Parbati HYDRO PROJECTs

CWPRS Annual Report 2002-2003

CONTENTS

Click below links to view From the Director’s Desk

Institution and Management

Research and Development

• Water Resources Development • Hydroelectric and Thermal Power Projects • Coastal and Offshore Engineering • Miscellaneous Projects

General Information

• Budget and Finance • Vigilance and Disciplinary Cases • Hydrology Project • Computer Facilities • Papers Published • Participation in Seminars/Symposia/Conferences/Workshops • Lectures Delivered at other Institutes • Technical Reports • izeq[k vfrfFk rFkk egRoiw.kZ ?kVuk,Wa

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FROM THE DIRECTOR’S DESK It gives me a great pleasure in presenting our Annual Report 2002-2003. As an apex body in hydraulic research in the country, CWPRS continues to provide R&D and consultancy support to a variety of projects dealing with water resources development, river management, hydroelectric, thermal and

nuclear power projects, coastal and offshore engineering. In the recent past, CWPRS has been entrusted a number of run-off-the-river hydroelectric projects in Siwalik ranges. Most of the sites, being geologically weak, have very high concentration of the sediment. The model investigation included studies for flushing of reservoirs, approach flow conditions, spillway crest profile, spillway discharge capacity, alignment of power intake, desilting basin, flushing tunnel of the desilting basin etc. The hangar facility constructed under the project ‘Sediment Disposal Research Centre’ during the 9th Plan helped in providing suitable solutions to these projects. Significant contributions were made through model studies, e.g. for Tala project (1020 MW) in Bhutan, approach as well as flow conditions over rear slope of spillway were improved by introducing curvature in the dam axis; for Teesta Project (570 MW) in Sikkim, a unique spillway design was evolved for efficient operation of energy dissipator as well as flushing of sediment; for Chamera Project (300 MW) in HP, transition length of desilting basin was curtailed by 30 m without sacrificing efficiency thereby saving considerable amount of construction cost. For the first time in the country, dynamic modulus of elasticity for concrete cores from Koyna dam was determined for realistic estimation of earthquake response. Considering the requirement of calibration for a large number of current meters procured by different states under World Bank aided Hydrology Project, CWPRS has upgraded and modernized Current Meter Rating Trolley, which can provide calibration conforming to ISO 3445. Recently purchased state-of-art Integrated Bathymetry Survey equipment and application of remote sensing in reservoir sedimentation would help in meeting long pending requirements of many reservoirs. As an important mandate, CWPRS took initiative in disseminating knowledge and information by publications, conducting and participating in courses, seminars/ symposia and participation in technical committee meetings. A technical memorandum on “Controlled Blasting for Rock Excavation in Civil Engineering Projects” has been brought out, which would serve as a comprehensive reference to practicing engineers for optimizing the results of rock excavation. Courses on “Coastal Processes, Coastal Protection and Numerical Modeling”, “Recent Advancements in Seismic Hazards Analysis” and “Flow Measurement & Techniques of Flow Meter Calibration” were well received by the readers. In house training course in the field of remote sensing and GIS and computer literacy helped in updating the knowledge of the staff. During the Tenth Five Year Plan, CWPRS has proposed for “Upgradation and Modernization of Research Facilities” in various fields. This improved infrastructure would certainly help in providing faster and better services to the clients and carry out basic research studies. Use of Hindi as official language was promoted by the Research Station. Website of CWPRS now includes considerable information in Hindi. Hindi fortnight was observed during September 2002 which included release of ‘Jalwani’, an in-house yearly publication. Hindi Workshop was also organized during September 2002. ‘Hindi Software Package’ was provided to various divisions. The Research Station also observed the Vigilance Awareness week in November 2002.

V.M. Bendre (Mrs)


THE INSTITUTION AND MANAGEMENT

The Central Water and Power Research Station (CWPRS), Pune, as it is known today, was established in 1916 by the then Bombay Presidency as a "Special Irrigation Cell" with a limited mandate to modify irrigation practice to meet agricultural requirements and alter the agricultural methods to meet irrigation limitations. Recognising its role in the systematic study of various phases of water flow including floods, the institution was taken over by the Government of India in 1936. With the dawn of independence and launching of planned development of the Nation's water resources, CWPRS became the principal central agency to cater to the R&D needs of projects in the fields of water and energy resources development and water-borne transport. Today, as a part of the Union Ministry of Water Resources, CWPRS is increasingly called upon to advise on projects in fields as diverse as river training and flood control, design and stable channels, irrigation and hydroelectric structures, harbours, waterways and coastal protection, structural design, integrity of structures, foundation engineering, utilization of soils, concrete and other construction materials, pumps and turbines, ship hydrodynamics, hydraulic design of bridges, earth sciences, reservoir competency, cooling water intakes, cooling pond efficiency, discharge of industrial effluents, and hydraulic instrumentation. The current mandate of the institution encompasses undertaking specific research studies supported by necessary basic research. Comprehensive R&D support is offered to a variety of projects dealing with water resources, power and water-borne transport. Consultancy and advisory services are offered to the government within the sphere of its activities. Disseminating expertise and

research findings amongst hydraulic research fraternity, and promoting research activities at other institutions by imparting training to their research manpower, are also undertaken. The solutions offered by the Research Station are based on the investigations from physical and mathematical models, field investigations coupled with desk studies or from a combination of these. The Research Station also collects prototype data on a variety of engineering, hydraulic and environmental parameters. The requirement of accurate and reliable instrumentation, data acquisition and control systems for physical model studies, prototype measurements are also met with by in-house developments. CWPRS with an interdisciplinary approach in all its activities thus represents unique services available to the country and the ESCAP region. The major clientele of CWPRS include: Central Government Departments / Agencies State Government Departments/Agencies State Research Institutes Port Trusts/State Port Organisations Public/private sector undertakings Municipal Corporations

CWPRS campus, situated at downstream of Khadakwasla dam, near Pune, occupies an area of 180 Ha, where basic services include water recirculation system for Physical Models, Library, Workshop, an Auditorium and housing facilities. A full-fledged Computer Centre provides necessary infrastructure for mathematical modelling work. The present work at CWPRS covers major disciplines such as Hydrology & Water Resources Analysis River Engineering Reservoir and Appurtenant Structures Coastal and Offshore Engineering


WATER RESOURCES DEVELOPMENT DESIGN OF PROPOSED PUNPUN BARRAGE, BIHAR Water Resources Department, Government of Bihar has proposed a barrage on River Punpun near Hamidnagar in Aurangabad District mainly to meet irrigation demand in the lower basin east of Punpun. Model studies for the barrage were conducted to decide location, orientation and waterway of barrage, alignment and design of river training works such as guide bunds, location and orientation of head regulator, afflux, energy dissipation arrangements etc. In the initial design, the waterway of barrage was 100 m for the design discharge of 4300 cumec for 100 year return period, giving the looseness factor of 0.33 as against the Lacey's waterway of 316 m. Subsequently the design was revised and waterway was increased from 100 to 178 m and design discharge adopted was 3800 cumec for 50 year return period. This gave the looseness factor of 0.60.

The river Punpun is an important right bank tributary of river Ganga and joins Ganga about 25 km downstream of Patna. It has many important tributaries namely Morhar, Dardha, Batane and Adri. All these rivers are rainfed and floods in basin are flashy in nature. The grain size distribution of bed

and bank material at barrage site indicated D50 of about 0.20 mm and 0.10 mm respectively. Statistical analysis of 20 year rainfall data for Punpun basin indicated that estimated 24 hour maximum rainfall for 50 and 100 year return period were lower than the corresponding values given in isopluvial maps of India. However, the value of 24-hour rainfall adopted for estimation of flood hydrograph fall in the range indicated by statistical analysis. The design discharge of 3800 cumec for 50-year return period was therefore adopted for physical and mathematical model studies. Based on site inspection, hydraulics and rehabilitation/resettlement considerations, the barrage site was proposed in the straight reach of the loop upstream of Hamidnagar. A small nalla upstream of loop, taking off from Punpun River outfalls into the river downstream of the barrage. There was apprehension that cut-off may develop along the nalla which may result in bypassing of the barrage. However, with the existing arc to chord ratio, it was felt that there is no imminent danger of cut-off. Further, the nalla was recommended to be plugged at the upstream end. Studies were carried out on physical model having a horizontal scale of 1:120 and vertical scale of 1:40 reproducing a river reach from 4 km upstream to 3 km downstream of the proposed barrage site. Gauge-discharge relationship was developed using Manning's equation and 1-D mathematical model to make up for inadequacies in the data. Velocity distribution and flow conditions on the physical model at the proposed barrage axis were found to be satisfactory upto

CWPRS Annual Report 2002-2003 2000 cumec discharge. Beyond 2000 cumec discharge, the flow conditions are complex due to flow from spill joining the main flow in the deep channel almost parallel to barrage axis. However, these conditions would improve under post barrage condition with suitable river training works. The water levels predicted from 1-D mathematical model indicate that there will be afflux of 0.38 m and 0.43 m at barrage site near Hamidnagar corresponding to discharge of 3800 cumec and 4300 cumec respectively. The estimated afflux of 0.38 m for design discharge of 3800 cumec and without afflux bunds compares well with afflux of 0.3 m considered in the design by the Project Authorities. The studies conducted with barrage, guide bunds and afflux bunds on both sides of the riverbanks indicated that the flow was in general approaching normal to the barrage axis and was more or less uniform for discharges ranging from 1000 cumec to 3800 cumec. Afflux with the provision of afflux bunds on either side of the bunds (jacketing of the river) was of the order of 0.75 m. ESTIMATION OF DESIGN SEISMIC GROUND MOTION FOR PANCHESHWAR MULTIPURPOSE PROJECT, UTTARANCHAL The Pancheshwar Multipurpose project, a joint venture of Government of India and the Government of Nepal, envisages the construction of a 262 m high rock-fill dam with a powerhouse having 1000 MW capacity. The site is located on the river Mahakali about 70 km upstream of Tanakpur Barrage where the river forms the international border between India and Nepal. The dam site is located approximately at latitude 29° 25' 55" N and longitude 80° 15' 27" E in the highly seismic Himalayan tectonic belt formed by the Main Boundary Fault and the Main Central

Thrust. A comprehensive seismic hazard analysis of the region of Pancheshwar project was therefore carried out to estimate reliable seismic ground motion for earthquake resistant design of the dam and the appurtenant structures. To improve upon the preliminary estimate provided by CWPRS in 1994, an updated estimation of the design ground motion was obtained using up-to-date database on past earthquakes, currently available microearthquake data in the project area and the detailed information on the geological and tectonic features close to the dam site. Based on the seismotectonic information, various possible seismogenic sources were figured out in the region of the Pancheshwar project along with the earthquake generation potential of each of them. Both, the deterministic approach based on the specifications of a Maximum Credible Earthquake (MCE) and the Probabilistic Seismic Hazard Analysis (PSHA) approach based on the total expected seismicity during a specified period were used to compute the 5 % damped response spectra for the Pancheshwar project site. The mean plus one standard deviation spectra (confidence level 0.84) represent the MCE level of ground motion and the mean spectra (confidence level 0.50) represent the Design Basis Earthquake (DBE) level of ground motion. For this purpose, a suitable attenuation relation based on the worldwide strong-motion database was used. After a critical comparison of the spectra obtained from two independent approaches and keeping the safety of Pancheshwar project in view, the spectra obtained by deterministic approach were used to generate the design basis and maximum credible accelerograms. The acceleration response spectra for different damping ratios, as obtained from the design accelerograms were also evaluated. The accelerograms for horizontal and vertical

CWPRS Annual Report 2002-2003 components were generated independently to get more accurate results. Recommendations were also made to obtain from the design spectra, the site-specific design seismic coefficients needed to perform the simplified stability analysis of the dam as per the provisions in the codes. ESTIMATION OF SITE-SPECIFIC DESIGN SEISMIC PARAMETERS FOR DYNAMIC ANALYSIS OF RIHAND DAM, UTTAR PRADESH The Rihand Hydro-power project comprises a straight concrete gravity dam with a maximum height of 91 m, total length of about 935 m, and a surface power house with installed capacity of 300 MW (6 x 50 MW). The project site is located at latitude 24° 12' 17.84" N and longitude 83° 0' 37.01" E in the northeastern margin of the Peninsular Shield of India, which is not considered seismically very active. However, the Son-Narmada-Tapi (SONATA) fault system, which had generated several low to moderate magnitude earthquakes in the past, passes very close to the project site. Therefore, to review the safety of the dam and the power house of the Rihand project against possible earthquake forces, CWPRS conducted study of estimating the site-specific design ground motion for carrying out dynamic analysis of these structures. The evaluation of the design ground motion was based on the deterministic approach, using up-to-date data on past earthquakes and the available information on geology and tectonic features in the region of the dam site. The deterministic method is based on finding the Maximum Credible Earthquake (MCE) magnitudes for all the potential faults and tectonic provinces within 300 km distance from the project site. To estimate the ground motion, the magnitude for each seismic source is considered to occur at the

closest possible distance from the project site. The magnitude and distance combination resulting in the highest ground motion is used for the purpose of the structural response analysis. In the present study, on the basis of the largest historical earthquake, the magnitude of MCE was taken as 6.5. This magnitude was assumed to occur at a distance of 1.5 km from the project site, which is the closest distance of the Son-Narmada South fault. On the basis of the knowledge of the focal depths of a few largest magnitude earthquakes in the region and the crustal structure of the area, the focal depth of the MCE was assumed to be 25 km. From the available information on the geological set-up of the project area, the local site-soil condition was taken as hard rock type, whereas the regional geology was considered to be in between the hard rock and the deep sedimentary deposits. Using the above parameters of MCE and geological conditions of the project area, design response spectra with confidence levels of 0.50 and 0.84 were computed for both horizontal and vertical components with a damping ratio of 5% of critical. On the basis of the similarity of the attenuation of Modified Mercalli Intensity (MMI) with distance, the attenuation relations for the response spectral amplitudes at different natural periods developed for the western US were considered appropriate for this purpose. The accelerograms compatible with the 5% damped response spectra provide the site-specific design ground motion for the Maximum Credible Earthquake (confidence level 0.84) and the Design Basis Earthquake (confidence level 0.50) conditions. The acceleration response spectra with damping ratios of 1, 2, 5, 10 and 15 % were computed from these design accelerograms to obtain the site-specific design seismic coefficients for the conventional stability analysis of the Rihand dam and other appurtenant structures.

CWPRS Annual Report 2002-2003 ESTIMATION OF SITE-SPECIFIC GROUND MOTION FOR EARTHQUAKE RESISTANT DESIGN OF PAGLADIYA DAM PROJECT, ASSAM Pagladiya river, a southernly flowing tributary of river Brahmaputra, is a flashy type of river, which causes considerable damage to the areas on its banks, when it floods. Therefore, a horseshoe shaped rolled earthfill dam with a maximum height of 28.75 m and length of 24.3 km is planned as the detention dam across this river. It is a multipurpose project, proposed for flood control, irrigation and power generation. The main dam having a length of about 2 km is aligned almost E-W direction with its left and right embankments of about 12.75 km and 9.5 km lengths, respectively. The dam is located just downstream of the confluence of Pagladiya river with river Mutunga, near village Thalkuchi in the Assam state, approximately at latitude 26° 31' 30" N and longitude 91° 31' 0" E. The site lies in the northeast Indian region which is seismically very active and has experienced two great earthquakes (M > 8.0) in 1897 and 1950 respectively. The northeast Indian region lies at the juncture of Himalayan Arc to the north and Burmese Arc to the east. The high level of seismic activity in the region is related to the north-northeastward movement of the Indian plate. Hence, a comprehensive seismic hazard analysis was carried out for the northeast Indian region, to estimate reliable site-specific ground motion for earthquake resistant design of the Pagladiya dam project. The estimation of design ground motion for the proposed project was carried out using up-to-date database on the past earthquakes and the detailed information on the geological and tectonic features in the northeast Indian region. The 5 % damped design response spectra were first estimated for six possible seismotectonic provinces in the region using the deterministic approach, which is based on

the specifications of a Maximum Credible Earthquake (MCE) for each province. The controlling MCE was found to be a magnitude 8.2 earthquake in the Shillong Massif tectonic province at a closest distance of about 40 km from the dam site. The mean plus one standard deviation spectra (confidence level 0.84) for this earthquake represent the deterministic MCE level of ground motion and the mean spectra (confidence level 0.50) represent the corresponding Design Basis Earthquake (DBE) level of ground motion. For estimation of these response spectra, an appropriate attenuation relationship based on the worldwide strong-motion database was selected by using the instrumentally recorded strong motion data in the northeast Indian region.

The design response spectra were also estimated using the Probabilistic Seismic Hazard Analysis (PSHA) approach by evaluating the total expected seismicity for a life period of 200 years with its proper spatial distribution in the project area. As the probabilistic spectra were found to lie below the deterministic spectra over most of

CWPRS Annual Report 2002-2003 the significant frequency-range, the deterministic spectra only were used to synthesize the DBE and MCE levels of accelerograms for dynamic response analysis of the Pagladiya dam. Further, the accelerograms for horizontal and vertical components of ground motion were generated independently to get more realistic results. Recommendations were also made to obtain the site-specific design seismic coefficients needed to perform the simplified stability analysis of the dam as per the provisions in the code. MICROEARTHQUAKE STUDIES AT AND AROUND HARANGI H.E. PROJECT SITE, KARNATAKA Seismological studies to monitor the local microearthquakes at and around the Harangi hydroelectric project, Karnataka, on river Harangi, a tributary of Cauvery were taken up by establishing one seismological observatory near the project site. Microearthquake data recorded during the period January 1997 to December 2001

were analysed to estimate the epicentral distances from the recording station and the magnitudes of the microearthquakes. From the study, it was found that the activity close to the dam site has been very infrequent and at microearthquake level only. The temporal distribution of seismicity showed a random behaviour. The correlation of these local events with the reservoir levels was

also studied. Daily variation of lake level and energy released did not show any definite correlation between the occurrence of the events and the lake levels. The larger magnitude earthquakes having epicenteral distances beyond 200 km were not considered as they were not very significant from the safety point of view. To find the locations of the epicenters and to establish their association with the faults and lineaments in the area, a network of three stations was recommended. MICROEARTHQUAKE STUDIES AROUND ALMATTI AND NARAYANPUR RESERVOIRS, KARNATAKA A network of three analogue type of microearthquake recording stations is in operation around Almatti and Narayanpur reservoirs in Karnataka state since January 1995. These reservoirs are situated near the marginal area of basaltic province in the Peninsular shield of India, about 300 km southeast of Koyna and Warna reservoirs in Maharashtra state, which had exhibited strong fluid-induced seismicity patterns. The main purpose of the seismological network around Almatti and Narayanpur reservoirs is to study the effects of reservoir loading on the local seismicity, because the tectonic framework of the area of these reservoirs is similar to that of the Koyna and Warna dams. The seismological observations were made for the period 1996-2000 at the three microearthquake stations; viz., near Almatti dam, at Rodalbanda Camp downstream of Narayanpur dam, and at Muddebihal site located in-between. The magnitudes of the earthquakes recorded by the network of microearthquakes stations were found to cover a very wide range from ultra-microearthquakes with subzero magnitudes to a maximum value of around 4.9. Similarly, the epicentral distance range was also very wide, where shocks occurring as

CWPRS Annual Report 2002-2003 far as 500 km were detected by the network. Most of the larger magnitude earthquakes were recorded from distances beyond 100 km, and no shock above magnitude 3.0 was detected within 50 km of the recording sites. The temporal distribution of the local shocks recorded at Almatti site indicated highest level of seismicity during 1999 (159 shocks), followed by 58 shocks in 2000. All these shocks occurred in the pre-monsoon period, when the reservoir levels were very low. The Rodalbanda observatory close to Narayanpur reservoir detected the maximum level of local seismicity during the post-monsoon period in 1996, thus indicating possible correlation with the high reservoir water levels maintained for quite long. However, this needs to be confirmed by simultaneous and continuous recording at all the three microearthquakes stations for some more time, and by studying the actual correlation between the seismic energy released and the lake level variations. GATE REGULATION OF HATHNIKUND BARRAGE ON RIVER YAMUNA, HARYANA The existing Tajewala weir complex is situated about 211 km upstream of New Delhi along the river Yamuna. Recently a new barrage is constructed at Hathnikund, 3 km upstream of the existing old Tajewala weir, to supply water to the existing command area. The design parameters of the new barrage such as location, orientation, waterway position of abutments, layout of guide bunds etc. with respect to the hydraulic aspects were studied earlier with design discharge 22,000 cumec. Subsequently, after construction of the barrage, as per request of Central Water Commission (CWC), New Delhi studies were conducted for gate regulation, on physical model constructed to horizontal scale of 1:150 and vertical scale of 1:50 and covering a reach of about 4.6 km upstream

and 4.4 km downstream of the Hathnikund hill. Out of various gate regulation alternatives given by the CWC, alternative with “more gate opening in center of the spillway and decreasing gate openings gradually towards the divide wall’’ with maintenance of pond level of 334.32 m in the Eastern Yamuna Canal pocket is suggested. Model studies also indicated that there were no cross flow and vortex formation in the vicinity of the barrage. Based on model studies, hydraulic parameters viz. maximum velocity of 6.51 m/s and maximum intensity of 50.60 m3/s/m were observed corresponding to river discharge of 6094 cumec for verification of existing protective measures along the left protective embankment below Hathnikund Barrage. PROTECTION WORKS FOR RIVER PARVATI AT MANIKARAN, KULLU, HIMACHAL PRADESH River Parvati is a tributary of river Beas. It originates from Mantalai lake in Kullu district of Himachal Pradesh. The Manikaran village is located at 55 km from the origin of the river. The village is located along both banks of the river Parvati and is famous for the hot springs. Thousands of people visit the place every year, which has initiated lot of construction activities. The right bank of the river showed signs of erosion in the year 1988-89. Bank protection works in the form of wire-crated embankment were carried out along right bank in a length of about 270 m. It was supplemented by 11 spurs having lengths of 4.5 to 7.5 m and from Ch.170 to Ch.275 m along left bank. This work was carried out in the years 1991-93 and was designed for a maximum discharge of 1300 cumec. However, in the month of July 1993, the river experienced an unprecedented flood of 1694 cumec, which had damaged the protective works to the extent of 90 percent. The erosion continued in subsequent years

CWPRS Annual Report 2002-2003 in the reach from Ch.95 to Ch.195 m endangering the Hotel Parvati of Tourism Department of Himachal Pradesh. The studies were referred to the CWPRS by the Superintending Engineer, I&PH Circle, Kullu, Himachal Pradesh, for formulating proposals for protection of river Parvati. Subsequently, a site inspection was carried out. It was recommended to provide a 4.5 m high plum concrete wall, with 0.75 m and 2.5 m as top and bottom widths, resting over a 0.60 m thick leveling course of concrete. The protection needed to be provided continuously from Ch.45 m upto the wall of Gurudwara on the right bank and from Ch.115 to Ch.170 m along the left bank. During the excavation in the reach from Ch.145 to 245 m it was observed by the project engineers that no good foundation was available with even after excavation depth of 3 – 3.5 m below river bed level. The studies were, therefore, required for suggesting modifications in the protection works. Accordingly, site was visited by CWPRS officers. It was observed that the strata met with was Manikaran quartzite except in a stretch from Ch.145 to 245 m wherein, the foundation trench strata encountered were completely weathered Quartz-mica-schist band appearing like alluvium deposits. Sample examined for various properties indicated safe bearing capacity of 9 T/m2 which is adequate for the modified proposal, consisting of four layers of 1.25 x 1.25 x 1.25 m size stone crates with one in top layer increasing to four in bottom layer laid over 6.20 m wide and 0.60 m thick foundation concrete. The modified proposal was discussed with the engineers at site and was acceptable on account of its flexibility and economy in maintenance and repairs, if required.

