriate includes all actions taken to identify or operation of gates; predict deficiencies and consequences related h) Occurrence of any flood, the peak of to failure, and to document, publicize, and which exceeds the available flood reduce, eliminate, or remediate to the extent discharge capacity or 70% of the reasonably possible, any unacceptable risks. approved design flood; Decommission – Taking a dam out of

i) Occurrence of a flood, which resulted in service in an environmentally sound and safe encroachment on the available manner or converting it to another purpose. freeboard, or the adopted design freeboard; Design life – the intended period that the j) Erosion in the near vicinity, up to five dam will function successfully with only hundred meters, downstream of the routine maintenance; determined during spillway, waste weir, etc.; and design phase.

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Distress condition – the occurrence or Program Life – the period in a contract, potential development of such conditions in conservation plan, or plan during which the the dam or appurtenance or its reservoir or conservation practice or conservation system reservoir rim, which if left unattended to, shall be maintained and used for the intended may impede the safe operation of dam for its purpose; determined by program intended benefits or may pose unacceptable requirements. risks to the life and property of people Rehabilitation – the completion of all work downstream. necessary to extend the service life of the Documentation – all permanent records practice or component and meet applicable concerning investigation, design, safety and performance standards. construction, operation, performance, Repair – actions to restore deteriorated, maintenance and safety of dams and includes damaged, or failed dam or its component to design memorandum, construction drawings, an acceptable by meeting functional geological reports, reports of specialized condition. studies simulating structural and hydraulic response of the dam, changes made in design Replacement – the removal of a structure or and drawings, quality control records, component and installation of a similar, emergency action plan, operation and functional structure or component. maintenance manual, instrumentation Service Life – the actual period after readings, inspection and testing reports, construction of a dam, during which the operational reports, and dam safety review practice functions adequately and safely with reports; only routine maintenance; determined by on- Emergency Action Plan(EAP) – a plan of site review. action to be taken to reduce the potential for Abutment – that part of a valley side against damage to property and loss of life in the area which a dam is constructed. Right and left affected by failure of a dam or other abutments are those on respective sides of potentially hazardous practice. the of an observer looking downstream. Hazard Classification – a system that Air-Vent Pipe – a pipe designed to provide categorizes dams according to the degree of air to the outlet conduit to reduce turbulence adverse incremental consequences of a during release of water and safeguard against failure or improper operation of the dam. damages due to cavitation. CWC classifies dam hazards as “low”, “significant”, or “high”. Appurtenant Structures – ancillary features of a dam, such as the outlet, spillway, energy Maintenance – the recurring activities dissipation arrangement powerhouse, necessary to retain or restore a dam in a safe tunnels, etc. and functioning condition, including the management of vegetation, the repair or Arch Dam – a concrete or masonry dam that replacement of failed components, the is curved to transmit the major part of the prevention or treatment of deterioration, and water pressure to the abutments. the repair of damages caused by flooding or Backwater Curve – the longitudinal profile vandalism. of the water surface in an open channel Operation – the administration, where the depth of flow has been increased management, and performance of by an obstruction, an increase in channel maintenance activities necessary to keep a roughness, a decrease in channel width, or a dam safe and functioning as planned. flattening of the bed slope. Program – any authorized activity used to Base Width (Base Thickness) – the implement and carry out goals, actions, and maximum width or thickness of a dam objectives contained within the authorizing measured horizontally between upstream and legislation. downstream faces and normal Doc. No. CDSO_O&M_KA06HH0199_Amarja Dam_v3.0 Page 154 O&M Manual for Amarja Dam November 2019

