project rehabilitation report of hagaribomanahalli pick up dam

Project Rehabilitation Report of H B Halli Dam

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Project Rehabilitation Report of

Hagaribomanahalli Pick Up Dam

Karnataka Water Resources Department Doc. No.: CDSO_DSR_PRR_ KA06MH0087_KaWRD_v1.0

June 2020

Central Water Commission

Ministry of Jal Shakti

Department of Water Resources,

River Development & Ganga Rejuvenation

Government of India


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Quality Control:

Version Date Writers/Contributors Checked by

1 23/06/2020

Hemant Joshi (HJ) Dr. Hadush S Hagos (HSH) Pankaj Kumar Awasthi (PKA) Anil Kumar Verma (AKV)

Rajiv Kumar Sawarn

Issued/Copied to:

I/C Date Name Organization

Issued 25/06/2020 Shri. Pramod Narayan Central Water Commission


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Abbreviations

DRIP Dam Rehabilitation & Improvement Project

CWC Central Water Commission

CPMU Central Project Management Unit

CSV Construction Site Visit

SPMU State Project Management Unit

IA Implementation Agency

PIC Project Identification Code

DSRP Dam Safety Review Panel

PST Project Screening Template

DFR Design Flood Review

MSL Mean Sea Level

FRL Full Reservoir Level

MWL Maximum Water Level

TBL Top Bund Level (Top Level of Dam)

MDDL Maximum Draw Down Level

LSL Lowest Sill Level

DSL Dead Storage Level

U/S Upstream

D/S Downstream

El. Elevation

L/B Left Bank

R/B Right Bank

PMF Probable Maximum Flood

SPF Standard Project Flood

CD Works Cross Drainage Works

VRB Village Road Bridge

WBM Water Bound Macadam

NDT Non Destructive Testing

DHARMA Dam Health And Rehabilitation Monitoring Application

O & M Operation and Maintenance

EAP Emergency Action Plan


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ESMF Environmental and Social Management Framework

E & S specialists Environmental and Social Specialists

HM Works Hydro-Mechanical Works

EM Works Electro-Mechanical Works

SCADA Supervisory Control and Data Acquisition System

DG Set Diesel Generator Set

MW Mega Watt

MU Million units

Ha Hectare

MCM Million Cubic Metre

Deg. Degree

Min. Minute

Sec. Second

CM Construction management

QC Quality control

m meter

m3 Cubic meter

m3/sec Cubic meter per second

Km2 Square kilometre

Mcm Million cubic meter

TNWRD Tamil Nadu Water Resource Department

TANGEDCO Tamil Nadu Generation and Distribution Corporation

KWRD Kerala Water Resource Department

KSEB Kerala State Electricity Board

MPWRD Madhya Pradesh Water Resource Department

UJVNL Uttarakhand Jal Vidyut Nigam Limited

DVC Damodar Valley Corporation


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DRIP Component Wise Project Cost

KaWRD Initial/Revised Projects & Cost

BACKGROUND

In April 2012, the Central Water Commission

(CWC) with assistance from the World Bank,

embarked upon a six year Dam

Rehabilitation and Improvement Project

(DRIP) at a preliminarily estimated initial cost

of Rs.2100 Crore targeting rehabilitation and

improvement of about 250 dams initially of

six, later of nine implementing agencies -

namely: MPWRD, OWRD, TNWRD,

TANGEDCO, KWRD, KSEB, KaWRD,

UJVNL and DVC.

In June 2018, the project was extended by

two years, until June 2020. The current

revised cost for DRIP is Rs.3466 Crore out of which Rs. 2920.5 Crore is allocated for

Component 1 (Rehabilitation and Improvement of Dams and Associated Appurtenances),

Rs.232.5 Crore for Component 2 (Dam Safety Institutional Strengthening), and Rs.313 Crore

for Component 3 (Project Management). Appropriate assistance is also provided under

DRIP to develop O & M Manuals and Emergency Action Plans (EAP) for these dams. The

project also promotes new technologies and improves institutional capacities for dam safety

evaluation and implementation at the Central and State levels as well as in some identified

premier academic and research institutes in the country. The actual total number of dams

under DRIP stands at 223.

The Implementing Agencies for DRIP are the Water Resources Departments and State

Electricity Boards in the participating States and Damodar Valley Corporation (DVC) with

Central Water Commission at Central Level. State Implementing Agencies are responsible

for implementation of works of dams under their charge. Co-ordination and management of

such works within a State rests with the

concerned State Project Management

Unit (SPMU). Overall project oversight

and coordination is carried out by Central

Project Management Unit (CPMU) headed

by the Project Director with assistance of

an Engineering and Management

Consultant.

Karnataka Water Resource Department

(KaWRD) joined DRIP in August 2014

with initial number of dams totalling 31.

Later, KaWRD dropped 9 dams and

continuing in DRIP with 22 dams.

Preliminarily estimated initial DRIP project

cost for KaWRD was Rs.276.1 Crore and

the revised actual current project cost is

Rs.581.2 Crore.


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Table of Contents

Abbreviations .......................................................................................................... iii 1. EXECUTIVE SUMMARY .................................................................................. 1 2. PROJECT DETAILS ......................................................................................... 2

2.1 Project Description .......................................................................................................... 2

2.2 Project Location ............................................................................................................... 2

2.3 Project Benefits ................................................................................................................ 2

2.4 Dam and Reservoir Features (Before rehabilitation under DRIP) ............................... 3

2.5 Any Emergency Spillway, Fuse Plug etc. ...................................................................... 4

2.6 Details of previous dam incidents if any ....................................................................... 4

2.7 PST Details ....................................................................................................................... 4

2.8 DSRP, CPMU and World Bank Recommendations and Compliance ......................... 5

2.9 Scope of Rehabilitation Works as per PST ................................................................. 10

2.10 Drawings ......................................................................................................................... 11

3. DAM VISITS (PST STAGE) ............................................................................ 17 3.1 Dam Inspections ............................................................................................................ 17