STUDIES FOR WESTERN KOSI MAIN CANAL SYPHON ACROSS RIVER

KAMLA. JAINAGAR, BIHAR The Western Kosi Main Canal takes off from Kosi river upstream of the Hanuman Nagar Barrage and crosses the Kamla river at about 12 km downstream of Jainagar weir. It was proposed to construct a syphon for canal crossing. The detailed model studies were conducted in CWPRS in the year 1983 for the location and alignment of the syphon crossing, waterway, layout, alignment and design of the guide bunds, afflux etc. Studies were also done in the year 1989 with waterway of 712 m and 457 m without guide bunds. The recommendations were given on the basis of river configuration prevailing at that time. The major construction of the syphon was started in the year 1997 with downstream end of the barrel at a distance of 255 m from the toe of the western flood embankment as against 410 m suggested by CWPRS. However, river course has considerably changed over the years and project authorities, therefore, requested for studies for changed location of river course for evolving suitable river training and protection works. Kamla river is known to meander between its khadir width. Between the years 1987 to 2001 the river Kamla has shifted about 650 m towards the left at the syphon axis. In order to confine the shifting of river Kamla at syphon, a system of guide bunds was suggested. For accelerating the process of establishing the old course, a pilot cut could be made giving due considerations to off take and out fall locations of the cut. During the inspection it was noticed that the protection upstream and downstream of the syphon for about 2/3rd portion provided with stones laid over a depth of about 1.5 m did not have filter below this protection. Considering the flashy nature of flood

CWPRS Annual Report 2002-2003 experienced in river Kamla, it is felt that protection in the remaining reach can be reduced from 1.5 m to 0.75 m with the use of synthetic filter. This would result in considerable savings. Damaged spurs, banks and toe protection provided upstream and downstream of the syphon in river Kamla need to be repaired and restored. It was recommended to use porcupines (permeable spurs) for river training and bank protection works due to its advantages such as ease in construction, use of locally available material, relatively low cost and saving in execution time. STUDIES FOR PROPOSED BRIDGES ON

RIVER KOSI AT NH-57 CROSSING, BIHAR

National Highway Authority of India (NHAI) and Northeastern Railway have proposed to construct road and railway bridges side by side at about 40 km downstream of Kosi barrage near Nirmali town. A technical committee under the chairmanship of Member (Technical) of NHAI has been constituted to examine the feasibility of this proposal and to finalize various technical parameters. As per recommendations of the committee mathematical and physical model studies were carried out to study following aspects. Location and alignment of the

bridges Flow conditions at bridge sites with

and without bridge Waterway of the bridge and

corresponding afflux Design of guide bunds, approach

embankments and protection of existing flood embankments

Satellite imageries for 1991, 1997 and 2001 were studied for deciding location and

alignment of the bridge. The bank to bank width of river Kosi in this reach is about 8 to 10 kms. Using the mathematical model the water surface profiles for different discharges under existing conditions and

with bridge of different waterways were studied. Afflux, backwater effects and changes in flow conditions were also studied on mathematical model. Analysis of annual maximum flood discharge data at Barakshetra for the period of 1947 to 1998 was carried out to estimate flood discharges of different return periods. The mathematical model ‘CHARIMA’ was used to simulate flow conditions in the Kosi river reach from the existing barrage to about 50 km downstream. It is a one-

dimensional model capable of handling unsteady flows in river channel network. The topographical and hydraulic data required for the studies was collected by WAPCOS on request of NHAI.

CWPRS Annual Report 2002-2003 Mathematical model was validated for observed flow conditions using Manning's roughness coefficient of 0.022 and then model was run for flood discharges of 8495 m³/s, 14158 m³/s, 19822 m³/s and 26900 m³/s to predict water surface profiles along river reach without bridge. Further studies were done with bridge waterways of 1200m, 2000 m, 2400 and 3200 m with design flood discharge of 26900 m³/s. The results indicated that maximum afflux will be 2.85 m and 1.05 m for waterways of 1200 m and 3200 m respectively. The corresponding backwater reach length will be 9.5 km and 6.4 km. Analysis indicated that bridge waterway of about 2000 m may be appropriate from considerations of afflux and safety of existing flood embankments.

Physical model studies for the same reach of about 50 km were carried out on a model having horizontal scale 1:350 and vertical scale 1:70. Following are the important conclusion of these studies. The axis of the road bridge was aligned

at normal to the flow direction by locating one of the axis on Eastern embankment at 665m downstream of cross section 38 and other end of the axis on Western embankment (ring bund) at 525m downstream of cross section 37. The axis of the rail bridge was aligned parallel to that of road bridge at a distance of 60m downstream.

Flow was observed to concentrate in the central portion of the river width. The bridge openings were therefore located across the deep channels in the central portion. For overall waterway of 1917m, the right

side abutment was located at a distance of 4420m measured from Ring bund whereas left side abutment was located at a distance of 4345 m from Eastern embankment.

The performance of guide bunds was

found to be satisfactory. The afflux was of the order of 1.35m.

The effect of backwater was felt over a distance of 8.0 km.

The flow was well distributed in various

spans of these bridges except in the spans 1 and 2 near the left abutment where the flow was found to be slack. Reduction in overall waterway from 1917m to 1853m by closing one left end span may improve the discharge distribution.

Analysis of river bed and bank materials to estimate silt factor which was also necessary input for design of the bridge foundation was carried out. The estimated silt factor was 0.83. TRAINING MEASURES FOR RIVER TIKRA AT HVDC PROJECT, KANIHA, ORISSA River Tikra is a small tributary of river Brahmani, meeting it at about 5 km upstream of Samal barrage. Kaniha town is located on river Tikra about 5 km upstream of the confluence with river Brahmani. M/S Power Grid Corporation of India (POWERGRID) has undertaken construction of 2000 MW East-South Inter-connector– II High Voltage Direct Current (HVDC) transmission project on the bank of river Tikra at Kaniha. The project site is

CWPRS Annual Report 2002-2003 located about 4 km upstream of the confluence with river Brahmani. Hydraulic model studies for the construction of Samal barrage were conducted by CWPRS during the years 1983-87. During 15th to 19th July of 2001, Orissa state experienced unprecedented rains and floods. A part of the HVDC project site was submerged due to the floods of river Tikra on 16th night and 19th daytime. The high flood level observed at the plant site was 82.2 m against the design HFL of 79.5 m. No serious damage occured as the project was taken up very recently. However, the boundary wall the project collapsed due to intense flow of river Tikra. As immediate measures, the HVDC project authorities decided to raise the formation levels of different zones of the project area and undertake anti-erosion and training measures for river Tikra at the project site. Analysis of the data indicated that the highest observed HFL on river Tikra at Kaniha might have to be reviewed. An HFL estimated with the combined effect of the likely highest floods in river Brahmani and river Tikra could give the design HFL at the project site. A design HFL of 83.75 m i.e. about 1.55 m higher than that observed in July 2001, and corresponding velocity of 3.5 m/s to 4 m/s at the project boundary was estimated. It was suggested to construct a flood embankment with top level at 85 m around the project site. The slope of the embankment may be protected by stones of weight 60-70 kg and aprons of stones in crates of size 2 m X 1 m X 0.4 m. Plantation of trees along the river Tikra in a belt of 30 m width along the boundary wall would keep the high velocity currents away from the wall.

ASSESSMENT OF BACKWATER LEVELS IN THE BALANCING STORAGE

PONDS: SARDAR SAROVAR PROJECT, GUJARAT

The Sardar Sarovar Project is an inter-state multipurpose joint venture of four states namely Gujarat, Madhya Pradesh, Maharashtra and Rajasthan with a major dam on the river Narmada located at Navagam about 100 km south east of Vadodara in Gujarat. This project envisages the construction of two power houses, a 1200 MW river bed power house and the other 250 MW canal head power house (CHPH). The discharge from CHPH would pass through a network of four ponds named as Pond-1, Pond-2, Pond-3 and Pond-4 which are linked by link channels, reaching Narmada Main Canal Head Regulator (HRNMC) situated at the fringe of Pond-4. The ponds would help in regulating diurnal variations in discharges of CHPH and uniform withdrawals from HRNMC. The requirement of balancing storage is assessed at 1308 ha.m, which would be available between RL 92.04 m and 95.09 m. However, the CHPH has a general ground level at RL 98.00 m. It was apprehended that during the design steady state discharge of 708 cumec from CHPH at FRL (95.10 m) and the simultaneous occurrence of peak flood of 1076 cumec into the Pond-3 from Panchmuli Nallah might flood the general ground levels at CHPH. Accordingly the studies were referred to the CWPRS to assess the maximum backwater levels at CHPH and in the system taking into account the operation of spillway at Pond-3. The results obtained from the mathematical model studies indicate that for the case of CHPH discharging 708 cumec and a constant withdrawal of the same from HRNMC at the maximum backwater levels at CHPH would be RL 95.31 m. Considering the peak flood in the Panchmuli Nallah during this steady design discharge from CHPH and the withdrawal of the same from HRNMC, the maximum water levels at CHPH and HRNMC would be 97.43 m and 95.51 m respectively. The

CWPRS Annual Report 2002-2003 maximum water levels at the upstream and downstream sides of the Pond-3 would be 97.37 m and 96.99 m respectively.

ESTIMATION OF WATER LEVELS IN RIVERS BANAS, KHARI–II AND

SARASWATI AT NARMADA MAIN CANAL CROSSING, GUJARAT

Sardar Sarovar is a multipurpose project across river Narmada. The project envisages a dam near Navagam in Bharuch district, Gujarat, river bed power house with a generating capacity of 1200 MW, canal head power house with capacity of 250 MW, and irrigation canal network to cater the requirements of about 18,75,000 ha in Gujarat and Rajasthan states. The total length of river Narmada upto dam site is 1164 km with catchment area of 88000 sq.km. Narmada Main Canal (NMC) with design discharge of 1133 cu.m/s the head regulator, takes off at the tail end of pond system on right bank of river. The canal crosses numerous rivers in its length of about 460 km in the Gujarat state which include Mahi, Sabarmati, Meghana, Watrak, Saraswati, Khari II, Banas etc. As per request of Sardar Sarovar Narmada Nigam Ltd. (SSNNL) CWPRS conducted studies for estimation of design parameters for syphon at crossing of Banas, Khari II and Saraswati rivers with NMC. Studies for estimation of water level, peak flood and velocity generated for a specified waterway during the passage of Probable Maximum Flood (PMF) and Standard Project Flood (SPF) through river Saraswati, Khari II and Banas were carried out. Different combinations of floods were considered alongwith two scour scenarios considered in each combination. The rivers Banas, Khari II and Saraswati rise in Aravalli hills and flow through the states of Rajasthan and Gujarat and dissipate into Little Rann of Kutchh. The general topography of the rivers is very flat and water enters flood plains even under normal floods. The shifting of channels is

noticed in these rivers during the past decades. No gauging site is located on any of the river within the study area. The studies for estimation of maximum water level in rivers at NMC crossing and corresponding velocity for a specified waterway were carried in two phases using the survey data and design flood hydrographs supplied by SSNNL. In the first phase sensitivity analysis of parameters was carried out to decide the values to be used in simulation studies. In the second phase unsteady simulation was carried out for different combinations of SPF and PMF. The studies were carried out with 1-D model based on St. Venant’s equations of continuity and momentum. Design flood hydrograph was used as upstream boundary and normal flow conditions were specified for downstream boundary. The likely mixing of water between two rivers was avoided by providing afflux bunds. The river bed is sandy in nature and would be scoured during high floods. This situation was reproduced by artificially lowering the bed. The guide bunds on upstream and downstream of NMC crossings were considered in the simulation. The other related aspects like submergence of properties, compensation amount including R/R cost, placement of syphon barrels in relation to scour level were also considered and necessary measures were suggested.

FLOOD PLANE ZONING OF RIVER SWAN DOWNSTREAM OF

SANTOKHGARH BRIDGE, HIMACHAL PRADESH

The I&PH Department, Govt. of Himachal Pradesh has taken up a project of construction of embankments on river Swan. CWPRS had conducted mathematical model studies for the project to evaluate the likely afflux in river Swan due to construction of embankments and

CWPRS Annual Report 2002-2003 morphological model studies to evaluate the effect of construction of embankments on the river regime over a period of 20 years. The results were intimated under CWPRS technical report No 3347 of August 1996. Based on the studies, the Ministry of Forest and Environment, Govt. of India, gave their final clearance to the project. Govt. of Himachal Pradesh has now taken up the first phase of the construction of embankment from Zhalera bridge to Santokhgarh bridge. In this connection, the Ministry of Forest and Environment has desired to study the reach from Santokhgarh bridge to 1.5 km downstream with flood zoning approach. Accordingly the Superintending Engineer, I&PH Department, Una referred the problem to CWPRS for taking up the studies. Suggestions were made for further improvements in the quality of construction of embankments with protection measures downstream of Zhalera bridge. Anti erosion measures in the form of dredging of pilot channel and construction of permeable spurs for inducing siltation were suggested for the eroding reach downstream of Santokhgarh bridge. ANTI–EROSION MEASURES TO RIVER RAVI AT CHAMBA, HIMACHAL PRADESH During the monsoon of the year 1995, river Ravi underwent a high flood causing serious erosion along the right bank upstream of the road bridge in Chamba town. The Irrigation and Public Health (IPH) Department prepared an anti - erosion scheme for the protection of the bank at the problem reach which was studied in order to suggest modifications. Accordingly, inspection of site was undertaken by CWPRS officers to study the problem. Desk studies were conducted to analyse the available data. In light of the findings of the analysis and the observations made

during the site inspection, anti-erosion measures were evolved for bank protection measures in the problem reach. A scheme was prepared for stabilisation of the channel and anti-erosion measures as a long-term solution. The scheme consists of spurs and revetment for the right bank upstream of the road bridge at Chamba, deflecting spurs on the left bank in the vicinity of the road bridge on both the upstream and the downstream sides. In view of the likely changes in the channel alignment in future, monitoring of the river for channel changes up to 8 – 10 km downstream of Chamba town was suggested. STUDIES FOR THE PROPOSED KALINDI

BYPASS ALONG RIVER YAMUNA AT DELHI

The Public Works Department, Delhi, has proposed to construct Kalindi bypass from Kalindi Colony ring road to Kalindi Kunj road No.13-A along river Yamuna at Delhi. Model studies were carried out to examine the technical feasibility of proposed Kalindi bypass road in a mobile bed model of river Yamuna at Delhi, constructed to a horizontal scale of 1:300 and a vertical scale of 1:60. Studies were carried out with two discharges namely 9,910 cumec and 12,750 cumec. Studies indicated that due to construction of the proposed bypass road on the right side, the effect of rise in water level and velocity would be negligible on the left bank as well as on the existing hydraulic structures. Top level of the bund was recommended at RL 205.64 m considering a free board of 1.5 m above the water level at RL 205.5 m at Kalindi colony which can be tapered to RL 205.33 m at the Okhla weir and RL 205.2 m at Kalindi Kunj. A side slope of 1:2 was recommended for the bund. A nominal protection for the

CWPRS Annual Report 2002-2003 reach from Kalindi Colony to upstream guide bund of Noida bridge was also recommended. Apron of 1.2 m thick and 5 m wide was recommended on the river side for the reach from Kalindi Colony to the vicinity of downstream right guide bund of Noida bridge, and where as apron of 1.7 m thick and 18 m wide was recommended in the reach between Noida bridge to Kalindi Kunj. For sloping portion and apron on the river side, stones of size 40 to 50 Kg for the reach from Kalindi Colony to Kalindi Kunj were recommended over the geofabric filter. A 15 cm thick layer of coarse sand was recommended over the geofabric filter before placing of stone to avoid rupture of geofabric material.

ASSESSING THE EFFECT OF EXTENSION OF FILLED UP AREA

ADJOINING MRTS BRIDGE ON RIVER YAMUNA AT DELHI

The Delhi Metro Rail Corporation (DMRC), New Delhi, has proposed to extend the filled up area in the Yamuna river bed by about 31.4 ha. for setting allied facilities and commercial exploitation of the area for raising of resources for part financing the project adjoining Shahdra-Trinagar-Bawala MRTS line. Studies were carried out on the existing model of river Yamuna at Delhi constructed to a horizontal scale of 1:300 and a vertical scale of 1:60 to examine the feasibility of the proposal. The model bed between Wazirabad barrage and 5km downstream of Okhla barrage was moulded as per 2000 post flood survey. Studies were carried out for two discharges namely 9,910 cumec and 12,750 cumec. corresponding to the design discharge, and check flood suggested by the Central Water Commission (CWC) under existing condition and with extended filled area adjoining MRTS bridge in position. Studies indicated that the proposal to extend filled up area in the Yamuna river bed adjoining Mass Rapid Transit System (MRTS) was

hydraulically not satisfactory. Due to the proposed mass filling up to the proposed level of RL 209.50 m there would be change in the river regime and would also create adverse flow conditions on the existing piers of old rail-cum-road bridge. During the model studies it was also observed that there was increase in velocities and discharge intensities on the right bank. Hence the site proposed was not recommended for mass filling. Another site behind the MRTS line does not cause any undesirable flow condition in the vicinity of the existing ISBT bridge and MRTS bridge. Hence it was recommended to be filled up to the proposed level of RL 209.50 m.

EVOLVING HYDRAULIC DESIGN PARAMETERS FOR PROPOSED

CARGO HANDLING JETTY ON RIVER BRAHMAPUTRA AT PANDU, ASSAM

The Inland port of Pandu (Guwahati), on the left bank of river Brahmaputra, is about 1539 km from Kolkata. This is one of the important ports in the north-eastern region catering to the Inland Water Transport (IWT) traffic. As a part of the overall development programme of the North Eastern States, North Eastern Council (NEC) formulated a scheme to renovate the old Port of Pandu. To cater to bulk, break-bulk and container cargo traffic, construction of the jetty with suitable cargo-handling facilities was proposed. In the year 1985-86, hydraulic model studies were conducted on the physical model of river Brahmaputra at Pandu. Necessary hydraulic design parameters for the jetty were suggested in technical report No 2373 of November 1986. During high floods in June 1991, during the course of execution, the jetty was damaged and some of the piles were washed away. In May 2002, CPWD Consulting Services Organisation, New Delhi, referred the problem to CWPRS to conduct fresh

CWPRS Annual Report 2002-2003 studies for the new jetty to be located about 250 m upstream of the old collapsed jetty. The new jetty would be submersible jetty having well foundations instead of piles. Desk studies were conducted using the results of the earlier studies and analysis of the new data supplied by the project authorities. A review of the relevant design computations made by different agencies for the old jetty and comments made on the design calculations by the committee were also kept in view. The site of the proposed cargo-handling jetty at Pandu port was inspected by CWPRS officers. Various important points like the criterion to evolve the hydraulic design parameters, the data required for the studies, etc were discussed. Detailed analysis of the available data was made and compared with the old data and the results. Based on the analysis, the hydraulic design parameters like design discharge, corresponding HFL at the jetty, velocity of flow, bed material size, silt factor, scour factor, obliquity of flow, etc were evolved. IMPROVEMENT IN THE PERFORMANCE OF PROPOSED PERCOLATION CANAL

AT SAROLA NEAR LATUR, MAHARASHTRA

The eastern part of Maharashtra, called Marathwada, falls under rain shadow region of Sahyadri Mountain. Therefore, the rainfall in Marathwada is scanty, varying between 400 mm to 600 mm / year. With increased population and industrialisation, need for water is ever growing. Excess withdrawal of the ground water has lowered the water table to alarming levels. Govt. of Maharashtra has prepared a scheme for construction of a percolation canal at Sarola, near Latur, Maharashtra, for collecting the storm water for percolation in the ground. The scheme consists of a

percolation canal with its bed level at a constant level, outlets at suitable locations for discharging the excess water, if any. The rainwater from a higher tableland would be collected in the percolation and stored for its percolation into the ground. The project authorities desired to study the scheme and suggest modifications, if required, to the design of the proposed canal. Accordingly, inspection of site was conducted and the problem was discussed with project authorities. It was found that the proposed scheme is feasible from technical point of view. The benefits of the scheme could be accrued immediately from the next monsoon season after construction. Moreover, the scheme is unique of its kind. Few suggestions like alteration of the side slopes, design HFL, design discharge of outlets, monitoring of the water inflow and rate of percolation, etc were made to the project authorities. FLOOD PROTECTION MEASURES FOR PROPOSED MAHASEER FISH FARM AT

SIDDHAPUR, MANDI, HIMACHAL PRADESH

The Govt. of Himachal Pradesh has decided to set up Mahaseer Fish Farm project at Siddhapur, Tehsil Sarkaghat, Dist Mandi. The proposed site of the Fish farm is located on the left bank of river Beas covering an area of about 6 hectares. The Superintending Engineer, Irrigation and P.H. Circle, Dist Mandi, desired to study the scheme for river training measures and to suggest modifications in the scheme for river training measures. Accordingly, inspection of site was undertaken to study the problem. The proposed site was not found satisfactory from the river engineering point of view. A review of the HFL, velocity, silt factor, size of stones for revetment, etc was found necessary. However, as desired by the project authorities, modifications to the existing scheme for the river training

CWPRS Annual Report 2002-2003 measures were suggested. In view of the high cost of river training measures involved, two alternatives were also suggested for locating the proposed project in the same area. If only the Phase-I of the scheme is executed, the available land between the hill and the existing dry channel can be utilised. The high cost of filling the ground, river training measures, etc would drastically reduce. Another project site on the opposite bank of river Beas, appeared more suitable. The cost of river training measures could be much less even for the whole project comprising Phase I to Phase III. REVIVING PALUR CANAL AT CHILIKA LAKE, ORISSA Palur canal is 17.5 km long, which connects Chilika lagoon at the northern side and Rushikulya river mouth on the southern side. Palur canal was constructed in the year 1866 for navigational purpose. In the course of time, the canal got silted up, which restricted the tidal exchange between Chilika Lake and Rushikulya river mouth during high waters only.