(perpendicular) to the axis of the dam but Culvert – a drain or waterway built under a excluding projections for outlets, etc. road, railway, or embankment, usually Berm – a horizontal step or bench in the consisting of a pipe or covered conduits sloping profile of an embankment dam. Cutoff – an impervious construction or Upstream Blanket – an impervious layer material which reduces seepage through the placed on the reservoir floor upstream of a foundation material. dam. In case of an embankment dam, the Cutoff trench – an excavation later to be blanket may be connected to the filled with impervious material to form a impermeable element in a dam. cutoff. Buttress dam – a dam consisting of a Cutoff wall – a wall of impervious material watertight upstream face supported at (e.g., concrete, asphaltic concrete, steel-sheet intervals on the downstream side by a series piling) built into the foundation to reduce of buttresses. seepage under the dam. Cofferdam – a temporary structure Dead storage – the storage that lies below enclosing all or part of a construction area so the invert of the lowest outlet and that, that construction can proceed in a dry area. therefore, cannot be withdrawn from the reservoir. Concrete Lift in concrete works the vertical distance between successive horizontal Design flood – see spillway design flood. construction joints. Diaphragm – see membrane. Conduit Outlet Works – a closed conduit Dike (Levee) – a long low embankment for conveying discharge through or under a whose height is usually less than 5 m and dam for different project purposes. whose length is more than 10 times the Consolidation Grouting (Blanket maximum height. Usually applied to Grouting) – the injection of grout to embankments or structures built to protect consolidate a layer of the foundation, land from flooding. If built of concrete or resulting in greater impermeability, strength, masonry, the structure is usually referred to or both. as a flood wall. Also, used to describe Construction Joint – the interface between embankments that block areas on a reservoir two successive placings or pours of concrete rim that are lower than the top of the main where a bond, not permanent separation, is dam and that are quite long. In the intended. Mississippi River basin, where the old French word levee has survived, the term now applies Core Wall – a wall built of impervious to flood-protecting embankments whose material, usually concrete or asphaltic height can average up to 15 m. concrete, in the body of an embankment dam to prevent leakage. Diversion channel, canal, or tunnel – a waterway used to divert water from its Crest Length – the length of the dam at its natural course. These terms are generally crest (dam top) top of a dam, including the applied to temporary structures such as those length of the spillway, powerhouse, designed to bypass water around a dam site navigation lock, fish pass, etc., where these during construction. “Channel’ is normally structures form part of the length of a dam. used instead of “canal” when the waterway is If detached from a dam, these structures short. Occasionally these terms are applied to should not be included. permanent structures. Crest of dam – Used to indicate the “top of Drainage area – an area that drains naturally dam”. To avoid confusion to indicate the to a point on a river. crest of spillway and top of dam may be used.

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Drainage layer or blanket – a layer of Filter (filter zone) – A band or zone of permeable material in a dam to relieve pore granular material that is incorporated into a pressure or to facilitate drainage of fill. dam and is graded (either naturally or by Relief well – vertical wells or boreholes, selection) to allow seepage to flow across or constructed downstream of an embankment down the filter without causing the migration dam to relieve the pressure from confined of material from zones adjacent to it. pervious layers in foundation overlaid by an Flashboards – a length of timber, concrete, impervious layer to arrest boiling. or steel placed on the crest of a spillway to Drawdown – the lowering of water surface raise the retention water level but that may be quickly removed in the event of a flood, level due to release of water from a reservoir. either by a tripping device or by deliberately Earthen dam or earth filled dam – see designed failure of the flashboard or its embankment dam. supports. Embankment dam (Fill dam) – any dam Floodplain – an area adjoining a body of constructed of excavated natural materials. water or natural stream that has been, or may Earth dam (Earth fill dam) – An be, covered by flood water. embankment dam in which more than 50 Floodplain management – a management percent of the total volume is formed of program to reduce the consequences of compacted fine-grained material obtained flooding, either by natural runoff or by dam from a borrow area. failure, to existing and future properties in a Homogeneous earth fill dam – an floodplain. embankment dam constructed of similar Flood routing – the determination of the earth material throughout, except internal attenuating effect of storage on a flood drains or drainage blankets; distinguished passing through a valley, channel, or from a zoned earth fill dam. reservoir. Hydraulic fill dam – an embankment dam Flood surcharge – the volume or space in a constructed of materials, often dredged, that reservoir between the controlled retention are conveyed and placed by suspension in water level (Full Reservoir Level) and the flowing water. maximum water level. Flood surcharge Rock fill dam – an embankment dam in cannot be retained in the reservoir but will which more than 50 percent of the total flow over the spillway until the controlled volume comprises compacted or dumped retention water level is reached. pervious natural or crushed rock. Flood wall – a concrete wall constructed Rolled fill dam – an embankment dam of adjacent to a stream to prevent flooding of earth or rock in which the material is placed property on the landward side of the wall, in layers and compacted using rollers or normally constructed in lieu of or to rolling equipment. supplement a levee where the land required for levee construction is expensive or not Zoned embankment dam – an available. embankment dam composed of zones of materials selected for different degrees of Foundation of dam – the natural material porosity, permeability and density. on which the dam structure is placed. Emergency spillway – see spillway. Freeboard – the vertical distance between a stated reservoir level and the top of a dam. Face – the external surface of a structure, Normal freeboard is the vertical distance e.g., the surface of a wall of a dam. between Full Reservoir Level (FRL) and the Failure – the uncontrolled release of water top of the dam. Minimum freeboard is the from a dam. vertical distance between the Maximum Water Level (MWL) and the top of the dam. Doc. No. CDSO_O&M_KA06HH0199_Amarja Dam_v3.0 Page 156 O&M Manual for Amarja Dam November 2019