3.2 Summary of observations made by CPMU ................................................................. 17

4. DESIGN FLOOD REVIEW (DFR) ................................................................... 17 4.1 DFR Outcome ................................................................................................................. 17

4.2 Brief Summary of Review.............................................................................................. 17

4.3 Recommendations ......................................................................................................... 17

5. REHABILITATION WORKS CARRIED OUT ................................................. 17 5.1 Summary of Investigations ........................................................................................... 17

5.2 Main Dam Works ............................................................................................................ 18

5.3 Basic facilities ................................................................................................................ 18

6. INSTRUMENTATION ..................................................................................... 19 6.1 List of existing instruments installed in dam and their condition ............................ 19

6.2 Details of new instruments installed ........................................................................... 19

6.3 CPMU Recommendations ............................................................................................. 19

7. PROCUREMENT OF WORKS ....................................................................... 20 7.1 Package wise details ..................................................................................................... 20

7.2 Details of Bidding process............................................................................................ 21

7.3 Reason for Variation, if any .......................................................................................... 21

7.4 Litigation / Arbitration, If Any ....................................................................................... 21

8. THIRD PARTY CONSTRUCTION SUPERVISION VISITS BY CPMU ........... 21 8.1 Summary of Visits undertaken ..................................................................................... 21

8.2 Summary of Third-party Material Testing .................................................................... 21

8.3 Summary of Major Recommendations ........................................................................ 21

8.4 Summary of Compliance by SPMU (As Received from Dam Authorties) ................ 25

8.5 Summary of any Special Visits made by CWC/World Bank/Expert Committee ...... 25


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8.6 Summary of Technical Assistance provided by CPMU ............................................. 25

9. ENVIRONMENTAL AND SOCIAL MANAGEMENT FRAMEWORK (ESMF) 26 9.1 Basic Details ................................................................................................................... 26

9.2 Summary of Observations ............................................................................................ 26

9.3 Details of ESMF/EIA study (if any) ............................................................................... 26

10. OTHER NON-STRUCTURAL INTERVENTIONS ........................................... 26 10.1 Basic Details ................................................................................................................... 26

10.2 Summary of Observations ............................................................................................ 26

11. PENDING REHABILITATION WORKS .......................................................... 27 11.1 Details of pending works .............................................................................................. 27

11.2 Further course of action................................................................................................ 27

LIST OF FIGURES

Figure 2-1: Google Map of H.B.Halli Dam ........................................................................................ 11

Figure 2-2: Water Catchment Map of H.B.Halli Dam ....................................................................... 12

Figure 2-3: Layout Map of H.B.Halli Dam ......................................................................................... 13

Figure 2-4: Plan and Cross Section of Spillway …….…………………………………………............14

Figure 2-5: Longitudinal Section and Top View Plan of Dam ......................................................... 15

Figure 2-6: Cross-section of Earth Dam ........................................................................................... 16

LIST OF ANNEXURES

12. REFERENCES ............................................................................................... 27

Annex A: PST Approval Letter .............................................................................. 29 Annex B: Drawings issued for Rehabilitation measures .................................... 35 Annex C: Completion Certificate ........................................................................ 101

Annex D: Photographs Before and After Rehabilitation Works ....................... 105 Annex E: DBA and Inundation Maps .................................................................. 116


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1. EXECUTIVE SUMMARY

This Project Rehabilitation Report (PRR) is for HB Halli Pick up dam which is one of

the 22 dams under DRIP in Karnataka. The Dam Safety Review Panel (DSRP)

inspected the dam on 22nd September 2015 and recommended both structural &

non-structural measures to be taken up by the dam authorities.

The original design flood was 2650.43 cumec and the revised design flood (SPF)

under DRIP worked out to be 6721 cumec, which is more than twice of the original

design flood. Flood routing study carried out by CPMU as part of the dam break

analysis (DBA) shows that the existing spillway is not adequate, and the dam will be

overtopped for the revised design flood. Accordingly, structural, and non-structural

measures are necessary for ensuring dam safety.

DSRP main recommendations included improvement to earthen dam d/s slope

eroded sections; repair of rock toe and u/s slope revetment; removal of silt/debris

accumulated on spillway chute & repair to damaged part; dewatering and desilting of

the stilling basin; treatment of spillway body and joints to stop leakage and water jet;

repair of spillway glacis with high strength concrete; renovation of spillway gates,

hoist bridge and parapet wall; and RCC lining to approach channels of RBC and

LBC. Non-structural measures included review of design flood & check adequacy of

spillway, reservoir siltation surveys; dam stability analysis; preparation of EAP and

O&M manual.

Following DSRP recommendations, rehabilitation works carried out under DRIP

included:

Improvements to Earthen Dam and Rough Stone Revetment

Construction of Surface Drains on Earthen Bund of D/s slope

Grouting Treatment to Spillway gate No.10 and 5.of U/s and D/s,

Providing Painting to crest gates., hoist bridge and parapet wall

Construction of longitudinal open drain, rock toe and improvements to existing

close drains.

Dewatering the stilling basin and improvements to eroded / damaged draft

channel by providing and laying in-situ vibrated M-60 grade silica fume based

fibre reinforced cement concrete.

Providing Poly Ironite Ceramic Cementitious pointing to U/s piers, RBC and

LBC head sluices.

Providing cementitious treatment to D/s piers and training walls,

Improvements to intake canals of LBC and RBC.

Providing Turfing on downstream of the earthen dam.

The rehabilitation works were executed under a single package with a total

completion cost of Rs. 518.7 Lakhs. A variation of 47.39 Lakhs (supplemental

agreement minus saving) was registered due to change in scope of Works.

CPMU carried out dam break analysis and prepared inundation maps, which were

used by the SPMU to prepare Emergency Action Plan (EAP). The Emergency Action

Plan (EAP) prepared by SPMU was reviewed by CPMU and published.

SPMU also prepared O&M Manual as per guidelines published by Central Water

Commission, January 2018. The same was reviewed by CPMU and published.