Chilika Development Authority referred the problem to CWPRS for checking the hydrodynamic impact on Chilika Lake due to dredging of the canal and to estimate the quantum of dredging to be carried out to attain the design section.

A study was carried out using 1-D mathematical model and it was found that there would not be appreciable hydrodynamic impact on the Chilika Lake due to dredging the Palur canal. The quantity of dredging would be of the order of 0.86 million cum. The revival of Palur canal would also help in improving the biodiversity of the region.

BACKWATER COMPUTATIONS FOR

NEILLA WEIR, PUNJAB Bhakra Nangal Hydro-electric Project is commissioned across river Satluj. Bhakra Dam is in the State of Himachal Pradesh and Nangal Dam, about 12 km downstream of Bhakra dam is situated in the State of Punjab. Bhakra Beas Management Board (BBMB) authority regulates the supply of water in the river Satluj and the distribution of power from Bhakra Nangal Project. BBMB is considering the possibility of generating additional power from a location called Neilla about 5 km downstream of Bhakra dam. The construction of a weir downstream of Bhakra dam is likely to increase the tail water level of Bhakra due to backwater effect, which in turn may

reduce the head available at Bhakra for power production. Mathematical modelling study was therefore conducted to find out the backwater profile for different discharges from Bhakra with and without weir at Neilla. Three different

CWPRS Annual Report 2002-2003 locations for the proposed weir were considered for optimum power potential from proposed power plant with a minimum power loss at Bhakra. The studies were conducted for a steady state flow condition.

Hydrologic Engineering Centers’ River Analysis System (HEC-RAS) model was used for computation of backwater profiles, which gives solution for one-dimensional steady state flow equation based on energy balance. The river reach between Bhakra and Nangal was modeled with 27 cross sections and known upstream and downstream boundary conditions. The model was calibrated for observed discharges of low, medium and high orders

and corresponding water levels at selected locations using different sets of roughness coefficient as well as contraction and expansion coefficients. Based on the study, it was observed that the effect of weir at Neilla on tail water level of Bhakra is more only for lower discharge

due to ponding effect of weir. However for higher discharges the influence of weir at Neilla on tail water level of Bhakra is only nominal. Out of the three locations considered, the weir at a location of about 6.55 km upstream of Nangal dam is having higher power potential and more net gain after considering the corresponding power loss at Bhakra due to tail water rise. The location at about 6.71 km upstream of Nangal dam as an alternate site could also be considered even though the net power gain is slightly less. The suitability of the location can be decided based upon the engineering judgement and other considerations. INUNDATION STUDIES FOR BHADRA RIVER DOWNSTREAM OF LAKHYA HOLE CONFLUENCE The peletisation plant set up by Kudremukh Iron Ore Company Ltd.(KIOCL) is the largest of this kind in Asia. The company uses state of art technology for beneficiation process and is known for 100 % export orientation. The company’s products are exported to Japan, China, Australia, Turkey and Iran. In the process of refining large quantities of waste (tailings) are generated. These are stored in a reservoir behind dam constructed on Lakhya hole. The raw water requirements of company are also derived from the reservoir. KIOCL requested CWPRS, to take up inundation studies for Bhadra river due to hypothetical breach of Lakhya dam. A reach of river Bhadra extending to 50 km downstream of Lakhya hole confluence was considered in the studies. The assignment includes suggesting protective measures and addressing the issue of tailing movement. The task of inundation studies has been accomplished in two stages. In the first stage, dam breach parameters are set up duly considering the breach experienced by Lakhya dam during construction as well as during raising of dam height and the

CWPRS Annual Report 2002-2003 guidelines suggested by Fread. The breach hydrographs for different tailing volumes in reservoir are derived. The breach hydrographs are routed along Bhadra river in second stage. The parameters like water level, velocity and discharge at the locations of interest are saved during the unsteady flow simulation, which is carried out using 1-D St. Venant equations of continuity and momentum. Discharge variations are used for upstream end whereas normal flow conditions defined by Manning’s equation are specified for the downstream boundary. The maximum water level reached at the important locations, identified by KIOCL, are compared with the critical elevations to decide necessity or otherwise of the protective measure(s). The survey data and other reservoir data required for the studies were supplied by KIOCL. Roughness coefficient for Bhadra river stretch was decided by visual observations of river channel. Thus breach hydrographs from Lakhya reservoir were estimated for tailing deposition of 120 M.cu.m., 144.2 M.cu.m., 156.62 M.cu.m., 164.62 M.cu.m., and 172.62 M.cu.m. The maximum flow rate with deposition of 144.2 M.cu.m. and 164.62 M.cu.m. was 23377 cu.m/s and 23449 cu.m/s respectively. These hydrographs were routed along Bhadra with flow in river as 1274 cu.m/s and 4106 cu.m/s and maximum water level obtained during the passage of hydrograph was compared with the bank levels reported during survey of river as well as with the critical elevations of important structures within lease area of KIOCL and top level of bridges. It is noticed that except for one or two locations along Bhadra maximum waterlevel is higher than the bank levels reported during survey, indicating that

protection would be required. However, review of contour map indicated that contours of elevation higher than the bank elevation are seen in the close vicinity and major towns are located at higher elevations. The top level of bridges at Horanadu and Haluvalli are lower than the maximum water level obtained during the studies. Raising top RL of the bridges is proposed. The stability of piers and approaches of bridges at Balehole and Magundi is required to be ascertained. It is proposed to maintain status-quo if stability is ensured and disruption of traffic for submergence period can be tolerated. The duration of flood hydrograph is 6 hours, out of which only 3 hours period is critical. In light of this and the lead time of about an hour obtained during the studies, it is proposed to conduct survey of town segments likely to be submerged. The measures like evacuation and issue of warnings are proposed based on economic analysis of two alternatives. Maximum depth of submergence within the lease area is of the order of 5 m. Raising of top levels alongwith approaches of conveyor bridge and Bhadra bridge is proposed. Economic evaluation of measures viz., construction of embankment and ring bunds, is to be carried out and accordingly one of the measures can be finalized. Studies have been conducted in the past for assessing the flow field near chute spillway. The results of these studies may not be applicable under current flow field due to closure of chute spillway while raising top level of Lakhya dam to RL 890 m. The trend of movement of tailing under low velocities obtained in earlier studies, has to be ascertained during the high velocity field indicated during current studies. In light of this, detailed studies are suggested for ensuring movement of tailings with gushing water leaving Lakhya breach section.


HYDROELECTRIC AND THERMAL POWER PROJECTS PHOTOELASTIC STUDIES FOR SURGE TANK, LARJI H.E.PROJECT, HIMACHAL PRADESH Larji Surge tank is one of the important structures in water-conducting system of Larji hydroelectric project, Himachal Pradesh. It consists of a restricted orifice type 71.0 m high and 37.0 m internal diameter vertical shaft and bottom chamber entirely sunk in ground by excavating rock mass. The shaft is closed at the bottom. The horizontal headrace tunnel and the three-penstock tunnels intersect this shaft at bottom. The headrace tunnel is of 8.5 m internal diameter and its shape changes from circular to horseshoe in a length of 21.7 m at the intersection with the surge shaft. The top of this transition is formed by a 1.75 m thick slab having a circular orifice of 3.25 m diameter and three rectangular openings for the operation of gates. Three penstocks are circular in shape; 3.72 m diameter and each of these have transition length of 4.95 m within which the diameter changes to 4.50 m. Six piers for movement of three gates are provided integrally with the surge shaft wall. Maximum upsurge level in surge shaft is 982.80 m, whereas full reservoir level is 969.50 m. The top level of bottom chamber is 939.0 m. The surge tank with its wall subjected to high hydrostatic pressure and the thick base slab in particular with irregular shape form complex structure which is not easily amenable to theoretical analysis. In view of the above, it was considered essential to analyse the structure by using three dimensional photoelasticity technique. Photoelastic stress analysis of rectangular surge tank (the shape earlier proposed by the Project Authorities) carried out indicated need for a change in shape. Stress analysis

was made for modified shape of the surge tank. The photoelastic analysis of the surge tank indicated that it could easily be designed as the cylindrical water tank with the bottom restraint. The peak hoop stress (σθ) occurs at a distance of 0.51R1 from the top of slab and is of the order of 16.11 Pi along the vertical line, away from the piers, where R1

is the mean radius and Pi is the internal hydrostatic pressure at the base of the surge tank wall. The effect of the base slab is to restrain the shell deformation and reduce hoop stresses in the tank wall portion near base. The studies were based on the assumption that the piers have the adequate monolithicity with the tank wall. FIELD INVESTIGATIONS AND DEVELOPMENT OF MATHEMATICAL MODEL FOR PREDICTING WATER QUALITY IN RESERVOIR SYSTEMS: PANSHET AND UJJANI This R & D scheme was implemented under Hydrology Project to develop a mathematical model for predicting water quality in reservoir systems. Two reservoirs Panshet and Ujjani in Bhima basin were identified by Irrigation Department of Government of Maharashtra. In-situ observation of various water quality parameters, analysis of water and sediment samples in the laboratory for other parameters including heavy metal concentration, plankton density and diversity and microbiological tests was the scope of the study. The findings and recommendations are as follows: The growth of aquatic plants and biodiversity of Ujjani was more than Panshet reservoir. Its large size and the serpentine shape with extensive shallow littoral zone is a favourable condition for generation and the growth of many planktons, a good biomass and very

21


extensive growth of aquatic plants and macrophytes in Ujjani reservoir. This is an early indication of tendency towards eutrophication. Irrigation runoffs, domestic wastewater and urban runoffs are responsible for this situation. On the other hand, the steep slope, more depth and more linear shape of Panshet reservoir result in a comparatively less productive condition. Due to less rainfall, Ujjani region is semi arid, tropical dry one while surroundings of Panshet experience good rain, more runoff and less seepage. Due to this, organic matter and minerals from the upper layer of the soil diminishes by erosion. Planting trees in this area may mitigate this. During summer thermal and DO stratification was observed at several locations in Ujjani reservoir. Such situation in shallow waters is harmful for fish,

diatoms and the green algae. Discharge of thermal effluent should not be allowed into this reservoir in summer because this may lead to further adverse condition for aquatic life. Low conductivity of Panshet water indicates less dissolved salts in it. Such waters are suitable for domestic use and in laundries and industries. The conductivity of Ujjani water is almost ten times that of Panshet. While using such water for irrigation, there should be adequate preventive measures

water logging. Such water needs treatment before its use in industries.

for saving the land from getting saline or

otal coliforms were more during winter in

t present, the water quality of Panshet

Tboth the reservoirs. In Panshet, it was found in near bank region and in Ujjani it was present over an extensive area. Sewage contamination appears to be the main problem of Ujjani reservoir water quality. Disinfection or the treatment for destruction of pathogens is must before its use for domestic purposes. Panshet water is comparatively clean but chlorination before its use for drinking is recommended. Areservoir is better than Ujjani for almost all the beneficial uses. STUDIES FOR GHATGHAR H.E. PROJECT,

hatghar pumped storage project is first of

MAHARASHTRA Gits kind in Maharashtra State. The installed capacity of two reversible pump turbine/generator motors is of 250 MW in an underground powerhouse complex with a design head of 420 m. The project envisages construction of two dams forming two reservoirs. Upper reservoir on river Pavana near village Ghatghar in Ahmednagar district, the lower reservoir is on Shahi Nalla near village Chonde Budruk in Thane district. The water conductor systems consisting of approach channel,

22


intake structure and a pressure shaft will lead water to the underground power house to feed the discharge of 74.4 cumec to two reversible units. The tailrace discharge from the powerhouse is taken through the common tailrace tunnel to the lower pond. The length of the headrace system is 650 m and the tailrace system is 700 m. The headrace system consists of circular tunnel of 4.25 m diameter at the intake tapering to 2.0 m diameter at the turbine. The tailrace tunnel is 6.0 m diameter circular in shape. A single surge tank of 11 m diameter is provided at RD 1734 for the protection of tailrace tunnels downstream.

ransient Analysis

athematical model studies were

re-cooling of Ingredients of Roller

he construction of two dams involves

trict controlled on various parameters

he pre-cooling requirement of the coarse

T Mconducted for assessing the transient pressures arising due to load acceptance, load rejection and various combinations of both, as per the 8 conditions supplied by the project. The mathematical model used was the unsteady equation for motion and continuity, which were solved by a finite difference formulation. For the purpose of modelling, the headrace and the tailrace systems were studied for assessing the pressures along the system and the water level fluctuations in the surge tank. The studies indicated that the maximum pressure was of the order of 699 m for condition 2 in the headrace system, which was 42% above the static head. The minimum transient pressure was of the order of 440 m, which is positive and hence acceptable. The oscillations in the surge tank were of the order of 7-15 m. The maximum water level in the surge tank reached up to EL. 353.6 m, which is below the top of the surge tank at EL. 400 m. The minimum water level in the surge tank reached EL. 338.32 m, which is much above the bottom elevation of EL. 275.71 m. As such, there is no possibility of entering air into the tailrace tunnel and

exposing the surge shaft to atmosphere. Therefore, the performance of the surge tank was considered to be acceptable. PCompacted Concrete (RCC) T6,30,260 m3 of roller compacted concrete (RCC). RCC being new material, first time adopted in the country for massive construction of hydraulic structures, pre-construction studies involving strength and thermal properties, permissible temperature drop and estimation of placement temperature were carried out.

Swould ensure distress free hardened mass of RCC. Pre-cooling of the constituents of RCC is one of the practical ways of achieving the limiting values of the above parameters. Of the 5 major constituents involved in the RCC mix, only two constituents viz. coarse aggregate and water are amenable for pre-cooling. The coarse aggregate can be cooled by inundation method, which involves immersing the coarse aggregate in tanks of chilled water. Use of chilled water and ice flakes in the mix instead of ordinary water also would contribute to place the RCC mix at desired placement temperature. Taggregate and water for RCC mix for Ghatghar Project were indicated to serve as a ready reckoner with reference to air temperature at site.

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TAIL POOL AND TAILRACE CHANNEL STUDIES FOR INDIRA SAGAR H.E. PROJECT, MADHYA PRADESH Indira Sagar is a multipurpose river valley project with an installed capacity of 1000 MW and annual irrigation capacity of 2.70 lakh hectare. The project is located 13 km downstream of village Punasa in Khandwa district of M.P. and comprises a concrete gravity dam 653 m long and 92 m high across the river Narmada, an open trapezoidal approach channel emanating from Narmada Sagar reservoir, eight intake structures, eight penstocks connected with eight number of Francis turbine units with 275 cumec discharge and design net head of 60 m. Water from turbine units is led to draft tubes, 150 m long tail pool, 763 m long trapezoidal shaped tailrace channel, a terminal weir which joins to the Narmada river.

A 1:35 scale geometrically similar model of the tail pool and tailrace was constructed. The model comprises part of the headrace channel, penstock, tail pool and tailrace channel including terminal weir. The original design of tail pool and tailrace was studied in the model. The results of these studies indicated that there was return flow in front of units 8 to 5. As such, it was decided to move the left bank of tail pool on the downstream so as to provide larger straight reach for the discharge coming out from the draft tubes. Accordingly the

modified layout of left bank of tail pool was worked out. Studies were conducted on the flow visualisation and velocity distribution in the modified tail pool indicated improvement in the performance. However, return flows and small stagnation zone in front of the unit No. 8 still persisted, although its intensity as compared to original design was reduced. Due to topographical and techno economical considerations, it is not feasible to shift the left bank boundary further downstream away from the draft tube outlets. Studies were subsequently conducted for various combinations of operations of units and it was observed that the overall performance of tail pool and tail channel was satisfactory from the consideration of flow conditions and velocity pattern. TRANSIENT ANALYSIS OF THE WATER CONDUCTOR SYSTEM, KONAL H.E. PROJECT, MAHARASHTRA One of the advantages of hydro power is instantaneous acceptance or rejection of power generation. During these operations, however, very high transient pressures are generated in the water conductor system including air-water column separation. Proper design of surge tank helps to mitigate this problem. In order to optimize the diameter and to decide location of the surge tank, transient analysis for various conditions was carried out for Konal project. Tilari is a west flowing river originating in the Sahyadri ranges. The project envisages construction of an earthen dam across river Tilari for storage of 462.17 M m3 of water. It is also proposed to produce power from the canal releases. The water conductor system consists of 3895 (W) x 3895 (H) mm size D-shaped headrace tunnel from chainage 300 m to 1440 m, 3.5 m diameter penstock from chainage 1440 m to chainage 1670 m with a irrigation limb Y-

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piece at Ch: 1627 m and a tail channel. The power house at Ch: 1670 m will accommodate two turbines of 5 MW each to operate under a design head of 38 m and discharge of 16.4473 cumec. The studies for the transient analysis of headrace system of Konal HE Project, Maharashtra was carried out by the mathematical model `WH’ of Prof. M.H. Chaudhry, based on the numerical solution of the non-linear hyperbolic partial differential equations namely equations of motion and continuity by the method of characteristics. The studies were carried out for various combinations of parameters for acceptance and rejection of loads. The load rejection time of 7, 14, 21,35,40,45 sec with 4m, 8m, 12m diameter surge tank and without surge tank were analyzed. Full reservoir level of 117.52 m was considered for the studies. As the data for the turbine operating characteristics were not available, a valve at 1670 m, at the end of penstock immediately before its bifurcation to turbines was considered to simulate the load rejection and acceptance. The studies conducted with 12 m dia surge tank indicated that the maximum water level in the gate well reached EL.120.61 m and EL.120.57 m during load rejection time of 7 seconds and 10 seconds respectively for reservoir water level EL.117.52 (MWL). Similarly maximum water level in the surge tank reached EL.125.16 m and EL.125.15 m during load rejection time of 7 seconds and 10 seconds respectively for RWL EL. 117.52 m. The minimum water level in the gate well reached EL.71.65 m and EL.71.67 m during the load rejection time of 7 and 10 seconds for reservoir water level EL.74.07 m (MDDL). The maximum water level reached EL.71.68 and EL.67.88 m in the gate well and surge tank respectively during simultaneous load acceptance by both the machines for the reservoir water level at

EL.74.07 m (MDDL). Minimum water level in the surge tank and gate well in all these transient conditions was far above roof of the tunnel at the respective points. The studies indicated that the surge tank of diameter more than 8 m would be necessary and 12 m diameter surge tank would be over safe. As such, it was suggested to provide a surge tank with diameter between 10 to 12 m with due consideration to optimization of geo economical considerations. STUDIES AT KOYNA DAM, MAHARASHTRA Maharashtra Krishna Valley Development Corporation has proposed to develop three major irrigation schemes Tembhu, Takari and Mhaishal on Krishna river. The source of water for these schemes will be Koyna reservoir and rivers Krishna, Koyna and their tributaries. For these schemes Koyna reservoir will supply water varying from 27.70 cumec in June to 124.36 cumec in December. To meet the increased demand of water, any release of water through river sluice will result in corresponding loss of power generation. With the above in view the Pannel of Experts suggested to release the additional quantity of water after generating electricity through a new power house with installed capacity of 40 to 73 MW. CWPRS has been associated with various studies such as geophysical survey, evaluation of dynamic modulus of elasticity of concrete and rock samples, site specific earthquake ground motion and analysis of data. Geophysical Survey Geophysical survey using underwater seismic reflection and refraction techniques was conducted on the left bank of existing dam to evaluate reservoir bed levels and to delineate the bedrock topography. Seismic refraction survey was also carried out on

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land to determine the bedrock levels and to infer its quality. Single channel high resolution sub-bottom profiler system with boomer source was deployed for underwater reflection survey. Atlas Deso-10 echo-sounder having 200 KHz frequency was used for measuring water depths precisely. Seismic refraction survey both on land and in shallow water was carried out by employing a `state-of-art' 24-channel signal enhancement seismograph. Explosives were used for generation of seismic waves and the same after critical refraction from the subsurface layers were picked up by the geophones on land and by the hydrophones in water. In the area covered by underwater reflection survey, two subsurface reflectors were identified. The first reflector was inferred to be reservoir-bed, while the second represented bedrock of very good quality.