Gallery – (a) a passageway within the body Radial gate (Tainter gate) – a gate with a of a dam or abutment, hence the terms curved upstream plate and radial arms hinged grouting gallery, inspection gallery and drainage to piers or other supporting structures. gallery (b) a long and rather narrow hall, hence Service/Regulating gate(regulating the following terms for a power plant viz. valve) – a gate or valve that operates under valve gallery, transformer gallery and bus bar gallery. full pressure and flow to throttle and vary the Gate – a device in which a leaf or member is rate of discharge. moved across the waterway from an external Slide gate (sluice gate) – a gate that can be position to control or stop the flow. opened or closed by sliding it in supporting Bulkhead gate – a gate used either for guides. temporary closure of a channel or conduit to Gravity dam – a dam constructed of empty it for inspection or maintenance or for concrete, masonry, or both that relies on its closure against flowing water when the head weight for stability. difference is small, e.g., for diversion tunnel closure. Although a bulkhead gate is usually Grout cap – a pad or wall constructed to opened and closed under nearly balanced facilitate pressure grouting of the grout pressures, it nevertheless may be capable of curtain beneath it. withstanding a high pressure differential Grout curtain (grout cutoff) – a barrier when in the closed position. produced by injecting grout into a vertical Crest gate (spillway gate) – a gate on the zone, usually narrow horizontally, in the crest of a spillway to control overflow or foundation to reduce seepage under a dam. reservoir water level. Height above lowest foundation – the Emergency gate – a standby or reserve gate maximum height from the lowest point of which is lowers only for repairing / servicing the general foundation to the top of the dam. of the service gate. Hydraulic height – the height to which Fixed wheel gate (fixed-roller gate, fixed- water rises behind a dam and the difference axle gate) – a gate having wheels or rollers between the lowest point in the original mounted on the end posts of the gate. The streambed at the axis of the dam and the wheels move against rails fixed in side maximum controllable water surface. grooves or gate guides. Hydrograph – a graphic representation of Flap gate – a gate hinged along one edge, discharge, stage, or other hydraulic property usually either the top or bottom edge. with respect to time for a point on a stream. Examples of bottom-hinged flap gates are (At times the term is applied to the tilting gates and belly gates, so called due to phenomenon the graphic representation their shape in cross-section. describes; hence a flood hydrograph is the passage of a flood discharge past the Flood gate – a gate to control flood release observation point.) from a reservoir. Inclinometer – an instrument, usually Guard gate (guard valve) – a gate or valve consisting of a metal or plastic tube inserted that operates fully open or closed. It may in a drill hole and a sensitized monitor either function as a secondary device for shutting lowered into the tube or fixed within it. The off the flow of water in case the primary monitor measures at different points the closure device becomes inoperable but is tube’s inclination to the vertical. By usually operated under conditions of integration, the lateral position at various balanced pressure and no flow. levels of the tube may be found relative to a Outlet gate – a gate controlling the outflow point, usually the top or bottom of the tube, of water from a reservoir. assumed to be fixed. The system may be used to measure settlement.

