O&M Manual for Hagaribommanahalli Pickup Dam Jan - 2020
Operation and Maintenance Manual for Hagaribommanahalli Pickup Dam State of Karnataka
Doc. No.CDSO_O&M_KA06MH0087_HBHalli Pick Up_DAMKAWRD_01_v2.0
Prepared by Chief Engineer KNNL, Irrigation Central Zone, Munirabad.
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Front Cover Photograph: Downstream view of H B Halli pickup Dam during rehabilitation works carried out under the Dam Rehabilitation & Improvement Project (DRIP). The scope of work entails contact works carried out to reduce seepage at no.5 using grouting, strengthening of U/s of embankment strengthening of U/s of embankment d/s of walls and embankment, improvements to dam top surface and special treatment concrete surface to reduce erosion and upgrading of dam gates.
Chief Engineer KNNL, Irrigation Central Zone, Munirabad. Ph No: 08539-270026 Email: [email protected]
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Operation and Maintenance Manual for Hagaribommana halli Pickup Dam
KARNATAKA NEERAVARI NIGAM LIMITED (A Government of Karnataka undertaking)
State of Karnataka
Chief Engineer KNNL, Irrigation Central Zone, Munirabad.
JAN 2020
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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 Rejuvenation 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 Hagaribommana halli Pick Up 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 Hagaribommana halli Pick Up Dam both during monsoon and non-monsoon periods
I recommend the dam officials to use this manual for the efficient and safe Operation and Maintenance of the Hagaribommana halli Pick up Dam on regular basis.
. I 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.
Shri. Rakesh Singh, IAS Principal Secretary Water Resources Department, Karnataka.
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Forward This Operation and Maintenance (O&M) Manual developed exclusively for Hagaribommana halli Pick up 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 their dams to use this manual to ensure their dam is operated and maintained in a sustainable manner and will continue to derive benefits.
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Team Involved in Preparing this O&M Manual
Sri.S.H.Manjappa Chief Engineer, KNNL, ICZ, Munirabad.
Sri. B.Malligawad Superintending Engineer, KNNL, TP Circle, Munirabad. Sri.S.B.Nagabhushan Executive Engineer, KNNL, T R Division, Munirabad
Assistant Executive Engineer, KNNL, Head Works Sub Sri.Basavarajhalli Division, Munirabad.
Assistant Engineer, KNNL, Head Works Sub Division, Krishna Kumar P V Munirabad.
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Contents
LIST OF FIGURES ...... X CHAPTER 1. - GENERAL INFORMATION ...... 2 1.1 Introduction ...... 2 1.2 Purpose, Location &Description of Hagaribommanahalli Pickup Dam ...... 2 1.3 Background Details of the Project ...... 4 1.3.1 Dam site Location ...... 4 1.3.2 Reservoir Planning ...... 4 1.3.3 Main Design Features and Components of H.B. Halli Dam ...... 7 1.4 Salient Features of Hagaribommanahalli Pick up Dam ...... 8 1.5 Assignment of Responsibility ...... 10 1.5.1 Roles and Responsibilities of the AEE and AEduring Monsoon ...... 11 1.5.2 Roles and Responsibilities of the SE and EEduring Monsoon ...... 11 1.5.3 Roles and Responsibilities of the Chief Engineer during Monsoon ...... 12 1.6 Collection & Reporting of Dam and Reservoir Data ...... 12 1.7 Public and Project Staff - Health and Safety ...... 15 1.7.1 Restricted Areas ...... 15 1.7.2 Details of the Security arrangements...... 15 1.8 Staff Position, Communication & Warning System ...... 17 1.8.1 Schedule of General Duties for Project Engineers ...... 20 1.8.2 Hydro-Mechanical Inspections / Checks ...... 23 1.9 Distribution of Operation & Maintenance Manuals ...... 24 1.10 Supporting Documents & Reference Material ...... 24 CHAPTER 2. PROJECT OPERATION ...... 25 2.1 Basic Data ...... 25 2.1.1 Area Capacity curves...... 25 2.1.2 Design Flood and Features Related to Safety ...... 25 2.2.1 Gate Operations: ...... 26 2.2.2 Rule Curve and Flood Peaks of Different Return Periods...... 31 2.2.5 Inflow Computation ...... 35 2.2.6 Summary of Flood Regulation Procedure...... 36 2.3 Operation of Vertical Lift Gates of HB Halli Pickup Dam ...... 41 2.3.1 Spillway vertical lift gates and hoists...... 41 2.3.2 Irrigation Sluice gates and hoists...... 41
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2.4 Operating Instructions ...... 42 2.4.1.3 Motor ...... 43 2.4.1.4 E.M. BRAKE ...... 43 2.4.1.5 Thrustor Brake ...... 43 2.5 CCTV Arrangement ...... 44 2.6 RIVER OUTLET WORKS...... 45 2.6.1 Description: ...... 45 2.6.1.2 Head Regulators of the Canal ...... 45 2.6.1.3 Condition: General: ...... 45 Condition of the above structures are good...... 45 2.6.1.4 Deficiencies and problems...... 45 2.6.1.5 Potential problems...... 45 2.7 Historical Events...... 45 2.8 ACCESS ROADS ...... 46 2.9 Record Keeping ...... 46 CHAPTER 3 - PROJECT INSPECTIONS ...... 47 3.1 Types of Inspections ...... 47 3.1.1 Comprehensive Evaluation Inspections ...... 47 3.1.2 Scheduled Inspections ...... 48 3.1.3 Special (Unscheduled) Inspections ...... 48 3.1.4 Informal Inspections ...... 49 6.1.5 Pre- and Post-Monsoon Checklist and Example of Report Proformas ...... 49 CHAPTER 4 - PROJECT MAINTENANCE ...... 58 4.1 Maintenance Priorities ...... 58 4.1.1 Immediate Maintenance ...... 58 4.1.2 Preventive Maintenance ...... 59 4.1.2.1 Condition Based Maintenance ...... 59 4.1.2.2 Routine Maintenance...... 59 4.2 Procedures for Routine Maintenance ...... 60 4.2.1 Earthwork ...... 60 4.2.2 Masonry / Concrete Dams & Spillways ...... 63 4.2.3 Maintenance of Hydraulic Systems ...... 64 4.2.4 Electrically operated fixed hoists ...... 65 CHAPTER 5 - INSTRUMENTATION AND MONITORING ...... 78
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5.1 Dam Instrumentation· ...... 78 5.1.1 General Information ...... 78 6.1.6 Embedded Instruments – Concrete/Masonry ...... 78 6.1.7 Seismological Observations ...... 78 CHAPTER 6 - PREVIOUS REHABILITATION EFFORTS ...... 79 CHAPTER 7 - UPDATING THE MANUAL ...... 80 APPENDIX 1 – BASIC DRAWINGS ...... 81 APPENDIX 2― KEY ELEMENTS OF THE EAP ...... 92 APPENDIX 3 ― MATERIAL REQUIRED FOR MAINTENANCE DURING MONSOON ...... 99 APPENDIX 4 ― SCHEDULED OR UNSCHEDULED DAM SAFETY INSPECTION FORM ...... 98 APPENDIX 5 – CCTV CAMERA SYSTEM SPECIFICATIONS ...... 119 APPENDIX 6 - GLOSSARY ...... 127
LIST OF FIGURES
Figure 1 - Krishna Basin Map ...... Error! Bookmark not defined. Figure 2 - Overhead Image of H B Halli Dam...... 6 Figure 3 Layout of H B Halli Dam Premises ...... 16 Figure 4 - Organisation Chart ...... 18 Figure 5Area Capacity curve of HB Halli dam ...... 39
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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 GPS transmission 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-MillionM3
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CHAPTER 1. - GENERAL INFORMATION
1.1 Introduction This document represents a detailed Operation and Maintenance (O&M) Manual for Hagaribommana halli Pickup 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, 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 Hagaribommanahalli Pickup Dam The Hagaribommana halli Dam consists of Left and Right bank earthen dam with central concrete Masonry in hearting zone spillway situated near Malvi village and built across River ChikkaHagari in Hagaribommana halli taluk of Bellary district which is a tributary of Tungabhadra River. This dam is constructed to impound a gross storage of 2000 Mcft (56.64 MCM). The river originates in Guddada Rangana Hills near Chitradurga and drains in to Bellary district and flows south to north and joins Tungabhadra River after travelling about 64 kms. The dam lies in Krishna basin and is located at Longitude 760 19’22” N and Latitude 140 19’22” E. The proposal comprises of constructing a dam across chikkahagari River near Malvi Village with two channels on the Right Bank and left Bank to irrigate an extent of 7350 acres in an ½ to 1 ½ miles on either side of the river in Malvi. Hagaribommana halli. Chintapalli, Harigondanahalli, Kadlibal, Hirosobati and Bachigondanahalli Village of Bellary District.
Rain fall and yield There is no rain fall stations in the catchment except kottur to compute the correct yield, but there are three rain fall stations one at Kudligi, one at Harapanahalli and one at Hadagali near about the boundary of the catchment. The former two stations are at the eastern and western extremities respectively of the basin, at a distance of 30 miles apart. Hadagali stations, is about 20 miles north of Harapanahalli station. This station has no bearing on the catchment area lying of above the dam site, but has bearing on the ayacut proposed under the project for computing the yield from the basin the rain fall readings of the above three stations for 32 years (1916 to 1947) have been taken into consideration. The catchment receives rain fall from South West and North east monsoon; the rain falls from the summer being about twice that of the latter. The monsoon is taken as from June to December. The mean annual rain fall in this locality is 24” whereas the monsoon rainfall is 20.53” which is about 82% of the former. The monsoon rain fall is below the normal for about 56% of the years (18 years out of 32 years).
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The yields from the daily rain fall readings of the three stations have calculated for 32 years and the mass flow and inflow diagram for each month has been prepared from June to January. Taking ¾ of the total number years (24 years) the total inflow the end of December is found to be not less than 2,000 Mcft. Taking seventh bad year of 32 years (32/5 = 6 + 1 = 7 = 25 (32-7) years the yield is found to be 1995 Mcft. Since both these are almost the same the dependable gross yield is taken as 2000 Mcft for this project. To have check over the computed yield the discharges over Thamabaharahalli Anicut were also examined. The gauge readings of the river at the site of the anicut were recorded for years (1927 to 32). The daily discharges of the anicut were tabulated, the lowest monsoon discharge over the anicut is 5,361.8 Mcft, In the year 1931, out of six years for which readings were available. The average monsoon rain of the three stations for the seventh bad years for which readings were available, the average monsoon rain fall of the three stations for the seventh bad years is (23.06 * 17.49 * 18.84/3 = 19.78”, whereas the average rain falls of the three stations for 1931 is 22.26”. Thus, the former is 89% of the monsoon rainfall of 1931. The catchment area of the basin above the dam site is 0.8 of the catchments at Thambrahalli anicut. So, the maximum yield that can be expected at Malvi site. Could be 89/100 x 5577.7 x 0.8 = 3971.3 Mcft. For the year for which the gauge readings were available, it is seen that the actual discharge is one and half time the computed discharge. Equating with this co-efficient the minimum yield that can be expected will be 1895 x 948 = 2843 Mcft. Hence from the above it is obvious that even in the worst years of yield of 2800 Mcft. Can be expected from this yield of 2,800 Mcft an yield of 500 Mcft. Which is intercepted by the new Reservoir now under construction has to be deducted, so the yield comes to 2800 Mcft. – 500 Mcft = 2300 Mcft. But from the mass flow diagram a yield 2000 Mcft is found available in 3/4 of the years. Hence, to be the safe side a Reservoir for a capacity of 2000 Mcft has been proposed. The monsoon period is taken from June to October. The mean annual rainfall in this area is 24.09” (61.19) whereas the monsoon rainfall is 20.53” ( 52.15cm which corresponds to 85% of the rainfalli, Kudligi, Jagloor, Davanagere, Harapanhalli, and Kottur of which the first five rain gauge stations are situated near the boundary of the catchments, which fairly represents the catchments and the last one Viz., Kottur is situated in the of the catchments. The available rainfall readings of the above stations have been collected for the period from 1916 to1956, during preparation of project report earlier. Total yield is 84.95 MCM (3000 mcft) with 75% dependability utilization of 56.64 MCM (2000 mcft) The ChikkaHagariRiver which takes off its origin in Chitra District flows in a northerly direction for a length of about 40miles through Harapanahalli, Kudligi and Hadagali Taluka of Bellary District and finally joins Tungabhadra River about 2 miles upstream of Vallabhapura Anicut, which is now submerged in Tungabhadra Reservoir. Due to scarcity conditions, inadequate and uncertain rainfall in the above areas, the proposal was thought of considering the gauge reading taken at Thambrahalli anicut from year1927 to 1932. It was concluded that sufficient water supply could be assured by constructing a storage reservoir across this river for raising wet crops. After finalization of Tungabhadra Dam Reservoir in respect of FRL and water spread etc. The Hagaribommana halli project was proposed for detailed investigation, as this is beneficial to the rehabilitated people for Tungabhadra Dam Project, who have lost their lands and settled on the banks of ChikkaHagari River. Three sites - one near Nelukudri village, the second one near Malvi village and the third one near Hagaribommana halli village were examined and finally the site near Malvi village was finalized as it was
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1.3 Background Details of the Project The ChikkaHagari River takes off its origin in Chitradurga district. It flows in northerly direction for a length of about 20 miles (32.186 km) in Chitradurga district and for a length of about 40 miles (64.372 kms) through Harapanahalli, Kudligi and Hadagali taluks of Bellary district, and finally joins Tungabhadra river about 2 miles (3.218km) upstream of vallabhapura Anicut which is now submerged in Tungabhadra Reservoir. By constructing Tungabhadra Dam Project, 5 villages were affected in Hagaribommana halli taluk and a portion of road around 2 miles long submerged in the reservoir. This project is proposed for the displaced families who have lost their land on the banks of Chikka Hagari river.
1.3.1 Dam site Location Hagaribommana halli Pickup dam is situated at Latitude 14º59’52” North and Longitude 76º11’22” East, near the village Malvi of Hagaribommana halli taluk of Bellary district. Hence this dam is also known as Malvi Reservoir. See location and vicinity map in Figure 1 below.
1.3.2Reservoir Planning i). Catchment: The catchment area of the ChikkaHagari river basin is 1184 sq. mile (3066.56 sqkm ) whereas catchment area upstream of the dam site is 906 sq mile (2346.54 sq.km) of which 624 sq mile (1616.15 sq.km) is independent and the balance is intercepted. ii) Yields: The maximum and minimum annual yields at Hagaribommanahalli dam site is derived from the catchment area, which receives rain from South- West and North – East Monsoons, the rain falls of the former being about twice that of the latter. The monsoon period is taken from June to October. The mean annual rainfall in this area is 24.09” (73.25 Cm) whereas the monsoon rainfall is20.53” (46 Cms), which corresponds to 82% of the years (18 years out of 32 years.). iii) Storage: The dam is designed to pass a probable maximum flood of 2650.43 cumecs (93,600 Cusecs). The gross storage capacity at FRL of 1725 ft (525.78 m) is 56.64 MCM (2.00 TMC) and the live storage is 49.56 MCM (1.75 TMC) and the dead storage is 7.08 MCM (0.25TMC). The spillway crest level is at R.L 519.68 m (1705 ft). iv) Water Spread: The reservoir water spread area submerges an area of 1352 ha (3341 acres) displacing a population of about5 villages.
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Figure 1 - Krishna Basin Map
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Figure 2–Google Map of H B Halli pickup Dam
SPILL WAY
DAM
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1.3.3Main Design Features and Components of H.B. Halli Dam i) Components: The dam consists of concrete spillway portion for a length of 121.in the middle and two non-overflow sections of earthen embankments on either side. The non-overflow section of earthen dam on the left side is of length 341.40-m and on the right side is 1143.60-m. The total length of the dam including all sections is 1606.90-m. ii) Earthen Dam The earthen dam consists of a zoned embankment section. The upstream slope provided 2.5H:1V protected with 0.45 m thick revetment over 30 cm filter backing. A slope of 2.5H:1V is provided for the downstream slope. Longitudinal and cross drains with 0.90m sand and gravel filter are provided at the foundation base and further connected to the downstream longitudinal toe drain. A rock toe is provided as per the design. The top width of the dam is 3.66 m and Maximum height of the dam is 15.21 m. For the foundation treatment in the gorge portion, based on the recommendation of CWPRS, clay blanket with a pattern with a cutoff trench at toe of the embankment, connected to the hearting in the gorge portion has been provided for reducing the seepage at FRL. Stability analysis of the upstream and downstream slope of the section of the dam embankment have been worked out by adopting slip circle method and stability of the upstream slope is also tested for sudden draw down condition. The downstream slope is tested for steady seepage condition and checked for safety values. iii) Spillway Dam Section: The spillway dam has a maximum height of 15 ft (4.57 m) measured from the deepest foundation RL 1690.00 (515.11 m) and crest RL 1705 ft (519.68 m) and spillway structure is constructed with UCRS masonry for the hearting and 2 ft thick CC 1:2:4 proportion for the nappe, crest and the upstream face. The constructed dam has a base width of 38 ft (11.6 m). The stability analysis of the dam has been done consisting only the body weight and hydrostatic pressure of water. There is no provision made for the uplift pressure as there no gallery provided for the dam. For this foundation the stresses computed are 617.3 pound/sq. Ft (0.30 kg /sq.cm) maximum at the toe and 311.08 pound/sq. Ft(0.15kg/sq.cm) at the heel of the dam. The dam FRL is provided at RL 525.78 m free board of 2.13 m is provided over the FRL of 525.78 m. The maximum height of the dam above the lowest riverbed level is 15.21 m. The structural design of the gravely section of the non – overflow section is based on the same assumption as made in the case of spillway section. All the sections of the dam have been designed as per the standard practice of design. The maximum stress allowed on foundation in design is 10 T / sq. ft. iv) Irrigation Sluices: On the right bank of the dam right bank canal with head discharge of 2.46 cumecs (87.00 cusecs) is provided. On the left bank of the dam, left bank canal is situated with head discharge of 2.12 cumecs (75 cusecs). Cill levels of both the canals are kept at RL 519.38 m at the off- take points. Necessary regulator structures are constructed with suitable approach channels.