The depths to bedrock evaluated by refraction and reflection techniques matched well with those inferred in the boreholes drilled on land and in deep waters respectively. The compressional wave velocity of the bedrock varied between 4700 m/sec and 5800 m/sec which for basalt indicates very good quality of rock. From the results of the reflection survey reservoir-bed and bedrock level contours were drawn at 2 m interval. The reservoir-bed contours were found to be dipping towards Northwest direction. The bedrock contours in general, followed the

reservoir-bed contours. The average thickness of sediments was found to be 6 m except towards Southwest and Northwest where the same varied from 8 m to 12 m. Dynamic Modulus of Elasticity As an aftermath of the Koyna main earthquake of 11 December 1967, which caused significant damage to the Koyna dam, the non-overflow section of the dam was strengthened for a horizontal seismic coefficient of 0.5 g. In view of the Killari earthquake of 30 September 1993, it has been decided to strengthen the overflow section of the dam also. To arrive at the realistic strengthening requirement by carrying out detailed dynamic response analysis of the dam by using FEM method, it was required to know the dynamic modulii of elasticity for the rubble concrete of the dam as well as of the foundation rock. A total of sixteen concrete core samples (250 mm diameter and 500 mm length) and four rock core samples (55 mm diameter and 110 mm length) were used for the purpose of dynamic testing in the study. The laboratory tests for evaluating the dynamic modulus of elasticity were carried out using 8500 series Instron Universal Testing Machine of 1000 kN capacity, available at the Institute of Engineering and Ocean Technology (IEOT), Oil and Natural Gas Company (ONGC), Panvel. Such large scale experiments to find the dynamic modulus of concrete were conducted for the first time in the country. The representative values of dynamic modulus (Ed) for NOF, OF and both the sections taken together were found to be 43,163 MPa, 45,924 MPa and 44,880 MPa, respectively. The value of (Ed) for rock samples was found to be 65,047 MPa. The dynamic modulii for both concrete and foundation rock cores were also estimated by carrying out non-destructive testing of the core samples using ultrasonic pulse transmission technique. For this purpose, a Portable Ultrasonic Non-

26


destructive Digital Indicating Tester (PUNDIT) was used with 54 kHz piezoelectric transducers. The values of

(Ed) obtained using this method were found to be 54,806 MPa, 56,971 MPa and 55,878 MPa, respectively for NOF, OF and both the sections of the dam taken together. For rock samples, the value of (Ed) was found to be 74,685 MPa. Based on these studies, recommendations were made for the values of dynamic modulus of concrete and foundation rock to be adopted for the seismic response analysis of the dam. Evaluation of Site Specific Design Earthquake Ground Motion To carry out the seismic response analysis of the Koyna dam using the dynamic modulii of elasticity for the concrete and the foundation rock of the dam, site specific design acclerograms were evaluated by carrying out a comprehensive analysis of all the available data on geology, tectonic features, seismicity of the region and strong motion data recorded in the Koyna project area. Both, the conventional deterministic approach based on the specifications of Maximum Credible Earthquake (MCE) and the Probabilistic Seismic Hazard Analysis (PSHA)

approach based on the total seismicity of the region around the project site were used for this purpose. The ground motion was first estimated in the form of 5% damped response spectra of horizontal and vertical components of motion for confidence level of 0.84 to define the maximum credible ground motion. These design spectra were arrived at by reviewing several frequency-dependent attenuation relations and by analysis of the accelerograms recorded in the Koyna area. Compatible accelerograms were generated from the design response spectra using the phase angles of the accelerogram recorded during the Koyna main earthquake of 11 December 1967. The acceleration response spectra for different damping ratios were then obtained from the design accelerograms. The design accelerogram and the response spectra for the MCE level of ground motion

were recommended to be used only to test the safety of the dam under extreme earthquake loads. The design basis accelerograms and response spectra, recommended to be used for carrying out the dynamic response analysis of the dam to arrive at the strengthening requirement

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for the OF section, were taken to be one-half of the corresponding MCE level of ground motion. Analysis of Instrumentation Data For continuous monitoring of the structural behaviour of Koyna dam, monoliths No. 22 and 25 of the dam were well instrumented with coordimeter, thermometers etc.. Amongst other parameters, deflections of the dam, being very important parameter, has been continuously observed using coordimeter as well as microscope installed in monolith No. 22. A mathematical model based on multiple linear regression method was then developed for forecasting the deflections of Koyna dam by analysing the instrumentation data for the period 1969 -1976. Data on downstream face temperature, reservoir levels and observed deflections from the monolith No. 22 were used as input in the analysis. Mathematical model was developed based on the observed weekly data for the period 1969-1989 containing variables such as water levels, average down stream face temperature, time elapsed as well as fundamental and harmonic of seasonal cyclic factor. The studies brought out that the typical characteristics of the deflection pattern at low reservoir levels exhibited during the period 1969-1976 is no longer seen for the period 1977-1989. The effect of downstream face temperature on deflection was also found to be reducing. The studies also revealed that the continuously increasing linear trend as exhibited during 1969-1976 by irreversible component is no longer preserved, showing a stabilizing trend. Studies of Hydraulic Transients in Head Race Surge System The mathematical model studies on hydraulic transients in the HRT system of Koyna Hydro-Electric Project, Stage IV-B

(KHEP IV-B) were conducted to find out the water levels in the surge tank and the

additional expansion gallery for various operating conditions. The results of the studies mainly indicated that the water levels in the surge tank and the additional expansion gallery might

exceed the desired level during the mass-oscillations for some of the suggested operating conditions; and that the length of the additional expansion gallery proposed by the project authorities was insufficient in limiting the downsurge level. The most crucial minimum downsurge level of KRL 598.3 m (below the safe limit KRL 603.00 m) was reported to occur after 270.3 seconds, if all the four machines are opened in 21seconds and allowed to run at full load, keeping the reservoir level at MDDL, KRL 618.88 m. However, if only two turbines are opened in 21 seconds and continued to run for 260 seconds before opening of the other two, the maximum downsurge level of KRL 603.30 m occurs at 458.8 seconds. In case all the four running turbines are closed

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within 18.6 seconds, this no flow condition in the turbines needs to be continued for 690 seconds before opening of the first two of them which hereafter have to be kept open for 900 seconds prior to opening of the other two turbines. This sequence of operations raises the downsurge to the safe level of KRL 603.10 m. If all the four running turbines are first closed and then only two are opened, they should be kept running for 660 seconds before loading of the other two, as for this operation sequence leads to rise in the downsurge level of KRL 603.75 m. All these conditions are safe as the corresponding downsurge levels are above KRL 603.00 m. But, when the Koyna reservoir level is kept at FRL 659.91, the opening of all the four machines in 21 seconds and a subsequent continuation of flow for 720 seconds are required for the safe operation, as in this case upsurge level is limited to KRL 705.00 m which is below the safe upsurge level KRL 706.00 m. CHUTE AND TUNNEL SPILLWAY STUDIES, DHAULIGANGA H.E. PROJECT, UTTARANCHAL Dhauliganga H.E. project is located on river Dhauliganga in Pithoragarh district of Uttaranchal. The project envisages construction of a 56 m high rockfill dam to generate 280 MW of power. The original design of spillway consisted of three spans of 6.0 m (W) x 10.0 m(H) separated by 6.0 m thick piers with 3 m thick breast wall. The spillway crest at EL. 1307 m was designed to pass the maximum outflow flood of 3200 cumec at MWL EL. 1348.5 m. The chute spillway was followed by a flip bucket with radius of 33.8 m and a lip angle of 35o for energy dissipation. The studies were conducted for the original design at CWPRS and the results were communicated under Technical Report No. 3735 of October 2000. Subsequently, the design of the chute spillway was modified due to a landslide along the right bank due

to weak geological conditions and non-availability of foundation. The chute spillway had to be restricted to two spans with the axis spillway is tilted towards right by 1.591o. In addition, diversion tunnel of 9 m width was proposed as tunnel spillway to surplus additional flood waters. This tunnel spillway joins the 10 m diameter horse shoe shaped diversion tunnel. The existing 1:70 G.S. scale comprehensive model was used to study the approach flow conditions in the vicinity of both chute and tunnel spillways. For tunnel spillway detailed studies in respect of discharging capacity and flow conditions at the inlet to the tunnel and at the outlet were conducted on a new 1:50 G.S. scale model. The original crest profile consisting of a straight horizontal portion followed by a curve with equation x2=60y was found to be unsuitable to guide the flow through the tunnel. A crest profile x1.85= 20.687y followed by a circular curve of radius 48.381 m was suggested. This profile was incorporated in the model. The studies indicated that the approach flow conditions were satisfactory for both the chute and tunnel spillway for entire range of discharges. Thus, location of tunnel spillway was found to be suitable. The performance of chute spillway was satisfactory. The combined discharging capacity of the chute and tunnel spillway was 3715 cumec and 3205 cumec at MWL EL. 1348.5 m and FRL EL. 1345 m respectively as against the design outflow flood of 3200 cumec at MWL EL. 1348.5 m. Therefore, the combined discharging capacity of chute and tunnel spillways was found to be adequate. The studies indicated that the flow conditions on the crest up to the horizontal bend C2 were satisfactory. The flow conditions in the bend C2 and downstream upto the exit portal was seen riding and getting deflected in the tunnel due to horizontal bends C1 and C2. In order to

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avoid surging of water levels and slugs of flow in the tunnel it is recommended that air vents of dia. 2 to 2.5 m be provided in the crown of bend C2 and at 50 m upstream of the exit portal. It is also recommended that some form of energy dissipation arrangement may be provided downstream of exit portal of the tunnel. Five alternative proposals for improving flow conditions in the tunnel were considered. The proposal of providing a weir at the downstream end of the tunnel was found suitable as it was able to create pressurized flow through out the tunnel which eliminated unsatisfactory flow conditions mentioned above. STUDIES FOR POWER HOUSE TAIL RACE CHANNEL, KURICHU H.E. PROJECT, BHUTAN Kurichu H.E. Project is located on river Kurichu in Monggar district of Bhutan. The proposed concrete gravity dam is 55 m high and 285 m long with power house of installed capacity 4 x 15 MW along the left bank, a sluice spillway with 8 m thick breast wall having 5 spans each of 10.5 m wide, separated by 7.0 m 'thick piers. The sluices have been provided with radial gates of size 10.5 m wide x 14.0m high. The spillway is to cater for a maximum discharge of 12200 cumec. The full reservoir level is EL. 531.0 m and the maximum water level is EL. 534.0 m; A 104 m long stilling basin has been provided for energy dissipation. Extensive model studies for spillway and energy dissipation were conducted and reported since 1996. The last Technical Report No.3737 of November 2000 covered the studies for the Alternative V layout of the left training wall of the power house tail race channel. While executing this layout on the site, the project engineers constructed only five blocks of the training wall. A return wall perpendicular to the fifth block was constructed up to the natural ground contours on the left side. This alternative was termed as Alternative VI and was

referred for model studies to assess its hydraulic predominance. The modified river contours due to aggradation up to ch. 1028 m downstream were also supplied.

The studies indicated that the tail water levels observed on the model were higher than the ones supplied by the Project Organisation earlier. The water level fluctuations in the tail race channel were less than those observed with Alternative V layout. There were no return flows in the tail race channel as the flow coming out of the spillway was not hitting at the downstream end of the wall as for the earlier layout. Due to the curtailment 'of the end blocks of the wall the blockage of the tail race channel was eliminated and forward flow was generated by the power house flow. This also helped in reducing the deposition of silt in front of the tail race channel. Thus, the overall predominance of the Alternative VI layout of the power house tail race channel was satisfactory hydraulically and was better than the Alternative layout V studied earlier. It was suggested that periodical dredging of the deposited silt, if any, may be required to keep the tail race channel free of silt. STUDIES FOR PARBATI H.E. PROJECT, STAGE-II, HIMACHAL PRADESH The river Parbati originating from Mantalai lake in Himachal Pradesh at an elevation of EL. 6300 m is a left bank tributary of Beas river. The catchment area is 1155 sq.km and observed maximum flood is 369

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cumec. About 84% of the catchment area is snow covered and the river has a very steep slope of 53 m/km. Parbati H.E. Project, Stage –II in Himachal Pradesh envisages construction of a 85 m high concrete gravity dam in Kullu district. The spillway is designed to pass the

maximum outflow flood of 1850 cumec at FRL/MWL EL. 2198 m. It would also be used for flushing the sediment deposited in the reservoir. Spillway consists of 3 spans, 6 m wide x 9 m high separated by 6 m thick piers and equipped with radial gates and 26 m high breast walls are provided between the piers. A ski-jump bucket with 30o lip angle is provided at the toe for energy dissipation. The power intake is located on the left bank of the river about 50 m upstream of dam axis. It has three D-shaped tunnels and will carry a design discharge of 144.9 cumec. The intake tunnels are followed by desilting chambers, 31.23 km long headrace tunnel, surge shaft and pressure shafts. The surface powerhouse is located on the right bank of river Sainj. The powerhouse having installed capacity of 800 MW will be equipped with four Pelton turbines each of 200 MW rated capacity (gross head 862 m). Spillway, Power Intake and energy Dissipator The hydraulic model studies were conducted on the 1:50 geometrically similar scale comprehensive model incorporating original design of spillway, power intake and

river reach extending up to 500 m upstream and 500 m downstream of dam. The studies indicated that the approach flow conditions were satisfactory as there was no visible adverse effect on discharging capacity or functioning of spillway due to obliquity of approach channel. The discharging capacity of the spillway with all the three spans operating and only two spans operating was 3100 cumec and 2000 cumec respectively for reservoir water level at FRL EL. 2198 m. Thus, the discharging capacity of spillway was found to be adequate. The jets along the end spans were overtopping the training walls from ch. 45 m to 65 m downstream of dam axis with RWL at FRL for various discharges. Height of the training walls was required to be raised in this portion based on the water surface profile observed and taking into account bulking of jet in the prototype. The spillway profile was adequate vis-à-vis piezometric pressures as the flow cavitations index corresponding to minimum pressures of – 0.8 m was of the order of 0.316, indicating no possibility of cavitation. Performance of ski-jump bucket was satisfactory as there was clear ski-action for entire range of discharges and reservoir water levels. However, location of the plunge pool had to be shifted further downstream as throw distance of the ski-jump jet while operating at FRL was longer than the present location of plunge pool. Flow conditions near the power intake were satisfactory while passing design discharge of 144.9 cumec for reservoir water level of MDDL and FRL. Desilting Basin The water conductor system consists of 3 intake tunnels, 31.35 m long inlet transition, 3 units of 200 m (L) x 15 m (W) x 16 m (H) desilting basin 62.7 m long outlet transition, HRT, surface power house and 4 tail race channels. Design discharge at the intake is

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48.33 cumec/unit inclusive of flushing discharge of 9.67 cumec and is expected to carry high sediment concentration of 5000 ppm and above, containing 23.75% coarse, 24.2% medium and 52.05% fine sediments. A 1:25 geometrically similar scale model was constructed in fully transparent polycarbonet sheets reproducing part intake tunnel, inlet transition desilting basin with flushing tunnels, outlet transition and part HRT. Model was run with MDDL EL. 2185 m and a discharge of 48.33 cumec inclusive of flushing discharge of 9.67 cumec. Low specific gravity crushed and sieved walnut shell powder was used for simulation of suspended sediment. The original proposal was of 31.35 m long inlet transition having bed slope of 1 V : 3 H. With experience of earlier studies for similar basin it was recommended to reduce

the length of 23.567 m giving a steeper bed slope of 1 V : 2.25 H. A flatter slope of 1V : 1.55 H provided for hopper bottom was modified to 1 V : 1.22 H. 1.6 m wide settling trench was proposed to be provided at the bottom of the basin to accommodate the dunes of sediment settling. The size of flushing tunnel proposed was 1 m (W) x 1 m (H) at the beginning gradually varying to 1.6 m (W) x 2.0 m (H) at the end. It was modified as 1 m (W) x 1 m (H) at the beginning gradually varying to 1.6 m (W) x 1.5 m (H) at the end of the basin. Length of the outlet transition was also reduced from 62.7 m as proposed to a length of 10 m only. The sizes and spacing of the openings

connecting desilting basin with the flushing tunnel were suggested. Model studies conducted with modified design with sediment concentration of 5000 and 6200 ppm indicated that the overall performance of the inlet transition in respect of flow diffusion and transport of sediment was satisfactory. The settling efficiency of the desilting basin was estimated to be 97% for 0.2 m dia. particle and was found to be in close agreement with that computed on the basis of model experiment. The overall size and shape of the basin was thus adequate for 90% settlement of sediment coarser than 0.2 mm dia. Performance of the outlet transition was satisfactory and the size of the flushing tunnel below desilting basin was adequate for transport of settled sediment. In view of higher settling efficiency there is scope of reduction in the proposed 200 m length of the desilting basin. STUDIES FOR CHAMERA H.E. PROJECT STAGE-II, HIMACHAL PRADESH The Chamera H.E. project, Stage-II, in Himachal Pradesh envisages construction of a 39 m high concrete gravity dam across the river Ravi to generate 300 MW of power. The spillway consists of 4 spans each 15 m wide separated by 6 m thick piers and is equipped with 21.797 m high radial gates to pass a standard project flood of 9000 cumec. The Full Reservoir level is at EL. 1162 m. The crest of the spillway is barely 3 m above the average bed level of the river to enable flushing of the silt deposited in the reservoir. The energy dissipater is in the form of hydraulic jump stilling basin. In addition to radial gates a set of stoplogs are provided for the emergency operation. The set of stoplog consists of eight elements each of 15 m (W) x 2.7 m (H) and would be lowered in the gate grooves upstream of spillway crest. The stoplogs are proposed to be designed for operation under unbalanced condition i.e. under flowing water. These stoplog units

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are proposed to be operated by a gantry crane of 100 tonnes capacity. Studies for spillway stoplog units The stoplog units while lowering under unbalanced condition would be subjected to under and over flow and would experience hydrodynamic forces. These forces are required to be assessed and accounted for in deciding optimum self weight of the stoplog elements and in turn the capacity of the gantry crane for their operation. The studies on the 1:25 geometrically similar model were conducted to assess hydrodynamic force acting on the stoplog and lifting beam system during its operation, under unbalanced condition. The studies were carried out for the reservoir level of FRL EL. 1162 m, EL. 1157m and MDDL EL. 1152 m. The maximum down pull force of the order of 90 tonnes and maximum uplift force of the order of 80 tonnes were observed during the traverse of 1st (bottom) stoplog unit along with the lifting beam. In view of the results, the self weight of the stoplog unit was required to be increased. Experiments were also conducted to assess hydrodynamic forces on system of two stoplog units combined together along with lifting beam. Results of studies on two stoplog units combined together for reservoir water level corresponding to EL. 1162 m indicated that, maximum net hydrodynamic down pull force on stoplogs was of the order of 122 tonnes and net uplift force was about 115 tonnes, when radial gate was in fully open condition. Hydrodynamic net down pull force on combined stoplogs, for similar test conditions with radial gate at part gate openings and corresponding reservoir water levels was found to be marginally lower, compared to that on a single stoplog unit. Studies for partial gate operation of spillway Studies were conducted for full gate as well as partial gate operation of spillway ranging from 1 to 10 m for various reservoir water levels up to FRL EL. 1162 m. A discharge of 6800 cumec could be passed at FRL EL.

1162 m with 10 m gate opening. For gate openings higher than 10 m, the flow conditions upstream of spillway were turbulent with considerable variation in water level across the width of the river. Therefore, it is suggested that discharges higher than 6800 cumec may be passed with all the four spans fully open. STUDIES FOR TALA H.E. PROJECT, BHUTAN The Tala hydroelectric project, Bhutan is a run-of-river scheme on the river Wangchu. The project envisages construction of a 91 m high and 128.5 m long concrete gravity dam and an underground power house near Tala with a power generating capacity of 1020 (6x170) MW, with six pelton turbines. The sluice spillway and overflow spillway are provided in the central portion of the dam. The sluice spillway comprises five sluices of size 6.5 m wide 19.014 high (at entrance) at EL. 1320 m. A single bay overflow spillway is provided, with crest at El. 1360 m and gates with size of 4 m (W) and 3 m (H). The sluice spillway is designed to pass a standard project flood of 10500 cumec and are provided with radial gate of size 6.5 m x 13.15 m on the downstream of sluice for control of sluice discharge. In addition, a set of stoplogs would be provided for closing sluice flow during emergency operation. A set of stoplog consists of 5 units. Bottom 4 units would be of 4.30 m height and each would have lower and upper part. Top unit would be of 1.93 m height. Stoplogs would be lowered in the gate grooves provided in the piers on the upstream face of the dam. These stoplogs are proposed to be designed for lowering operation under unbalanced condition and will be operated by a gantry crane of suitable capacity. The concentration of suspended sediment in Wangchu River is high during floods and is expected to go up to 2000 ppm. It contains about 17.4 % of coarse, 19 % of medium and 63.6 % of fine sediment. Three

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units of desilting basins are proposed for the removal of 90 % sediment which is coarser than 0.2 mm. Each unit is 250 m long, 18.5 m high and 13.92 m wide. Three numbers of flushing conduits of size 0.75 m (W) x 1.2 m (H) are provided below each desilting unit. These flushing conduits will discharge in a separate D shaped branch tunnel downstream of desilting unit. The flow through these flushing conduits is controlled by the vertical slide gates. Studies for Sluice Spillway Stoplog Units The stoplog units while lowering under unbalanced condition would be subjected to under and over flow and in turn would experience hydrodynamic uplift or down pull force. The hydrodynamic forces are required to be assessed and accounted for in deciding optimum self weight of the stoplog elements and in turn the capacity of the gantry crane for their operation. The studies on the 1:25 geometrically similar model were conducted on bottom stoplog unit to assess hydrodynamic force acting on the stoplog and lifting beam system, during its operation, under unbalanced condition. The studies for the bottom stoplog unit (consisting of lower and upper part) with upstream skin plate in position were carried out for the reservoir water level at FRL EL. 1363 m, and MDDL EL. 1352 m and radial gate fully open condition. The studies indicated that the maximum net down pull force of the order of 315 tonnes and maximum net uplift force of the order of 180 tonnes were observed during the traverse of 1st (bottom) stoplog unit along with the lifting beam. The model studies were also conducted on bottom stoplog unit to check the effect of removal of upstream skin plate on hydrodynamic forces. The studies on bottom stoplog unit for the reservoir water level at FRL EL. 1363 m and radial gate in fully open condition indicated maximum net uplift force of about 220 tonnes on stoplog

unit. Since stoplog unit with upstream skin plate experiences less net uplift force,

further studies were continued on bottom stoplog unit with upstream skin plate for different reservoir water levels with radial gate at part gate openings. Studies for Silt Flushing Tunnel and Gate Studies were conducted on 1:12 G.S. scale model to estimate hydraulic down pull / uplift forces on the control gate. Part of three flushing conduits coming out of a desilting chamber up to the control gate was reproduced in transparent perspex. About 70 m long D – shaped tunnel beyond the control gate section was also reproduced in transparent perspex. The studies for assessing the hydrodynamic forces indicated that the slide gate would experience maximum net down pull force of 19 and 33 tonnes for water level corresponding to EL. 1345 m and EL. 1363 m (FRL) in cunnette respectively. The maximum net uplift force of about 3 tonnes would act on the gate when it is about to close. Studies were also conducted to check the efficacy of bottom gate lip by piezometric pressure measurements. It was seen that

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the 45-degree gate lip is hydraulically satisfactory. Studies for Desilting Basin The studies on the 1:30 G.S. model of desilting basin indicated that after modification of slope and length of the inlet transition, incoming sediment diffused adequately in the inlet transition and slides down the slope. The overall shape and size of the basin are adequate for 90 % settlement of sediment coarser than 0.2 mm for design discharge. The overall settling efficiency with 10 % extra design discharge was found to be 88 % for removal of sediment particles coarser than 0.2 mm and is considered to be adequate. Flushing Tunnel Beyond Desilting Basin A separate 1:30 G.S. scale model was constructed to assess the performance of the flushing tunnel beyond desilting basin. The desilting basin of length 150 m along with flushing conduits, manifold arrangement and 600 m long common tunnel were reproduced. The tunnel up to control gates was fabricated in transparent perspex. The model was run for various discharges, upto the maximum design discharge of 28.5 cumec. Flow depths were observed in the combined flushing tunnel and Manning’s roughness coefficient ‘n’ was estimated to be 0.01. The sediment transport capacity for model parameters is estimated analytically using Engelund-Hansen formula to be 900 ppm by volume and is confirmed by injecting the sediment in the model. Similar analysis for prototype

parameters indicated the sediment transport capacity of the flushing tunnel beyond desilting basin to be 13750 ppm by volume. This is much more than the expected concentration of 3100 ppm in flushing tunnel. Hence, it was concluded that the transport capacity of the flushing tunnel beyond desilting basin would be adequate, provided the Manning’s roughness coefficient of 0.016 assumed by CWC could be achieved on the field. The trajectories of the flow observed in the model indicated the necessity of 7 m high dome in the prototype. STUDIES FOR SPILLWAY, DESILTING BASIN, FLUSHING TUNNEL BEYOND SILTING BASIN, TEESTA H.E. PROJECT, STAGE–V, SIKKIM The river Teesta originates in the glaciers of North Sikkim and flows through gorges and rapids in its initial reaches. It has tremendous potential for the development of hydropower as it descends from an elevation of about 3600 m at its origin to about 300 m near Sikkim - West Bengal border at Melli in the distance of about 175 km. It has been estimated that a firm power of about 700 MW can be generated, with an installed capacity of about 3735 MW under a cascade development programme consisting of 6 stages within the state of Sikkim. The Teesta Hydroelectric project(Stage V) is a run of the river scheme with a concrete gravity dam across river Teesta about 2km downstream of Dikchu confluence and an under ground power house near village Sirwani. A spillway has been provided within the dam for the release of floods and also for the flushing of sediments deposited in the reservoir upstream. It consists of five sluice bays, 9 m wide x 12 m high each, equipped with radial gates for regulating release of water. Ski-jump bucket has been provided for energy dissipation. The spillway has been designed to pass a flood of 9500 cumec at maximum reservoir level of EL.