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2. PROJECT DETAILS

The HB Halli Pick Up dam is located across Chikkahagari River near Malvi village of

Hagaribommanahalli taluk of Bellary district in Karnataka state. It was completed in

the year 1971. The water catchment area at the dam site is 2346.54 Km2.

The dam is having left and right earthen dam with central masonry/concrete ogee

spillway. The left bank earthen dam is 341.40m long and the right bank earthen dam

1143.60 long. The spillway dam is 121.90 m long with 10 nos. of vertical lift gates

having discharge capacity of 2,650.43 cumec. The TBL, FRL, original MWL and

Spillway Crest level are at EL 527.9 m, 525.78 m, 525.78 m, and 519.68 m,

respectively. The gross storage capacity at the FRL of 525.78 m is 56.64 MCM.

2.1 Project Description

Sl. No.

Item Details

a. Project Identification Code (PIC) KA06MH0087

b. Project Name Hagaribommanahalli Pick Up Dam

c. River Basin Krishina

d. Sub River Basin Chikkahagari

e. River/Stream Chikkahagari

f. Catchment area (km2) 2346.54sq.km

g. Year of commencement of project 1959

h. Year of completion of project 1971

2.2 Project Location

Sl. No.

Item Details

a. State Karnataka

b. District Bellary

c. Earthquake Zone II

d. Survey of India Map Ref No’s 57 A/4

e. Nearest City Hagaribommanahalli

f. Nearest Airport JIndal airport, Toranagallu.

g. Nearest Railhead Ghanagapur

h. Name of Immediate U/S Project Bhadra Project

i. Name of Immediate D/S Project Tungabhadra Project

j. Latitude in Deg., Min, Sec. (North) 14º59’52”

k. Longitude in Deg., Min, Sec. (East) 76º11’22”

2.3 Project Benefits

Sl. No. Item Details

a. Type of Project Irrigation


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Sl. No. Item Details

b. Gross Command Area (Ha) 4735

c. Culturable Command Area (Ha) 4037

d. Annual Irrigation Potential (Ha) 2965

e. Hydropower –

Installed Capacity (MW) Nil

f. Hydropower –

Firm Power (MW) Nil

g. Hydropower –

Average Annual Generation (MU) Nil

h. Domestic/Municipal/Industrial Water –

Annual Quantum (MCM) Nil

i. Domestic/Municipal/Industrial Water –

Area and Population Benefitted Nil

j. Flood Protection –

Flood Protected Area (Ha) Nil

k. Flood Protection –

Details of Area Benefitted Nil

l. Details of Tourism/Recreational Facilities Nil

2.4 Dam and Reservoir Features (Before rehabilitation under DRIP)

Sl. No.

Item Details

a. Full Reservoir Level (m) 525.78

b. Original Maximum Water Level (m) 525.78

c. Gross Reservoir Storage Capacity at FRL (519.60m) (Mm

3 )

56.64

d. Live Storage Capacity (Mm3 ) 49.56

e. Revised Live Storage Capacity, if any

(Mm3 )

-

f. Date of bathymetric survey, if any -

g. Dam Type Composite - Left and Right bank earthen dam with Central masonry/concrete spillway

h.

Length of Dam at Top (m)

i) Total length of the main dam

ii) Length of embankment dam

iii) Length of masonry/concrete dam

1606.90

1485

121.90

i. Number and length of dykes (No. & m) --

j. Top of dam (El. in m.) 527.9

k. Top Level of Upstream Parapet Wall of main dam (El. in m.)

NA


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Sl. No.

Item Details

l.

Height of Dam (m)

i) Embankment dam – above river bed level (up to dam top without camber)

ii) Concrete/Masonry dam – above deepest foundation level (up to dam top)

15.56

16.06

m Top width of main dam (m) 3.65

n. Spillway details

i) Location Middle (CH 990.60m to 1112.50 m)

ii) Type of spillway Ogee, chute spillway with vertical lift gates

iii) Length of spillway (m) 121.90

iv) Spillway crest level (m) 519.68

v) Type of Gate Vertical Lift Gates

vi) Number and size of gates (no. and

m. x m.) 10, 9.15 X 6.10

vii) Number and thickness of piers (no.

and m. x m.) 9, NA

o.

Outlet/Sluice details

i) In Embankment dam

Number

Size (Width (m). x Height (m).)

Location

Invert level El. (m)

Discharging capacity (m3/s)

ii) In Concrete/Masonry dam

Number

Size (m. x m.)

Location

Invert level El. (m)

Discharging capacity (m3/s)

2 (LBC and RBC)

1.20 x 1.20 and 1.20 x 1.20

Chainage 853 m and Chainage1935 m

519.38 and 519.38

2.12 and 2.46

Nil

Note: All elevations are above MSL

2.5 Any Emergency Spillway, Fuse Plug etc.

Nil

2.6 Details of previous dam incidents if any

Nil

2.7 PST Details

Sl.

No. Item Date/Cost Remarks

a. PST first received from SPMU December 2015

b. Proposed PST Cost (INR in Lakhs) 471.00


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c. First review by CPMU 22.04.2016

d. Final review by CPMU 22.04.2016

e. World Bank Approval 12.05.2016 E- mail dated 12.05.2016

f. Approved PST Cost (INR in Lakhs) 471.00

2.8 DSRP, CPMU and World Bank Recommendations and Compliance

2.8.1 DSRP Recommendations and Compliance (As Received from Dam Authorities)

Sl. No

Review and Recommendations of DSRT

Compliance by the project

authorities.

FLOOD HYDROLOGY, ADEQUACY OF SPILLWAY CAPACITY, RESERVOIR,OPERATION DURINGFLOODS AND RESERVOIR SEDIMENTATION

1.

Verify the adequacy of the Spillway capacity

provided to deal with SPF which is already

determined subject to approval by CWC, New

Delhi and the existing free board for the dam

based on “Saville”s method and take

corrective measures accordingly.