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1.4 Salient Features of Hagaribommanahalli Pick up Dam
GENERAL
Name of the Project HagariBommanahalli Dam
Name of the River ChikkaHagari River
Location of Dam The dam is situated near Malvivillage in HagariBommanahalli Taluk of Bellary District Longitude 760-11’- 22 E
Latitude 14º-59’- 52” N
Purpose Irrigation
Means of Access The dam site is accessible by a 2.00 km long approach road which takes off Hospet Harihar State Highway Road No 25 GEOPHYSICAL FEATURES
Catchment Area 2346.54 sq. km (906 sq. mile)
Nature of catchment 624 Sq. miles independent and232sq miles Interrupted.
Climate Moderate (tending to be hot)
Mean Annual Rainfall 469.5 mm (18.48 inches)
Dependable yield at dam site 84.951 mum (3000 mcft) @ 75% dependability
Total utilization 56.64mcum (2000mcft)
Geological features The region lies in rock strata.
TECHNICAL DETAILS
RESERVOIR
Gross storage capacity 56.64 mcum (2000.00 mcft)
Dead storage capacity 7.099 mcum (250 mcft)
Live storage capacity 49.554 mcum (1750 mcft)
Dead storage level RL519.379.00 m (RL 1704 ft)
Full Reservoir level / MWL RL 525.78 m (RL 1725 ft)
Maximum Water level RL 525.78 m (RL 1725 ft)
Top of Dam RL 527.91 m (RL 1732 ft)
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Maximum water spread 3341 acres at 1725 FRL
DAM
Type of Dam Left and Right bank earthen dam with middle masonry spillway
Total length of dam 1606.60 m (5271.00 ft)
Earthen dam Left flank 1490.47 m
Spillway dam (Overflow section) 91.43 m (300 ft)
Top width 3.65 m
Lowest foundation level of Non- 515.112 m (1690 ft) overflow section
Lowest River bed level RL510.54m (1675 ft)
Maximum height of the dam 4.572 m from lowest foundation level (RL 515.112 m - RL519.68m)
Maximum height of the dam above 15.21 m lowest river bed level
SPILLWAY
Type chute spillway with vertical lift gates
Length 91.43 m (300 ft) with 10 bays
Crest level RL 519.68 m (RL 1705 ft)
Spillage 6.10 m (RL 525.78 m – RL 519.68 m)
Crest gates 10 Nos of size 9.15 x 6.10m
Designed flood discharge 2,650.43 cumecs (93,600 cusecs)
IRRIGATION SLUICES LB Sluice RB Sluice
Location Chainage 28.00 Change 63.75
Sill level RL 519.38 m RL 519.38 m
Vent size 1.20 m x1.20m 1.20 m x1.20m
Discharge 2.12 cumecs 2.46 cumecs
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Atchkat 1371 ha (3388 Acres) 1594 ha (3941 Acres)
Total Atchkat 2965 ha (7329 acres)
1.5 Assignment of Responsibility The Karnataka Neeravari Nigam is the owner and has the final authority and responsibility for the operation and maintenance of the dam. Identification of all areas of responsibilities connected with the operation and maintenance of the dam are covered in this section. The officer’s responsibilities for the various functions are identified by their designation and, in particular, the responsibilities of operating personnel are specifically identified in below and includes regularly scheduled duties which staff personnel are required to perform as outlined in the following tables: Table 1 – Overall Responsibilities for Hagaribommana halli Pick up Dam Sl Particulars Remarks No KARNATAKA NEERAVARI NIGAM (A Implementing Agency Govt of Karnataka Undertaking) Water Recourses Department, Karnataka Project Administration Officer in charge Managing Director, KNNL, Bengaluru Chief Engineer, KNNL, Irrigation Central Operations of Equipment at the Dam Zone, Munirabad. Executive Engineer, KNNL, No.1, T R Reservoir inflow and Flood forecasting Division, Munirabad. Chief Engineer, KNNL, Irrigation Central Authorizing spillway flood releases Zone, Munirabad Chief Engineer, KNNL, Irrigation Central Zone, Munirabad as per the proceedings of Authorizing releases for various purposes like the Irrigation Consultative Committee irrigation, water supply hydro-power, etc. meeting (ICC) and in consultation with Managing Director, KNNL, Bengaluru Executive Engineer, KNNL, No.1, T R Recording reservoir Data Division, Munirabad. Executive Engineer, KNNL, No.1, T R Routine inspection Division, Munirabad. Executive Engineer, KNNL, No.1, T R
Maintenance Division, Munirabad. Executive Engineer, KNNL, No.1, T R 10. Instrumentation Division, Munirabad.
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1.5.1 Roles and Responsibilities of the AEE and AE during Monsoon Table 2 – Roles & Responsibilities of AEE& AE Step Flood condition assessment, warning, flood mitigation, and other responsibilities Coordinate with the Project Engineers of the Tippalahalli, Gadimakunta and other tanks on upstream side& to get the information in email on the rainfall in the catchment and to bring it to the notice of the EE/SE/CE 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 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 Assist the EE/SE/CE to coordinate with the CWC flood monitoring authorities on the
flood condition 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 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 Submit to the EE/SE/CE on the inflows and releases from the reservoir and status of the
reservoir twice in the day Maintain the spillway crest gate operation log book 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 Observe the gates and to see that the drain holes are not clogged and floating debris is not 10. deposited in the gate components Monitor the condition of the Welding transformers, gas cutting sets, umbrellas, tool kits 11. torches chain blocks ropes bellies etc on daily basis and to see that things are in place to handle any emergency situation Observe the Gates, hoists and handling equipment during operation for the smooth 12. movements and to immediately report any untoward excessive sounds in the motors, pumps or vibrations in the gate Observe the dam top, embankment, catwalk, approach roads are well maintained by 13. housekeeping personnel Observe the performance of the Dam and its appurtenant structures / Gates and Hoists 14. 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 Assist EE/SE/CE to coordinate with the downstream Tungabhadra River and Thambrahalli 15. Anicut Project Engineers and getting the flow data Assist EE/SE/CE to share the flow data and the reservoir storage details to the Media on 16. 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 Coordinate with the Project Engineers of the Tippalahalli, Gadimakunta and other tanks on upstream side & to get the information in email on the rainfall in the catchment and to bring it to the notice of the EE/SE/CE. /
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To issue notification to the villagers downstream in Newspapers, Radio, TV News channel
to be alert regarding the flood situation 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 Assist the CE to coordinate with the CWC flood monitoring authorities on the flood
condition Submit to the CE on the inflows and releases from the reservoir and status of the reservoir
twice in the day Operate the Spillway crest gates for flood mitigation as per the instructions of the CE and to
update the Gate operation Log book Observe the Gates, hoists and handling equipment during operation for the smooth movements and to immediately report any untoward excessive sounds in the motors, pumps or vibrations in the gate Observe the dam top, embankment, catwalk, approach roads are well maintained by
housekeeping personnel. 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 Assist CE to share the flow data and the reservoir storage details to the Media on day to day 10. 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 To issue notification to the villagers downstream in Newspapers, Radio, TV News channel to be alert regarding the flood situation based on the input of the Tippalahalli, Gadimakunta
and other tanks on upstream side and also to Coordinate with the Revenue authorities (District Administration) 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,
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
during flood water releases and to issue necessary instructions to the AEE/EE/SE Coordinate with the downstream Tungabhadra dam Project Engineers Conduct Pre and Post Monsoon inspections of the Dam
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. Reservoir water surface elevation. Reservoir inflow. Spillway outflow. River releases. Irrigation, water supply and hydropower releases. Weather related data
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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 Hagaribommana halli Pick Up 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 Performa for recording Flow Data
For the Month of ______
Out Flow in Cuses
Water level Date Time Inflow in Cumecs1 Reservoir in Mtr. Spillway Gates HLBC HRBC Capacity in TMC
Footnote 1: To be indirectly calculated as per examples 1 and 2 below under inflow computation.
Legend HLBC: Hagaribommana halli dam Left Bank Canal HRBC: Hagaribommana halli dam Right Bank Canal
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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. Electronic kiosks located on the left and right abutment provide public notices of events and status of security of the dam and downstream river conditions.
1.7.1 Restricted Areas Certain areas of the dam and reservoir are restricted for entry 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: Spillway approach areas, chutes and stilling basins. Control buildings and valve areas. Intake or outlet channels adjacent to hydraulic structures. Upstream and downstream slopes/faces of dam.
1.7.2 Details of the Security arrangements. Security arrangements are in place for Hagaribommana halli Pickup dam. Since this is a small dam and the impounding of water is very low for the last 10 years, a limited No. of security personal are deployed at dam round the clock. They are deployed at critical location viz. dam main Entrance, Check posts, Head works etc.
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Figure 3 Layout of HBHalli Pickup 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 referenced in this Manual. Staff positions vary according to requirement during monsoon / non- monsoon periods. An engineering organizational chart is shown in Figure 2 below. The means of communications both in normal and emergency situations are identified in the Communication Directory found below. Available communication means including landline, mobile phones, wireless sets, & radio at different locations on the dam. Security staff are provided with door frame and hand-held metal detectors and binoculars to maintain security of the dam. A utility room located on the left side of the dam has an equipment room with all essential small tools, welders, gas cutter sets, chain blocks and ropes, space for the hydraulic hoist, dewatering pumps, weather gear, and consumables to facilitate O&M requirements.
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Figure 4 - Organization Chart
Chief Engineer, KNNL, Irrigation Central Zone, Munirabad Land Line: 08539 – 270026 e-mail id: [email protected]
Superintending Engineer, KNNL, Tungabhadra Project Circle,Munirabad Land Line: 08539 – 270236 e-mail id: [email protected]
Executive Engineer, KNNL, No.1 T R Division, Munirabad Land Line: 08539 – 270306 e-mail id: [email protected]
Asst, Executive Engineer, KNNL, Headworks Sub Division, Munirabad Land Line: 08539 – 270758 e-mail id: [email protected]
Assistant Engineer, Civil - 1
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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 Hagaribommana halli Pick Up 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 Galleries 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, 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, etc., and, during any reservoir filling operations MONTHLY Check condition of: Dam and Reservoir Reservoir periphery (During Monsoon) Drainage systems - Toe Drains etc. 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 necessary
Mechanical/Electrical System
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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 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 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 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
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Change oil in stand by generator Check exposed electrical wiring of: Operating equipment of gates/ 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 Check Gate limit switches and adjust ANNUAL Spillway &Outlet works Paint Metalwork, Gate, Hoists and all exposed metal parts for corrosion Hydraulic power pack system Exercise Gates 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, Tie flats, supports etc. Electrical Check electrical conduits, pull-boxes and switches for: Outlet works valve house Gates & hoists Spillway bridge 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.
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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. Vertical lift Gates - 10Nos. a. Table – 6 Embedded Parts
Sl. No. Embedded Part Frequency b. – Checking of seal beams. Seal Seats, Guide track & all other exposed c. embedded parts with respect to their alignment, distortion: if any due 1 Half Yearly d. to continuous use, pitting and un-necessary cracks due to wear & carrying out requisite repairs, rectification by welding, grinding etc. e. Removing debris & other foreign material deposited on embedded f. 2 Monthly parts & cleaning the same g. 3 All cracks & defective weld joints to be ascertained& rectified. Half Yearly h. i. Table -7Gate Structure Sl. No. Embedded Part Frequency
Regular inspection of the gate along with the hoist to be carried out 1 Daily daily to ensure that there is no unusual development/ observation
2 Check all welding for soundness& rectify defects Quarterly Check all nuts & bolts provided and tighten them, and replace the 3 Quarterly defective nuts & bolts
Check upstream face of Skin plate for pitting, scaling and corrosion. 4 Scaling formation are to be removed. Pitting shall be filled with weld Yearly & ground. Corroded surface shall be cleaned & painted
Joints of side & bottom rubber seals to be checked for their proper 5 alignment and fixing & to be rectified/ adjusted if there is leakage Monthly through joints Nuts & bolts for rubber seal connection to be tightenedand damaged 6 Quarterly nuts and bolts to be replaced
The excessive or widespread leakages if any shall be reported to the engineer in charge. If the seal sare required to be replaced the same 7 shall-be carried out after supply of rubber seal by the department Quarterly free of cost in case the change of rubber seals is more than once during total maintenance period of five years
8 The guide roller pin is to be lubricated Quarterly
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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 8 - Distribution of O&M Manual and Revisions Sl Number of Manual Unit Officers No Distribution Secretary to Govt, Water Resources Department, VikasaSoudha, 1. 3 Bengaluru Managing Director, KNNL, Bengaluru Chief Engineer, KNNL, Irrigation Central Zone, Munirabad. 2 Library of the Dam Zone, Munirabad. 1 Chief Engineer, Water Resources Development Organization, Bengaluru. 1 Director, KERS, K R Sagara. 1 Superintending Engineer, SPMU, WRDO, Bengaluru 1 Superintending Engineer, KNNL, T P Circle Munirabad 1 Library of the Dam Circle, Munirabad 1 Executive Engineer, SPMU, DRIP Bengaluru 1 Deputy Chief Engineer, KNNL, Irrigation Central Zone, Munirabad 1 Executive Engineer, KNNL, No.1 T R Division, Munirabad. 1 Executive Engineer, Monitoring and Evaluation, Bengaluru 1 Library of the Dam Division, Munirabad 1 TA to CE, Dam Zone, Munirabad 1 TA to SE, Dam Circle, Munirabad 1 Assistant Executive Engineer, KNNL, Headworks Sub Division, 1 Munirabad Assistant Engineer-1, KNNL Headworks Sub Division, Munirabad Assistant Engineer-2, KNNL Headworks Sub Division, Munirabad 1 Assistant Engineer-3, KNNL Headworks Sub Division, Munirabad 1 Technical Section of Central Office 1 Technical Section of Circle Office 1 Technical Section of Division Office 1
1.10 Supporting Documents & Reference Material This O&M Manual is the key instruction document. Supporting documents and necessary instructions 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 operating criteria Basin or river operating plan Agreements with other user agencies 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 HB Halli pickup dam 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 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 rule curves, rating curves, area capacity curves and design flood as described below.
2.1.1 Area Capacity curves. The area capacity curves for HB Halli Pickup Dam tabular and graphical form are shown in Table 12 and Figure 5.
2.1.2 Design Flood and Features Related to Safety The original design flood for Hagaribommna halli Pickup Dam was 2650.43 cumecs (93,600 cusecs). A sub-committee was constituted by the Government to investigate the probable causes. However, So for No Breach as taken place. The Sub-committee was after examination into the probable causes of the breach, estimated the maximum floods to be in the order of 12,000 cusecs (as against 5000 cusecs designed for maximum flood discharge) which is 21/2 times the original designed discharge and this corresponds to C = 1000 in the Ryve’s formula. The sub-committee therefore recommended for a value of C = 1000 in the Ryve’s formula for medium irrigation projects. The matter was referred to Shri. A.K. Char, Retired Chief Engineer who inspected the site and submitted a report recommending a value of C=1000. The Government in their orderNo.PWD 5 MTP 67/21.2.1969, accepted the recommendation. The Chief Engineer accordingly provided for a discharge of 2650.43 cumecs (93,600 cusecs) by adopting a value of C=1000 in the Ryve’s formula.
DFR Outcome
Sl. Original Revised Value Value No. Item Remarks
a. Inflow Design Flood (m3/s) 2650..47 6721 SPF
b. Maximum Water Level (m) 525.78 525.78 TBL = 527.91
Brief Summary of Review
The original design flood was 2650.43 cumecs and the revised design flood (SPF) under DRIP worked out to be 6721 cumecs. Since this exceeds the original flood of 2650.43 cusecs flood routing studies will be conducted in consultation with KERS, Mysore and results of these will be furnished to CPMU to enable formulations of interventions needed to meet the free board requirement with the revised MWL and asses the adequacy of spillway capacity.
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Flood Management at Hagaribommana halli Reservoir
2.2.1 Gate Operations: During flood season Spill way discharge Table (9) & Table (10) are available & the flood control will be done according to Table 9 & 10. Table 9 gives the details of inflow’s in cusecs for every 0.1 ft vise in the water level & Table 10 gives the details discharges through each vent of gates. There are 10 vertical gates in this dam. Which are operated during flood season to discharge the flood water.