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Intake – any structure in a reservoir, dam, or means, it is the maximum level to which river through which water can be drawn into water can be stored under normal operating an aqueduct. conditions, exclusive of any provision for Internal Erosion – see piping. flood surcharge. Inundation map – a map delineating the One-Hundred Year (100-Year) area that would be inundated in case of a Exceedance Interval – the flood magnitude failure. expected to be equaled or exceeded on the average of once in 100 years. It may also be Leakage – Uncontrolled loss of water by expressed as an exceedance frequency, i.e. a flow through a hole or crack. percent chance of being exceeded in any Lining – a coating of asphaltic concrete, given year. reinforced or unreinforced concrete, Outlet – an opening through which water shotcrete, rubber or plastic on a canal, tunnel can be freely discharged from a reservoir. etc. to provide water tightness, prevent erosion, reduce friction, or support the Overflow dam – a dam designed to be periphery of structure. May also refer to overtopped. lining, such as steel or concrete, of outlet pipe Parapet Wall – a solid wall built along the or conduit. top of a dam for ornament, for the safety of Low-level outlet (bottom outlet) – an vehicles and pedestrians, or to prevent opening at a low level from a reservoir overtopping. generally used for emptying or for scouring Peak Flow – the maximum instantaneous sediment and sometimes for irrigation discharge that occurs during a flood. It releases. coincides with the peak of a flood hydrograph. Masonry dam – a dam constructed mainly of stone, brick, or concrete blocks that may Pervious Zone – a part of the cross-section or may not be joined with mortar. A dam of an embankment dam comprising material having only a masonry facing should not be of high permeability. referred to as a masonry dam. Phreatic Surface – the top most flow line in Maximum cross-section of dam – a cross- an embankment dam. section of a dam at the point of its maximum Piezometer – an instrument for measuring height. pore water pressure within soil, rock, or Maximum water level – the maximum concrete. water level, including flood surcharge, the Piping – the progressive development of dam is designed to withstand. internal erosion by seepage, appearing Membrane (Diaphragm) – a sheet or thin downstream as a hole or seam discharging zone or facing made of a flexible material, water that contains soil particles. sometimes referred to as a diaphragm wall or Pore Pressure – the interstitial pressure of diaphragm. water within a mass of soil, rock, or concrete. Minimum operating level – the lowest Pressure Cell – an instrument for measuring level to which the reservoir is drawn down pressure within a mass of soil, rock, or under normal operating conditions. concrete or at an interface between one and Morning glory spillway – see spillway. the other. Full Reservoir Level (FRL)/Normal Pressure Relief Pipes – Pipes used to water level – for a reservoir with un-gated relieve uplift or pore water pressure in a spillway it is the spillway crest level. For a dam’s foundation or structure. reservoir, whose outflow is controlled wholly or partly by movable gates, siphons or other