The work of Conducting study under

action plan for implementation of

National water policy 2002 and

technical preparedness for DDSA-2002.

has been entrusted to WAPCOS, New

Delhi vide work order No. 2097 dated.8-

12-2014 and the same is included in

the study.

2.

Carryout Hydrographic surveys (IBS) of the

reservoir periodically for determination of

extent of reservoir sedimentation in dead and

live storage portions to assess extent of loss

of storage and consequent reduction in the

annual benefits to help formulate schemes for

minimization of rate of sedimentation such as

adoption of watershed management

techniques like contour

bonding, provision of gully traps, anti-soil erosion measures, etc.

------------Do------------

3

The reservoir operation schedules should be

developed and updated for the existing

capacity of the reservoir after siltation

adopting the procedure outlined in IS 7323 –

1994 or its latest

version.

------------Do------------

4.

It is necessary to carry out surveys of river

valley on the downstream of the dam and

mark contours of different elevations to

enable to demarcate the flood zoning

suggested below.

------------Do------------

5.

The Department should prepare necessary

inundation maps of the downstream valley

showing flood contours of different intensities

duly demarcating “Prohibited Zone”,

“Restricted Zone” and “Caution Zone” to avert

possible hazards to life and property

during release of floods over the spillway.

------------Do------------

6.

The Department should prepare Emergency

Action Plan including suitable communication

system of flood forewarning to the habitants

living downstream of the dam within the zone

------------Do------------


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Sl. No



authorities.

prohibited

for dwelling.

7.

Determine Economic life of the reservoir by

assessing loss of revenue by reduction in the

annual benefits owing to sedimentation

periodically.

------------Do------------

8.

Install infra-red based automatic digital water

level recorder and provide necessary access

to the same from top of dam to observe and

record the water levels in the reservoir

correctly and maintain the records which are

very important to evaluate the performance

of dam and carry out reservoir operations.

Action will be accordingly.

GEOLOGY OF DAM SITE AND FOUNDATION TREATMENT

1.

As verified from the details the masonry dam

and spillway structures are constructed on

stable rock formations and necessary

foundation treatment have been carried out at

the time of construction. As such there are no

specific remedial measures considered

necessary for the spillway dam at present

from the geological point of view. However

the treatment provided to the

foundation of the right bank earth dam in the gorge portion where sandy strata is met with for considerable depth is found to be inadequate and needs further treatment to be evolved after carrying out sub-surface investigations and consultations with ground water hydrologists as mentioned in Para 2.5.1.3 below. Further treatment to arrest foundation seepage should be provided Accordingly and its efficacy monitored periodically.

The work is being carried out in

consultation with CWPRS, Pune.

2.

It is suggested to continue to measure,

monitor and record the seepage with

reference to the reservoir level and maintain

records and also plot the data in graphical

form before and after

foundation treatment recommended at item 1 above.

Noted and action is taken on the matter

3.

The dam site is located in the seismic zone –

II and is prone to earthquakes. Necessary

steps may be taken to strengthen the dam

sections under seismic conditions if stability

analysis so warrants.







12-2014 and the same is

included in the study.

STRUCTURAL STABILITY ANALYSIS OF DAM

Earthen dam


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Sl. No



authorities.

1.

Check the adequacy of the earthen dam

sections provided, by carrying out stability

analysis for different conditions of loadings

including seismic loadings stipulated in IS

1893: 2002 and other relevant IS codes, by

adopting seismic coefficients applicable to the

dam site as per the revised seismic map of

the country by contacting CWC / GSI and

check the stability of the dam.







12-2014 and the same is

included in the study.

2.

The downstream embankment appeared to be

steep which needs to be checked with the

design profile and any deficiency should be

made good.

Action will be taken accordingly

3.

The rain cuts and gullies formed on the

downstream slope of both right bank and left

bank earthen dams should be repaired and

necessary turfing should be provided on the

downstream slope to

prevent rain cuts and gives stability to earthen dam.

Completed under DRIP work

4.

The provision or otherwise of the rock toe at the downstream toe

should be checked and initiate necessary action if not provided.


5.

Reasons for providing concrete mat at the

junction of the spillway with earthen

embankment on the left flank between Ch.

975 m (Ch32) and Ch. 990 m (Ch. 32.50)

where transverse crack was seen during the

inspection of DSRP in 2003 should be

investigated.

Noted and action will be taken on the matter.

6.

Investigate the cause of transverse crack

developed at Ch. 36.50 which extends to the

full width of the concrete mat by opening a pit

near the top edge on the downstream side

and by extracting undisturbed samples at

about 2-3 m depth and tests conducted to

evaluate the consolidation characteristics such

as compression index, co-efficient of

consolidation, Atterberg limits and in-situ

density etc.

Noted and action will be taken on the

matter.

7. Verify the provision or otherwise of the rock toe up to Ch. 42 of

Completed under DRIP work.

right bank earth dam. The reasons for

terminating the rock toe in the right bank

earthen dam on the right side sluice should

be verified and provided accordingly if not

provided.

Completed under DRIP work.


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Sl. No



authorities.

8.

Initiate necessary action to revive the

Piezometers which have become dis-

functional now under the consultation and

guidance of CWPRS. The terminal building

should also be repaired with necessary

appurtenances to measure the pore pressures

and maintain the records which are important

for evaluating the performance of earthen

dam sections.

Action will be taken on the matter.

9.

Install few electrical piezometers at the

following locations in the deepest portion of

earth dam, in the downstream casing zone

above cross drains upstream of rock toe at

Ch. 1200 m, Ch. 1240 m, Ch. 1300 m, Ch.

1350 m and monitor pore pressures at

different reservoir levels.


10.

Install open ended stand pipes immediately

below the rock toe at the above chainage and

another row of pipes about 60 m below the

upper row and monitor water levels in the

stand pipes at

different reservoir levels periodically


Spillway, Draft channel and Stilling Basin

11.

The condition of spill way chute channel

should be inspected by the project engineers

after clearing silt/debris accumulated over it

and any erosion damages that have occurred should be repaired.