Release Operation (discharge measurement of release from RBC and LBC sluices) Method adopted for calculation of Discharge at standing wave flume of Right Bank Canal of Hagaribommana halli Project. Discharge in Sl.No. Head in Feet MM3/day Remarks cuscus 1 0.50 4.18 0.010 2 0.75 7.68 0.018 3 1.00 11.80 0.028 4 1.20 12.26 0.030 5 1.30 15.70 0.038 6 1.40 19.62 0.048 Calculation of Discharge 7 1.50 21.73 0.053 8 1.60 24.22 0.059 푸 = ퟑ. ퟎퟔ 푩풅ퟑ/ퟐ 9 1.70 26.80 0.065 10 1.80 28.90 0.070 B = bed width @ standing wave flume 3.86 11 1.90 31.10 0.076
12 2.00 33.43 0.081 d = Depth of water @ 13 2.10 36.00 0.038 standing wave flume 14 2.20 38.57 0.094 15 2.30 41.25 0.101 16 2.40 43.94 0.107 17 2.50 46.90 0.114 18 2.60 49.96 0.122 19 2.70 52.62 0.128 20 2.80 55.39 0.135 21 2.90 58.40 0.143 22 3.00 61.41 0.150 23 3.10 62.53 0.153 24 3.20 67.64 0.165 25 3.30 72.73 0.178
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26 3.40 75.82 0.185 27 3.50 77.69 0.190 28 3.60 80.72 0.197 29 3.70 84.14 0.206 30 3.80 87.56 0.214 31 3.90 91.00 0.222 32 4.00 94.56 0.231
Method adopted for calculation of Discharge at standing wave flume of Left Bank Canal of Hagaribommana halli Project Discharge in Sl.No. Head in Feet MM3/day Remarks cuscus 1 0.50 4.82 0.011 2 0.75 3.85 0.021 3 0.80 9.75 0.023 Calculation of Discharge 4 1.00 13.63 0.033 5 1.10 18.14 0.044 푸 = ퟑ. ퟎퟔ 푩풅ퟑ/ퟐ 6 1.20 19.17 0.046 7 1.30 20.20 0.049 B = bed width @ standing wave flume 3.86 8 1.40 22.58 0.055
9 1.50 25.00 0.061 d = Depth of water @ 10 1.60 27.59 0.067 standing wave flume 11 1.70 30.21 0.074 12 1.80 32.94 0.080 13 1.90 35.70 0.085 14 2.00 38.56 0.094 15 2.10 41.49 0.101 16 2.20 44.53 0.109 17 2.30 47.54 0.116 18 2.40 50.69 0.124 19 2.50 53.88 0.132 20 2.60 57.16 0.140 21 2.70 60.49 0.148 22 2.75 62.16 0.152 23 2.80 63.89 0.156 24 2.90 67.33 0.164
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25 3.00 70.69 0.173 26 3.10 74.42 0.182 27 3.20 78.01 0.191 28 3.25 79.87 0.195 29 3.30 81.74 0.200 30 3.40 85.47 0.209 31 3.50 89.28 0.218
There are 2 nos. of gates for outlet works; one each for-Left Bank Canal and the Right Bank Canal. Except for flood control purposes, releases from the outlet works shall only be made as required for irrigation purpose. Also, the water level should not be allowed to go beyond FRL under normal condition (s)
Table – 09 Statement Showing the Rate of Inflow for every 0.10ft Rise in Water Level the Reservoir per Hour.
Raise in Reservoir Level Inflow in Cusecs Per Hour 1723.00 1723.10 3,600 1723.20 7,220 1723.30 10,830 1723.40 14,440 1723.40 18,050 1723.60 21,660 1723.70 25,300 1723.80 28,880 1723.90 32,800 1724.00 36,100 1724.10 40,000 1724.20 43,900 1724.30 47,980
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1724.40 51,670 1724.50 55,560 1724.60 59,450 1724.70 63,350 1724.80 67,200 1724.90 71,150 1725.00 75,000
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Table – 10 Spillway Discharge rating through each Vent
Spillway Discharge Capacity through each vent in given under table during floods as per the past records. However, spillway discharge dating will be determined for reservoir levels between +1705 feet to +1725 feet. In conceltation with K.E.R.S. Mysore Vent opening Discharge through each vent for difference vent levels in feet +1723.00 feet +1724.00 feet +1725.00 feet
1 614 625 630
2 1205 1240 1270
3 1774 1820 1878
4 2324 2394 2462
5 2894 2988 3072
6 3461 6580 3680
7 4027 4165 4297
8 4581 4641 4809
9 5067 5258 5423
10 5562 5776 5781
11 5930 6176 6492
12 6473 6750 7021
13 6876 7577 7478
14 7230 7934 7903
15 7546 8249 8296
16 7812 8511 8652
17 8012 8714 8962
18 8130 8822 9221
19 -- 8822 9419
20 -- -- 9521
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2.2.2 Rule Curve and Flood Peaks of Different Return Periods. Reservoir operation Schedule The catchment receives rainfall form North-West monsoon from September to November. The month wise inflow details for the reservoir is available from 1972 to 2015. The year 1974 is an exceptional year when the reservoir received an annual inflow of 277 Mcum as against an average annual inflow of 79.05 M cum. The Maximum and average inflows during monsoon months of September, October and November is as below. Month September October November
Maximum inflow (Mcft) 4020 6135 2270 (M cum) 113.823 173.715 64.266 Average inflow (M cft) 751 595 601 (M cum) 21.27 16.84 17.02 The live storage capacity of the reservoir is just 1750 Mcft. The peak Standard Project Flood (SPF) is 237350 Cusecs (6721 cumecs) and the volume of SPF flood is 14770Mcft in 72 hours. As the MWL and FRL are same, there is no provision for flood absorption above FRL. The discharging capacity of gates at FRL is 93900 cusecs (2659 cumecs) as against the design flood (SPF) peak of 237350 cusecs (6721 cumecs. As the capacity of the reservoir for flood absorption below FRL is just 1750 Mcft against the design flood volume of 14770 Mcft in 72 hours, it is essential to keep the reservoir at the crest level during active monsoon so as to have a safe and effective reservoir operation schedule. It is better to start the reservoir operation schedule by predicting the inflows in to the reservoir based on the rain fall forecast in the catchment from the month of August itself. From the month of September, the reservoir level may be raised. If any flash flood or cyclonic floods are expected, the reservoir level may be lowered to crest level. The reservoir level may be raised when the flood starts receding. Advance warning with quantity of water going to be released into the river should be intimated to the concerned Deputy Commissioner, Chief Engineer, Superintending Engineer, Executive Engineer, and concerned Tahsildars through mobile phones. A wide publicity through Radio, TV, and daily local and National Newspapers to this effect should be issued. These instructions are to be followed strictly and action taken to be reported immediately. Crisis Management team in Central office “A” Team “B” Team Superintending Engineer Dy. Chief Engineer, O/o Chief Engineer Technical Assistant Technical Assistant (O/o Superintending Engineer) (O/o Chief Engineer) Assitant Engineer Assitant Engineer (O/o Superintending Engineer) (O/o Chief Engineer)
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O&M Manual for Hagaribommanahalli Pickup Dam Jan - 2020
The duty of Superintending Engineer is to monitor the flood operation from September to November. He should bring it to the notice of the Chief Engineer day to day flood discharge and when the inflow/outflow exceeds 20000 cusecs. Hourly inflow and outflows should be intimated when any of them exceeds 20000 cusecs. Two officers are to be designated to assist the Superintending Engineer to carry out his duties. In the absence of Chief Engineer from Headquarters Superintending Engineer shall carry out the duties of Chief Engineer. Rule Curve The rule curve for Hagaribommana halli reservoir operations have been developed based on the monthly average observed flows into the reservoir and irrigation requirements from the reservoir. The rule curve for month vs storage capacity and month vs reservoir level is shown below in tabular column as well as graphical form. Rule curve for Hagaribommana halli Dam showing month vs storage capacity
Month Storage capacity (Mcft) June 262 July 312 August 463 September 1213 October 1802 November 2000 December 2000 January 1570 February 1140 March 710 April 250 May 250
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Rule curve for Hagaribommana Halli Dam showing month vs reservoir elevation
Month Reservoir level (ft) June 1704.3 July 1705.3 August 1709.2 September 1718.5 October 1723.6 November 1725.0 December 1725.0 January 1721.8 February 1717.9 March 1712.9 April 1704.0 May 1704.0
FRL = 1725
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Recommended gate operation procedure for normal flow conditions
During normal flow conditions, the spillway gates will not be operated (kept in closed condition) unless and otherwise there is a flash flood or flood warning. The river sluice will be operated only during service and the required irrigation demand is to be released through irrigation sluice gates of RBC and LBC.
Details showing the monthly recommended water releases to irrigation through RBC @ LBC
Month Recommended Recommended Water Release Water Release through RBC through LBC Jan 230 M cft 200 Mcft Feb 230 M cft 200 Mcft Mar 230 M cft 200 Mcft Apr - - May - - Jun - - Jly - - Aug - - Sep - - Oct - - Nov - - Dec 230 M cft 200 Mcft
Inflow forecasting The gross storage capacity of the Hagaribommana halli reservoir is 2000 Mcft. The revised design flood is Standard project flood (SPF) The estimated flood peak is 237250 cusecs (6721Cumecs). During monsoon, incident rains may cause flash floods resulting in huge inflow in to the reservoir. The floods may cause problems on the downstream like people getting displaced from their homes, huge damage to the standing crops and other assets. On the upstream raise in the reservoir above FRL due to flood lift may cause severe damage to crops and other properties. The floods can have disastrous impact on Environment. Hence adequate measures are to be taken up in advance control and regulation of flow of water during floods. The following measures are essential for effective management of floods from the catchment during monsoon months. 1) Nomination of Liaising officers
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2) Sharing the directory of concerned officers responsible for flood management] 3) Exchange of data regarding rainfall, releases from dams, reservoir water levels etc. 4) Reservoir operation schedule
Exchange of data regarding Rainfall, release from dams, reservoir water levels The daily rainfall data from the rain gauge stations of Hagaribommana halli catchment are to be collected by concerned officials. The hourly rain gauge data from the self-recording rain gauge stations in and around the catchment are also to be collected. The above data shall be submitted to the concerned CWC office. the information will be helpful in predicting the probable floods in the river from its catchment. During monsoon daily releases of water from the dam at suitable intervals in normal situations and hourly data during heavy floods is required to be collected. The data shall be made available to the revenue authorities and public by broadcasting in AIR, TV and publication in local newspapers. 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 duty of disaster management. Apart from that, for ensuring smooth flood monitoring interstate coordination meeting is conducted yearly in Mumbai Maharashtra state before onset of monsoon on 25th May. Following liaising officers for flood co-ordination of H B Halli pickup Dam are as listed below Karnataka State: 1. Chief Engineer, KNNL, ICZ, Munirabad. Phone No08539 - 270026 Mobile No. 9964696492 2. Superintending Engineer,KNNL, TPC, Munirabad. Phone No08539 - 270236 Mobile No. 9448190154 3. Executive Engineer, KNNL, T R Division, Munirabad, Phone No. 08539 - 270306 Mobile No. 9448442911 4. Asst. Executive Engr. KNNL, Head Works Sub Division, Munirabad Mobile No 9449134089 5. Asst.Engr Mobile No. 9449958502
2.2.5 Inflow Computation Inflow into reservoir is normally estimated by the area capacity table. The rate of increase for every hour during floods is determined from the Table -10. Examples of Inflow Computation Example1. Let the reservoir level be at 1724.00 ft· at 10:00AM and 1724.80 ft at 11:40AM and total outflow be 35,300 cusecs.
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Change in level = 1724.80-1724.00 = +0.80 ft. Time interval = 11:40 AM -10.00 AM = 100-min. Rate of change in level = (0.80/100) * 60 = +0.48 ft/hour From Table 10, Rate of change in storage for 1 ft/hour at 1724 elevation = 36,100-cft/sec. Hence rate of change in storage for level rise of 0.48/hour = 36,100*0.48 = 17328.00 ft/sec. Then, Inflow = Outflow + Rate of storage change = 35,300 + 17328.00 = 52,628.00 cusecs. Example2 Let the reservoir level be at 1724.10 ft at 8 A.M. and 173.90 ft at 9.30A.M. and total outflow be 25,900 cusecs. Change in level = 1724.10 ft -173.90 = -0.20ft. Time interval = 9.30.M. -8 AM = 90min. Rate of change in level = (-20/90) * 60 = 0.13 ft / hour. From Table, rate of change in storage for 1ft/ hour at 1724.10 m elevation = 40,000 cft /sec. Hence rate of change in storage for level fall of .13 ft/hour = - 40,000 * 0.13 = -5200 cft / sec. Then, inflow = Outflow + Rate of storage change = 25,900-5,200 = 20,700.00 cusecs.
2.2.6 Summary of Flood Regulation Procedure. The flood regulation procedures at H B Halli 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, canals) 3 Determine the inflow of water in the Reservoir for every hour and compute the total inflow with the Operation table -10. 4 Determine the gate opening / vents with the operation Table-11 and accordingly operate the gates.
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Table-11 AREA CAPACITY TABLE FOR HAGARI BOMMANAHALLI PROJECT RESERVOIR
Elevation RL Capacity in M.Cft. Area in M.sq.ft 1 2 3 1701 160 - 1702 190 - 1703 220 - 1704 250 34.50 1705 290 37.90 1706 330 42.00 1707 370 46.00 1708 400 50.00 1709 450 55.00 1710 510 60.00 1711 570 65.00 1712 640 70.00 1713 720 74.00 1714 790 77.00 1715 890 82.00 1716 980 88.00 1717 1070 93.00 1718 1160 98.00 1719 1260 103.00 1720 1360 109.00 1721 1470 114.00 1722 1600 121.00 1723 1730 138.00 1724 1860 136.00 1725 2000 146.00 1726 2150 156.00 1727 2300 167.00 1728 2475 176.00 1729 2610 186.00 1730 2850 200.00
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Figure 5- Area Capacity Curve
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2.3 Operation of VerticalLift Gates of HB Halli Pickup Dam
2.3.1 Spillway vertical lift gates and hoists. Hagaribommana halli Dam is provided with ten vertical lift gates of size 9.15m x 6.10 m for the spillway. Each gate is operated by an independent electric motor driven wire rope drum hoist. The crest of the spillway is kept at RL 519.68 m (1705 ft) and FRL / MWL of reservoir is RL 525.78 m (1725 ft). The spillway is designed to discharge a maximum flood of 2650.43 cume (93,600 cusecs) under a spillage depth of 6.10 m.
The gates are in two elements joined together to make up the full height with each element having two rollers on either side fitted in an end vertical girder of box section. The gate is provided with skin plate and side rubber seals on the upstream. There are three horizontal girders supporting the skin plate in each element and these horizontal girders are connected at the ends to the end roller box. Suitable guides are provided on the Photo 1 – Operation of Vertical Lift Gates gate on the upstream side and on side in the of HB Halli Pickup Dam. groove portion.
An electric motor driven wire rope drum hoist provided to operate independently each gate. The hoist consists of two gear boxes at the ends of each gate having a wire rope drum, spur gear trains, and a central drive unit fitted with an electric motor, worm-gear, electro-magnetic brake, gate position indicating dial and limit switch arrangements. A wire rope having on end fixed to the drum is taken round a pulley fixed at the top of the gate and the other end is fixed to a cross beam at the bottom level of the hoist supporting bridge.
The drive from the electric motor is transmitted to each gear box through a line shaft connecting the drive unit to the end gear box on either side. The hoist is supported over a hoist bridge which consists of two main longitudinal beams spanning over the vent. Suitable cross girders are provided to support each gear box, the drive unit and the floor plate. The longitudinal beams of the hoist bridge rest at the end over the piers which are suitably raised.
The general power supply is provided for operation of the motors. Besides this, there is a standby generator installed at the dam site for operation of the gates in the event of non- availability of general power supply. The stand by generator provided for the operation of the crest gates was test operated and found to be functioning smoothly. There is no stop log gate provided in the spillway.
2.3.2 Irrigation Sluice gates and hoists. There are two irrigation sluices provided with sill level RL519.38m (1704 ft) one on the left bank in the earthen dam at CH+853 m where the ground level is at RL 524.20 m (1719.82 ft) having vent size 1.20 m x 1.20 m (3.93 ft x 3.93 ft) and another on right bank earthen dam at CH+1935 m with same vent size 1.20 x 1.20 m (3.93 ft x 3.93 ft). The ground level at the right bank irrigation sluice is RL 520.45 m
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(1707.5 ft). Thus, both the sluices are provided in cutting. These sluices have controls inside the well and flow is regulated by vertical lift MS gates. Operation is done from the top of the well. The gate operating platform can be accessed from top of the dam.
The gates are operated by a screw hoist with rod attached to the gate at its lower end and a worm wheel at the top. The sluices are fitted with both service and emergency gates and are being operated in manual mode.
Each gate is operated by an independent screw hoist. The lifting stem consist of screw rod for moving in a capstan in the top portion of its lengths and a box section made up of two channels section in the lower portion. The screw hoist is of the manually operated type and is mounted over a supporting platform with its top at RL 527.88 m (RL 1732 ft) level. The gate is located in a well and an access bridge or platform connecting the dam to the well is located on the upstream side of the dam.