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Probable Maximum Flood (PMF) – a seating, made of wood, stone, concrete or flood that would result from the most severe metal at the invert of any opening or gap in a combination of critical meteorologic and structure, hence the expressions gate sill and hydrologic conditions possible in the region. stop log sill. Probable Maximum Precipitation (PMP) Slope – (a) the side of a hill or mountain. (b) – the maximum amount and duration of The inclined face of a cutting or canal or precipitation that can be expected to occur embankment. (c) Inclination from the on a drainage basin. horizontal. In the United States, it is Pumped storage reservoir – a reservoir measured as the ratio of the number of units filled entirely or mainly with water pumped of horizontal distance to the number of from outside its natural drainage area. corresponding units of vertical distance. The term is used in English for any inclination Regulating dam – a dam impounding a and is expressed as a percentage when the reservoir from which water is released to slope is gentle, in which case the term gradient regulate is also used. Reservoir area – the surface area of a Slope Protection – the protection of a slope reservoir when filled to controlled retention against wave action or erosion. level. Sluiceway – see low-level outlet. Reservoir routing – the computation by which the interrelated effects of the inflow Spillway – a structure over or through which hydrograph, reservoir storage, and discharge flood flows are discharged. If the flow is from the reservoir are evaluated. controlled by gates, it is a controlled spillway; if the elevation of the spillway crest is the Reservoir surface – the surface of a only control, it is an uncontrolled spillway. reservoir at any level. Auxiliary Spillway (Emergency Spillway) Riprap – a layer of large stones, broken rock, – a secondary spillway designed to operate or precast blocks placed randomly on the only during exceptionally large floods. upstream slope of an embankment dam, on a reservoir shore, or on the sides of a channel Fuse-Plug Spillway – an auxiliary or as a protection against wave action. Large emergency spillway comprising a low riprap is sometimes referred to as armoring. embankment or a natural saddle designed to be overtopped and eroded away during a rare Risk assessment – as applied to dam safety, and exceptionally large flood. the process of identifying the likelihood and consequences of dam failure to provide the Primary Spillway (Principal Spillway) – basis for informed decisions on a course of the principal or first-used spillway during action. flood flows. Rock fill Dam – see embankment dam. Shaft Spillway (Morning Glory Spillway) – a vertical or inclined shaft into which flood Roll Crete or Roller-Compacted Concrete water spills and then is conducted through, Ano-slump concrete that can be hauled in under, or around a dam by means of a dump trucks, spread with a bulldozer or conduit or tunnel. If the upper part of the grader, and compacted with a vibratory shaft is splayed out and terminates in a roller. circular horizontal weir, it is termed a “bell Seepage – the interstitial movement of water mouth” or “morning glory” spillway. that may take place through a dam, its Side Channel Spillway – a spillway whose foundation, or its abutments. crest is roughly parallel to the channel Sill – (a) A submerged structure across a river immediately downstream of the spillway. to control the water level upstream. (b) The Siphon Spillway – a spillway with one or crest of a spillway. (c) A horizontal gate more siphons built at crest level. This type of Doc. No. CDSO_O&M_KA06HH0199_Amarja Dam_v3.0 Page 159 O&M Manual for Amarja Dam November 2019 spillway is sometimes used for providing top of the dam. In general, “thickness” is automatic surface-level regulation within used for gravity and arch dams, “width” for narrow limits or when considerable discharge other dams. capacity is necessary within a short period. Transition Zone (Semi-pervious Zone) – Spillway Channel (Spillway Tunnel) – a a part of the cross-section of a zoned channel or tunnel conveying water from the embankment dam comprising material of spillway to the river downstream. intermediate size between that of an Stilling Basin – a basin constructed to impervious zone and that of a permeable dissipate the energy of fast-flowing water, zone. e.g., from a spillway or bottom outlet, and to Trash rack – a screen located at an intake to protect the riverbed from erosion. prevent the ingress of debris. Stop logs – large logs or timber or steel Tunnel – a long underground excavation beams placed on top of each other with their usually having a uniform cross-section. Types ends held in guides on each side of a channel of tunnel include: headrace tunnel, pressure or conduit providing a cheaper or easily tunnel, collecting tunnel, diversion tunnel, handled temporary closure than a bulkhead power tunnel, tailrace tunnel, navigation gate. tunnel, access tunnel, scour tunnel, draw-off Storage – the retention of water or delay of tunnel, and spillway tunnel. runoff either by planned operation, as in a Under seepage – the interstitial movement reservoir, or by temporary filling of overflow of water through a foundation. areas, as in the progression of a flood crest Uplift – the upward pressure in the pores of through a natural stream channel. a material (interstitial pressure) or on the base Tailrace – the tunnel, channel or conduit of a structure. that conveys the discharge from the turbine Upstream Blanket – see blanket. to the river, hence the terms tailrace tunnel and tailrace canal. Valve – a device fitted to a pipeline or orifice in which the closure member is either rotated Tail water Level – the level of water in the or moved transversely or longitudinally in the tailrace at the nearest free surface to the waterway to control or stop the flow. turbine or in the discharge channel immediately downstream of the dam. Water stop – a strip of metal, rubber or other material used to prevent leakage Toe of Dam – the junction of the through joints between adjacent sections of downstream face of a dam with the ground concrete. surface, referred to as the downstream toe. For an embankment dam the junction of Weir – (a) a low dam or wall built across a upstream face with ground surface is called stream to raise the upstream water level, the upstream toe. called fixed-crest weir when uncontrolled. (b) A structure built across a stream or channel for Top of Dam – the elevation of the measuring flow, sometimes called a measuring uppermost surface of a dam, usually a road weir or gauging weir. Types of weir include or walkway, excluding any parapet wall, broad-crested weir, sharp-crested weir, drowned weir, railings, etc. and submerged weir. Top Thickness (Top Width) – the thickness or width of a dam at the level of the

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Central Dam Safety Organization Central Water Commission

Vision To remain as a premier organisation with best technical and managerial ex- pertise for providing advisory services on matters relating to dam safety. Mission To provide expert services to State Dam Safety Organisations, dam owners, dam operating agencies and others concerned for ensuring safe functioning of dams with a view to protect human life, property and the environment. Values Integrity: Act with integrity and honesty in all our actions and practices. Commitment: Ensure good working conditions for employees and encourage professional excellence. Transparency: Ensure clear, accurate and complete information in communications with stakeholders and take all decisions openly based on reliable information. Quality of service: Provide state-of-the-art technical and managerial services within agreed time frame. Striving towards excellence: Promote continual improvement as an integral part of our working and strive towards excellence in all our endeavours.

Quality Policy We provide technical and managerial assistance to dam owners and State Dam Safety Organizations for proper surveillance, inspection, operation and maintenance of all dams and appurtenant works in India to ensure safe functioning of dams and protecting human life, property and the environment. We develop and nurture competent manpower and equip ourselves with state of the art technical infrastructure to provide expert services to all stakeholders. We continually improve our systems, processes and services to ensure satis- faction of our customers.

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