12.

Trees and vegetation grown at few places on

the water face of the training walls

constructed on both ends of draft channel

should be uprooted to ensure safety of walls.

Trees and vegetation grown at few places are cleared.

13.

The stilling basin provided at the end of the

chute which was under water should be

dewatered and inspection done periodically to

examine the condition of the basin under dry

condition and any erosion damages that have

occurred should be repaired for smooth

functioning.

Dewatering work is completed under DRIP work and the inspection is done periodically under dry condition.

14.

Reasons for appearance of water jets in the

spillway body wall above the crest level of the

spill way in bay No 10 should be investigated

and suitable treatment initiated.

Completed the work of arresting seepage under DRIP work.

15.

Reasons for sprouting of water at concrete

joints at RL 523 m to 525 m at gate No 10, in

the center of the span and 2.00 m below the

crest should be investigated and suitable

treatment initiated.


16.

All the scours developed in the downstream

glacis shall be repaired with high grade

concrete adopting procedure outlines in

Item 18 of Para 2.5.6 above.



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Sl. No



authorities.

17.

Check the adequacy of the sections provided

for over flow sections by carrying out stability

analysis for different conditions of loadings

including seismic loadings stipulated in IS

1893: 2002 and other relevant IS codes, by

adopting seismic coefficients applicable to the

dam site as per the revised seismic map of

the country by contacting CWC / GSI and

check the stability of the dam.







12-2014 and the same is included in

the study.

Irrigation sluices

18.

The exact location of water jets appearing in the wall of the staining of right bank sluice well should be identified and repaired by suitable treatment


19.

The sluice structures should be properly barricaded all-round and

at top to prevent hoists and its accessories

from unauthorized tampering.


20.

The foot bridges provided for accessing the control structure of left and right bank sluices should be strengthened suitably with provision of protective railings on either sides.


21. Trash racks should be provided on the upstream of sluice vents to prevent entry of floating objects and blocking the sluice vent.


22.

The silted approach channel of left bank

sluice vent should be cleared. To avoid the

possibility of accumulation of silt in future

construction of a masonry approach channel

and provision of trash racks should be taken

up.


MAINTENANCE AND PERFORMANCE OF SPILLWAY GATES, OUTLET SLUICE GATES AND HOISTS

1.

The standby generator should be kept

functional to enable operation of the gates

even in the event of power shutdowns.

Yes ,noted

2.

Gate operations and maintenance should be

done as per the maintenance manual

supplied by the suppliers of the gates and

hoists and also as laid down in IS 7718 –

1991 and also detailed guidelines with check

list for inspection and maintenance of

Spillway Gates brought out by Water

Resource Department, Government of

Karnataka.

Action will be taken accordingly

3 The gates and hoisting mechanism should be

maintained periodically by painting, oiling, greasing, etc.,

Painting, oiling and greasing completed under DRIP work.

4 The electrical problem in Gate No. 7 should be

attended immediately. Completed under DRIP work

2.8.2 CPMU/World Bank Recommendations and Compliance

Nil


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2.9 Scope of Rehabilitation Works as per PST

Remedial Measures (Structural)

Providing Grouting and pointing to U/S side piers, RBC & LBC head sluice walls.

Providing pointing to D/s, piers, training walls.

Dewatering the Stilling basin and improvements to eroded/damaged portion of

stilling basins and draft chute channel.

Providing R CC lining to approach channels of RBC and LBC of.

Construction of longitudinal Open drain, rock toe and improvements to existing

close drains of earthen embankment.

Providing Turfing to D/s Earthen Embankment.

Providing painting, oiling ,gracing to crest gate and head sluice assembly,

painting to hoist bridge and

Parapet wall, replacement of warns out rubber seals.

Providing Barricading, Re- construction of Foot bridges, supplying and fixing

Trash racks to LBC and RBC head sluices.

Supplying and fixing Entrance and exit gates, WELCOME boards, and security.

Non-structural Measures

Dam Instrumentation L.S

Supplying and fixing infra-red based automatic digital water level recorder LS.

Basic Facilities Enhancement

Supplying and fixing of new panel board, and improvements to electrical system.

Providing electrification to earthen dam.

Providing CCTV cameras.

Providing FIRE extinguisher arrangements.

Providing Bolero Vehicle.


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2.10 Drawings

Figure 2-1: Google Map of H.B. Halli Dam


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Figure 2-2: Water Catchment Area Map of H.B. Halli Dam


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Figure 2-3: Layout Plan of H.B. Halli Dam


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Figure 2-4: Plan and Cross Section of Spillway


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Figure 2-5: Longitudinal Section and Top View Plan of Dam


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Figure 2-6: Cross-section of Earth Dam


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3. DAM VISITS (PST STAGE)

3.1 Dam Inspections

Sl. No.

Item Date of visit Remarks

a. Dam Safety Review Panel (DSRP) 22.09.2015

b. Site Visit made by CPMU experts --

3.2 Summary of observations made by CPMU

Nil.

4. DESIGN FLOOD REVIEW (DFR)

4.1 DFR Outcome

Sl. No.

Item Original

Value

Revised

Value Remarks

a. Inflow Design Flood (m3/s) 2650.47 6721 SPF

b. Spillway Capacity / Routed Outflow (m

3/s)

-- 5423*

c. Maximum Water Level (m) 525.78 528.59* TBL = 527.91

*Based on flood routing carried out by CPMU as part of DBA analysis.

4.2 Brief Summary of Review

The original design flood was 2650.43 cumec and the revised design flood (SPF) under DRIP

worked out to be 6721 cumec, which is more than twice of the original design flood. Flood

routing study carried out by CPMU as part of the dam break analysis (DBA) shows that the

existing spillway is not adequate, and the dam will be overtopped for the revised design flood.

Accordingly, structural, and non-structural measures are necessary for ensuring dam safety.

4.3 Recommendations

Structural measures – To be further examined by SPMU.

Non-structural measures – EAP.