2.4 Operating Instructions The Gates are operated by hoists. 10 Nos of gates are provided for Hagaribommana halli Pick up dam. 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.
Each hoist can be operated from the unit control cabinet located in the hoist operating chamber. Each control panel contains the necessary main line fuse and switch. reversing contacts and relay. overload relays. Each control panel has 3 switch buttons for operating the gate. 7.50 HP motor has been provided for each gate. A diesel generator having a capacity 150 kV is provided in the separate room at dam premises in case of emergency. Provision is also made to operate the gates manually.
TROUBLE SHOOTING For trouble shooting of the major hydraulic system components like etc., The trouble-shooting of the above stated components are given below. Electrical motor. Excessive Noise - Damaged bearings. - Improper assembly of rotor, fan cover etc. - Excessive speed Lack of oil change at Gear box. - Damaged/ struck of bearings. Gates Lack of greasing to wheel - wheel tight leads to improper movement of gates. Lack of oiling to rope -Rope tight leads to improper movement of gates.
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2.4.1.3 Motor Table 12 – Troubleshooting for Motors TROUBLE CAUSES DIAGNOSIS Motor fails to start No power Check power supply B) Single phasing of PowerB) Check blown fuse or dead circuit line and replace if necessary C) Single phasing of MotorC) Ensure that all finger starter contact simultaneously when closed. D) Tripping of over load D) Ensure that the system is Protecting device as not overloaded, if not try open circuit of contracts to close the protecting device Motor Vibrators A) Ball Bearing damaged A) Replace the Bearings Indicated through Rattling noise of the Machine during Running Motor slows down or stops A) Phase drop out A) Switch off and check and fuses replace if required 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
2.4.1.4 E.M. BRAKE TROUBLE CAUSES DIAGNOSIS 1. Brake does not A) Clearance of brake A) Adjust with the help of feeler Hold Drum coupling to shoes with brake drum Machine coupling too much. B) Brake liner worn out B) Replace complete liner set. C) Fault solenoid coil. C) Replace the coil.
2.4.1.5 Thrustor Brake TROUBLE CAUSES DIAGNOSIS Thruster Brake does A) Less oil in cylinder A) Fill the required Quantities of oil not hold B) Clearance of Brake ShoesB) Adjust the clearance with the help of with Brake Drum coupling feeler gauge too Much C) Brake liner worn out C) Replace complete liner set. D) Faulty solenoid coil D) Replace the coil.
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2.5 CCTV Arrangement
1. The CC TV connections are integrated in to one network through RF Radio and OFC cable. 2. There are 5 Nos of 8.89 switches and 4 Nos. of Media transits. 3. All the cameras are connected to one 8.89 switches. 4. All cameras are IP and IR based. 5. All CC TV cameras are fixed on poles and towers in the dam line. 6. Media cameras, switches and poles are fixed in server rack. 7. In the CCTV room the devices are fixed. 1.16 Point switch. 2.POV 3.Surver Rack. 4.NVR 8. The Display is shown through 55-inch TV through NVR. 9. Cameras are recording in NVR. 10. Following cameras are fixed in the dam.
1.32 chNvr - 1 No.
2.2Mp30xpt2cover -1 No
3. 2Mp30xpt2 cover -1 No
4.2 MP Bullet Camera – 5 Nos.
11. CCTV DO’S AND DON’TS DO’S: Before use of the system read carefully all instructions and operational manuals When you want to switch off the system first switch off all individual switches of the equipment and then switch off the sub MCBs and the Main MCB When you switch on the system first switch on the Main MCB and after the Sub MCB and then individual switches of the equipment Keep the equipment free of dust Use dry cloth for cleaning f equipment
DON’TS X Never switch off the system only through the Main MCB
X Never switch on the system only through the Main MCB
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X Don’t place anything on the operating console which might flow and fall inside of the equipment
X Don’t use liquid cleaner on the equipment
2.6 RIVER OUTLET WORKS.
2.6.1 Description: No River outlet works are provided for the HB Halli Pickup dam.
2.6.1.2 Head Regulators of the Canal On the right bank of the dam, right bank canal with a head discharge of 2.46 cumecs is provided. On the left bank of the dam, left bank canal is situated with head discharge of2.12cumecs. Cill levels of both the canals are kept at RL 519.38 m at all the take points. Necessary regulator structures are constructed with suitable approach channels.
SUB STATION: There is a 100. KV Sub Station yard at Dam site and one Transformer.
2.6.1.3 Condition: General:
Condition of the above structures are good.
2.6.1.4 Deficiencies and problems. No deficiencies are noticed since commissioning.
2.6.1.5 Potential problems. No potential problems are not come across.
2.7 Historical Events. (Maximum releases to date, modifications, damage reports, examinations, etc,).
The maximum discharge that has been allowed to pass over the spillway in the year 1981-82 was 1815.99 Cumecs or 64132.00 Cusecs
The details of length of canals, discharge and area contemplated for 2 major canals under HB Halli Pick up dam
HB Halli Left HB Halli Right
BankCanal BankCanal Length ( Km) 16.5 33.60 Capacity ( cumecs) 2.12 2.46 c) Area irrigated / 1371 1594 contemplated in hectares
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2.8 ACCESS ROADS 2.8.1 Description (Type of road, length, bridges, maintaining agency, etc.) Type of road: Asphalt road. Length: 2.00 kmtr Bridges: Nil Maintaining agency: Maintaining departmentally. 2.8.2 Condition: Road is in good condition
2.8.3 General: 2.8.4 Deficiencies and problems The deficiencies which are observed earlier have been included in DRIP Scheme and cleared
2.9 Record Keeping Operating a dam includes keeping accurate records of items pertaining to project operation. These include but not limited to the following: - 1. 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) 2. Release through outlet/sluices on daily basis for irrigation, water supply, hydropower etc. 3. Outflows through spillway during monsoon on hourly basis. 4. Records of drawdown with reservoir levels, quantity of water released, drawdown rates, reason for drawdown. 5. 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 Hagaribommana halli Pickup dam envisages the Subdivision Officers to carryout pre-monsoon and post-monsoon inspections. The checklist proforma included undersection 5.1.5 below is currently in use for pre-monsoon and post-monsoon inspection of the 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 Hagaribommana halli Pick Up 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 (see Appendix 5).An effective inspection program is essential to identify problems and to keep the 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 available for being carried out at Hagaribommana halli Pickup 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). A checklist has been modified from the guideline to fit H B Halli Pickup requirements and is found in Appendix 5. This comprehensive 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 for each dam 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. Evaluation of procedures for operation, maintenance and inspection of dam and to suggest improvements / modifications.
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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 Hagaribommana halli Pickup Dam consists of five major parts:
2. 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. 3. Inspection of the dam and its appurtenant works. 4. To review the results and reports of additional field investigations & laboratory testing as required. 5. 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. 6. 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 Organization / 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.
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
Doc. No. CDSO_O&M_KA06MH0087_Hagaribommanahalli Pickup Dam_v2.0 Page 48 O&M Manual for Hagaribommanahalli Pickup Dam Jan - 2020 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 earthquake 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 Hagaribommana halli Pickup 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, reservoir water level (RWL), etc. 6.2.5 Pre- and Post-Monsoon Check list 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 5).
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PRO-FORMA FOR PERIODICAL INSPECTION OF
LARGE DAMS
GENERAL Date of Inspection: ______
Sl. Item of Inspection Remarks No.
1 1a 1b 2 3
1. Name of project Hagaribommanahalli Project
2. Purpose of Project Irrigation
HAGARIBOMMANAHALLI 3. Name of Dam PICKUP DAM.
4. Year of Completion 1972
5. First filling (years / levels) 1972-73 RL- not available
6. Benefits accrued:
a) Irrigation Irrigation -2965 ha (7329 acres)
b) Water Supply Nil
c) Power Nil
d) Other benefits Nil
7. Important Controlling Levels (in meters)
a) Top of dam 527.91M (1725 ft)
b) Maximum Water Level 525.78 M (1725 ft)
c) Full Reservoir Level 525.78M.(1725ft)
LBC 519.350 M (1704ft) d) Sill level of Irrigation sluices RBC 519.350 M (1704ft)
e) Sill level of scouring sluices 495.306 M (1749.2 ft)
f) Spillway crest level 519.68 M (1705 ft)
g) Minimum draw down level 519.350 M (1704ft)
h) Lowest river bed level 512.35 M (1681.02 ft)
i) Deepest foundation level 515.112 M (1690.00 ft)
8. Important Salient Features
a) Dead Storage Capacity 7.08 Mcum(250.03 Mcft)
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b) Area of foreshore at F.R. L Sq.Km. Design flood adopted c) (PMF / SPF / Any other) SPF-6721 Cumec (2,37,359 Cusecs) Give relevant magnitude Design spillway discharge capacity and d) 2650.43 Cumecs (93,600 Cusecs) type of spillway
8 8a 8b 2 3 Vertical lift gates10numbers of e) Type, number and size of spillway gates. 9.15 m X 6.10 m Location, sill level and capacity of low- f) level outlets and scouring sluices.
Location – LBC Sluice Ch.853 m
RBC Sluice Ch. 1935m
Sill level - LBC Sluice Rl.519.38 m
RBC Sluice RL 519.38m
g) Height of the dam in meters.
i) Above deepest foundation 16.06 m
ii) Above lowest river bed 15.56 m
h) Gross storages capacity in million cubic meters
i) At F.R.L. 56.64 Mcum
ii) At M.W. L 56.64 Mcum
i) Length of the dam (at crest) in meters. 1606.90 m Shri. S.H.Manjappa KNNL, Chief Engineer Irrigation Central Zone, Munirabad. Shri. Malligewad 9. Name and designation of the inspecting officer KNNL, Superintending Engineer Tungabhadra Project Circle Munirabad Shri. S.B.Nagabhushan KNNL, Executive Engineer No.1 TR Division Munirabad Date of inspection and the corresponding 10. reservoir water level.
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1) Chief Engineer, KNNL, Irrigation central Date of Inspection:
zone, Munirabad. Reservoir Level: M
2) Superintending Engineer, KNNL, Date of Inspection:
Tungabadra Project Circle, Munirabad. Reservoir Level: M
3) Executive Engineer, KNNL, T.R Division Date of Inspection:
Munirabad.. 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 13. of remedial measures carried out. .
Does the officer-in-charge of the operation and 14. maintenance of dam possess all the records as given in the Annexure-I.
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 PRO-FORMAT
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 Hagaribommana halli Pickup Dam
Project Identification Code PIC 2 Sl. No. in the National Register of Large Dam KA06MH0087
3 Dam features
a) Date of Completion 1972
Location
b) i) Longitude 76° 11' 22˝ N
ii) Latitude 14° 19'22˝ E
c) Height of Dam 15.21Mtr. above the lowest foundation
Gross Capacity 2.00 TMC d) (Gated/Un gated) Gated
Whether the Dam is provided with e) No Drainage Gallery or not.
Type of Dam: Left and Right bank of canal with concrete spillway.
Spillway: Gated spillway with 10 Nos of 4 Main Component of Dam Vertical lift gates of size 9.15m X 6.10m. Length of concrete spillway dam- 121.90mtr.
Length of earthen Dam: 1485.00 mtr
5 Date of Inspection
Chief Engineer, KNNL, Irrigation 6 Inspecting Officer Central Zone, Munirabad.
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7 Observations/Significant Deficiencies Noticed
I Inadequate Spillway.
II Inadequate free-board
Cracks in Masonry / Concrete / III Earth Dam
a) Masonry/concrete dams and
Structural cracking in earth b) dams
IV Inadequate
a) Flood forecasting system
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.
Development of high uplift e) pressure
VI Excessive leaching
VII Choking of porous drains.
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VIII Choking of drainage holes
IX Mal-operation of gates
Non-availability of standby/ X alternative source of power
Structural Review indicating tension XI on the upstream face of dam
Non-availability of Emergency Action Emergency Action Plan as per the guide XII Plan. lines of CWC.
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.
Assistant Exe Engineer, Executive Engineer Superintending Engineer
Gates Sub Division, in-charge of dam. in-charge of dam.
Certified that the Health Status Report of HB Halli Pickup 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).
Engineer-in-Chief / Chief Engineer in-charge of dam.
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APPENDIX-1
Performance of Dam Instruments
Sl. Name of Dam with Name of Instrument No. of Performance Status of data Analysis Remarks No. location Instruments
1 2 3 4 5 6 7 Separate Sheets Enclosed. (Vide Annexure-1)
Asst Exe Engr, Executive Engineer Superintending Engineer Engineer-in-Chief / Chief Engineer in-charge of dam. in-charge of dam. in-charge of dam. in-charge of dam.
APPENDIX-2
Performance of Meteorological Instruments pertaining to Large Dams in Karnataka
Sl. Name of Dam with No. of Name of Instrument Performance Status of data Analysis Remarks No. location Instruments
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
Categorization 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 HB Halli Pickup Dam against accelerating deterioration, prolongs its life, and greatly reduce the chance of failure. Nearly all the components of HB Halli Pickup 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. 4.1 Maintenance Priorities For H B Halli Pickup Dam, maintenance activities require to be prioritized 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. 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
Doc. No. CDSO_O&M_KA06MH0087_Hagaribommanahalli Pickup Dam_v2.0 Page 58 O&M Manual for Hagaribommanahalli Pickup Dam Jan - 2020 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, etc. 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.
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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 Photo 2 – Turfing on Earthen livestock can result in erosion, or runoff waters may leave erosion Embankment 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. 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 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 Photo 3 – Dam Line 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
Doc. No. CDSO_O&M_KA06MH0087_Hagaribommanahalli Pickup Dam_v2.0 Page 60 O&M Manual for Hagaribommanahalli Pickup Dam Jan - 2020 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 are 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 Photo 4 – Revetment on upstream side 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 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 Photo 5 – Cross drain on Earthen seeded or toured as necessary. Large eroded gullies can be Embankment slowed down 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
Doc. No. CDSO_O&M_KA06MH0087_Hagaribommanahalli Pickup Dam_v2.0 Page 61 O&M Manual for Hagaribommanahalli Pickup Dam Jan - 2020 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. 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 re-growth. 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.
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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. 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 and grassy 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.
4.2.2 Masonry / Concrete Dams & Spillways Various issues/problems that may require maintenance/repairs on the H B Halli Pickup Concrete/Masonry Dam and Spillway include but not limited to:
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Damages on spillway glacis, spillway piers, training/divide walls, energy dissipaters, downstream areas (probable causes are cavitation’s, abrasion, un-symmetrical flows, unfavorable down-stream conditions) Vegetation growth in unattended areas such as spillway, spillway channel, etc. Seepage on the downstream face of the dam. Repair to upstream face of masonry dams in case the pointing 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
4.2.3 Maintenance of Hydraulic Systems A. INTRODUCTION:
Long service life and functional reliability of, any hydraulic system & its components are dependent on proper maintenance activities. Maintenance of hydraulic system covers all the activities related to commissioning, servicing, Repair, Storage etc. of the Hydraulic System Elements. Although commissioning of hydraulic system is not directly related to maintenance but after years of experience by users it is realized that, careful commissioning means less troubles in further service life, maintenance, servicing and repairing. B. ROUTINE MAINTENANCE:
After careful commissioning certain points should also be taken Care of for routine maintenance. 1. Check the fluid level continuously during commissioning of the equipment, after then daily, and later weekly. Photo 6 –Dam Crest Paved Road over embankment kept maintained to minimized 2. During commissioning filter should be checked after every two damages to the embankment structure to three hours of running the unit and cleaned if necessary. There after they must be checked and cleaned every week. 3. Hydraulic accumulator charging pressure should be checked from time to time. 4. Measure the oil temperature in the oil reservoir and also in the region of pump bearings. 5. Check every week all the pipe joints and tighten them up if found loose. 6. Main pressure and pilot pressure of the system must be checked up periodically.
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7. Check the alignment of pump motor set regularly.
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. xii. Raise and lower the gate by hoist motor and check for smooth, and trouble-free operation of gate without excessive vibration. xiii. 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. xiv. Check the condition of painting of various components and remove rust wherever noticed and repaint the portion after proper cleaning as per painting schedule. xv. All trash, sediments and any other foreign material shall be cleared off the lifting rope and lifting attachment. xvi. All ropes shall be checked for wear and tear and if broken wires are noticed, the rope shall be replaced. xvii. All the wire ropes shall be checked and all visible oxidation shall be removed. xviii. All wire ropes shall be greased with cardium compound. xix. Check the overload relays for proper functioning. xx. 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. xxi. Check the pulleys, sheaves and turn-buckles.
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xxii. 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 xxiii. Adjust the rope tension of wires if unequal. xxiv. Check for all gears and pinions for uneven wear and adjust for proper contact. Grease the gears. xxv. Repaint the hoist components, hoisting platform and its supporting structures as per requirement. xxvi. The periodic maintenance of commercial equipment like motors, brakes, thrusts etc. shall be carried out as per manufacturers operation and maintenance manual. 4.2.5 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. 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.
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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.