35


580.72. The power intake is located just upstream of the spillway in the left abutment at 100o with the dam axis. It has three openings having invert at EL. 554 m and will carry a designed discharge of 350.84 cumec. The flow from the intake will be carried through a 17.7 km long pressure tunnel to an underground power station along the left bank of river Teesta. The power station having installed capacity of 510 MW will be equipped with three Francis turbines each of 170 MW rated capacity. Spillway and Power Intake The National Hydrorlectric Power Corporation Ltd. has referred various studies for this project for spillway power intake and energy dissipator. Hydraulic model studies were conducted on a 1:50 geometrically similar scale comprehensive model incorporating spillway, power intakes and river reach up to 650m upstream and 300m downstream of the dam. The studies indicated that the flow conditions upstream of the spillway were satisfactory for the entire range of discharges and reservoir water levels. The discharging capacity of the spillway was found to be adequate. Studies for 10% of the gates (i.e. 1 gate) in operative for surplussing maximum design discharge indicated 8% deficiency, which was considered acceptable. The height of the trunnion axis of the radial gates and the

height of both the training walls were found to be adequate. The divide walls from chainage 32.5 m upto 52.5 m downstream of the dam axis were required to be raised to EL. 550 m to have sufficient freeboard. Negative pressures of the order of – 7 m were observed on the breast wall bottom profile upstream of the air vent for the discharges of 7125 cumec (75%) and 9500 cumec (100%) under free flow condition. On the other hand for all discharges with gate in operation the pressures on the breast wall were positive. In order to avoid negative pressures and possibility of cavitation damage it was found necessary that the discharges above 5000 cumec should be passed with partial gate operation, maintaining the reservoir at FRL. In order to resist abrasive action of the sediment trapped in the hydraulic jump formed in the bucket for low discharges under free flow conditions, the surface of the spillway should be constructed with high strength concrete. About 70 m length of the right bank downstream of the bucket lip should be suitably protected to avoid erosion because of impingement of the ski-jump jet. The flow conditions near the intake were satisfactory for all the reservoir levels. However, it was recommended to dress the hill slope on the left side of the intake to avoid sharp corner. Reservoir Flushing Due to high silt load (ppm) frequent flushing of reservoir through spillway is necessary. These studies were conducted on 1:100 scale geometrical similar model covering a reach of Teesta river about 5 km upstream and 0.3 km downstream of dam. Layout of the spillway having five openings of sizes 9 m (w) x 12 m (h) each and other appurtenant works were reproduced in the model. Prior to taking of the flushing studies the profile of the probable siltation in the reservoir were reproduced in the model as per data given by NHPC. Based on the past experience as well as from various literature and discussions with project engineers, it was decided to use the

36


bed material having a mean diameter of about 0.3 mm, to represent the prototype material equivalent to 25 mm. The studies indicated that the effect of flushing reach up to the upstream 2.5 km of the reservoir. The studies also showed that quantity flushed out with 1000 cumec discharge during 12 to 36 hours run were 0.78 to 1.68 M.cum, whereas quantity flushed out for flushing discharges 1200; 1500; 2000 cumec were 0.8 to 1.74 M.cum, 0.85 to 1.82 M.cum and 1.08 to 2.265 M.cum respectively. Therefore, it was felt that the present layout of the spillway would be able to flush out most of the incoming sediment. As a result, the reservoir capacity could be restored to a large extent without any difficulty. However, it was found that the flushing with higher discharges for short duration would be preferable than with low flushing discharge for longer duration, as the former would be more economical. Desilting Basin The water conductor system consists of 3 intake tunnels, 3 units of 300 m (L) x 20 m (W) x 24.5 m (H) desilting basin, 17.7 km long and 9.5 m dia. headrace tunnel , 95 m high surge shaft, 175 m deep vertical pressure shaft, an underground power house and 135 m long tail race tunnels. Design discharge for the intake is 350.85 cumec and is expected to carry very high concentration of sediment even exceeding 15000 ppm, and containing 19% coarse, 30% medium and 51% fine sediment. Hydraulic model studies for estimation of settling efficiency and efficacy of the desilting basin were carried out. A 1:30 geometrically similar scale model in fully transparent polycarbonite sheets was constructed reproducing part intake tunnel, inlet transition, desilting basin with flushing tunnel up to control gate, outlet transition and part HRT. Model was run with 116.95 cumec inlet discharge (97.46 cumec HRT

discharge +19.49 cumec flushing discharge) maintaining upstream water level at MDDL. Low specific gravity crushed and sieved shell powder was used for simulation of suspended sediment. The original proposal of desilting basin envisaged a 41 m long inlet transition with 1 V : 2.76 H bed slope. With the experience of earlier studies for similar basin it was recommended to reduce the length to 34.316 m with bed slopes of 1 V : 2.3 H. Flushing tunnel below the desilting basin of size 3 m (W) x 0.6 m (H) at the beginning gradually varying to 3 m (W) x 2 m (H) at the end was proposed. This was changed to 0.5 m (W) x 2 m (H) at the beginning gradually varying to 3 m (W) x 2m (H) at the end. The openings connecting the basin with the flushing tunnel were also modified. Similarly, some improvement in size and spacing of opening connecting the basin with the flushing tunnel were also envisaged. The overall settling efficiency obtained from model studies for modified design was found to be 85% which was in very close agreement with analytical estimation of 83% using Camp’s criteria. It was also seen that the settling efficiency of the basin was observed to be 96.05% for 0.2 mm dia. size particles. The model studies helped in reducing the length, transition of the desilting basin, thereby resulting considerable cost saving. Flushing Tunnel Beyond Desilting Basin The studies for flushing tunnel were conducted on 1:20 geometrically similar scale model reproducing 150 m length of basin unit, flushing tunnels coming out, manifold arrangement and full length of combined flushing tunnel with open top up to its outfall into river. All branch tunnels from desilting basin and to control gates were fabricated in transparent perspex sheets. Studies were conducted with simulation of flow of 19.39 cumec/tunnel. It was observed that supercritical flow prevails

37


under all operating conditions and maximum depth of flow was 1.85 m and corresponding velocity 7 m/s. As the flow was supercritical, a flatter slope of 1:235 was assumed to create subcritical flow with Froude number of 0.9 and flow velocity of 4.7 m/s. Under this condition, the sediment transport capacity was worked out to be 50000 ppm for prototype and 950 ppm for model parameters. In the model with the slope of 1:186, supercritical flow prevails giving sediment transport capacity of the 2575 ppm against 950 ppm, hence it is expected that in prototype the sediment carrying capacity will be much more. Model experiment indicated that there was no deposition in individual or combined flushing tunnels. However, modification in the curvature is required at junctions of tunnel No. 2 and 3 with the combined tunnel as the high velocity flow was hitting the opposite bank. Sizes and shape of the tunnels were adequate. Suitable strong lining would be required for the tunnels beyond control gate to withstand high velocity flow. MONITORING OF BLAST VIBRATION DURING EXCAVATION OF ROCK FOR RAPP UNITS 5&6, RAJASTHAN The Nuclear Power Corporation of India Ltd (NPCIL), Mumbai has proposed to construct two additional units, with 220 MW capacity each, for the Rajasthan Atomic Power Project (RAPP), near Kota. These units are sited close to the existing four units (1 to 4) with several structures having sensitive electrical and electronic installations. The construction of the additional two units

(5&6) involves excavation of about 4,63,800 m3 of hard rock by drilling and blasting method. The rock formation at the site is predominantly hard and compact quartzite sandstone. To ensure the safety of various important structures in the vicinity, CWPRS was requested to suggest safe charge weights and safe blasting patterns for the proposed excavation. To describe the propagation characteristics of blast-induced ground vibration with distance, site-specific attenuation relation was developed for RAPP Units 5&6 by using 132 blast vibration data obtained from the site. To use this relation for estimating the safe charges, a peak particle velocity (PPV) of 3 mm/s was estimated to be safe for buildings with electrical and electronic equipments and a velocity of 10 mm/s for other civil structures. The safe charge weights for different distances were then estimated by using the safe vibration level in the site-specific attenuation relation. These charges were used to design the safe blasting patterns. Based on the observations from a single trial blast, a preliminary blasting pattern was also recommended to get the smooth finished surfaces along the final line of excavation, using the technique of pre-splitting. ESTIMATION OF DESIGN SEISMIC GROUND MOTION FOR VINDHYACHAL STPP, STAGE-III, MADHYA PRADESH Detailed seismic hazard analysis was carried out to estimate the site-specific ground motion for earthquake resistant design of the proposed Stage-III (2 x 500 MW) of Vindhyachal Super Thermal Power Project (VSTPP), located close to the existing two units of Stage-II of the project. The project site is located in the northeastern margin of the Peninsular Shield of India at about 24° 05' 46'' N and 82° 40' 20'' E in the Sidhi District of Madhya Pradesh state. The design ground motion parameters estimated earlier by CWPRS for Stage-II in 1989 were updated in the present study using more recent and good

38


quality of data on the seismicity, more accurate and detailed information on tectonic features, improved information on the regional crustal model and the local site conditions of the project site. Both, the deterministic and the probabilistic seismic hazard analysis approaches were used to evaluate the updated design ground motion for two levels of earthquakes, termed as Design Basis Earthquakes (DBE) and the Maximum Credible Earthquake (MCE). In the deterministic approach, a comprehensive statistical analysis was carried out to obtain the magnitudes of DBE and MCE as 6.3 and 6.8, respectively. These earthquakes were assumed to occur at a distance of 13 km from the project site, which is the closest distance of the Son-Narmada South fault, the nearest active tectonic feature to the project site. From a knowledge of the focal depths of major earthquakes along the Son-Narmada fault zone, the focal depths of DBE and MCE were taken as 20 km and 25 km, respectively. Also, to evaluate the site-specific design ground motion, the local soil and geological conditions were taken to be of hard-rock type. Using these specifications, deterministic estimates of DBE and MCE levels of response spectra with a damping ratio of 5 % were obtained for both horizontal and vertical components of motion, by using the frequency dependent attenuation relations for the spectral amplitudes for Western United States due to Lee (1989). These attenuation relations were considered suitable for the area of Vindhyachal Project on the basis of the similarity of Modified Mercalli Intensity in northern India and the Western United States. Using the above response spectra, compatible accelerograms were synthesized by generating the phase characteristic from the theoretically computed surface wave group-

velocity dispersion curves for the crustal

model for the project area.

In the probabilistic approach, the results were obtained by considering the total expected seismicity during a life period of 100 years with its suitable spatial distribution in the project area. The total seismicity to obtain the DBE level of ground motion was defined by the Gutenberg-Richter's magnitude-frequency relationship in such a way that one earthquake of magnitude 6.3 (DBE) is produced every 100 years. In addition, one earthquake of magnitude 8.0 was added deterministically at a distance of 350 km to consider the effect of large magnitudes at very long distances. To get the MCE level of ground motion, the magnitude 6.8 (MCE) was also added to this total seismicity as a characteristic event. The probabilistic response spectra have the property that for a specified confidence level it will not be exceeded due to any of the earthquakes expected to occur anywhere in the area of the project. The probabilistic spectra in the present analysis were found to be slightly higher than the corresponding deterministic spectra in the intermediate and long-period ranges. Therefore, in view of the safety of the VSTPP, Stage-III, the design accelerograms corresponding to the

39


envelop of both the spectra were recommended to be used. ANALYSIS OF FIELD DATA COLLECTION FOR 500 MWe PROTOTYPE FAST BREEDER REACTOR AT KALPAKKAM Kalpakkam (Lat.120 33’ N and Long. 800

11’E) is located about 70 km south of Chennai, in Tamil Nadu. The Nuclear Power Corporation India Limited (NPCIL) has established a nuclear power station at Kalpakkam named “Madras Atomic Power Station” (MAPS) in 1983-85 having two units of 170MWe generating capacity. The cooling water required for the power station is drawn from the sea. The cooling water drawn through the intake-well is conveyed to the on-shore pump house through a horseshoe shaped tunnel cut through a hard rock layer below. The warm water from the condensers is discharged back to the sea through a triangular shaped outfall structure located at the root of the approach jetty. Net littoral drift along the coast near Kalpakkam is of the order of 0.5 million cum. per year moving in the northerly direction. Due to the warm water discharge, there is a barrier for the littoral drift process. This has resulted in formation of a sand-spit at the point of outfall, near the root of the approach jetty. The length of the sand-spit increased with time and has stabilized upto the mouth of the Edaiyur creek, which is about 2km. north of the approach jetty of MAPS. During the growth of the sand-spit, erosion of the coast was experienced. The point of erosion shifted with time, as the length of the sand-spit increased or decreased. The sand-spit caused partial closure of the Edaiyur creek mouth resulting in de-linking of the backwater system from the sea. The Indira Gandhi Centre for Atomic Research (IGCAR) has proposed to establish a Prototype Fast Breeder Reactor, (PFBR)of 500MWe capacity at a location 500m south of MAPS. While finalising the location and type of the intake and outfall structures for the PFBR units, it is essential to ensure that:

No hot water recirculation takes

place through the intake structures of MAPS as well as PFBR.

The environmental stipulations laid

down by the Environment Protection Act, 1986 for the power projects operating on once-through cooling water system are satisfied.

In order to select a suitable location and type of intake and outfall structures of

PFBR, studies were undertaken. As a first stage, field data collection, to provide the input data for the model calibration, was carried out. Sophisticated field equipments like self-recording tide gauge, current meters, water samplers etc. were used for this purpose. Based on the analysis of the data, it is observed that:

The seabed slopes are steep (1:20) in the near shore region and flat (1:100) in the region beyond.

Tides are semi-diurnal in nature and

have low amplitude (Spring 1.22m, neap 0.25m).

Tidal currents are quite weak (Avg.

3cm/sec) and do not exhibit any correlation with the tide. The currents are more influenced by the

40


bay circulations generated by southwest and northeast monsoons.

The seabed material is find sand

(D50 values varying from 0.2mm to 0.5mm).

Salinity of seawater varies between

35.2 and 38.9 ppt. The specific gravity of the water samples varied between 1.02485 and 1.02577.

Due to weak tidal currents,

longitudinal dispersion coefficient varied from 3 sqm/hr to 110 sqm/hr, lateral dispersion coefficient varied from 1sqm/hr to 14 sqm/hr.

The process of formation of sand-spit has to be taken into account while determining the location of outfall for PFBR unit. Moreover its effect on the shoreline evolution need to be studied in detail.

The depths in the existing warm

water channel varied from 0.3m to 2.3m. The warm water temperature when discharged in the channel was about 36.70C which reduced to about 33.50C while flowing through the 2000m long channel. The temperature of warm water drops down to about 32.50C after mixing with seawater.

The thermal mapping indicated that the influence of the warm water was over a considerably large area as the dispersion process was slow. This fact needs to be considered while determining the location and type of intake and outfall structure for PFBR unit and to determine the effect of combined warm water discharges of both, MAPS and PFBR on the receiving water body.

FEASIBILITY STUDIES FOR CW SYSTEM OF PALGHAR POWER STATION, MAHARASHTA M/s Bombay Suburban Electrical Supply Company (BSES) Ltd., Mumbai has proposed to establish a 495MW Combined Cycle Power Project (CCPP) at Saphale, near Palghar. The site is adjacent to the northern bank of Vaitarna River. It is proposed to draw water from the Vaitarna

warm discharge is also to be let out back into the river.

river for cooling the condensers and the

he feasibility studies for locating intake Tand outfall structures of CW system for the proposed project were carried out. M/s BSES through M/s Jishnu Ocean Technologies, Mumbai collected the site-specific data required for the studies. The data was analysed and based on the results of the analysis, it was observed that tidal propagation in Vaitarna River at the proposed site was quite good. Considerable discharges also flow in the river Vaitarna. As such, it is possible to draw required cooling water from the Vaitarna River. Two alternative locations of intake (one near the

41


rail bridge the other on the eastern end of the island near Rail Bridge) and two alternative locations of outfall (one on the seaward boundary of the project site the other on the Sarvar Creek) were selected for further investigations. The final selection of locations of intake and outfall would be made after detail model studies to ensure that no warm water recirculation takes place through the intake structure, and the temperature stipulations laid down by the Environmental Protection Act, 1986 are satisfied.

TUDIES FOR KAIGA ATOMIC POWER PROJECT,

uclear Power Corporation of India Ltd

WPRS has been associated with various

ross-Hole Survey

he potential effect of vibratory motion

he major rock type encountered at the site

he cross-hole seismic studies to evaluate

rom the studies it was inferred that the

lectrical Resistivity Survey

SKARNATAKA N(NPCIL) is setting up two additional units of generating capacity 220 MW each at Kaiga Atomic Power Project, Karnataka. The proposed site for Reactor Buildings RB-3 and 4 is situated adjacent to Kaiga 1 & 2 units and about 12 km upstream of Kadra dam. The site is surrounded by hills on three sides. Cstudies such as cross-hole, electrical resistivity of the strata, safe charge evaluation and multiple dam break analysis. C Tcaused by `design-basis-earthquake' has to be taken into account while designing the foundation of various civil structures of the nuclear power plant. The transmission of vibratory motion due to an earthquake is governed by the dynamic elastic moduli of the subsurface strata, which with depth, are best evaluated from the Compressional (P-) and Shear (S-) wave velocities. Tis granite gneiss, the nature and quality of which varies laterally as well as with depth. 24-channel signal enhancement seismo-graph was deployed for recording of P- and S- waves. A borehole hammer and two triaxial and two vertical downhole

geophones were used for generation and detection of the waves in boreholes.

inhomogeneities (fissures, cracks) have no preferential direction of orientation. The P- and S- wave velocities before and after excavation at the same depth were similar, indicating that the blast energy was contained and the excavation has not affected the rock quality.