5. REHABILITATION WORKS CARRIED OUT

5.1 Summary of Investigations

Sl. No.

Item Details Remarks

a. Geo-Physical Investigations

Nil

b. Geo-Technical Investigations

Nil


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5.2 Main Dam Works

Sl. No.

Item Details Remarks

a. Works from hydrological angle Review of design flood and flood routing

Design flood Completed but Flood Routing

Not Completed

b. Resetting of disturbed upstream pitching (rip-rap)

Improvements to Earthen Dam and Rough Stone Revetment

Completed

c. Repairs to d/s toe drains, provision of V-Notches for seepage measurements

Construction of Surface Drains on Earthen Bund of D/s slope

Completed

d. Work on Downstream of Embankment

Repairs / provision of d/s rock toe.

Provision for d/s turfing

Completed

e. Repair of Spillway (from seepage control and stability angle)

Grouting Treatment to Concrete dam

Providing cementatious pointing to D/s piers and training walls,

Dewatering the stilling basin and improvements to eroded / damaged draft channel by providing and laying in-situ vibrated M-60 grade silica fume-based fibre reinforced cement concrete

Completed

f. Repair of Outlet Structure (from seepage control and stability angle)

Improvements to intake canals of LBC and RBC

Providing Poly Ironite Ceremic Cementatious pointing to U/s piers, RBC and LBC head sluices.

Completed

g. Hydro-mechanical works

i) Main spillway gates & hoists

Providing Painting to Radial Crest Gates, Stop Log Gates and Overhauling and Maintenance of Radial Crest Gates, Stop Log Gates and Gantry crane

Completed

ii) Outlet gates & hoists Restoration of RBC Sluice Gate

Completed

h. Other miscellaneous works d/s of embankment dam

Providing and Fixing Ladder to Crest Gates on Dis Side including Hand Railing and to Catwalk, Drain Holes, Platform, Trash Rack for

Completed

5.3 Basic facilities

S/N Item Details Remarks

a. Roads Construction of MSS Road

on Dam Bund Top Completed


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6. INSTRUMENTATION

6.1 List of existing instruments installed in dam and their condition

V notch is fixed at gorge portion on the right-side d/s of earthen embankment and it is in good

condition. Automatic water level recorder (gauge reading instrument) is yet to be installed.

6.2 Details of new instruments installed

Nil

6.3 CPMU Recommendations

Nil


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7. PROCUREMENT OF WORKS

7.1 Package wise details

Work Package No.

Name of Works

Estimated Cost

(INR in Lakhs)

Procurement

Method

Invitation for bids / NIT Issue

date

Pre-Bid Meeting

date

Bid Opening

date

Contract Agreement

No.

Contract Agreement

date

Contractor’s Name &

Address

Scheduled

Duration (Months)

Scheduled Completio

n date

Actual Date of

Completion

Contract / Award

Value (INR in Lakhs)

Completion Cost (INR in Lakhs)

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15

1

Rehabilitation and Improvement to

Hagaribommanahalli Pick Up dam

under World bank aided DRIP programme.

401.00 NCB 01.12.16 13.12.16 20.12.16 32/2016-17 25.03.17

Sri. S.NarayanaReddy, Class –

I Contractor,Na

gasamudra road,

Chennaraya Patna, Hasan

Dist

12 24.03.18 17.01.19 471.32 518.71

Total 471.32 518.71


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7.2 Details of Bidding process

As per details in the above table.

7.3 Reason for Variation, if any

SPMU reported an overall variation of 47.39 Lakhs (supplemental agreement minus

saving) due to change in scope of Works during construction.

7.4 Litigation / Arbitration, If Any

No litigation.

8. THIRD PARTY CONSTRUCTION SUPERVISION VISITS BY

CPMU

8.1 Summary of Visits undertaken

Sl. No. Date of visit Transmittal details of CSV Report

a. 29-8-2017 5106/10-10-2017

b. 8-12-2017 5424/ 09-01-2018

c. 1-2-2018 5702/28-03-2018

d. 24-5-2018 6185/06-08-2018

8.2 Summary of Third-party Material Testing

Nil.

8.3 Summary of Major Recommendations

1st Construction Site Visit Report

Observations:

Undulations observed on the downstream slope of the embankment between

chainage Ch. 1320.00 m to 1450.00 m. needs to be rectified before taking up

turfing.

The downstream slope of earthen embankment between Ch. 1400 m & 1500 m

(Gorge portion) slopes gradually for about 25 m length (Along profile) and

suddenly it has become steeper. This change in grade needs to be level

surveyed to ensure the embankment meets design lines and grades. This

condition was pointed out by the DSRT during their inspection of the dam

There is no provision in the contract for a longitudinal drain on the crest of the

dam and runoff will freely flow over the dam and expose the embankment to

erosion. In addition, the new chute drains being constructed have no lead-in

channel to for collecting runoff and do not extend to the toe drain to allow safe

flow of runoff any runoff. This neglected item in the agreement needs to be

taken up as soon as possible to ensure the efficacy of the embankment and

chute drains works being carried out.

Recommendations:

DSRP recommended to check the adequacy of the earthen dam section

provided by carrying out stability analysis for different loading condition. It


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stated that the work has been entrusted to WAPCOS. CPMU recommends that

the actual sections existing at the site may be surveyed and stability analysis

shall be carried out as the 2.44-meter-wide berm at EL 519.1-meter as

indicated in the construction drawing is not visible at site.

DSRP noticed that the D/s slope appears to be too steep which needs to be

checked with design profile and deficiency should be made good.

2nd Construction Site Visit Report

Observations:

The spillway bridge slab is in a dilapidated condition as the reinforcement has

exposed at bottom of beams of bridge at many locations. Reinforcements are

exposed at centre and at support of the beam vulnerable for failure if further

disintegration of concrete continues. Immediate corrective measures to repair

the same is needed for safety of the bridge.