A. 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. B. 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.
C. LUBRICATION CHART Sl.No PART LUBRICATIO FREQUENCY N FOR 1 Hoist Brake Hand oiled points One in a month Fulcrum pins 2 Long travel Brake Hand oiled points One in a month Brake fulcrum Pins fulcrum 3 Hoist Long travel End Bearing Replace once in six months and renew once in a year.
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4 Long travel Shaft Grease Nipples Repack once in Six Months and renew Plummer Blocks Once in a year 5 Gear Boxes Gear Boxes Check oil level once a month and top up as necessary 6 Pinion & Gear Gears & Pinions Every 3 Months. Wheels 7 Wire Rope Compound Full Wire (Cardium) Every year preferably before onset of Monsoon
D. 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 and 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 sheaf 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.
E. 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.
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F. 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.
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 sheaf 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. 4.2.6 Surface Preparation and Painting of HM 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. iii) Surfaces not requiring painting & their protection during surface preparation, painting & transportation process:
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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: Photo 7 – Wire rope and wheel of a) Structural components: dam gate Primer coats of zinc phosphate primer shall be applied to give a dry film thickness of 40±5 microns. 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
Doc. No. CDSO_O&M_KA06MH0087_Hagaribommanahalli Pickup Dam_v2.0 Page 70 O&M Manual for Hagaribommanahalli Pickup Dam Jan - 2020 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. 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 Photo 8 –Control Panels of HB coating of gasoline soluble removable rust preventive compound Halli Pick up Dam 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 are 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. Photo 9 – Dam Gate with Zinc-rich Removal of old paint / rust and carrying out fresh painting: Primer Applied 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:
Doc. No. CDSO_O&M_KA06MH0087_Hagaribommanahalli Pickup Dam_v2.0 Page 71 O&M Manual for Hagaribommanahalli Pickup Dam Jan - 2020 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. viii) Inspection and testing of painting of H. M 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 Eco-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
Doc. No. CDSO_O&M_KA06MH0087_Hagaribommanahalli Pickup Dam_v2.0 Page 72 O&M Manual for Hagaribommanahalli Pickup Dam Jan - 2020 functioning. The system should be free from moisture and dirt, and wiring should be checked for corrosion and mineral deposits. 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 Metal 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 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, approach channels, inlet and outlet structures, 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 Photo 10- Maintaining the CCTV adequate quantities for emergency situations that may arise. Needful Camera located on the catwalk instructions in this regard is enclosed in the O&M Manual. At H B center of each gate Halli Pickup 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.
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4.12 Preparation of O&M budget In following items: 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 ofDaily 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 HM 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, H.M& 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 13 - O&M BUDGET COSTS (ANNUAL)
CURRENT PREVIOUS YEAR SL. YEAR BUDGET BUDGET ITEM COST (Rs) REMARKS NO. (YR2018-19) 2017-18 (Rs)
A. ESTABLISHMENT
SALARY OF REGULAR STAFF 1 INCLUDING ALL OTHER 612001.00 824718.00 BENEFITS
2 TRAVEL EXPENSES 20000.00 30000.00
3 OFFICE EXPENSES 15000.00 15000.00
4 MOTOR VEHICLE EXPENSES 20000.00 20000.00
MAINTENANCE OF OFFICE & 5 170000.00 170000.00 COLONY COMPLEX
SUB-TOTAL - A 8,37,001.00 10,59,781.00
B. WORKS
1 CIVIL
1.1 CONCRETE / MASONRY DAM 1222096.00
1.2 EARTHEN DAM
INTAKE / OUTLETS IN 1.3 760789.00 EARTHEN DAMS
SLUICES IN CONCRETE / 1.4 MASONRY DAMS
APPROACH / INSPECTION 1.5 461830.00 ROADS WITHIN DAM AREA
2 HYDRO-MECHANICAL
2.1 SPILLWAY GATES & HOISTS 19657.00
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SPILLWAY STOP-LOG & GANTRY 2.2 465998.00 CRANE OUTLETS IN EARTHEN DAMS - 2.3 SERVICE / EMERGENCY GATES & HOISTS SLUICES IN CONCRETE / 2.4 MASONRY DAMS – SERVICE / EMERGENCY GATES & HOISTS
3 ELECTRICAL
ELECTRICAL FITTINGS, 3.1 MOTORS, CONTROLS FOR ALL GATE HOISTS
3.2 POWER SUPPLY LINES 10000.00 10000.00
ELECTRICAL FITTINGS ON DAM 3.3 5000.00 TOP, DAM GALLERIES, ETC.
STANDBY POWER / DIESEL 3.4 2000.00 50000.00 GENERATOR
3.4 REMOTE CONTROL/CCTV
4 INSTRUMENTATION
5 MISCELLANEOUS WORKS SALARY OF WORK- CHARGED 6 STAFF INCLUDING ALL 1080000.00 1116000.00 BENEFITS MATERIALS TO BE STORED 7 BEFORE MONSOON
SUB-TOTAL - B 4022370.00 1180000.00
CONTINGENCY (10%) ON 8 485937.00 224078.00 SUB-TOTAL OF A & B
9 TOOLS & PLANTS 10000.00 10000.00 SUB-TOTAL- C 495937.00 234078.00
10 TOTAL ANNUAL COST 5355308.00 2474859.00
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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 Before and after photographs.
The data should be recorded by the person responsible for maintenance.
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CHAPTER 5 - INSTRUMENTATION AND MONITORING
5.1 Dam Instrumentation·
5.1.1 General Information This section identifies the location and chainages of each of the 4 structural components of the dam: Table 14 -Locations and Extents of Structural Members
From Chainage To Chainage
Earthen Embankment 000.00 402.00 Non-Overflow Section 402.00 695.50 (left of overflow section)
Over-flow Section 695.50 1182.00
Non-Overflow Section 1182.00 1564.88 (right of overflow section)
6.2.6 Embedded Instruments – Concrete/Masonry No Embedded Instruments are provided in the dam. Table 15 Instruments (Statement No. 1& No. 111)
No. of Instruments Type of At ch.22 -2 Sl.No. Instruments Nos and one
Embedded each at ch 36 and 4
1 V Notch 04
6.2.7 Seismological Observations H B Halli Pickup Dam is situated in the seismic Zone-II the work of conducting study under action plan for implementation on National water policy 2002 and technical preparedness for DDSA-2002 has been entrusted to WAPCOS, New Delhi vide work order No. 2097 dated: 08-12-2014. Necessary steps will be taken in consultation WAPCOS, New Delhi to strengthen the dam section under seismic conditions if stability analysis so warrants.
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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; 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 3.68 Crore. The rehabilitation works under DRIP include:
Original Revised Supplementary Contract Agreement Costs (INR) Contract Amount amount Name of Work Amount (in (in (in Millions) Millions) Millions)
Providing Grouting and pointing to U/s side piers, RBC and LBC head sluice walls of Hagaribommana 4.58 4.58 halli Project.
Providing pointing to D/s Piers, training walls, of 4.63 4.63 Hagaribommana halli Project.
Dewatering the Stilling basin and improvements to eroded/damaged portion of stilling basins and draft 16.13 16.13 chute channel of Hagaribommana halli project
Providing RCC lining to approach channels of RBC 1.03 1.03 and LBC of Hagaribommana halli Project Construction of longitudinal open drain, rock toe and improvements to existing close drains of Earthen 3.77 3.77 embankment of Hagaribommana halli project Providing Turfing to D/S Earthen Embankment of 3.47 3.47 Hagaribommana halli Project Providing surface preparation and painting to crest gates, hoist bridge and parapet wall, replacement of 2.12 2.12 warn out rubber seals of Hagaribommana halli project Providing Barricading, Re-construction of Foot bridges, supplying and fixing Trash racks to LBC and 0.77 0.77 RBC head sluices of Hagaribommana halli Project Providing CCTV cameras to Hagaribommana halli 0.33 0.33 Project
TOTAL 36.83 36.83
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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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APPENDIX1– BASIC DRAWINGS
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Index map of HB Halli Pickup Dam
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APPENDIX2― KEY ELEMENTS OF THE EAP HAGARIBOMMANAHALLI PICK UP DAM –WATCH CONDITION NOTIFICATION FLOW CHART
Site Office of Dam Owner/Operator Owner/Operator: Karnataka Water Resources Department Office of the Section officer, KNNL, Hagaribommanahalli Project, Hagaribommanahalli Name: S B Nagabhushan Name: E. Sreenivasulu Name: P.V. Krishnakumar Title: Executive Engineer, Title: Assistant Executive Title: Assistant Engineer Mobile Number: Engineer Mobile Number: 9448442911 Mobile Number: 9449134089 9449958502
Office Number:08539- Office Number:08539-270758 Office Number:08539- 270306 email: [email protected] 270758 2 1 3 Available Resources
Chief Engineer KNNL, Emergency Planning Manager Superintending Engineer Executive Engineer Irrigation Central Zone Office KNNL, Tungabhadra Project Karnataka Neeravari Nigam KNNL, No.1 T R Division Munirabad Circle Munirabad. Limited Karnataka Neeravari Nigam Limited Karnataka Neeravari Nigam
Name: S B Nagabhushan Limited Name: Sri S H Manjappa Title: Chief Engineer Title: Executive Engineer, KNNL, Name: D.S. Madhusudhan Mobile Number: 9964696492 No.1 T R Division, Munirabad Title: Superintending Engineer Office Number:08539-270026 Mobile Number: 9448442911 Mobile Number: 9448190154 Email: [email protected] Office Number:08539-270306 Office Number:08539-270236 Email: [email protected] Email: [email protected] Name: Smt. Manjula Kumari Name: D M Manjunath Naik Title: Deputy Chief Engineer Name: BasappaJankar Mobile Number: 9986236194 Title: Assistant Engineer Title: Technical Assistant. Mobile Number:9844485640 Office Number: 08539-270026 Mobile Number:9481565386 Email: [email protected] Office Number: 08539-270306 Office Number: 08539-270236 Email: [email protected] Email: [email protected]
State Dam safety Office (SDSO) Mechanical Works Name: Sri Prabhakar Hamigi Assistant Executive Engineer (Dam) Name:Umapathi Class – 1 Title: Chief Engineer Hagaribommanahalli Pick Up Dam Contractor, Hagaribommanahalli Mob: 9448068249 KNNL, Head Works Sub Division, Mobile Number: 9481566933 Office Number: 08022259985 Munirabad Karnataka Neeravari Email: [email protected] Nigam Limited. Name: E. Sreenivasulu Civil Works Sri. PichakalVenkateshwar Rao Name: Sri Pradeep Mithra Title: Assistant Executive Engineer Manjunath Mobile Number: 9449134089 (Sri Srinivas Construction India Pvt Ltd Ballari Class-1 Electro Title: Superintending Engineer Office Number:08539-270758 Mob: 9449033554 email: [email protected] Machanical Contractor Off No:08022259985 Mob: 9448134215 Name: P.V. Krishnakumar email: [email protected] Title: Assistant Engineer Heavy Equipment Service Mobile Number: 9449958502 Sri Thirumalesh Class – I Contractor Office Number:08539-270758 Hagaribommanahalli email: [email protected] Mob No: 9481362666 Doc. No. CDSO_O&M_KA06MH0087_Hagaribommanahalli Pickup Dam_v2.0 Page 92 O&M Manual for Hagaribommanahalli Pickup Dam Jan - 2020
Note: Entire list of Contractors / Suppliers Can be found in Tab
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HAGARIBOMMANAHALLI PICK UP DAM –FAILURE CONDITION NOTIFICATIONFLOW CHART
Site Office of Dam Owner/ Operator Owner/ Operator: Karnataka, WRD Name: S.B.Nagabhushan Order of notification Title: Executive Engineer 1 Mobile Number: 9448442911 Office Number:08539-2703056 Email: [email protected]
2 1 3
Available Resources Superintending Engineer Office of the District Collector Executive Engineer. (Dam) KNNL, Tungabhadra Project Circle (Bellary) KNNL, No.1 T R Division, Munirabad. Munirabad. Name: Mrs. Ram Prasad Name: S.B.Nagabhushan Karnataka Neeravari Nigam Limited Mehcanical Works Title: District Collector Title: Executive Engineer Name D.S. Madhusudhan Mob: 9449613505 Mobile Number: 9448442911 Name:Umapathi Class – 1 Title: Superintending Engineer Off No:08532-251369 Office Number: 08539-2703056 Contractor, Mobile Number: 9448190154 Email: [email protected] Hagaribommanahalli Office Number: 08539-270236 Mobile Number:
National Disaster Management Name: Manjunath Naik Email: [email protected] 9481566933 Title: Asst. Engineer Authority Name: BasappaJankar Name: Keshav Reddy Class Mob: 9844485640 Title: Technical Assistant. Name: Dr. Pradeep Kumar, IAS, Off No:08539-270306 – 1 Contractor, Mobile Number:9481565386 Title: Joint Secretary Email: [email protected] Hagaribommanahalli Office Number: 08539-270236 Office Number: 011-26701780 Mobile Number: Email: [email protected] Email: [email protected] 9448234502
Name: A.K. Sanghi, ITS JS (Mitigation, IT &Comn) Asst Exe Eng. (Dam) KNNL, Head Works Sub Division, Title: Joint Secretary Chief Engineer Civil Works Office Number: 011-26701718 Munirabad KNNL, Irrigation Central Zone Name: Vijay Basakar Class Email: [email protected] Karnataka Neeravari Nigam Limited. Munirabad – 1 Contractor, Name: E.Sreenivasulu Karnataka Neeravari Nigam Limited Hagaribommanahalli Title: Assistant Executive Engineer Name: Sri S H Manjappa Mobile Number: Mobile Number: 9449134089 State Dam safety Office (SDSO) Title: Chief Engineer 9448405025 Office Number:08539-270758 Mobile Number: 9964696492 Name: Sri Prabhakar Hamigi Title: email: [email protected] Name: Hameed Khan Class Office Number:08539-270026 Chief Engineer – 1 Contractor, Munirabad Name: P.V. Krishnakumar Email: [email protected] Mobile Number: Mob: 9448068249 Title: Assistant Engineer Office Number: 08022259985 Name: Smt. Manjula Kumari 9482239541 Mobile Number: 9449958502 Title: Deputy Chief Engineer Email: [email protected] Office Number:08539-270758 Mobile Number: 9986236194 email: [email protected] Name: Sri Pradeep Mithra Manjunath Office Number: 08539-270026 Title: Superintending Engineer Email: [email protected] Mechanical Structural Mob: 9449033554 Office Number: 08022259985 Sri. Karnataka state Disaster Management PichakalVenkateshwar Email: [email protected] Authority Rao Name: GangaramBaderia Managing Director (Sri Srinivas Title: Principal Secretary, Revenue Karnataka Neeravari Nigam Construction India Pvt Department (Disaster Management) Limited, Bangalore Ltd Ballari Class-1 Owners of Downstream Govt of Karnataka Electro Machanical Dam: TungaBhadra Dam Off No: 080-22032995 Name: Mallikarjuna B. Gunge Contractor email:[email protected] Title: Managing Director Mob: 9448134215 Name: S B Nagabhushan Mobile Number: 9481169126 Title: Executive Engineer Office Number: 080-22283074, Amrutha Construction Mobile Number: 9448442911 Mail I.D: [email protected] Pvt Ltd Email: [email protected] Central Water Commission Bangalore Class-1 Electro Machanical Contractor Name: Manjunath Naik Name: Pramod Narayan Mob: 8095588167 Title: Asst. Engineer Title: Director DRIP, CWC Mob: 9844485640 Mobile Number:9958975928 Off No:08539-270306 Office Number: 011-26192633 Heavy Equipment Chief Engineer Email: [email protected] Email: [email protected] Service Water Resource Department Karnataka Sri Thirumalesh Class – I Name: Prabhakar Hummigi Contractor Police Control Room, Hagaribommanahalli : Title: Chief Engineer Hagaribommanahalli Mobile Number: 9448068249 Mob No: 9481362666 Office No: 100, 08397-238333. Office Number: 08022259985 Sri. Anand Kumar Class-1 Fire Station, Hagaribommanahalli: 101, 270100. Email: [email protected] Electrical & Civil
Ambulance, Hagaribommanahalli: 102. Contractor Name: Sri Pradeep Mithra Mob:9845860685
Government Hospital, Manjunath Sri Enayath Khan Class-1 Hagaribommanahalli: 08397-238222. Title: Superintending Engineer Contractor Munirabad Mobile Number: 9449033554 Mob: 9482239543 Radio Station (FM Radio) Hospet: 0839421100. Office Number: 08022259985 Email: [email protected]
Note: Entire list of Contractors / Suppliers Can be found in Tab - 6 Hydraulic Consultants
Vijaynagar, Bengaluru, Karntataka Mob No:
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Sample Public Announcements
Note: These messages are communicated to downstream residents to alert the public of impending danger. The Karnataka Neeravari Nigam Limited should coordinate with the India Meteorological Department, the Bellary District Disaster Management Authority, and the District Magistrate/Collector for Bellary 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 Neeravari Nigam Limited has declared a BLUE Level “Watch” condition for Hagaribommana halli Pick Up Dam, Project Identification Code (KA06MH 0087) 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 Neeravari Nigam Limited has declared a BLUE Level “Watch” condition for Hagaribommana halli Pick Up Dam, Project Identification Code (KA06MH 0087) 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 Neeravari Nigam Limited has announced that Hagaribommanahalli Pick Up Dam, KA06HH0154 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 in low lying areas along the [Stream], the [Stream], and the [Stream], as well as the town of [Name], should prepare for immediate evacuation. Additional news will be made available as soon as it is received. Announcement of an Impending “Failure” Condition (REDEmergency Level) Emergency! This is an emergency message Hagaribommanahalli Pick Up Dam, (KA06MH 0087) is going to fail at any moment. Residents who have not yet done so should immediately evacuate the city of [Name] and low-lying areas along the [Stream], the [Stream], and the [Stream]. 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 Hagaribommanahalli Pick Up Dam, (KA06MH 0087) failed at [time and date]. Residents who have not yet done so should immediately evacuate the city of [Name] and low-lying areas along the [Stream], the [Stream], and the [Stream]. 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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Evidence of Distress
General Emergency Equipment, Specific Data to observat condition Emergency action material, and record ion observation level supplies
Small boils, no Closely check all of None Site and increase of water downstream toe, especially in location, flow, flowing clear the vicinity of boil for approxima water. additional boils, wet spots, te flow BLUE sinkholes, or seepage. Closely monitor entire 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 cloth location, identified ones, Construct sandbag ring dikes approxima without increasing around boils, to cover them te flow flow rate, but BLUE with water to retard the carrying small movement of soil particles. amount of soil Filter cloth may be used to
Boils Boils particles. retard soil movement, but do not retard the flow of water. Large or additional Continue 24-hour Sandbags, Site and boils near previously surveillance. Continue pump location, identified ones, monitoring and remedial approxima increasing flow rate, action as described above. te flow ORANGE carrying soil Initiate emergency lowering particles. of the reservoir. Issue a warning to downstream residents. Rapidly increasing Downstream evacuation. Dozer, Site and size of boils and Employ all available shovels, location, flow increasing and RED equipment to attempt to source of approxima muddy water. construct a large ring dike earth fill te flow around the boil area. Minor seepage of Closely check entire Wooden Site, clear water at toe, embankment for other stakes, location, on slope of seepage areas. Use wooden flagging approxima embankment, or at stakes or flagging to te flow BLUE the abutments. delineate seepage area. Try to channel and measure flow.