Tin situ P- and S- wave velocities with depth were carried out at two reactor building

boreholes in four mutually perpendicular directions spaced 3m apart in each direction were rotary drilled up to 20 m depth from the excavated foundation level (EL 84.1 m) of RB-3 and RB-4 sites. The studies were conducted at 1.5m depth interval in North, South, East and West directions.

sites. For these studies, nine NX size

F

E

42


Electrical resistivity survey was carried out r deciding the level of earthing system at

e survey at the second layer showing high

Safe Charges

itional units volves excavation of large quantities of

arious published safety riteria, analysing the frequency contents

the vibration data collected from xperimental blasts conducted at the site, a

am Break Studies

; viz., Supa, ommanahalli, Kodasalli and terminal dam

completed in three stages sing the models developed at National

foswitchyard and nuclear reactor building sites. The resistivity profiling using Wenner Configuration was carried out along grid lines with electrode separation of 6 m and 10 m at 5 m station intervals. A total of 48 vertical electrical soundings with 70 m current electrode separation using Schlumberger configuration were carried out both in N-S and E-W directions at 24 locations. The interpretation of vertical electrical soundings data revealed five subsurface layers with higher resistivity for the second layer. The electrical profiling contours for 6m electrode separation revealed that the resistivity varies from 100 to 650 ohm-m with higher values in S-W direction. The 10 m contours follow the same trend and range except for lower resistivity values on Northern side. It was inferred from the results of ththresistivity values is suitable for design of earth system. Evaluation of The construction of the addinrock by drilling and blasting, which is commonly associated with several unwanted effects like ground vibration, airblast and flyrock having enough potential to cause damage to nearby structures and the installations inside them. To ensure the safety of the existing two units of Kaiga nuclear power plant buildings with various sensitive and safety related installations, safe charge evaluation studies were carried out for recommending the procedure for controlled blasting during the construction. Reviewing the vcof ground vibration observed during experimental studies, and considering the importance of various structures around the blasting-site, peak particle velocities of

10 mm/s and 5 mm/s were adopted as safe vibration levels for ordinary structures and structures with sensitive installation, respectively. The safe vibration levels for different ages of green concrete were found to vary from 10 mm/s to 45 mm/s for the freshly poured concrete of upto 4 hours of age and the fully cured concrete of 28 days. Using esite-specific attenuation equation was established. To have higher confidence in the prediction of safe charge weights, attenuation equation with 95% confidence level was also obtained. Using the safe vibration levels in the site-specific attenuation relation, safe charge weight per delay for various distances were estimated. For optimum utilization of explosive energy and minimization of unwanted effects, the safe charge weight for different distances were used in a proper blasting pattern. Various parameters of blasting pattern such as depth of hole, charge per hole, stemming length, burden and spacing were optimized by carrying out several test blasts. Multiple D A series of damsBat Kadra are located upstream of the Kaiga site on river Kalinadi, which originates in the western ghats at an elevtion of 900 m and after flowing for 160 km, outfalls in Arabian sea near Karwar. To ensure that the power house does not get submerged, NPCIL requested CWPRS to estimate the maximum water level at Kaiga site under the failure of upstream dams to assess the safety or otherwise of grade level of nuclear power station. This task was uWeather Service, USA. In the first stage, dambreak hydrograph was derived under different inflow scenarios. In the second stage, model based on solution of

43


St.Venant’s one-dimensional equations of continuity and momentum was calibrated to derive roughness parameters. The results of calibration with August 1994 flood data indicated that maximum water level at Kodasalli matches well with the observed value, and the Manning’s n value obtained in calibration could be used for routing breach hydrograph along Kalinadi. In third stage the dambreak hydrographs were routed along Kalinadi using calibrated roughness parameters. Total stretch of Kalinadi from Supa to Kadra

as divided into three reaches separated

get maximum water level at aiga, the breach outflow from Kodasalli

s extended upto arwar to assess the tidal influence on

wby dams. For each reach dambreach hydrograph from upper dam formed the upstream boundary and spillway rating curve for lower dam formed the downstream boundary. The dambreak hydrographs derived without inflow and with PMF as inflow to the reservoir were routed along Kalinadi river. It was noted that the maximum water levels at Kaiga with PMF as inflow were higher than that without inflow case. In order to Kwas routed under various initial water levels at Kaiga and Kadra. The highest water level obtained at Kaiga was 39.07 m. An alternative method was considered in which runoff from intervening catchment between two reservoirs was estimated and added to the routed dambreach hydrograph. With inreach addition the highest water level of 39.48 m was obtained. The model reach waKwater levels. Additional run was taken under the condition of constant highest high water as the downstream boundary. The results do not indicate any change in maximum water level at Kaiga. Further run with Kadra dam failure indicated lowering of maximum water level at Kaiga from 39.48 m to 38.97 m.

RAW WATER INTAKE OF TANDA THERMAL POWER STATION, UTTAR PRADESH

(TPS) of TPC is located on the Right Bank of river

ydrologic, ydraulic, topographic data, observations

The Tanda Thermal Power StationNGhagra (locally known as river Saryu) near Tanda in Uttar Pradesh, about 180 km east of Lucknow. The installed capacity of the power station is 440 MW (4 X 110 MW). It is proposed to augment the installed capacity by addition of 2 units of 660 MW for which total raw water requirement will be

pumping station close to Tanda TPS is on the right bank of river Ghagra. In the year 2001, it was found that the discharge in the Ghagra river channel along the right bank considerably reduced from the month of January. In the month of March, only one out of five pumps of Mahirpur pump-house could be operated that too not continuously. As an emergency measure, NTPC authorities dredged about 465 m long channel from main channel close to right bank just about 800 m downstream of Mahirpur pumping station. In order to provide uninterrupted supply of raw water to the power station NTPC authorities decided to study various alternatives including relocation of the intake, creation of reservoir and other appropriate measures. Based on the available h

about 2.69 cu.m/s. The present requirement of 1.27 cu.m/s is met from the Mahirpur

hduring site inspection and analysis of old toposheets (1916, 1975) and satellite imageries of 1991,1996 and 2001 the desk studies were carried out. Alternative

44


locations and design of intake was suggested. Following were the conclusions of these tudies:

e deep channel of river Ghagra carrying major flow (during low flow

rpur

intake was shifting of deep channel

river

discharge data analysis indicated

Propos n of existing intake and creation of reservoir across Ghagra

s

Th

period) keeps on shifting from left bank to right bank between nodal points at Salona Ghat on upstream and at Mahirpur Ghat of about 1 km downstream of Mahirpur intake.

Main reason for starving of Mahi

from right bank to left bank which is part of river channel migration process between nodal points.

Study of 30 year Ghagra

that minimum flow of 70 to 100 cumec. was available in the river during the period of low flows (January to April). The ultimate requirement of 2.69 cumec of Tanda TPS is much smaller than this minimum flow.

ed augmentatio

river does not appear to be trouble free long-term solutions. Relocation of intake at Salona Ghat nodal point will be the most ideal measure for assured raw water supply. ESTIMATION OF DESIGN STORM AND

ETERMINATION OF EVAPORATION

, 242 mm, 338 mm and 399 mm

D

CHARACTERISTICS IN THE KUDANKULAM REGION OF TAMIL NADU

The study showed the mean annual rainfall mm

Nuclear Power Corporation of India Limited (NPCIL) is setting up a power station at Kudankulam in the Tirunelveli-Kattabomman district of Tamil Nadu. As a part of technical and engineering analysis for the project, CWPRS undertook a detailed analysis of the recorded rainfall for the specified objective of estimation of design storm for different return periods. The historical evaporation data were also analysed to assess the evaporation characteristics in the Kudankulam region. The geographical location of Kudankulam is latitude 8o 10’ 06’’ N and longitude 77o 41’ 45’’ E. Kudankulam, being situated in the tropical region, has a generally humid climate all through the year. From the Kudankulam project site, Kanyakumari is situated about 25 km southwest, Thiruvananthapuram 89 km northwest and Tuticorin 82 km northeast. Kanyakumari being the IMD observatory closest to Kudankulam, the Self-Recording Rain Gauge (SRRG) data in respect of the site was considered most appropriate; and hence used for analysis. However, SRRG data in respect of Tuticorin and Thiruvananthapuram sites were also analysed and results compared. In addition to the SRRG data, recorded short-duration rainfall data for 15-minute (min) and 30-min for the above-mentioned sites were also analysed. As regards evaporation data in the region, the availability is restricted to Thiruvananthapuram site, for the period 1969 to 1996; and the same was used for evaporation data analysis.Statistical methods were used for estimation of design storm for different return periods.

of Kanyakumari to be 663.4 mm. From the recorded data, the average monthly rainfall at Kanyakumari is noted to vary from 31 mm to 81 mm. The 1,000-year return period design storms for 15-min, 30-min, 1-day, 2-day and 3-day periods for the Kanyakumari region were estimated to be 58 mm, 78

respectively. Analysis of recorded rainfall at Tuticorin and Thiruvananthapuram showed the mean annual rainfall in respect of these sites to be 606 mm and 1,576 mm respectively. The average monthly rainfall varies from 25 mm to 86 mm at Tuticorin and 94 mm to 182 mm at

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Thiruvananthapuram. Estimates of the 1,000-year return period design storms for 15-min, 30-min, 1-day, 2-day and 3-day periods for Tuticorin were obtained to be 55 mm, 80 mm, 306 mm, 348 mm and 400 mm respectively. For Thiruvananthapuram, the 1,000-year return period design storms for 15-min, 30-min, 1-day, 2-day and 3-day were estimated to be 49 mm, 78 mm, 318 mm, 451 mm and 544 mm respectively. As noted above, Kanyakumari is the IMD observatory that is nearest to Kudankulam, and situated in the east coast; unlike Thiruvanathapuram, which is located on the west coast. As such, the 15-min, 30-min, 1-day, 2-day and 3-day design storm estimates obtained for Kanyakumari are

considered most appropriate for the Kudankulam region. Based on the evaporation analysis of recorded data for the period 1969-96, the mean annual daily evaporation at Thiruvananthapuram is computed to be 4 mm/day. The study shows that, on about 32 percent of the days of the above-mentioned period, daily evaporation was of the order of 3 mm to 4 mm per day. On 88 percent of the days, the evaporation rate was in the range of 2 mm to 6 mm per day. For about 95 percent of the days, the evaporation rate was less than 6 mm/day. The modal evaporation rate is 4 mm/day; with the maximum evaporation rate recorded in 28 years of historical record being 10.7 mm/day.

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47

COASTAL AND OFFSHORE ENGINEERING

DESIGN OF BREAKWATER AT MUS, ANDAMAN AND NICOBAR ISLANDS Car Nicobar is the northern-most island of the Nicobar group of Islands at a distance of about 240 km from Port Blair. In view of the difficulties of berthing and embarkation / disembarkation using the RCC Jetty constructed at Malacca, it was felt necessary to construct a permanent all weather berthing facility. Andaman Lakshadweep Harbour Works considered three potential sites namely Mus, Teetop and Malacca. In view of the proximity of good depths, the Mus site was found to be the most suitable site. Based on the investigations at the site, a tentative layout of the breakwater was evolved by the Project Authorities. Wave flume studies were conducted for evolving the design of the breakwater. For the trunk portion, sections were evolved at 0.0m, -1.0m, -2.0m, -3.0m, -7.0m and -10m bed levels and for the roundhead of breakwater at -11.0m bed level. These sections were designed to withstand waves of 5m height allowing zero order damage and 6m waves allowing first order damage. 8t Tetrapods were used in the armour layer on the seaside and 4 t Tetrapods were used on the lee side of the trunk portion. 16 t Tetrapods were used for the roundhead at -11.0m bed level. The trunk portions were tested under the normal attack of waves and the roundhead of the breakwater was tested in the hammerhead of the wave flume simulating angular attack of waves corresponding to Northwest direction. BREAKWATER FOR KARWAR PORT, KARNATAKA The Karwar Port, situated along the West coast of India, has natural protection from the Karwar head. In order to provide

adequate protection from the westerly and northwesterly waves, a breakwater of about 488m length was proposed on the northeast side of the Karwar head. The Project Authorities decided to construct a 250 m length breakwater in the first stage. The Director of Ports and IWT, Karwar requested CWPRS to evolve the design of the breakwater. Since the breakwater was to be founded on clayey soil with poor strength properties, it was necessary to provide wider berms on the seaside as well as on the lee side to ensure the stability of the breakwater. Stones of 12 t weight were considered in the armour layer of the breakwater. Initially, based on the then existing bed levels, the design of the two trunk sections, one from 0.0m to -4.0m and another from -4.0m to -7.0m contour was evolved. The roundhead was designed for the -7.0m contour. Subsequently, during the visit of the Joint Secretary, PWD, Government of Karnataka and the Port Engineer, the design conditions were marginally modified. The sections were evolved for trunk and roundhead of the breakwater under the modified design conditions and the crest level of the breakwater was reduced to +6.5m from +7.5m. COASTAL PROTECTION WORKS AT INS HAMLA, MUMBAI INS Hamla is located along Aksa-Marve coast at the mouth of Manori creek, Malad at Mumbai facing the Arabian Sea. Considerable erosion on the southern side of the Manori creek at INS Hamla was reported. The CWPRS officers visited the site and it was noted that about 250m length of the coast on the southern side of Manori creek at INS Hamla had suffered severe erosion. The erosion was near the


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High Water Line (+ 5.2m HWL) and the seawater was reaching up to the shacks, located at about 10m behind the HWL. The Low Water Line (LWL) is at a distance of about 100m from the HWL and it was understood that HWL has been shifted by

about 25m towards the shacks during the last two decades. As an immediate and temporary protection to the shacks, a sand bund was constructed at the HWL. The beach slope between HWL and LWL varies from 1:15 to 1:20. Though this bund has provided adequate protection to the shacks during the monsoon of 2002, it was necessary to construct permanent shore protection works. Studies for evolving the design of shore protection works were conducted. The conditions of zero order damage (up to 1%) for the breaking waves at +5.2m Water Level and no overtopping of the section

under the attack of 1.0m high waves at +5.4m (HHWL) were considered for the design of the shore protection works.

Two alternative seawall sections namely, section with 'Stones' and section with 'P.V.C. coated G.I. wire Gabions' were evolved through wave flume studies. The section with stones consisted of 0.4 to 0.6 t stones both in the armour and in the toe on 1:2 slope. A 3m wide toe was provided by excavating a trench up to el. +2.5m. The top of the toe was at el. +4.5m and the crest of the seawall was at +7.5m. The section with gabions consisted of 1m x 1m x 3m Gabions filled with stones as armour on 1:2 slope. A 2m wide toe was provided by excavating a trench up to el. +2.7m and gabions of 1m x 1m x 2m size were kept at el. +4.5m in the toe. The crest of the seawall was at el.+7.5m. DESIGN OF SEAWALL AT TITHAL, VALSAD, GUJARAT Village Kosamba is located about 6 km north of Valsad on the southern coast of Gujarat and has a population of large number of fishermen. The Swaminarayan Temple is located in village Kosamba. For the last 15 years, the beach in front of the village has been suffering gradual erosion. Severe erosion was noticed during the monsoon of year 2000 resulting in shifting of the shoreline at about 25m from the Temple. The erosion was of vertical cliff type and it was feared by the trustees of the Temple that if such erosion continues for the next monsoon, it may cause damage to the Temple. The trustees of the temple requested the Government of Gujarat to provide protective measures to prevent the erosion in front of the temple. Damanganga Project Circle, Valsad, requested CWPRS to suggest appropriate measures for protecting the Temple. The design of seawall supplied by the Damanganga Project Circle, Government of Gujarat was suitably modified by considering various site constraints such as non-availability of heavier stones (about 50 or 100 kg), construction machinery like


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crane and time span in which the work is to be completed in view of the impending erosion. The modified design consisted of a seawall with flexible Gabions filled with 20-40 kg stones. These gabions are easy to handle at the site and the section can be constructed speedily, minimizing the use of sophisticated machinery and heavy stones. A 330m long seawall with Gabions was constructed in front of the temple within 4 months and the same has provided protection to the eroding coast successfully during the monsoons. REPAIRS TO BREAKWATERS AT OLD MANGALORE PORT, KARNATAKA The Government of Karnataka had proposed to develop the Old Mangalore Port for providing Cargo Handling facilities and ensuring safe navigation to the fishing vessels. The Port is situated at the inlet where Gurpur and Netravati rivers meet the Arabian Sea. It was proposed to provide protection against wave action to the vessels entering the port, by constructing two breakwaters along the approach channel. These breakwaters would help to channelize the river discharge and tidal flow and help in stabilizing the inlet in addition to providing tranquil conditions to the fishing vessels entering the Port. Earlier, the design of both the Breakwaters - South and North - was evolved at CWPRS in 1990. These designs were evolved considering the bathymetry existing at the site at that time. The North (375 m) and South (584 m) breakwaters were reported to be completed in 1994. However, these suffered damage in the next monsoon and were required to be repaired. Considering the existing site conditions, which had indicated deepening of the bed levels along the alignment of the breakwaters, the design of the breakwaters, was modified. The designs were evolved to withstand 4m waves for the trunk portion

and 4.5m waves for the roundhead of the breakwaters. The sizes of armour stones in the trunk portions on the seaside were increased from 2 - 3 t to 4 - 5 t. The berm width was increased to 6m. In the roundhead, the armour stones of 6 to 8 t were suggested instead of 5 to 7 t. Berm width was increased to 8m from 6m for the roundhead. ALIGNMENT OF JETTIES AT OKHA AND BEYT DWARKA, GUJARAT Beyt Dwarka is an important pilgrimage centre situated near Port of Okha in the Gulf of Kachchh on the west coast of India. Every year nearly 15 lakh pilgrims visit Beyt Dwarka. For crossing the Gulf of Kachchh, a ferry service facility is deployed. Landing facilities are provided both at Port Okha and Beyt Dwarka. These berthing facilities were constructed during 1970s. With passage of time the jetty structures have been deteriorated and the pilgrims experience difficulties to embark and disembark from the ferry. These difficulties are particularly severe during low tides and windy weather.

Hence it was considered necessary to provide alternative facilities. Gujarat Maritime Board referred the studies to CWPRS for finalising the location and alignment of the landing jetties on either side of the Gulf at Port Okha and Beyt Dwarka. The available prototype data in respect of hydrographic surveys, float observations,


50

current-meter observations were analysed. It was seen that the average range of semidiurnal tide at Okha is 2.2m and the average velocities were of the order of 0.8 m/sec. It was seen that during the period of eight years from April 1993 to November 2001, the loss of depth in the vicinity of the jetties is of the order of 1m. Based on the analysis of the prototype data in respect of velocities, forces exerted on the ships berthed at jetties aligned at various directions were estimated and a most favourable alignment was arrived at. It was found that the berthing faces on Beyt Dwarka side and Okha side could be aligned in 1450-3250 N and 163.50-343.50 N direction respectively. WAVE TRANQUILITY STUDIES FOR PASSENGER CRUISE VESSEL BERTH AT MORMUGAO PORT, GOA The Mormugao port is one of the six major ports on west coast of India, situated at the entrance of Zuari estuary on its south bank. For developing Mormugao port as turn-around port for passenger traffic particularly for foreign ships, there is a proposal for construction of a suitable berth for cruise vessels. The length of the passenger cruise vessels would be about 230m with draft requirement of 9.0m below chart datum. For development of cruise berth, two alternative sites were suggested by Mormugao Port Trust (MPT). The cruise vessels would be

operative mostly during non-monsoon period (October to May) and the wave tranquility limit at berth was considered as 0.5m to facilitate disembarking of

passengers suitably. The proposed berth for passenger cruise vessels would also be used for containerized / general cargo traffic and some more berths may also be planned in future in the same area for operation throughout the year. The wave tranquility studies were undertaken in existing physical wave model of Mormugao port (G.S. 1:100) with random wave generation facility for the Alternative - I site i.e. west of the existing breakwater. The site is exposed to direct incident waves from northwest direction during non-monsoon period and from west direction during southwest monsoon season. The Mormugao headland on the south offers substantial protection against southwesterly waves during southwest monsoon. The layout of parallel breakwater on the west side of the existing breakwater, as suggested by MPT, involved total breakwater length of 970m to provide adequate tranquility near the proposed berths. The limitation of the above layout was the non-availability of suitable area of maneuvering, turning circle and for future development. With a view to increase maneuvering area and for further curtailing breakwater length, a site at about 1000m further west of existing breakwater was studied. After studying different alternatives, a layout, consisting of a breakwater of 825m length to provide adequate tranquility at two berths was recommended. This proposal would involve capital dredging of about 0.60 million cubic metre for basin area of size 600m X 450m dredged to -11.0m. Wave tranquility studies were conducted by using mathematical model MIKE-21 BW for Alternative - II site in the Baina bay on the south of Mormugao head, considering critical incident waves from West and SW directions. The layout as recommended consists of breakwater of 825m length for providing adequate tranquility to at least two berths throughout the year. For this


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proposal, the capital dredging would be about 1.8 million cum for basin area of 625m X 625m and approach channel of width 250m and length 1.5 km dredged to -11.0m. The borehole data in the Baina bay indicated presence of layer of sand to silty-sand upto a thickness of about 10m and further beneath moderately jointed, fractured basaltic rock. STUDIES FOR KANDLA PORT, GUJARAT The Kandla Port, an all weather natural port on the west coast, has grown as one of the modern major ports in India. The port is contemplating to enhance the facilities to cater to IV and V generation vessels. The Kandla creek is maintained naturally for depths of more than 10m for the port area, whereas the approach channel is maintained by continuous dredging. CWPRS has been involved in the development of the port from the day of its inception. Effect of Sunken Mooring Dolphin Kandla region is not prone to cyclones, but on 9th June 1998 a devastating cyclone occurred in the region. The epicenter of the cyclone passing over the Kandla Creek caused damage not only to human life but also to the port structures. One of the drifted vessels during the cyclone collided with southern mooring dolphin of IFFCO jetty and the whole structure collapsed on to the bed. Efforts made in removing the structure did not yield the required results. Hydraulic model studies were carried out at CWPRS to assess the effect of sunken mooring structure on the flow conditions at Kandla Port. The studies were carried out in the flow channel (scale 1:150 G.S) by appropriately reproducing the sunken structure. The velocities and the flow paths around the structure were observed with quasi steady state condition representing near average and low water level conditions. For better visualization of flow

paths, the deck slab of the mooring dolphin was reproduced to 1:50 and 1:30 scales. Scouring due to the mooring structure was also studied in a separate mobile bed model. The hydraulic model studies both in the flow channel and the mobile bed indicated that, the effect is localized within 20m around the structure without affecting the flow and morphological conditions near the berthing face of the IFFCO jetty in particular and the Kandla Creek in general. Behaviour of Sogal Channel The dynamic behaviour of the Sogal channel was studied by analysing prototype data for the period from January 1995 to September 2002. The studies indicated that the behaviour of Sogal channel is sensitive to the dredging efforts. In the event of non-dredging period, the siltation takes place mainly from western edge of the channel and extend towards east, particularly in Zone III. The channel showed deterioration of the prevalent navigation tract with development of deeper channels along eastern bank. Continuous dredging and zone-wise monitoring have benefited the port to declare enhanced navigational depths from 4.3m to 5.2m. The studies also showed that there was no impact of the devastating cyclone of June 1998 in the Sogal channel. However, it was found that navigational track had improved after the earthquake of January 2001 when more dredging efforts were done. Kandla Port is concentrating its dredging efforts to the tune of 70% of the total dredging in Zone III alone. Studies further indicated that rate of siltation in Zone III is about 54% followed by Zone I which is about 18%. Advantage of existing deeper patch in Zone III alone could be taken by KPT to declare more navigation depth by shifting its navigation track by 150m eastward. There is a need for assessment of solids in the hoppers, measurement of suspended sediment concentrations in the dredged areas and surrounding areas for more elaborate


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analysis about effectiveness of dredging for its optimization. Hydrodynamics in Kandla Creek Approaches The enhancement of the navigational depths at Kandla port from 10.2m to 13.5m has been a special area of focus for Kandla Port Trust in the context of further development of the port for handling container traffic on a large scale. Over the last three decades or more, quite a number of studies have been carried out by CWPRS using physical models for Kandla port. The optimization of the maintenance dredging in the Sogal channel is important due to the dynamic and shallow nature of the approach area. 1D and 2D mathematical models were developed in addition to the existing physical models for this purpose. The 2D model covers the area in the Kandla creek and its approaches up to Outer Tuna Buoy (OTB). The studies for spring tide have enabled comprehensive simulation of the flow in the approach area and the Kandla creek. Comparison of the results of the spring tide with those for the average tide carried out earlier highlighted the effect of the tidal range, frictional effects due to shallow bathymetry and the inter-tidal flats. The model simulations have also revealed the relative strength of the flow in the Sogal channel and the Inshore channel and also the relatively weak flow in the critical portion of the Sogal channel where continuous maintenance dredging is required. The model simulations for the shoaling of the Inshore channel for the assumed spread of the disposed dredged material of 3 million cum and 6 million cum have shown that this will have beneficial effect on the flow conditions in the Sogal channel in addition to reduction in the flow

in the Inshore channel. The simulations also showed that the shoaling of the Inshore channel would not have any effect on the flow entering the Kandla creek. STUDIES FOR PROPOSED DEVELOPMENTS OF PARADIP PORT, ORISSA Paradip Port is a major port, situated on the east coast of India. The existing approach channel of the port can cater up to 65000

DWT vessels and has a width of 190m and a depth of 12.9m. The proposed expansion of the port includes deepening of the channel to a depth of 17m and widening to 240 m, so as to cater for large vessels of 1,25,000 DWT. The channel length would be extended upto 8 km. Dredging in the inner harbour in front of the new oil jetty for more work area, turning circle at 17m depth and rest of the harbour area at 15m depth is also proposed. The port has taken up the restoration of the south breakwater, which got damaged during the super cyclone in October 1999. The south breakwater is to be extended by about 100m and is to be re-oriented parallel to the approach channel. Mathematical model studies for wave tranquility to examine the effects of restoration of the south breakwater, dredging in front of oil jetty and pitching of the slope at the northern side of the approach channel were carried out.