The construction drawing of earthen embankment depicts a berm of 8-ft. width

at EL 1703.00-ft. at downstream slope. But at site it is not visible. CPMU

recommends a geodetic survey of the actual profile tied to local benchmarks be

taken up for the record. CPMU recommends a stability analysis of the existing

section of the earthen embankment be conducted to document existing

conditions.

Water jetting and seepage observed at the toe of the spillway glacis of Bay No.

10. Remedial measures for arresting foundation uplift pressures is to be taken

up. (Remedial measure to be taken is brought in “other observations and

remarks” below).

Recommendations





shall be carried out as the berm at EL 1703’ as indicated in the construction

drawing is not visible at site.

DSRP noticed that the D/s slope appears to be steep which needs to be

checked with design profile and deficiency should be made good.

3rd Construction Site Visit Report

Observations:

Undulations observed on the downstream slope of the embankment; during

turfing operations, these undulations can be corrected using suitable,

turfing/seeding soils and compacted by tamping. Watering of seed and or turf

should be by light sprinkling daily for 7 days or until seeding sprouts.


(maximum section) slopes gradually for about 25 m length (Along profile) and


surveyed to ensure the embankment meets design lines and grades; this is a

pending deficiency that requires immediate attention to bring physical progress

forward.

Downstream kerbing has been taken up to direct runoff into chute drains; this

will require proper camber on the new crest road to redirect runoff into the new

chute drains.

Recommendations


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shall be carried out as the 2.44-meter-wide berm at EL 519.1-meter as

indicated in the design drawings is not visible at site (pending).

DSRP noticed that the D/s slope appears to be too steep which needs to be

checked with design profile and deficiency should be made good (pending).

4th Construction Site Visit Report

Observations:

Undulations are still observed on the downstream slope of the embankment;

during turfing operations, these undulations to be corrected using suitable,

turfing/seeding soils and compacted by tamping. Watering of seed and or turf

should be by light sprinkling daily until seeding is well-rooted.


(maximum section) slopes gradually for about 25 m length (Along profile) and


surveyed to ensure the embankment meets design lines and grades; this is a

pending deficiency that requires attention to bring physical progress

successfully forward.

Downstream kerbing has been taken up to direct runoff into chute drains; this

requires proper camber on the new crest road to redirect runoff into the new

chute drains. Though the outfall openings are adequate, the quality of the work

is poor with evidence of inadequate formation of the kerb footing and placement

of the shutters; concrete has run out of the bottom of the shuttering.

Previous Observations and Compliance:

Sl. No.

Observation / Deficiency Remarks

1 Cross drains are stopped short of revetment at Toe (Fig-14)

Must be extended to toe revetment to avoid erosion of earthen embankment between toe revetment & edge of the cross drain

2

Cross drains are provided at D/s slope for 400-m length of earthen dam at 20-m C/c out of 1600-m length. (right Flank only)

To avoid flow of water on entire length of D/s slope and causing erosion formation of rain cuts it is recommended to provide cross drains for remaining length of earthen embankment provided availability of funds.

3 Longitudinal drain at top of earthen crest or kerb towards D/s edge is not provided (Fig-19)

A small 150-mm-high kerb wall has been constructed tying in all the old stone guard posts.

4

The berm of 8’feet (2.44-m) as shown in the drawing of earthen dam section in downstream slope is not visible at site (Fig-20)

Requires geodetic survey taking 30-meter sections of the earthen embankment for input in to a stability analysis for different loading conditions. Embankment soil engineering properties also need to be determined details to be intimated to CPMU

5 Reinforcement exposed at bottom of beam of spillway bridge (Fig-23 to 29)

The bridge concrete has disintegrated at number of locations and reinforcing has got exposed considerably. (see photos) Further


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Sl. No.

Observation / Deficiency Remarks

disintegration may endanger safety of the structure. Therefore, remedial measures to strengthen the beams is to be taken up in consultation with IISc. or CWPRS.

6

There was no water in the reservoir and the hence disturbance of revetment at heel could be noticed between Ch. 1310 m & 1650 m, 1290 m & 1230 m

Concrete cut off wall at the heel may be required to support the revetment at the heel to avoid dislodging of some of the stones during reservoir filling.

7 Housekeeping needs improvement

Construction debris and general clean-up of the downstream slopes, upstream areas around the spillway sections and the crest road is required.

8 Shuttering and alignment of downstream kerb poor

Kerb walls require adjustment of alignment. Leakages on the d/s side of the kerb wall is seen at ground level.

9 Turfing of the d/s slope was taken up by seeding only.

Seeding on the downstream face is not adequately taking root. Additional resources for re-seeding and sprinkling of the downstream slope must be intensified to ensure the grasses take root before heavy rains and high potential for erosion rills to form.

10 Vegetation management is poor

Additional resources are necessary to maintain the dam needs to be taken up. Shrubs and grasses on the upstream slope are obscuring inspections of the slopes during high flood events. Shrubs also create long roots that invade the embankment and open potential seepage paths.

11 Livestock on embankment Fencing of the embankment is necessary to minimize erosion of the downstream slopes.

12

Soil used for downstream slope is clumpy and has accumulated at near the downstream toe. BOQ Quantities are not measured in-situ but be delivery only.

CPMU recommends that measurement of suitable soil be measured in place. All soil delivered to the site must be sieved before casting on embankment. Depths of soil must be constantly measured to ensure uniformity before seeding and compacting.

13 The crest road is undulated and full of ruts.

CPMU recommends that re-grading and installation of the sealed road to be installed meets all design lines and grades and is correctly cambered for drainage to the d/s side of the embankment.

14 Downstream piers raking & pointing has missing mortar

Contractor to re-rake lower sections of the piers where mortar is missing and or cracked and repoint with non-shrink, UV resistant cementitious mortars


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8.4 Summary of Compliance by SPMU (As Received from Dam Authorties)

The CPMU observed that spillway bridge slab is in dilapidated condition as the

reinforcement is exposed along the bottom of the beams at many locations.