Seepage Look for upstream whirlpools.
Additional seepage BLUE Initiate 24-hour surveillance. Dozer, Site, areas observed Monitor as described above. location,
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General Emergency Equipment, Specific Data to observat condition Emergency action material, and record ion observation level supplies
flowing clear water Construct measuring weir shovels approxima and/or increasing and channel all seepage te flow flow rate. through weir. Attempt to determine source of seepage.
Seriously or rapidly Continue 24-hour Dozer, Site increasing seepage, monitoring and remedial shovels, location, under-seepage, or action as described above. source of fill approxima drain flow. ORANGE Initiate emergency lowering material te flow of the reservoir. Construct a large ring dike around the seepage area. Additional seepage Downstream evacuation. Dozer, Site areas with rapid Employ all available shovels, location, increase in flow and RED equipment to attempt to source of fill approxima muddy water. construct a large ring dike material te flow around the seepage area. Skin slide or slough Examine rest of Stakes, tape Distance on slope of embankment for other slides. measure between embankment. No Place stakes in slide material stakes further movement BLUE and adjacent to it for of slide and determining if further embankment crest movement is taking place. not degraded. Slide or erosion Initiate 24-hour surveillance. Dozer, Distance involving large mass Mobilize all available shovels, between of material, crest of resources and equipment for sources of fill stakes embankment is repair operations to increase material, degraded, no BLUE freeboard and to protect the sandbags movement or very exposed embankment slow continuing material. Start filling movement. sandbags and stockpile near slide area.
Slides or severe erosion or Slides severe Slide or erosion Continue monitoring and Dozer, Distance involving large mass remedial actions as described shovels, between of material, crest of above. Place additional source of fill stakes embankment is ORANGE material at the toe of the material, degraded, slope to stop the slide. pump progressively increasing in size.
Slide or erosion RED Downstream evacuation. Dozer, Distance involving large mass Utilize all available shovels, between
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General Emergency Equipment, Specific Data to observat condition Emergency action material, and record ion observation level supplies
of material, crest of equipment and personnel to sandbags, stakes embankment is sandbag the degraded slide pump severely degraded, area to prevent it from movement of slide overtopping. is continuing and may reach pool level. Sinkholes anywhere Carefully walk the entire Stakes, Size, on the embankment embankment and flagging location or within 150 metres BLUE downstream area looking for downstream from additional sinkholes, the toe. movement, or seepage. Sinkholes with Initiate 24-hour surveillance. Dozer, Size, corresponding Monitor as above. Construct shovels, pump location seepage anywhere sandbag dike around the on the embankment BLUE seepage exit point to reduce or downstream the flow rate. Start filling from the toe. sandbags and stockpile near sinkhole. Large sinkholes with Continue monitoring and Sandbags, Size, Sinkholes Sinkholes corresponding remedial action as described dozer, pump location seepage anywhere above. Utilize sandbags to ORANGE on the embankment increase the freeboard on the or downstream dam if necessary. from the toe. Sinkholes rapidly Downstream evacuation. Dozer, Size, getting worse, Utilize all available shovels, pump location seepage flowing RED equipment and personnel to muddy water and attempt to construct a large increasing flow. ring dike around the area. Obvious settlement Look for bulges on slope or None Size, of the crest of the changes in crest alignment. location embankment, BLUE especially adjacent to concrete structures. Settlement of crest Initiate 24-hour surveillance. Sandbags, Size,
Settlement Settlement of embankment that Mobilize all available dozer, location is progressing, resources for repair shovels, especially adjacent BLUE operations to increase source of fill to concrete freeboard. Fill and stockpile material structures or if any sandbags. Identify any boils corresponding near settlement points for
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General Emergency Equipment, Specific Data to observat condition Emergency action material, and record ion observation level supplies
seepage is present. flowing material and pursue action for boils. Settlement of crest Continue monitoring and Sandbags, Size, of embankment that remedial actions as described shovels, location is rapidly above. Use sandbags to dozer, source progressing increase the freeboard on the of fill material especially adjacent dam if necessary. to concrete ORANGE structures or if any corresponding seepage is flowing muddy water or increasing flow. Progressing Downstream evacuation. Dozer, Size, settlement that is Utilize all available shovels, location expected to degrade equipment and personnel to source of fill the embankment to build up the crest in the area material, RED reservoir level. that is settling. Identify any sandbags boils near settlement points for flowing material and pursue action for boils. Cracks in the Walk on entire crest and Stakes, tape Size, embankment crest BLUE slope and check for measure location or on slopes. additional cracking. Numerous cracks in Initiate 24-hour surveillance. Stakes, tape Size, crest that are Carefully monitor and measure, location enlarging, especially measure cracking to dozer, those perpendicular determine the speed and shovels, to the centerline of extent of the problem. source of fill BLUE the dam. Mobilize to fill cracks. material Cracks parallel to the centerline indicate a slide. Follow remedial action
Cracking Cracking for slides. Large cracks in the Continue monitoring and Dozer, Size, crest that are rapidly remedial action as described shovels, location enlarging, especially above. source of fill ORANGE those perpendicular material to the centerline of the dam. Cracking that Downstream evacuation. Dozer, Size, extends to pool RED Continue remedial actions as shovels, location source of fill
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General Emergency Equipment, Specific Data to observat condition Emergency action material, and record ion observation level supplies
elevation. described above. material Minor cracking Immediately install Crack Size, and/or movement. measuring device to monitor Monitors, location BLUE movement. stakes, tape measure Significant cracking Initiate 24-hour surveillance. Burlap, rock, Size, and/or movement. Lower burlap on upstream dozer, shovels location, face of crack to reduce flow flow rate of soil particles. Dump large BLUE rock on downstream of moving concrete structure monolith to resist the movement. Serious cracking Prepare for evacuation. Dozer, rock, Size, and/or movement Continue monitoring and burlap, crack movement remedial action as described monitors , flow rate ORANGE above.
Cracking or movement ofstructure or movement concrete Cracking Major cracking Downstream evacuation. Dozer, Size, and/or movement Dam failure is imminent. shovels, rock location, RED Continue monitoring and flow rate remedial actions as described above. Whirlpool in the Downstream evacuation. Dozer, fill Size, lake in the vicinity Attempt to plug the entrance material, location, of the embankment of the whirlpool with riprap sandbags, flow rate from the slope of the filter cloth, RED embankment. Search straw, rocks downstream for an exit point and construct a ring dike to retard the flow of soil Upstream whirlpool whirlpool Upstream particles.
Structural member Initiate 24-hour surveillance. Crane and Type of of a gate or gate Immediately place stop logs welder problem, operator broken or in front of gate and initiate location severely damaged so ORANGE necessary actions to get gate as to prevent repaired. operation of the gate Malfunction of gate Malfunction
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General Emergency Equipment, Specific Data to observat condition Emergency action material, and record ion observation level supplies
Lake level rising and Initiate 24-hour surveillance Lake level, rain continuing of lake level and rainfall. rainfall BLUE
lake lake Generate inflow forecasts every 12 hours. Rapidly rising Rapidly Water flowing over Prepare for evacuation. Dozer, fill Lake level, the dam and lake Continue monitoring. material, rainfall continuing to rise. sandbags, No significant ORANGE Generate inflow forecasts filter cloth, erosion of every 3 hours. rocks downstream embankment. Water flowing over Immediate evacuation. Dam Cameras. Status of the dam, the lake failure is imminent or breach continuing to rise, ongoing. formation. and significant Width of erosion of breach as downstream it enlarges.
Overtopping Overtopping embankment with development of RED head-cuts encroaching on the dam crest, or significant movement of sections of concrete or masonry portions of the dam.
When the inflow Warn the downstream of Mass carriers Number being received in the reservoir habitations. Clear such as of people reservoir is from the low-lying habitations tippers and shifted. 5000 cusecs to 1000 along the river bank. trucks for cusecs and outflow evacuation. BLUE released to river is ranging between 5000 cusecs to 10000 cusecs at FRL. reservoir during heavy inflow. reservoir heavy during Large Controlled release form Controlled Large
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General Emergency Equipment, Specific Data to observat condition Emergency action material, and record ion observation level supplies
When the inflow Evacuate the people Mass carriers Number being received in the downstream of reservoir such as of people reservoir is from establish barricade along the tippers and shifted. 10000 cusecs to road crossings. Shift the trucks for 30000 cusecs and people to safe zones till the evacuation. ORANGE outflow released to flood situation reduces. river is ranging between 10000 cusecs to 30000 cusecs at FRL. When the inflow Evacuate the people Mass carriers Number being received in the downstream of reservoir such as of people reservoir is more establish barricade along the tippers and shifted. than 30000 cusecs road crossings. Shift the trucks for RED and outflow released people to safe zones till the evacuation. to river is more than flood situation reduces. 30000 cusecs at FRL.
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1.5.1 Roles and Responsibilities of the AEE and AE during Monsoon
Table 6 – Roles & Responsibilities of AEE& AE
Step Flood condition assessment, warning, flood mitigation, and other responsibilities Coordinate with the Project Engineers of the Tippalahalli, Gadimakunta and other tanks on upstream side& to get the information in email on the rainfall in the catchment and to bring it to the notice of the EE/SE/CE 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 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 Assist the EE/SE/CE to coordinate with the CWC flood monitoring authorities on the flood
condition 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 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 Submit to the EE/SE/CE on the inflows and releases from the reservoir and status of the reservoir
twice in the day Maintain the spillway crest gate operation log book 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 Observe the gates and to see that the drain holes are not clogged and floating debris is not deposited
in the gate components Monitor the condition of the Welding transformers, gas cutting sets, umbrellas, tool kits torches chain blocks ropes bellies etc on daily basis and to see that things are in place to handle any emergency situation Observe the Gates, hoists and handling equipment during operation for the smooth movements and
to immediately report any untoward excessive sounds in the motors, pumps or vibrations in the gate Observe the dam top, embankment, catwalk, approach roads are well maintained by housekeeping
personnel Observe the performance of the Dam and its appurtenant structures / Gates and Hoists 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. Assist EE/SE/CE to coordinate with the downstream Tungabhadra River and Thambrahalli Anicut
Project Engineers and getting the flow data 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 7 – Roles & Responsibilities of SE & EE Step Flood condition assessment, warning, flood mitigation and other responsibilities Coordinate with the Project Engineers of the Tippalahalli, Gadimakunta and other tanks on upstream side & to get the information in email on the rainfall in the catchment and to bring it to the notice of the EE/SE/CE. / To issue notification to the villagers downstream in Newspapers, Radio, TV News channel to be
alert regarding the flood situation 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 Assist the CE to coordinate with the CWC flood monitoring authorities on the flood condition Submit to the CE on the inflows and releases from the reservoir and status of the reservoir twice in
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the day Operate the Spillway crest gates for flood mitigation as per the instructions of the CE and to update
the Gate operation Log book Observe the Gates, hoists and handling equipment during operation for the smooth movements and
to immediately report any untoward excessive sounds in the motors, pumps or vibrations in the gate Observe the dam top, embankment, catwalk, approach roads are well maintained by housekeeping
personnel. 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 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 8 – Roles & Responsibilities of the Chief Engineer
Step Flood condition assessment, warning and flood mitigation To issue notification to the villagers downstream in Newspapers, Radio, TV News channel to be alert regarding the flood situation based on the input of the Tippalahalli, Gadimakunta and other tanks on upstream side and also to Coordinate with the Revenue authorities (District Administration) 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, 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 during flood
water releases and to issue necessary instructions to the AEE/EE/SE Coordinate with the downstream Tungabhadra dam Project Engineers Conduct Pre and Post Monsoon inspections of the Dam
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APPENDIX3 ― 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: 1filland2sparesets iii. Binoculars 3 iv. Night Vision Goggles 2 v. Dragon Lights 5 vi. Search Lights 5 vii. Communication Systems (local walkie-talkie) 3 viii. Rain coat: 10 ix. Gum boots: 10 x. Danger Zone Light: Strips 5 xi. Flares 20
2. Leaks i Gunny Bags 100 ii. Stakes 60 to 120 stakes per km. iii. Baskets 1 Basket of toot per beldar&one spare. iv. Sutli (Twine) 0.5kgper 100bags v. Needles ½ dozen with each work mestry
vi. Sand Collectionof2to4m3everykm.for
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APPENDIX 4 ― 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 Response Remarks Condition
Y N NA A Reservoir
A1.1 General Condition Is the reservoir water level unusually high 1.1.1 or low?
Are there signs of decline in water Unsatisfactory/Poor/ 1.1.2 quality? 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 1.1.5 around reservoir?
1.1.6 Any other issues?
B Dam and Dam Reach (Embankment)
B1.1 General Condition Any major alterations or changes to the
1.1.1 dam since the last inspection? Is there any new nearby development in 1.1.2 the downstream floodplain? Any misalignment of poles, fencing or 1.1.3 walls due to dam movement?
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B1.2 Upstream Slope Any signs of bulging or concavity 1.2.1 (depressions)? Presence of longitudinal or transverse 1.2.2 cracks? Any signs of distress to the stability of 1.2.3 slopes? Any other signs of structural distress or 1.2.4 instability? Trees or profuse growth of 1.2.5 weeds/bushes at any location? Is there evidence of livestock on the 1.2.6 upstream slope? Are ants, termites, crabs or other 1.2.7 burrowing animals present? Any degradation to slope protection (rip- 1.2.8 rap)?
1.2.9 Any other issues?
B1.3 Crest of Dam Any signs of excessive or uneven 1.3.1 settlement? Presence of longitudinal or transverse 1.3.2 cracks?
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Presence of undulations, local 1.3.3 depressions or heaving? Any degradation to access road 1.3.4 (sealed/unsealed)?
1.3.5 Evidence of livestock on dam crest?
Trees or profuse growth of 1.3.6 weeds/bushes at any 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 Any signs of bulging or concavity 1.4.1 (depressions)? Any wet patches (seepage), concentrated 1.4.2 leaks or evidence of boiling? Presence of longitudinal or transverse
1.4.3 cracks? Any signs of distress to the stability of 1.4.4 slopes? Are of rain cuts/erosion channels present 1.4.5 at any location? Any other signs of structural distress or 1.4.6 instability? Trees or profuse growth of 1.4.7 weeds/bushes at any location?
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Is there evidence of livestock on the 1.4.8 downstream slope? Are ants, termites, crabs or other 1.4.9 burrowing animals present?
Any other degradation to slope 1.4.10 protection (turfing)?
1.4.11 Any other issues?
B1.5 Breaching Section Any difficulties in accessing the
1.5.1 breaching 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 1.6.1 spots in the vicinity of the junction? Any presence of cracking, settlement or 1.6.2 upheaval of earthwork?
Any evidence of erosion or slope 1.6.3 instability?
1.6.4 Any other issues?
B1.7 Abutment Contacts Any presence of leaks, springs or wet 1.7.1 spots in the vicinity of the abutment? Any presence of cracking, settlement or 1.7.2 upheaval of earthwork?