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Offshore wave data reported by the Indian Meteorological Department for the year from 1968 to 2001 were utilized for these studies. For computation of wave transformation from deep to shallow waters, OUTRAY model was used. These studies indicated that Predominant directions of wave approach in 20m depth are East, ESE, SE, SSE, South, SSW and SW. The maximum significant wave height is of the order of 5m. For computation of wave transformation along the approach channel STWAVE model was used. The model was run for the predominant wave directions obtained in 20m depth, from the results of OUTRAY. It was seen that there is 30% and 36% reduction in wave height when waves reach the harbour entrance for waves incident from ESE and East direction respectively. For waves coming from SE, SSE, SSW and SW directions 20 to 25% reduction in wave height was observed as the waves reach the harbour entrance. However it was seen that for waves incident from South direction only 5% reduction in the wave height takes place. Wave height and wave direction obtained along the approach channel were used as input wave conditions for ship navigation studies. MIKE-21 BW model was used for studying wave disturbance in the harbour area. Wave tranquility studies were carried out to study the effects of deepening of the approach channel to 17m depth, pitching of the slope at the northern side of the approach channel, dredging in front of oil jetty, restoration of south breakwater on wave condition near the new oil jetty. The studies indicated that there would not be significant change in the wave heights near the proposed oil jetty due to deepening of the approach channel. Wave heights near the jetty would remain below 1.0m for almost entire year. Wave heights in the turning circle and dock area will remain below 0.6m for entire year.

Mathematical model studies were also carried out to examine the adequacy of the width of the channel by simulating the maneuvering behaviour of the vessels using software NAVIGA for various approach vessel speeds and combinations of winds, waves and currents. The width requirement for the channel is dependent on the environmental conditions, the maneuvering speed and the safety margin on either side of the channel. From the studies, a base width of 280m was recommended for the channel. Mathematical model studies were also carried out to assess the effect of deepening of the channel on the hydrodynamic conditions and morphological changes. In these studies the tidal hydrodynamics were simulated for different tidal conditions before and after the proposed development. The hydrodynamic simulations showed that there would be no significant changes in the tidal flow pattern in the harbour approaches as well as inside the harbour due to the proposed developments. The tidal currents in the sea are unidirectional and change in direction seasonally. The results of the hydrodynamic studies were used as basic input for the sediment transport studies. With both tide and wave induced currents. From these studies probable zone of siltation and zone of erosion were predicted. Deepening of the channel did not show significant changes in the siltation pattern. STUDIES FOR PROPOSED PASSENGER WATER TRANSPORT TERMINALS ON WEST COAST OF MUMBAI The mega city of Mumbai is facing deep crisis as regards its commuted transport system, as its land base infrastructure of roads and suburban railway has been loaded beyond limits. As an alternative commuting system, the Maharashtra State Road Development Corporation (MSRDC) have a proposal for development of Passenger Water Transport Terminals at


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five locations on the west coast of Mumbai namely, at Nariman point, Bandra, Versova, Marve and Borivali in Manori creek. The proposal consists of providing jetties and other terminal facilities at these locations for berthing of Catamarans and Hovercrafts requiring maximum draught of 2.5m. The studies involved (a) Analysis of available bathymetric data and other field data; (b) Field investigations at Versova and inside the Manori Creek; (c) Mathematical model studies for examining wave tranquility and protection from external waves; (d) Physical model studies for optimizing alignment of berths and other terminal facilities; (e) Storm wave hindcasting studies for determining design

wave conditions for breakwaters; and (f) Wave flume studies for design of breakwaters. The analysis of bathymetric charts and the field data has shown that the tidal currents on the west coast of Mumbai at the proposed locations are relatively small except in the Manori creek. As the west coast is directly exposed to ocean waves, the terminal sites at Nariman Point, Bandra and Versova would require protection from waves in the form of breakwaters. The terminals at Marve and Borivali are located about 2.7 km and 8 km respectively, inside

the Manori Creek and hence are protected from waves, but need to be properly aligned with strong tidal currents prevailing in the creek. For wave tranquility studies, the ship observed wave data off the coast of Mumbai published by IMD were used in the mathematical models OUTRAY and MIKE 21-BW. Considering permissible wave height of 0.3m for safe operation of Catamarans, optimum lengths of the breakwaters were determined. The terminal at Nariman Point requires two breakwaters of 250m and 300m length on south and north sides of Back Bay entrance for protection from external waves. At Bandra terminal, the existing breakwater on its west side is required to be extended by 200m. At Versova, the terminal requires protection from waves in the form of an offshore breakwater. The proposed jetty at zero meter contour will require breakwater of 680m length while that at -2m contour will require 780m long breakwater. The alignment of jetties, breakwaters and other terminal facilities with respect to tidal flow/currents prevailing at all the five locations were finalised on the existing physical model of Mumbai Harbour having scales of 1:400 H and 1:80 V. The location of breakwaters at Nariman Point, Bandra and Versova obtained from the mathematical model were checked and were found to be well aligned with respect to the tidal flow/currents. The jetties at Versova, Marve & Borivali Terminals were also aligned parallel to the tidal flow. In order to determine the design wave conditions for the proposed breakwaters under extreme wave climate during the storms/cyclones, wave hindcasting was carried out by using Sverdrup-Munk-Bretschneider (SMB) method using 100 years (1901 to 2000) storm data. The estimates of extreme wave heights for different return periods were obtained using Gumbel, Weibull and normal distributions.


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The 100-year return period significant wave height was found to be 5.4m. The hydraulic stability of the breakwaters at Nariman point, Bandra and Versova was determined by conducting wave flume studies in the Random Sea Wave Generating (RSWG) facility under the design wave conditions. Two alternative sections with Tetrapod and Accropode were evolved for the breakwaters at Nariman point and Versova. For the trunk portion of the breakwaters, 8.0 t Tetrapods in double layer on 1:2 slope in armour or 5.2 t Accropodes (single layer) on 1:1.5 slope were found to be stable for the design wave conditions. The roundheads of the breakwaters were provided with 10 t Tetrapods (double layer) on 1:2 slope or 7 t Accropodes (single layer) on 1:1.5 slope. For the extension of breakwater at Bandra, 3-4 t stones in the trunk and 4 to 5t stones on 1:2 slope in the roundhead were found to be stable. The estimation of capital dredging and maintenance dredging at all the five locations of the proposed terminals was also determined considering the bathymetry, flow conditions and silt charge at these locations. WAVE TRANQUILITY AND SHIP MOTION STUDIES FOR TUTICORIN PORT, TAMILNADU Tuticorin Port is a major port located at the southeastern coast of India. It is an artificial deep-sea harbour with north and south breakwaters of lengths 4086m and 3876m respectively. Currently the Port is functioning with six general cargo berths, one container berth, a shallow water berth and a finger jetty, all located alongside the southern breakwater and one oil jetty and two coal jetties located off the north breakwater. Tuticorin Port Trust has proposed to add a ninth berth of 340m length for handling

containers in the same alignment as that of eighth berth and as an extension of it. It is also proposed to construct a new berth, designated as North Cargo Berth (NCB), off the North Breakwater, opposite to the ninth berth and west of existing first coal jetty. The size of the berth will be 300m x 30m and is designed to handle bulk carriers of 250m LOA x 40m Beam x 10.7m Draught. A strip of land of 60m width all along the north breakwater is to be reclaimed for convenient approach and transportation from this berth. For this purpose, a rubblemound bund will be provided from the root of north breakwater upto NCB and the inside area will be reclaimed by dredged materials. Tuticorin Port Trust referred the studies to CWPRS to examine the wave tranquility conditions inside the harbour basin with the proposed expansion. Mathematical model studies were carried out for existing depth of -12.5m in approach channel & -11.9m in harbour area and also for the proposed dredging of -14.6m in approach channel and -14.0m in harbour area. Offshore wave data reported by the India Meteorological Department for the years from 1968 to 2001 were utilized for the studies. For computation of wave transformation from deep to shallow waters, OUTRAY model was used. These studies indicated that predominant directions of wave approach in 10.5m depth are ENE, East, ESE, SE and SSE. The maximum significant wave height is of the order of 4.5m. MIKE-21 BW model was used for studying wave disturbance in the harbour area. Wave tranquility studies were carried out to examine the effect of NCB alignments and also effect of deepening of approach channel and harbour area. The studies indicated that the wave disturbance at the proposed location of the ninth berth and at the NCB for both the alignments would be


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well within the permissible limits almost around the year. Studies were also carried out to examine the moored ship motions and mooring rope tensions at the NCB (two alignments) and ninth berth using MORMOT mathematical model. Studies for moored ship aspects at the ninth berth indicated that the mooring rope tensions, fender deflections and ship motions are well within the safe limits with a good factor of safety. With the alignment of the NCB parallel to the ninth berth, the studies indicated that the ship motions, consequent rope tensions and fender deflections are also well within the safe limits ensuring almost no downtime. The studies with the oblique alignment of NCB indicated that the ship motions, consequent mooring rope tensions and fender deflections are within the permissible limits of operation for bulk cargo; however, compared to the parallel alignment these are large. Therefore, the alignment of NCB parallel to the ninth berth was considered better than the oblique alignment from the consideration of ship motions at berth. ANALYSIS OF FIELD DATA IN MITHI RIVER, MAHARASHTRA In order to develop an alternate growth center and to reduce congestion in south Mumbai, Government of Maharashtra through Mumbai Metropolitan Region Development Authority (MMRDA) carried out systematic development in Bandra Kurla Complex (BKC) area. In order to ascertain effects of reclamation in the flood levels in BKC area, CWPRS had undertaken hydraulic model studies and had recommended channelization of Mithi River and Vakola nalla with the maximum reclamation of 220 ha. MMRDA has successfully completed channelization of Mithi River and Vakola nalla except provision of sluice gate across Mahim causeway. Subsequently, MMRDA collected field data in respect of water

levels, velocities to ascertain flood levels along Mithi River, during monsoon periods, concurrent with the spring tides. The data collected during the year 2000-01 were analyzed. It is seen from the analysis, that normally water levels in Mithi River and Vakola nalla are influenced by the freshet discharges during monsoon period. The effluxes were found to be higher than influxes in the Mithi River. The longitudinal profiles of water levels show silling effect near Dharavi Bridge. The data needs to be corroborated with the discharge data. The water quality has been improved in the lower reaches of Mithi River due to channelization. Freshet discharges computed from the rainfall data were found to be insignificant during the water level observations. Thus, the water levels observed in Mithi River were tide dominated only. It was recommended that water level observations need to be collected in the events of high intensities of rainfall in addition to the days of spring tide. SEISMIC ANALYSIS OF PROPOSED EARTHEN BUND AT KUDANKULAM NUCLEAR POWER PROJECT SITE, TAMIL NADU A raw water reservoir of 65000 cum capacity is proposed to be created at Kudankulam (KK) Nuclear Power Project site by constructing about 500 m long earthen bund having maximum height of eight meters. The reservoir is located on a sloping ground. Thus one side of the reservoir is the natural hillock while remaining three sides are to be provided with the earthen bund. The seismic analysis of the bund was taken up by CWPRS, adopting the procedure suggested by Makdisi and Seed, which is based on the concept of Newmark's rigid body plastic deformation. The Ultimate Design Basis Earthquake (UDBE) data was supplied by NPCIL. Soil samples were collected from three borrow areas, viz. from reservoir, stock pile


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In addition to Newmark's approach, seismic analysis was carried out using procedure suggested by Seed. In this method, stability of the bund was assessed by comparing cyclic shear stresses induced due to UDBE, obtained from the response analysis, with the cyclic shear strength required to cause strain level of 2% evaluated from dynamic triaxial test data. The results indicated that the bund is safe against excessive strains in the event of UDBE.

area and labourer's colony as identified by NPCIL authorities. The static and dynamic properties of the soil samples were determined in the CWPRS laboratory. The soil from the labourers' colony was found to be of dispersive nature and hence not recommended for the bund construction. The upstream and downstream slopes of the bund were designed for static stability by Bishop's modified method of slip circle analysis. The slope of 1:2.5 gave factor of safety 1.543, satisfying ASCE stipulation and hence adopted for further dynamic analysis.

In view of high SPT values in the foundation strata and also no water table was encountered in the 4.5 m deep borehole, susceptibility of liquefaction of foundation is not warranted.

The displacement of potential sliding mass of the bund was then evaluated by Newmark's approach using (i) Makdisi and Seed's curves and (ii) response analysis output. The response of the bund to the UDBE was evaluated using finite element program QUAD-4. The first method did not warrant any displacement of potential sliding mass, while the second one gave the displacement of 2.3 cm.

The 'poorly graded' as well as 'well graded' sands available at reservoir and stock pile borrow areas respectively, are not suitable for homogeneous type of dam as per the general guidelines for embankment sections given in IS:12169-1987. As such zoned section of bund with provision of impervious core and cut-off was recommended.


MISCELLANEOUS PROJECTS

STABILITY OF AGUCHA IRRIGATION TANK, TAILING DAM AND ARWAR DAM DURING BLASTING AT RAMPURA AGUCHA MINE, RAJASTHAN The Hindustan Zinc Limited is operating an open cast mine, known as Rampura-Agucha mine, situated at about 15 km SE of Gulabpura town in Bhilwara district of Rajasthan State. The ores containing Zinc, Lead and Silver are being extracted regularly since 1991 by using drilling and blasting methods. There are three important structures close to the mining site; viz., the Agucha Irrigation Tank (about 510 to 1860 m), the Tailing Dam (at a distance of about

500 to 1600 m), and the Arwar Dam (at a distance of about 6.9 km). Apprehensions were expressed by the project authorities that the vibrations caused by the mining activities may endanger the safety of these dams. Accordingly, a study to find out the effects of ground vibrations on these structures and to predict the safe quantity of charge weights to be used at different distances from the mine site was conducted.

To monitor the vibrations due to open cast mining, three field visits were made by CWPRS officers. The ground vibration data collected by the project authorities during the period from September 1998 to October 2002 were also used in this study to establish the site-specific attenuation relation. By reviewing various published safety criteria for different types of structures, analysing the frequency content of blast vibrations observed during past four years and considering the possibility of increase in residual pore water pressure in the earthen dams, a resultant peak particle velocity (PPV) of 15 mm/s was assessed to be an absolutely safe vibration level for the stability of all the three dams. It was estimated that the maximum charge weight of 680 kg per delay used in the past would not generate a PPV of more than 6.5 mm/s, even at the minimum distance (500 m) of the Agucha Irrigation Tank and the Tailing Dam. Further, the blast vibrations recorded on the top of the Arwar Dam at a distance of about 6.9 km were found to be less than the ambient vibration level (0.40 mm/s). Thus, the safety and stability of the Arwar Dam was considered to be unaffected by the ongoing mining activities at Rampura Agucha mine. Therefore, the ground vibrations generated from the presently used charge weight (60 to 680 kg) per delay for mining activities at Rampura Agucha mine were expected to be very low to cause any kind of stability problem to all the three structures. TESTING OF SUBMERSIBLE PUMP SETS FOR IRRIGATION AND DEVELOPMENT, UTTAR PRADESH Uttar Pradesh Irrigation Department (UPID), Lucknow, requested CWPRS to undertake hydraulic performance and overload test on submersible pump sets of two different ratings i.e. 18 m head, 150 cum/hr discharge and 36 m head, 150 cum/hr discharge.


Ten pump sets from different manufacturers viz. M/s. SU Motors, M/s. KSB, M/s. Aturia Continental, M/s. Lubi Submersible Ltd., and M/s. WPIL, were tested for their performance. Performance data on each of these pumps covered:

Hydraulic performance characteri-stics viz. variation of head, power input and overall efficiency against discharge covering a minimum range of + 10 % to – 25% of rated head from guaranteed duty point for the 18 m head and 36 m head pump sets.

Over voltage and under voltage

performance at 456 volts and 353 volts respectively.

Temperature rise of the submersible

motors, when the pump is overloaded to 32% of its rated capacity.

Performance against guaranteed

values. All the tests were carried out in accordance with IS 9137 but uncertainty level in the measurements carried out during the tests was much better than IS stipulations, especially for the flow rate and pressure measurement. It was recommended that: The submersible pump set having

highest efficiency and lowest temperature rise should be preferred as this would ultimately result in energy efficient operation and long-term reliability of the pump set.

While selecting the pump sets on technical merits, preference be given to the submersible pump unit having highest guarantee factor, reason for this being the higher the guarantee factor, closer it would operate to the guaranteed duty requirement.

It would be worthwhile to randomly

select pump sets from the actual batch of supply and get these tested at CWPRS for ensuring better quality of performance of the actually supplied pump set.

TESTING OF SUBMERSIBLE PUMPSET FOR M/S. KIRLOSKAR BROTHERS LTD., MADHYA PRADESH M/s. Kirloskar Brothers Ltd., Dewas, Madhya Pradesh requested CWPRS to undertake hydraulic performance and overload tests on submersible pump set manufactured by them. The studies were carried out for performance of the pump type – CH – 8A – 3004 with reference to: Hydraulic performance characteristics

viz. variation of head, power input and overall efficiency against discharge covering a minimum range of + 10 % to – 25% of rated head from guaranteed duty point for the 70 m head and 75 cum/hr capacity pump set

Over voltage and under voltage

performance at 456 volts and 353 volts respectively.

Overload test on submersible motor was

conducted by coupling the motor with overload pump, which can overload the same up to 1.32 times rated power.

All the tests were carried out in accordance with IS 9137, IS 4029 and IS 325 but uncertainty level in the measurements


carried out during the tests was much better than IS stipulations. It was recommended that : The submersible pump set having

highest efficiency is always preferred as this would ultimately result in energy efficient operation and long term reliability of the pump set

While designing the pump set attention

be given to maintain highest guarantee factor, reason for this being the higher the guarantee factor, closer it would operate to the guaranteed duty requirement

It is suggested to critically review the

pump motor design considering the present results since there is ample scope for further improvement in its performance. CWPRS would extend its services towards achieving this goal.

The submersible pump set having lower

temperature rise is always preferred as this would ultimately result in energy efficient operation and long term reliability of the pump set

Although the temperature rise indicated

by the test is 32/33o C, which is less than IS specified limit of 35o C, it is preferred to increase the capacity of motor to bring down the temperature rise within 25o C limit, considering sustained overloading on these motors in the field.