Reinforcements are also exposed at centre supports of the beam the beams exposed to

possible failure if further disintegration continues. immediate corrective measures to

repair the beams necessary for the safety of the bridge. The SPMU has taken up the

Repair work to the exposed beams of the spill way bridge under EFI of Drip work.

The design drawing of earthen embankment depicts a berm of 2.44-meters width at EL

519,1-meters at downstream slope. But at the site, this bench it is not visible. CPMU

recommends a level survey of the actual profile tied into approved benchmarks for control

be conducted for input into a stability analysis of the existing section. The geodic survey

will be conducted in consultation with KERS, Mysore for the actual profile of the earthen

embankment.

Undulations observed on the downstream slope of the embankment between chainage

Ch. i320.00 m to 1450.00 m. needs to be rectified before taking up turfing.

Undulations have been rectified before taking up Turfing.

The CPMU observed that the downstream slope of earthen embankment between ch.

1400 m & is 0.00 m (Gorge portion) slopes gradually for about 25 m length (Along profile)

and suddenly it has before steeper. The change in grid needs to be level surveyed to

ensure the embankment meets design lines and grades. This condition; was pointed out

by the DSRT during their inspection of the dam. In this regard, Level survey will be

conducted in consultation with the KERS, Mysore to ensure that the embankment meets

design lines and grades.

CPMU observes that there is no provision in the contract for a longitudinal drain on the

crest of the dam and runoff will free TV flow over the dam and expose the embankment to

erosion. In addition, the new chute drains beino constructed have no lead-in channel to

for collecting runoff and do not extend to the toe drain to allow saf6 flow of runoff any

runoff. This neglected item in the agreement needs to be taken up as soon as possible to

ensure the efficacy of the embankment and chute drains works being carried out. SPMU

in this regard, constructed Kerb wall / Parapet wall on both left and right side of the

earthen embankment to flow runoff water freely from the top of the dam through chute

drains. Kerb walls are constructed for the entire length of the embankment and chute

drains are extended up to the bottom toe. These works are carried out under EFI of DRIP

work.

CPMU observed Water jet and seepage at the toe of the spillway glacis of Bay No.10.

Remedial measures for arresting foundation uplift pressures is to be taken up. Cement

grouting work is done by the agency on upstream and downstream of the spill way

portions of gate No.10 and 5 of Hagaribommanahalli pick up dam. Holes are drilled for a

depth of 3’ @ 1m c/c. Upstream side spill way portion is opened by excavation for a depth

of 6 feet and honey comb and open joint portions are closed by plastering and pointing

and it is observed that leakage has been completely arrested on the spillway portions of

gate 10 and 5.

8.5 Summary of any Special Visits made by CWC/World Bank/Expert

Committee

Nil

8.6 Summary of Technical Assistance provided by CPMU

Review of PST. Review of design flood.

Provided technical guidance on maintaining quality of works as per design, contract agreement technical specification and best engineering practices.

Carry out dam break analysis and prepare inundation maps.

Review O&M manual.


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Review of EAP.

9. ENVIRONMENTAL AND SOCIAL MANAGEMENT

FRAMEWORK (ESMF)

9.1 Basic Details

Sl. No.

Item Yes / No Remarks

a. ESMF Issue Identified in PST Yes

b. Mitigation Measures Proposed Yes

c. Any Rehabilitation and Resettlement involved No

d. Site Visit Date of CPMU E&S Specialists -

e. Site Visit Report of CPMU E&S Specialists -

9.2 Summary of Observations

ESMF management during implementation was generally satisfactory but PPE was

sometimes unused during construction.

9.3 Details of ESMF/EIA study (if any)

Nil.

10. OTHER NON-STRUCTURAL INTERVENTIONS

10.1 Basic Details

Sl. No.

Item Yes / No Remarks

a

Emergency Action Plan (EAP)

(i) EAP Available at Site

(ii) EAP Prepared under DRIP

(iii) EAP Published

(iv) Stake holder consultations

Yes

Yes

Yes

No

DBA carried out and inundation maps prepared by CPMU. Based on this the SPMU prepared EAP which was reviewed by CPMU and Published.

b. O&M Manual availability Yes O&M manual prepared as per DRIP guideline, reviewed by CPMU, and published.

c. Inflow Forecasting No

d. DHARMA Implementation Yes In progress. most data uploaded.

e. Siren No To be procured.

10.2 Summary of Observations

Nil


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11. PENDING REHABILITATION WORKS

11.1 Details of pending works

i. Stakeholder meeting for EAP.

ii. Completion of data entry in DHARMA.

iii. Flood routing study, planning structural and non-structural measures to

accommodate the revised design flood.

11.2 Further course of action

All pending actions stated above should be completed before closing of DRIP

Project.

12. REFERENCES

i. PST

ii. DSRP report

iii. Construction site visit report.

iv. Information received from SPMU from time to time

v. Completion Certificate.

vi. World Bank approval

vii. Compliance letters from SPMU.

viii. Inundation report and maps.

ix. O&M manual


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Annex A: PST Approval Letter


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Annex B: Drawings issued for

Rehabilitation measures


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Annex C: Completion Certificate


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Annex D: Photographs Before and

After Rehabilitation Works


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Pointing to Downstream of Spillway Piers

Before

During Construction


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After

Erosion/Damaged Portion of Draft Chute channel

Before


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Erosion/Damaged Portion of Draft Chute channel

After

Water jet & Seepage arrested at spillway gate No10 by grouting

Before

After


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Foot Bridge to Sluice

Before

After


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Downstream Kerb Wall/Parapet Wall

After

Painting of Vertical Gates


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De-Silting of Stilling Basin

Turfing on Downstream


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Painting to Dam top Parapet Wall

Upstream Rip-Rap


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Construction of Chute Drains on Downstream

Laying of M60 grade fume based silica concrete after working


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Painting to Piers supporting gate hoisting structure & hoist bridge

View of stilling basin after dewatering and deslilting


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Annex E: DBA and Inundation Maps


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project rehabilitation report of hagaribomanahalli pick up dam

Documents