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Any evidence of erosion or slope 1.7.3 instability? Trees or profuse growth of 1.7.4 weeds/bushes? Any degradation to up/downstream 1.7.5 slope 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
2.1.1 dam since the last inspection? Is there any new nearby development in 2.1.2 the downstream floodplain? Any misalignment of poles, fencing or 2.1.3 walls due to dam movement? B2.2 Upstream Face Evidence of surface defects 2.2.1 (honeycombing, staining, stratification)? Concrete/masonry deterioration 2.2.2 (spalling, leaching, disintegration)? Is cracking present (structural, thermal, 2.2.3 along joints)? Evidence of differential settlement 2.2.4 (displaced/offset/open joints)? Presence of vegetation (growth in joints 2.2.5 between blocks)? Evidence of any other damage to joints 2.2.6 and/or waterstops?
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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, 2.3.2 along joints)? Profuse growth of weeds/grass/plants at 2.3.3 any 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- 2.4.1 combing, staining, stratification)? Concrete/masonry deterioration 2.4.2 (spalling, leaching, disintegration)? Presence of cracking (structural, thermal, 2.4.3 along joints)? Evidence of differential settlement 2.4.4 (displaced/offset/open joints)? Presence of vegetation (growth in joints 2.4.5 between blocks)? Evidence of any other damage to joints 2.4.6 and/or waterstops? Excessive seepage/sweating at any 2.4.7 location on downstream face?
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Significant leakage at any location on 2.4.8 downstream face?
2.4.9 Any other issues?
B2.5 Abutment Contacts Any presence of leaks, springs or wet 2.5.1 spots in vicinity of abutment?
2.5.2 Any presence of cracking or settlement?
Profuse growth of weeds/grass/plants at 2.5.3 any location?
2.5.4 Any other issues?
C1 Gallery/Shaft and Drainage (Embankment)
C1.1 General Condition Slushy condition or water logging 1.1.1 immediately downstream of dam? Any evidence of boiling in vicinity of 1.1.2 dam toe? C1.2 Gallery/Shaft Condition Any problems accessing or inspecting 1.2.1 gallery/shaft (obstruction)? Any safety issues (inadequate handrails, 1.2.2 lighting or ventilation)? Problems of inadequate drainage 1.2.3 (slippery stairs, water logging of gallery)? Evidence of differential settlement 1.2.4 (displaced/offset/open joints)?
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Excessive seepage/sweating at any 1.2.5 location along gallery/shaft? Significant leakage at any location along 1.2.6 gallery/shaft?
1.2.7 Any other issues?
C1.3 Drain Condition Is the flow in the drain unusually high or 1.3.1 low? Any reduction/deterioration in the drain 1.3.2 section or slope? Presence of debris or profuse growth of 1.3.3 weeds/bushes at any location?
Any other obstruction to the flow of the 1.3.4 drain? Is the flow in the drain noticeably 1.3.5 sporadic/irregular? Does the drainage water have high 1.3.6 turbidity (high 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)?
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Any safety issues (inadequate handrails, 2.2.2 lighting or ventilation)? Problems of inadequate drainage 2.2.3 (slippery stairs, water logging of gallery)? Evidence of surface defects 2.2.4 (honeycombing, staining, stratification)? Concrete/masonry deterioration 2.2.5 (spalling, leaching, disintegration)? Presence of cracking (structural, thermal, 2.2.6 along joints)? Evidence of differential settlement 2.2.7 (displaced/offset/open joints)? Evidence of any other damage to joints 2.2.8 and/or waterstops? Excessive seepage/sweating at any 2.2.9 location along gallery/shaft? Significant leakage at any location along 2.2.10 gallery/shaft?
2.2.11 Any other issues?
C2.3 Drain Condition Is the flow in the drain unusually high or 2.3.1 low? Presence of calcium or other deposits in 2.3.2 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?
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Does the drainage water have unusual 2.3.5 color (leachate)?
2.3.6 Any other issues?
D1 Spillway and Energy Dissipation Structure
1.1 Spillway Any problems inspecting spillway 1.1.1 (obstructed access, damaged catwalk)? Any obstructions in or immediately 1.1.2 downstream of the spillway? Evidence of abrasion, cavitation or scour 1.1.3 on glacis (e.g. exposed reinforcement)? Presence of displaced, offset or open 1.1.4 joints? Presence of cracking (structural, thermal, 1.1.5 along joints)? Evidence of surface defects 1.1.6 (honeycombing, staining, stratification)? Concrete/masonry deterioration 1.1.7 (spalling, leaching, disintegration)? Presence of vegetation (growth in joints 1.1.8 between blocks)? Evidence of any other damage to joints 1.1.9 and/or water stops? Excessive seepage/sweating at any 1.1.10 location on spillway glacis? Significant leakage at any location on 1.1.11 spillway glacis?
1.1.12 Any other issues?
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D1.2 Energy Dissipation Structure Any problems inspecting energy 1.2.1 dissipation structure? Any obstructions in or immediately 1.2.2 downstream of dissipation structure? Evidence of abrasion, cavitation or scour 1.2.3 on dissipation structure? Presence of displaced, offset or open 1.2.4 joints? Presence of cracking (structural, thermal,
1.2.5 along joints)? Evidence of surface defects 1.2.6 (honeycombing, staining, stratification)? Concrete/masonry deterioration 1.2.7 (spalling, leaching, disintegration)? Presence of vegetation (growth in joints 1.2.8 between blocks)? Evidence of any other damage to joints 1.2.9 and/or waterstops? Any problems with under-drainage 1.2.10 (blockage of 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 1.1.1 structure (obstructed/unsafe access)? Any obstructions in, upstream or 1.1.2 downstream of intake/outlet structure?
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Evidence of abrasion, cavitation or scour 1.1.3 on 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
1.2.1 structure (obstructed/unsafe access)? Any obstructions in, upstream or 1.2.2 downstream of water conveyance structure? Evidence of abrasion, cavitation or scour 1.2.3 on structure? Any evidence of structural distress 1.2.4 (displaced/offset/open joints, cracking)?
Any evidence of surface defects and/or 1.2.5 material deterioration? Any evidence of seepage or leakage from 1.2.6 water conveyance structure? 1.2.7 Any other issues?
F1 Hydro-Mechanical Component and Turbine/Pump
F1.1 Gates, Stop Logs and Bulk Heads Any problems inspecting gate/stop 1.1.1 log/bulk head (obstructed/unsafe access)? Any issues with storage of equipment 1.1.2 (emergency stop logs, and gate leaves)?
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Missing or inadequate spare parts 1.1.3 (particularly requiring regular replacement)? Any deterioration of equipment 1.1.4 (connecting bolts, welds, surface, paint work?) Any obstructions preventing or impairing 1.1.5 smooth operation? Any problems with the rollers (not 1.1.6 touching tracks, inadequate lubrication)? Any problems with the seals (damage, 1.1.7 weathering, gaps with bearing surface)?
1.1.8 Any other issues?
F1.2 Hoists, Cranes and Operating Mechanisms Any problems inspecting 1.2.1 hoist/crane/operating mechanism? Missing or inadequate spare parts 1.2.2 (particularly requiring regular replacement)? Any deterioration of equipment 1.2.3 (connecting bolts, welds, surface, paint work?) Any wear or damage to wire cables and 1.2.4 other moving parts? Any obstructions preventing or impairing 1.2.5 smooth operation? Missing or inadequate provision of back- 1.2.6 up/standby power supply? Any health and safety concerns (e.g. lack 1.2.7 of "danger" sign during maintenance)?
1.2.8 Any other issues?
F1.3 Valves
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1.3.1 Any problems inspecting valve?
Any obstructions preventing or impairing 1.3.2 smooth 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 1.4.2 inadequate cleaning? Any deterioration of trash rack (rust, 1.4.3 corrosion, and damaged blades)?
1.4.4 Any other issues?
F1.5 Trash Rack Cleaning Machines Any problems inspecting trash rack
1.5.1 cleaning machine? Missing or inadequate spare parts 1.5.2 (particularly requiring regular replacement)? Any deterioration of equipment 1.5.3 (connecting bolts, welds, surface, paint work?) Any wear or damage to wire cables and 1.5.4 other moving parts?
Any obstructions preventing or impairing 1.5.5 smooth operation? Missing or inadequate provision of back- 1.5.6 up/standby power supply?
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Any health and safety concerns (e.g. lack 1.5.7 of "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 1.6.2 smooth operation? Any deterioration of turbine, blades and 1.6.3 associated equipment?
1.6.4 Any other issues?
F1.7 Pumps
1.7.1 Any problems inspecting pump?
Any obstructions preventing or impairing 1.7.2 smooth 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 1.1.1 site (including gates and fencing)? Any obstructions along or at entrance to 1.1.2 access road (temporary or long-term)?
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Any slope stability issues (road 1.1.3 embankment or adjacent slopes)? Profuse growth of weeds/grass on or in 1.1.4 vicinity of access road? Any drainage problems (standing water 1.1.5 on or adjacent to road)? Any other degradation to road surface 1.1.6 (ruts, potholes, cavities, cracking)? 1.1.7 Any other issues?
H1 Instrumentation
H1.1 General Condition Any problems inspecting instrument 1.1.1 (obstructed/unsafe access)? Is the instrument vulnerable to damage 1.1.2 or theft (inadequate protection)? Any problems ensuring correct
1.1.3 functioning of instrument (lighting, ventilation)? Any evidence of degradation to condition 1.1.4 of 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 1.1.1 catwalk (obstructed/unsafe access)?
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Any security issues relating to 1.1.2 unauthorized access (e.g. for gate operation)? Are the decking, girders and supports 1.1.3 structurally sound? Any evidence of defects or deterioration 1.1.4 of steel, concrete or paint work?
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
1.2.2 wall (e.g. blocked weep holes)? Any evidence of scour, foundation 1.2.3 erosion or undercutting? Any signs of differential settlement, 1.2.4 cracking or 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 1.1.2 insufficiently conversant with the EAP?
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Any concerned authorities unaware or 1.1.3 insufficiently conversant with the EAP? Do the communication 1.1.4 directories/contact details require updating? Any problems accessing or operating the 1.1.5 communication/warning system?
1.1.6 Any other issues?
*) Respond either yes (Y), no (N) or not applicable (NA). *) Condition: Please rate the condition as either Satisfactory, Fair, Poor or Unsatisfactory as described below: 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. 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. 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. 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:
S Observations/Significant Cate Remedial Measures Suggested N Deficiencies Noticed gorya
1
2
3
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 5 – CCTV CAMERA SYSTEM SPECIFICATIONS
DH-SD6982/82A-HN
2Mp Full HD Network PTZ Dome Camera
Features
4.7mm ~ 94.0mm(20x) optical zoom H.264&MJPEGdual-stream encoding and JPEG image capture Max 25/30fps@1080p resolution WDR(DWDR), Day/Night (ICR), DNR (2D&3D),Auto iris, Auto focus, AWB, AGC,BLC Multiple network monitoring: Web viewer, CMS(DSS/PSS) &DMSS Max 240°/s pan speed, 360° endless pan rotation Up to 255 presets, 5 auto scan, 8 tour, 5 pattern Built-in 7/2 alarm in/out Support intelligent 3D positioning with DH-SD protocol Micro SD memory, IP66 IR LEDs up to 100m
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DH-SD6982/82A-HN
Dimensions (mm)
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Data storage server NAS Specifications: -
Make SYNOLOGY Model DS-1512+ CPU Frequency 2.13Ghz Dual Core Processor Memory 1GBDDR3 Memory Internal HDD Bays 5 * 3.5” Hot Swap Bays Support SATA-II HDD Internal Storage 15Tb (3Tb * 5) RAW Capacity Ext. Device Interface 2* USB 3.0 Ports + 4 * USB 2.0 Ports RAID Level RAID 0,1,10,5,6, RAID 5 + Hot Spare &JBOD Gigabit LAN Two Gigabit Ethernet ports File System Support EXT4, (FAT/NTFS) Read Only Networking Protocol CIFS, AFP, FTP, Telnet, SSH, NFS OS Support / Windows, Linux / Mac Clients System Compatibility NAS Management (Embedded) USER creations, Full ADS integration, RAID Management, Built in Firewall, FTP Server, SNMP & HTTPS Support, iSCSI support, Resource Monitoring, HDD S.M.A.R.T, Web Based File Management, Network Recycle Bin, Schedule Power ON/OFF Link Aggregation, Print Server. Max. No. of Bays Up to 15 Bays by Stacking 2 * DX513 Expansion Units Max. Storage Up to 60TB RAW Power Consumption Max. 60W Access Form Factor Desktop Size 157mm x 248mm x 233mm Warranty 3 Years
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APPENDIX 6 - GLOSSARY
Dam – any artificial barrier including appurtenant works constructed across rivers or tributaries thereof with a view to impound or divert water; includes barrage, weir and similar water impounding structures but does not include water conveyance structures such as canal, aqueduct and navigation channel and flow regulation structures such as flood embankments, dikes, and guide bunds. Dam failure – failures in the structures or operation of a dam which may lead to the uncontrolled release of impounded water resulting in downstream flooding affecting the life and property of the people. Dam incident – all problems occurring to a dam that has not degraded into ‘dam failure’ and including the following: a) Structural damage to the dam and appurtenant works; b) Unusual readings of instruments in the dam; c) Unusual seepage or leakage through the dam body; d) Change in the seepage or leakage regime; e) Boiling or artesian conditions noticed below an earth dam; f) Stoppage or reduction in seepage or leakage from the foundation or body of the dam into any of the galleries, for dams with such galleries; g) Malfunctioning or inappropriate operation of gates; h) Occurrence of any flood, the peak of which exceeds the available flood discharge capacity or 70% of the approved design flood; i)Occurrence of a flood, which resulted in encroachment on the available freeboard, or the adopted design freeboard; j) Erosion in the near vicinity, up to five hundred meters, downstream of the spillway, waste weir, etc.; and k) Any other event that prudence suggests would have a significant unfavorable impact on dam safety. Dam inspection – on-site visual examination of all components of dam and its appurtenances by one or more persons trained in this respect and includes investigation of the non-overflow portion, spillways, abutments, stilling basin, piers, bridge, downstream toe, drainage galleries, operation of mechanical systems (including gates and its components, drive units, cranes), interior of outlet conduits, instrumentation records, and record-keeping arrangements. Dam owner – the Central Government or a State Government or public sector undertaking or local authority or company and any or all of such persons or organizations, who own, control, operate or maintain a specified dam. Dam safety – the practice of ensuring the integrity and viability of dams such that they do not present unacceptable risks to the public, property, and the environment. It requires the collective application of engineering principles and experience, and a philosophy of risk management that recognizes that a dam is a structure whose safe function is not explicitly determined by its original design and construction. It also includes all actions taken to identify or predict deficiencies and consequences related to failure, and to document, publicize, and reduce, eliminate, or remediate to the extent reasonably possible, any unacceptable risks. Decommission― Taking a dam out of service in an environmentally sound and safe manner or converting it to another purpose. Design life― the intended period that the dam will function successfully with only routine maintenance; determined during design phase.
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Distress condition – the occurrence or potential development of such conditions in the dam or appurtenance or its reservoir or reservoir rim, which if left unattended to, may impede the safe operation of dam for its intended benefits or may pose unacceptable risks to the life and property of people downstream. Documentation – all permanent records concerning investigation, design, construction, operation, performance, maintenance and safety of dams and includes design memorandum, construction drawings, geological reports, reports of specialized studies simulating structural and hydraulic response of the dam, changes made in design and drawings, quality control records, emergency action plan, operation and maintenance manual, instrumentation readings, inspection and testing reports, operational reports, and dam safety review reports; Emergency Action Plan (EAP)― a plan of action to be taken to reduce the potential for damage to property and loss of life in the area affected by failure of a dam or other potentially hazardous practice. Hazard Classification― a system that categorizes dams according to the degree of adverse incremental consequences of a failure or improper operation of the dam. CWC classifies dam hazards as “low”, “significant”, or “high”. Maintenance― the recurring activities necessary to retain or restore a dam in a safe and functioning condition, including the management of vegetation, the repair or replacement of failed components, the prevention or treatment of deterioration, and the repair of damages caused by flooding or vandalism. Operation― the administration, management, and performance of maintenance activities necessary to keep a dam safe and functioning as planned. Program ― any authorized activity used to implement and carry out goals, actions, and objectives contained within the authorizing legislation. Program Life― the period in a contract, conservation plan, or plan during which the conservation practice or conservation system shall be maintained and used for the intended purpose; determined by program requirements. Rehabilitation― the completion of all work necessary to extend the service life of the practice or component and meet applicable safety and performance standards. Repair― actions to restore deteriorated, damaged, or failed dam or its component to an acceptable by meeting functional condition. Replacement― the removal of a structure or component and installation of a similar, functional structure or component. Service Life― the actual period after construction of a dam, during which the practice functions adequately and safely with only routine maintenance; determined by on-site review. Abutment―that part of a valley side against which a dam is constructed. Right and left abutments are those on respective sides of the of an observer looking downstream. Air-Vent Pipe―a pipe designed to provide air to the outlet conduit to reduce turbulence during release of water and safeguard against damages due to cavitation. Appurtenant Structures―ancillary features of a dam, such as the outlet, spillway, energy dissipation arrangement powerhouse, tunnels, etc. Arch Dam―a concrete or masonry dam that is curved to transmit the major part of the water pressure to the abutments. Backwater Curve―the longitudinal profile of the water surface in an open channel where the depth of flow has been increased by an obstruction, an increase in channel roughness, a decrease in channel width, or a flattening of the bed slope.
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Base Width (Base Thickness) ―the maximum width or thickness of a dam measured horizontally between upstream and downstream faces and normal (perpendicular) to the axis of the dam but excluding projections for outlets, etc. Berm―a horizontal step or bench in the sloping profile of an embankment dam. Upstream Blanket―an impervious layer placed on the reservoir floor upstream of a dam. In case of an embankment dam, the blanket may be connected to the impermeable element in a dam. Buttress dam―a dam consisting of a watertight upstream face supported at intervals on the downstream side by a series of buttresses. Cofferdam―a temporary structure enclosing all or part of a construction area so that construction can proceed in a dry area. Concrete Lift―in concrete works the vertical distance between successive horizontal construction joints. Conduit Outlet Works―a closed conduit for conveying discharge through or under a dam for different project purposes. Consolidation Grouting (Blanket Grouting) ―the injection of grout to consolidate a layer of the foundation, resulting in greater impermeability, strength, or both. Construction Joint―the interface between two successive placing or pours of concrete where a bond, not permanent separation, is intended. Core Wall―a wall built of impervious material, usually concrete or asphaltic concrete, in the body of an embankment dam to prevent leakage. Crest Length―the length of the dam at its crest (dam top) top of a dam, including the length of the spillway, powerhouse, navigation lock, fish pass, etc., where these structures form part of the length of a dam. If detached from a dam, these structures should not be included. Crest of dam―Used to indicate the “top of dam”. To avoid confusion to indicate the crest of spillway and top of dam may be used. Culvert―a drain or waterway built under a road, railway, or embankment, usually consisting of a pipe or covered conduits Cutoff―an impervious construction or material which reduces seepage through the foundation material. Cutoff trench―an excavation later to be filled with impervious material to form a cutoff. Cutoff wall―a wall of impervious material (e.g., concrete, asphaltic concrete, steel-sheet piling) built into the foundation to reduce seepage under the dam. Dead storage―the storage that lies below the invert of the lowest outlet and that, therefore, cannot be withdrawn from the reservoir. Design flood―see spillway design flood. Diaphragm―see membrane. Dike (Levee)―a long low embankment whose height is usually less than 5 m and whose length are more than 10 times the maximum height. Usually applied to embankments or structures built to protect land from flooding. If built of concrete or masonry, the structure is usually referred to as a flood wall. Also, used to describe embankments that block areas on a reservoir rim that are lower than the top of the main dam and that are quite long. In the Mississippi River basin, where the old French word levee has survived, the term now applies to flood-protecting embankments whose height can average up to 15 m.
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Diversion channel, canal, or tunnel―a waterway used to divert water from its natural course. These terms are generally applied to temporary structures such as those designed to bypass water around a dam site during construction. “Channel’ is normally used instead of “canal” when the waterway is short. Occasionally these terms are applied to permanent structures. Drainage area―an area that drains naturally to a point on a river. Drainage layer or blanket―a layer of permeable material in a dam to relieve pore pressure or to facilitate drainage of fill. Relief well―vertical wells or boreholes, constructed downstream of an embankment dam to relieve the pressure from confined pervious layers in foundation overlaid by an impervious layer to arrest boiling. Drawdown―the lowering of water surface level due to release of water from a reservoir. Earthen dam or earth filled dam―see embankment dam. Embankment dam (Fill dam) ― any dam constructed of excavated natural materials. Earth dam (Earth fill dam) ―An embankment dam in which more than 50 percent of the total volume is formed of compacted fine-grained material obtained from a borrow area. Homogeneous earth fill dam― an embankment dam constructed of similar earth material throughout, except internal drains or drainage blankets; distinguished from a zoned earth fill dam. Hydraulic fill dam―an embankment dam constructed of materials, often dredged, that are conveyed and placed by suspension in flowing water. Rock fill dam―an embankment dam in which more than 50 percent of the total volume comprises compacted or dumped pervious natural or crushed rock. Rolled fill dam―an embankment dam of earth or rock in which the material is placed in layers and compacted using rollers or rolling equipment. Zoned embankment dam―an embankment dam composed of zones of materials selected for different degrees of porosity, permeability and density. Emergency spillway―see spillway. Face―the external surface of a structure, e.g., the surface of a wall of a dam. Failure―the uncontrolled release of water from a dam. Filter (filter zone) ―A band or zone of granular material that is incorporated into a dam and is graded (either naturally or by selection) to allow seepage to flow across or down the filter without causing the migration of material from zones adjacent to it. Flashboards―a length of timber, concrete, or steel placed on the crest of a spillway to raise the retention water level but that may be quickly removed in the event of a flood, either by a tripping device or by deliberately designed failure of the flashboard or its supports. Floodplain―an area adjoining a body of water or natural stream that has been, or may be, covered by flood water. Floodplain management―a management program to reduce the consequences of flooding, either by natural runoff or by dam failure, to existing and future properties in a floodplain. Flood routing―the determination of the attenuating effect of storage on a flood passing through a valley, channel, or reservoir. Flood surcharge―the volume or space in a reservoir between the controlled retention water level (Full Reservoir Level) and the maximum water level. Flood surcharge cannot be retained in the reservoir but will flow over the spillway until the controlled retention water level is reached.
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Flood wall―a concrete wall constructed adjacent to a stream to prevent flooding of property on the landward side of the wall, normally constructed in lieu of or to supplement a levee where the land required for levee construction is expensive or not available. Foundation of dam―the natural material on which the dam structure is placed. Freeboard―the vertical distance between a stated reservoir level and the top of a dam. Normal freeboard is the vertical distance between Full Reservoir Level (FRL) and the top of the dam. Minimum freeboard is the vertical distance between the Maximum Water Level (MWL) and the top of the dam. Gallery―(a) a passageway within the body of a dam or abutment, hence the terms grouting gallery, inspection gallery and drainage gallery (b) a long and rather narrow hall, hence the following terms for a power plant viz. valve gallery, transformer gallery and bus bar gallery. Gate―a device in which a leaf or member is moved across the waterway from an external position to control or stop the flow. Bulkhead gate―a gate used either for temporary closure of a channel or conduit to empty it for inspection or maintenance or for closure against flowing water when the head difference is small, e.g., for diversion tunnel closure. Although a bulkhead gate is usually opened and closed under nearly balanced pressures, it nevertheless may be capable of withstanding a high-pressure differential when in the closed position. Crest gate (spillway gate) ―a gate on the crest of a spillway to control overflow or reservoir water level. Emergency gate―a standby or reserve gate which is lowers only for repairing / servicing of the service gate. Fixed wheel gate (fixed-roller gate, fixed-axle gate) ―a gate having wheels or rollers mounted on the end posts of the gate. The wheels move against rails fixed in side grooves or gate guides. Flap gate―a gate hinged along one edge, usually either the top or bottom edge. Examples of bottom- hinged flap gates are tilting gates and belly gates, so called due to their shape in cross-section. Flood gate―a gate to control flood release from a reservoir. Guard gate (guard valve) ―a gate or valve that operates fully open or closed. It may function as a secondary device for shutting off the flow of water in case the primary closure device becomes inoperable but is usually operated under conditions of balanced pressure and no flow. Outlet gate―a gate controlling the outflow of water from a reservoir. Radial gate (Taintergate) ―a gate with a curved upstream plate and radial arms hinged to piers or other supporting structures. Service/Regulating gate (regulating valve) ―a gate or valve that operates under full pressure and flow to throttle and vary the rate of discharge. Slide gate (sluice gate) ―a gate that can be opened or closed by sliding it in supporting guides. Gravity dam―a dam constructed of concrete, masonry, or both that relies on its weight for stability. Grout cap―a pad or wall constructed to facilitate pressure grouting of the grout curtain beneath it. Grout curtain (grout cutoff) ―a barrier produced by injecting grout into a vertical zone, usually narrow horizontally, in the foundation to reduce seepage under a dam. Height above lowest foundation―the maximum height from the lowest point of the general foundation to the top of the dam.
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Hydraulic height―the height to which water rises behind a dam and the difference between the lowest point in the original streambed at the axis of the dam and the maximum controllable water surface. Hydrograph―a graphic representation of discharge, stage, or other hydraulic property with respect to time for a point on a stream. (At times the term is applied to the phenomenon the graphic representation describes; hence a flood hydrograph is the passage of a flood discharge past the observation point.) Inclinometer―an instrument, usually consisting of a metal or plastic tube inserted in a drill hole and a sensitized monitor either lowered into the tube or fixed within it. The monitor measures at different points the tube’s inclination to the vertical. By integration, the lateral position at various levels of the tube may be found relative to a point, usually the top or bottom of the tube, assumed to be fixed. The system may be used to measure settlement. Intake―any structure in a reservoir, dam, or river through which water can be drawn into an aqueduct. Internal Erosion―see piping. Inundation map―a map delineating the area that would be inundated in case of a failure. Leakage―Uncontrolled loss of water by flow through a hole or crack. Lining― a coating of asphaltic concrete, reinforced or unreinforced concrete, shotcrete, rubber or plastic on a canal, tunnel etc. to provide water tightness, prevent erosion, reduce friction, or support the periphery of structure. May also refer to lining, such as steel or concrete, of outlet pipe or conduit. Low-level outlet (bottom outlet) ―an opening at a low-level from a reservoir generally used for emptying or for scouring sediment and sometimes for irrigation releases. Masonry dam―a dam constructed mainly of stone, brick, or concrete blocks that may or may not be joined with mortar. A dam having only a masonry facing should not be referred to as a masonry dam. Maximum cross-section of dam―a cross-section of a dam at the point of its maximum height. Maximum water level―the maximum water level, including flood surcharge, the dam is designed to withstand. Membrane (Diaphragm)―a sheet or thin zone or facing made of a flexible material, sometimes referred to as a diaphragm wall or diaphragm. Minimum operating level―the lowest level to which the reservoir is drawn down under normal operating conditions. Morning glory spillway―see spillway. Full Reservoir Level (FRL)/Normal water level―for a reservoir with un-gated spillway it is the spillway crest level. For a reservoir, whose outflow is controlled wholly or partly by movable gates, siphons or other means, it is the maximum level to which water can be stored under normal operating conditions, exclusive of any provision for flood surcharge. One-Hundred Year (100-Year) Exceedance Interval― the flood magnitude expected to be equaled or exceeded on the average of once in 100 years. It may also be expressed as an exceedance frequency, i.e. a percent chance of being exceeded in any given year. Outlet―an opening through which water can be freely discharged from a reservoir. Overflow dam―a dam designed to be overtopped. Parapet Wall―a solid wall built along the top of a dam for ornament, for the safety of vehicles and pedestrians, or to prevent overtopping.
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Peak Flow―the maximum instantaneous discharge that occurs during a flood. It coincides with the peak of a flood hydrograph. Pervious Zone―a part of the cross-section of an embankment dam comprising material of high permeability. Phreatic Surface―thetop most flow line in an embankment dam. Piezometer―an instrument for measuring pore water pressure within soil, rock, or concrete. Piping―the progressive development of internal erosion by seepage, appearing downstream as a hole or seam discharging water that contains soil particles. Pore Pressure―the interstitial pressure of water within a mass of soil, rock, or concrete. Pressure Cell―an instrument for measuring pressure within a mass of soil, rock, or concrete or at an interface between one and the other. Pressure Relief Pipes―Pipes used to relieve uplift or pore water pressure in a dam’s foundation or structure. Probable Maximum Flood (PMF)―a flood that would result from the most severe combination of critical meteorologic and hydrologic conditions possible in the region. Probable Maximum Precipitation (PMP)―the maximum amount and duration of precipitation that can be expected to occur on a drainage basin. Pumped storage reservoir―a reservoir filled entirely or mainly with water pumped from outside its natural drainage area. Regulating dam―a dam impounding a reservoir from which water is released to regulate Reservoir area―the surface area of a reservoir when filled to controlled retention level. Reservoir routing―the computation by which the interrelated effects of the inflow hydrograph, reservoir storage, and discharge from the reservoir are evaluated. Reservoir surface―the surface of a reservoir at any level. Riprap―a layer of large stones, broken rock, or precast blocks placed randomly on the upstream slope of an embankment dam, on a reservoir shore, or on the sides of a channel as a protection against wave action. Large riprap is sometimes referred to as armoring. Risk assessment―as applied to dam safety, the process of identifying the likelihood and consequences of dam failure to provide the basis for informed decisions on a course of action. Rock fill Dam―see embankment dam. Roll Crete or Roller-Compacted ConcreteAno-slump concrete that can be hauled in dump trucks, spread with a bulldozer or grader, and compacted with a vibratory roller. Seepage―the interstitial movement of water that may take place through a dam, its foundation, or its abutments. Sill―(a) A submerged structure across a river to control the water level upstream. (b) The crest of a spillway. (c) A horizontal gate seating, made of wood, stone, concrete or metal at the invert of any opening or gap in a structure, hence the expressions gate sill and stop log sill. Slope―(a) the side of a hill or mountain. (b) The inclined face of a cutting or canal or embankment. (c) Inclination from the horizontal. In the United States, it is measured as the ratio of the number of units of horizontal distance to the number of corresponding units of vertical distance. The term is used in English for any inclination and is expressed as a percentage when the slope is gentle, in which case the term gradient is also used.
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Slope Protection―the protection of a slope against wave action or erosion. Sluiceway―see low-level outlet. Spillway―a structure over or through which flood flows are discharged. If the flow is controlled by gates, it is a controlled spillway; if the elevation of the spillway crest is the only control, it is an uncontrolled spillway. Auxiliary Spillway (Emergency Spillway) ―a secondary spillway designed to operate only during exceptionally large floods. Fuse-Plug Spillway―an auxiliary or emergency spillway comprising a low embankment or a natural saddle designed to be overtopped and eroded away during a rare and exceptionally large flood. Primary Spillway (Principal Spillway) ―the principal or first-used spillway during flood flows. Shaft Spillway (Morning Glory Spillway) ―a vertical or inclined shaft into which flood water spills and then is conducted through, under, or around a dam by means of a conduit or tunnel. If the upper part of the shaft is splayed out and terminates in a circular horizontal weir, it is termed a “bell mouth” or “morning glory” spillway. Side Channel Spillway―a spillway whose crest is roughly parallel to the channel immediately downstream of the spillway. Siphon Spillway―a spillway with one or more siphons built at crest level. This type of spillway is sometimes used for providing automatic surface-level regulation within narrow limits or when considerable discharge capacity is necessary within a short period. Spillway Channel (Spillway Tunnel) ―a channel or tunnel conveying water from the spillway to the river downstream. Stilling Basin―a basin constructed to dissipate the energy of fast-flowing water, e.g., from a spillway or bottom outlet, and to protect the riverbed from erosion. Stop logs―large logs or timber or steel beams placed on top of each other with their ends held in guides on each side of a channel or conduit providing a cheaper or easily handled temporary closure than a bulkhead gate. Storage―the retention of water or delay of runoff either by planned operation, as in a reservoir, or by temporary filling of overflow areas, as in the progression of a flood crest through a natural stream channel. Tailrace―the tunnel, channel or conduit that conveys the discharge from the turbine to the river, hence the terms tailrace tunnel and tailrace canal. Tail water Level―the level of water in the tailrace at the nearest free surface to the turbine or in the discharge channel immediately downstream of the dam. Toe of Dam―the junction of the downstream face of a dam with the ground surface, referred to as the downstream toe. For an embankment dam the junction of upstream face with ground surface is called the upstream toe. Top of Dam―the elevation of the uppermost surface of a dam, usually a road or walkway, excluding any parapet wall, railings, etc. Top Thickness (Top Width) ―the thickness or width of a dam at the level of the top of the dam. In general, “thickness” is used for gravity and arch dams, “width” for other dams. Transition Zone (Semi-pervious Zone) ―a part of the cross-section of a zoned embankment dam comprising material of intermediate size between that of an impervious zone and that of a permeable zone.
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Trash rack―a screen located at an intake to prevent the ingress of debris. Tunnel―a long underground excavation usually having a uniform cross-section. Types of tunnel include: headrace tunnel, pressure tunnel, collecting tunnel, diversion tunnel, power tunnel, tailrace tunnel, navigation tunnel, access tunnel, scour tunnel, draw-off tunnel, and spillway tunnel. Under seepage―the interstitial movement of water through a foundation. Uplift―the upward pressure in the pores of a material (interstitial pressure) or on the base of a structure. Upstream Blanket―see blanket. Valve―a device fitted to a pipeline or orifice in which the closure member is either rotated or moved transversely or longitudinally in the waterway to control or stop the flow. Water stop―a strip of metal, rubber or other material used to prevent leakage through joints between adjacent sections of concrete. Weir―(a) a low dam or wall built across a stream to raise the upstream water level, called fixed-crest weir when uncontrolled. (b) A structure built across a stream or channel for measuring flow, sometimes called a measuring weir or gauging weir. Types of weir include broad-crested weir, sharp-crested weir, drowned weir, andsubmergeweir.
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Central Dam Safety Organisation Central Water Commission
Vision To remain as a premier organisation with best technical and managerial expertise 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 satisfaction of our customers.
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