CALIBRATION OF NB ELECTRO-MAGNETIC FLOWMETER FOR M/S. GLEG ENGINEERING WORKS, MUMBAI A full-bore Electro Magnetic (EM) flow meter of 500 mm NB was proposed to be installed by Kalyan-Dombivali Municipal Corporation (KDMC) on one of the water supply pipelines at Dombivali. The meter

manufactured by M/s. Mikamachi, Pune, was supplied to KDMC by M/s. Gleg Engineering Pvt. Ltd. The contractual terms for accepting the flow meter by KDMC made it mandatory for M/s. Gleg to assess the performance of the meter in respect of correctness of flow measurement in any standard laboratory. Calibration of flow meter against primary gravimetric standard at CWPRS was therefore, arranged by M/s. Gleg Engineering Pvt. Ltd., Mumbai. The EM flow meter to be calibrated was installed in one of the test lines of the high precision gravimetric calibration system installed at CWPRS, by providing sufficient straight length upstream and downstream of the meter. The flow with constant velocity, after passing through the meter under test, was diverted for known interval of time into a weigh tank installed on a pre-calibrated weighing system. Percentage deviation of the flow measured by flow meter under test was calculated with respect to flow measured gravimetrically. Calibration curve was established by repeating this procedure for different values of flow rates. It was observed that the value of flow rate sensed by the flow meter (500 mm NB EM flow meter) under calibration was within +0.29 to -0.96 % of the flow measured by the reference standard, which was within the claimed value of uncertainty. PROTECTION MEASURES FOR IOCL PLANT AT KIMIN, ARUNACHAL PRADESH M/s Projects and Development India Ltd. (PDIL) is a Government of India Undertaking. The unit was set up in 1978 as a division of erstwhile Fertilizer Corporation of India Ltd. PDIL are diversifying their activities to include sectors of oil, gas, water treatment, pollution control etc. Recently they have received a job of setting up 5000 MTPA bottling plant at Kimin, Arunachal Pradesh from M/s Indian Oil Corporation Ltd. (IOCL), Digboi, Assam. The plant site is located at 8 km post on Kimin-Ziro road. River Ranganadi


surrounds the plant on three sides. A massive landslide and erosion was noticed by PDIL engineers during 2002 monsoon. These phenomena are likely to imperil the plant site. PDIL requested CWPRS to inspect site and suggest remedial measures. River Ranganadi is one of the major north bank tributary of Brahmaputra river. The total basin area is about 3579 sq.km upto confluence with Brahmaputra river. River originates at an elevation of 3440 m, flows initially in hilly regions of Arunachal Pradesh and continues through plains in Assam. Part of the basin is snowfed while remaining major part receives input from monsoon rains during June to September. The average annual rainfall is 2339 mm. The plant site was inspected with the representatives of PDIL and PWD, Arunachal Pradesh. It was noticed during the inspection that it is necessary to confirm the instability of slope near apex of U bend on Ranganadi. Visual observation during the subsequent monsoon seasons is suggested. The flow of river is hugging left bank at a location further downstream. The steep sloped rock outcrop at this location appeared to be stable and the channel continues to flow along left bank for past few years. This was confirmed by local enquiry from PWD representative. The slope of filling near truck parking area is likely to be under direct attack of high velocities during monsoon. The possible zone of attack is estimated and protection in the form of stone in crates is suggested for slope as well as bed of river. Since this measure involves continuous vigil and maintenance during the planning horizon, shifting of parking area towards hill on west is suggested as an alternative. STUDIES FOR LAKYA DAM OF KUDREMUKH IRON ORE COMPANY, KARNATAKA Kudremukh Iron Ore Company Ltd., (KIOCL), Karnataka produces high quality

iron ore concentrate and iron oxide pellets. The beneficiation process for iron ore generates tailings as waste material, which needs proper disposal. Since commissioning of plant in 1980, tailings are being disposed in a valley space created by 104 m high Lakya earth dam. The average rate of tailings discharge is 7.5 million tonnes per year. In March 2000, the level of tailings deposit was 16 m below the top of the dam. Thus about 80% capacity of the valley was utilized in past 20 years. With the expected rate of 17 million tonnes/year due to accelerated mining processes, the balance capacity of valley would be consumed in next 4-5 years. Hence, to meet future need, storage capacity of the valley is proposed to be increased by raising the height of the existing dam by 15 m. This will be achieved by constructing a tailings dyke on existing tailings deposit by upstream method of construction. Seepage Analysis for Existing and Proposed Raised Section As a part of dam safety studies, seepage analysis was carried out for existing earth dam section as well as proposed raised section using finite element method. Seepage through the dam was computed considering it as a water rentention dam. The seepage discharge for existing earth section and proposed raised section worked out to 347 lit/min and 301 lit/min. respectively. The actual seepage quantity reported by the Project Authorities varies from 1600 lit/min to 4600 lit/min depending upon the water level in the reservoir. These quantities are very large as compared to the seepage discharge arrived at by finite element analysis. As such, monitoring of phreatic surface, hydrodynamic pressures and pore pressure development in the body of the dam is warranted in connection with the stability of the dam.


Determination of Geotechnical Characteristics of Tailings and Dynamic Analysis of Proposed Tailings Plateau In order to increase the storage capacity of the lake, M/s. Roche Mining (Australia), consultant of KIOCL, has proposed a scheme of tailings stacking. It includes jet stacking the coarse tailings to form three bunds and divide the reservoir area into three clean water storage lakes. This would be followed by settling of silt and clay fines within the areas enclosed by the bunds. In the final stage of the tailings stacking project, highest elevation of the tailings deposit would be 70 m higher than the crest level of the existing Lakya dam and the present dam system would be converted into the Kudremukh National Park. In order to assess the stability of the bunds, KIOCL requested CWPRS to take up field and laboratory investigations and dynamic analysis of the bunds. Accordingly, four boreholes were taken upto 20 m depth in the reservoir area earmarked for construction of the bunds and Standard Penetration Tests (SPT) were conducted in these boreholes. Dynamic Cone Penetration Tests (DCPT) were conducted at four locations near the boreholes. The

SPT and DCPT data indicated that the shear strength of existing tailings deposit improved with depth. Laboratory tests were conducted on tailings samples collected from the boreholes and mechanical properties viz. insitu dry density, natural moisture content, specific gravity, gradation and Atterberg limits were determined. Tailings are classified as silty sand (SM). The underflow and overflow tailings received form the classifier were also tested to determine the mechanical properties. The underflow tailings are classified as poorly graded sand (SP) and overflow tailings as silty sand (SM) as per BIS 1498 – 1970. The dynamic analysis involved determination of dynamic properties of tailings and assessment of seismic stability of the bunds against Design Basis Earthquake by Finite Element Method. The analysis indicated that the bunds are safe against liquefaction and strains in the bund portion below and above water level would not exceed 5% and 2% respectively.


63

BUDGET AND FINANCE Non-Plan and Plan Funds The Government of India funds CWPRS through the Ministry of Water Resources (MOWR). The fund-requirement for CWPRS under the heads of Plan and Non-Plan is included in the Demands for Grants of the Ministry. On approval of the Demands for Grants by the Parliament, CWPRS is allocated funds in accordance with the approved outlays and established norms. The institution operates on principles applicable to Government Departments, whereby all funds come from the Government, and all earnings are credited to the Government. Non-Plan funds support such items of expenditure as salaries, travelling expenses, office expenses, minor works, publications, machinery and equipment, etc. Plan funds are primarily used for infrastructure development. Generally, at the beginning of the respective Five-Year Plan period, plan projects are approved.

The Plan Schemes implemented by CWPRS during the period of this report include: Sediment Disposal Research Centre, Augmentation of Water and Power Supply, Staff Colony Phase III, Upgradation of Coastal and Offshore Data Collection Capabilities, Development and Application of Remote Sensing Techniques for Hydraulics and Coastal Engineering, Modernisation of Earth Sciences Laboratory, Information Technology Development, Upgradation and Modernisation of Research Facilities and Improvement of Canal Control through Modern Techniques and Technology. The externally aided scheme currently under operation is the Hydrology Project, which is aided by the World Bank.

The expenditure in respect of Plan and Non-Plan for 2002-03 and the corresponding projected figures for 2003-04 are shown below.

(Rs. Lakh)

Plan Non-Plan

Financial Year Revenue Capital Total Gross Recoveries Net 2002-03 92 348 440 1851 763 1088 2003-04 Projected

485 485 1879 770 1109

External Cash Flow CWPRS carries out a large number of studies that are sponsored by various clients. The clients are charged for the expenditure incurred towards the manpower and facilities extended for the studies as well as the direct expenditure on purchases and overhead charges. The institution receives payments in advance from the

clients, and treats the works as Deposit Works. The cost estimates for the works are framed on no-loss no-profit principle. Recoveries made from client-sponsored works are shown/credited to the respective heads of accounts. During the year 2002-03, client-sponsored research studies generated an external cash flow of Rs 941 lakh against an expenditure of Rs 853 lakh.


VIGILANCE AND DISCIPLINARY CASES The vigilance/ disciplinary cases and complaints concerning officers and staff of Central Water and Power Research Station received proper and prompt attention. Six disciplinary cases were added during the year. Five disciplinary cases continued from the previous year. Out of eleven disciplinary cases, final decisions were taken in respect of four cases. In respect

of one case, inquiry was concluded and the inquiry report was sent to SPS for submission of representation, if any. As such Seven cases are pending for decision. The break-up of the vigilance and disciplinary cases in respect of different categories of officers and staff are given in the tables below :

Vigilance Cases

Sr. No.

Particulars Categories of officers/staff ------------------------------------------------------------- Group À’ Group `B’ Group `C’ Group `D’

01 Number of cases pending in the beginning of the year

One * Nil Nil Nil

02 Number of cases added during the year

Nil Nil Nil Nil

03 Number of cases disposed off during the year

Nil Nil Nil Nil

04 Number of cases pending at the end of the year

Nil Nil Nil Nil

*Prosecution case

Disciplinary Cases Sr. No.

Particulars Categories of officers/staff ------------------------------------------------------------- Group À’ Group `B’ Group `C’ Group `D’

01 Number of cases pending in the beginning of the year

Nil Nil 5 Nil

02 Number of cases added during the year

Nil 1 5 Nil

03 Number of cases disposed off during the year

N.A. Nil 4 Nil

04 Number of cases pending at the end of the year

N.A. 1 7 Nil


HYDROLOGY PROJECT The Hydrology Project (HP) is currently under implementation by the Government of India with the World Bank. The primary objective of the project is improvement of the country’s institutional and technical capabilities to measure, collate, analyse and disseminate quantity and quality data concerning all aspects of surface water and ground water resources, including the related climatic data. The project basically assists the implementing agencies in improving the organisational arrangements, institutional and technical capabilities as also physical facilities for measurement, scrutiny, validation, analysis, transfer and dissemination of hydro-meteorological and water quality data, including those relating to reservoir storage, sedimentation and flood. Within the overall framework of HP, CWPRS performs the role of facilitator in research and development (R&D), training and activities involving special studies and technical support. Specific tasks undertaken by CWPRS under the project include: upgradation of rating tank facilities, procurement of advanced hydrometric and bathymetric equipment, R&D studies and Training of Trainers (TOT). Institutional Strengthening (Technical) Hydrometric equipment Under provisions of institutional strengthening (technical), CWPRS has procured various advanced hydrometric equipment such as digital water level recorders, current meters, integrated bathymetric system for reservoir sedimentation survey (IBSRSS), etc. IBSRSS provides a state-of-the-art modern technology system for reservoir sedimentation survey in the country. With the equipment available readily, CWPRS is participating in a nation-wide reservoir

sedimentation survey programme initiated by MOWR for assessing sedimentation in 20 reservoirs. Hydrometric Instrumentation Services A large number of imported Digital Water Level Recorders (DWLR) – exceeding 6000-have been procured and installed by the participating agencies of HP. These equipments are sophisticated, with advanced electronics and integrated data processors. Most of the states do not have adequate instrumentation expertise needed for upkeep of these equipments. The World Bank consultants after observing the strong instrumentation background identified CWPRS for setting up of a laboratory/facility for providing Hydrometric Instrumentation Services to the participating states. Probable reasons for failure of these DWLR’s under field conditions have been identified and remedial measures suggested. A database to this effect for the states of Maharashtra and Tamilnadu has been created. Interaction with the staff of these states involved in installation of DWLR has proved to be useful. In order to advise the users of DWLR a piezometer standpipe has been designed and installed at CWPRS for testing and calibration purpose. In addition, an accurate pressure calibrator facility has been added. Refurbishing of Current Meter Rating Facility Under HP, the following activities have been undertaken by CWPRS with the objective to enhance current meter calibration range, achieve better accuracies of measurements and to provide most efficient and professional services to the clients.


• Refurbishing of rating tank building • Upgradation of existing current meter

rating trolley (CMRT) The rating tank building has now been refurbished to maintain a very good, clean and attractive scientific environment fit for a laboratory of international calibre. The work of upgradation of existing CMRT is in the final stage of completion. The upgraded CMRT is equipped with equipment/instruments of latest technology for operating the trolley in the speed range of 0.01m/s to 6 m/s, and for achieving high precision of calibration conforming to the International Standards.

R&D activities Within the purview of HP, CWPRS undertook three R&D studies. Brief particulars of the studies are given below. Reservoir Sedimentation of Survey of Gangapur Reservoir

The pilot study on Differential Global Positioning System (DGPS) based reservoir sedimentation survey of Gangapur dam near Nasik was carried out in association with the Government of Maharashtra. Based on the project, a manual on DGPS-based reservoir sedimentation survey was prepared. With the experience already gained from conducting hydrographic surveys in the past, CWPRS has assisted the state government agencies of Maharashtra and Gujarat in inspecting and testing of their system and also extended on-site hands-on training on use of the system. Officials of the Government of Andhra Pradesh, Chattisgarh, Madhya Pradesh and Tamilnadu have also approached CWPRS for similar support, besides extending on-site training.

Estimation of Irrigation Return Flow in Kukadi Canal Command Area The study was aimed at developing a mathematical model for estimation of irrigation return flows using field data collected on various parameters from a pilot project over an area of 1,340 ha in the command area of Kukadi project left bank canal near Nighoj village in Ahmednagar District, Maharashtra. This was the joint R&D study by the Maharashtra State and CWPRS. As a co-investigating agency, CWPRS advised in selection of study area, data collection locations, data observation procedures and conducting specific investigations/ field experiments required for the study. Command area data, Hydrometeorological data and Agriculture data for 11 irrigation rotation cycles were provided to CWPRS. A semi-distributed approach was adopted by segmenting study area into different soil types, within which different types of crops were considered in groups. Model code consisting main program and 12 subroutines were written in FORTRAN and has been tested for data on 7 rotations. The model results are noted to be reasonable after a critical analysis of the flows recorded at different locations, cropping pattern, cultivated area and crop growth stages during irrigation rotations. Field Investigations and Development of Mathematical Model for Predicting Water Quality in Reservoir Systems: Panshet and Ujjani Reservoirs Under the study, seasonal field studies and laboratory analyses of water, sediment and bank samples from the two reservoirs, viz. Panshet and Ujjani, were carried out. The data thus generated delineated the water quality of the two reservoirs. Comparison of observed data with standards for best-designated uses were useful to determine the suitability of water for different beneficial


purposes. Computation of water quality indices, nutrient budget and eutrophication levels were useful to assess the trend of seasonal variation in water quality. The water quality indices are also useful to compare the water quality of upstream and downstream reservoirs. The work helped to know the possible effects of human-caused activities on water and sediment quality with reference to heavy metal pollution. Based on the data, a two-layered mathematical model for obtaining the flow circulation in reservoirs was obtained. This model would enable simulation of the gross features of reservoir hydrodynamics. The mathematical model for reservoir hydrodynamics is under further development to incorporate water quality parameters. Training of Trainers HP is oriented to improve the facilities and staff capabilities of participating agencies, involved in surface and ground water hydrology for collection and management of water and related data. Data collected by different agencies - by employing uniform standards, procedures and methods - would be used for evaluation of water resources for diverse needs such as irrigation, industrial and domestic purposes and recreational use; with special attention to water quality. Human side of this objective requires development of qualified staff for hydrology-related activities. Requirement of professionally qualified staff is required at different levels such as field observers, data processors, data management experts, and specialists with wide understanding of hydrological data evaluation. Different training courses within the purview of the project are designed with the above objective as the backdrop. Under ToT scheme of the project, trainers who get training would be organizing similar courses in their parent organisation on their return from training.

To aid the hydrological data processing activities, the data processing software Hymos, developed by Delft Hydraulics, has been installed under the provisions of Hydrology Project; and is being used for varied pre-processing needs. Hymos, a database management and data processing software, is designed to arrange water data in a conveniently structured database. The software provides extensive tools for data entry, validation, compilation, analysis, retrieval and reporting. The software is menu-driven, and includes tabular and graphical options that facilitate quick data analysis and efficient reporting. Three officers from CWPRS have been trained on Hymos software under the relevant training of trainers course; and are functioning as trainers under the project. CWPRS organised four rounds of five-day ToT course on Ànalogue/Digital Water Level Recorders (A/DWLR), Bank Operated Cable Ways (BOCW) and Sediment Sampling’. Seventy-three trainers from the participating agencies of CWC, Andhra Pradesh, Gujarat, Karnataka, Kerala, Madhya Pradesh, Maharashtra, Orissa and Tamil Nadu were trained through the course. In association with Engineering Staff College (ESC), Nasik, CWPRS also organised five rounds of 10-day training course on `Surface water quantity’ for Supervisors and junior staff of water resources department, Government of Maharashtra, at ESC, Nasik. Moreover, officers from CWPRS are regularly contributing to training courses organised under the project by other participating agencies such as National Water Academy by way of delivering lectures and holding demonstration sessions on varied topics such as river gauging, operation and maintenance of hydrometric equipment, flood studies, etc. Intense training programme was organised on IBSRSS during 2002-2003. Theory and practical training for CWPRS officials on operation, use and routine maintenance the


IBSRSS was held during May 2002. Trial surveys were conducted at Gangapur dam, Nasik, during October 2002, and training on post-processing on the data collected at Gangapur dam conducted during October–November 2002. CWPRS officials also participated in two technical workshops as resource agency for

delivering lectures and sharing experience in the use and maintenance of the bathymetric equipment during July 2002 and December 2002. On-site third party inspection was also carried out for the bathymetric equipments received by other states.


COMPUTER FACILITIES

Silicon Graphics Workstation Network The high performance ‘Silicon Graphics’ (SG) Server/ Client /X-Terminal Workstation Network is currently in use since June 1995. The SG Workstation Network consists of five Servers with high number crunching and high performance graphics capabilities and fifteen X-Terminals. These are interconnected via switches on a UTP Network. Several peripheral devices like heavy duty line printers, a high resolution colour printer, a laser printer are available on the Network. Storage/back-up devices like magtape drive, CD drives etc. also form integral part of the Network.

Remote Sensing Application Facilities In order to provide viable and economical solutions to various problems in the fields of water resources, river and coastal engineering, reservoirs and appurtenant structures, it was decided to use the advanced technologies such as remote sensing techniques and Geographical Information System (GIS). Realizing the importance and usefulness of the powerful tool of remote sensing in acquiring data/information for development and management of hydraulics and coastal engineering, the remote sensing laboratory has been developed. The lab comprise Silicon Graphics SGI OCTANE and SGI O2 servers under IRIX Operating System with the state-of-art facilities such as latest colour printers, scanner, digitizer, LCD projector, digital camera and multimedia. The SG Network and Remote Sensing Network are used for mathematical modeling, scientific visualization, image processing and remote sensing and GIS applications. Following software packages

are available on the SG and RS Workstation Networks: MIKE 21 : Computation of tidal hydrodynamics, wave propagation, water quality, morphology and estuarine circulation.

LITPACK : Littoral drift distribution and shoreline evolution.

TELEMAC 2D : Hydraulic design of port facilities and navigational channels. EASI/PACE : Digital Image Processing software for Remote Sensing applications.

SPANS :GIS software.

TIDEWAY-2D : Tidal flow simulation and associated transport processes of sediment, heat and pollution.

SANDFLOW / MUDFLOW :Transport of sand and mud under the action of tides. SEAFLOW : 2-D simulation of flow field in estuaries and coastal areas.

OILTRAN : Simulation of oil spill movement in coastal waters, creeks and harbours.

MORMOT : Motion of moored ships at berth.

VERMO : Vertical motion of a ship in navigation channel.

NAVIGA : Navigation of a ship in approach channel under the action of wave, wind and current.

OUTRAY : Wave transformation from deep to shallow coastal waters.

PORTRAY : Wave disturbance in harbours.

Ulhas1

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REFDIF : Computation of refraction and defraction of waves in coastal areas.

RMA2 : 2-D finite element model for flow in estuaries and streams.

SOLVIA : Dynamic analysis of dams

EAGD4 : Earthquake analysis of gravity dams.

CHARIMA : 1-D hydrodynamic and sediment transport model.

SEDIM : 2-D simulation of sediment transport in ports and harbours.

CORMIX : Near field and far field mixing and dilution in open channel flows.

SEDTRANS : Sediment transport in open channels.

DREDCHAN : Sedimentation in dredged channels.

NETWORK : Unsteady flow in river network.

FLOP : Flood routing and reservoir operation.

STRAT 2D : Stratified flow.

WATER HAMMER : Computation of transient flows in pipelines, surge shaft etc. of hydroelectric power plants.

IMAGE PROCESSING : Developed in-house for processing and analysis of field images collected using remote sensing satellites.

Several in-house software packages have been developed for visualization of data generated from mathematical models. These include: • 2D flow-field simulation • Simulation of ‘Oil-sleek’ in harbours/ sea

• 3D simulation of ‘dam-break’ • Concentration of effluent discharges in

creeks

• Presentation of different stresses, time histories, frequency curves in case of FEM for dams

• Computation of siltation and dredging quantities including graphical presentation

MIS-LAN Network/Camus-wide Network A Local Area Network (LAN) is in use for Information Management at CWPRS. The Network uses Novell Netware Operating System and fifty distributed nodes within two buildings linked by a optical fibre cable. The MIS-LAN system is serving the needs by computerization of various sections viz. Administration, Bills, Accounts, Procurement and Services, Pay and Accounts Office, Executive Engineer (Civil)’s Office, Technical Co-ordination etc. There are over 150 User accounts on the MIS file server. A 230-node campus-wide Network is under installation in CWPRS under the Plan Scheme of “IT Development at CWPRS”. The LAN will be used for sharing and exchanging information/data generated within the Research Station. A Gigabit optical fibre cable running through-out CWPRS campus will serve as backbone. The PCs/Nodes in various divisions/ sections/offices will physically get connected to LAN Servers via Layer 3 switches through the Network of optical fibre and Cat-6 UTP cables. With this arrangement, the IT infrastructure would be available as an invaluable facility for the user community for several years. The Internet and email facility, through leased line connection from VSNL, will also be extended to various offices/divisions through this Network.


PAPERS PUBLISHED

Sr.No.

Authors

Title

Reference

1.

Ramteke R S Venugopal K Krishnaiah C Ghosh N Panvalkar G A & Shirke J M

Reservoir competency assessment by integrated geophysical investigations : A case study

Journal of Geophysics, Vol. 23, No. 2 Apr 2002, pp 51-58

2.

Chavan A R Kondayya R K & Kulkarni B S

Energy conservation techniques for pump application

International Seminar on Fluid Power, Instrumentation and Control, Pumps and Valves, Mumbai, May 2002

3.

Kondayya R K Bhambure S R Abdul Rahiman PM & Ansari S A

Submersible pumps for minor irrigation : Methodology for comparative evaluation and selection

4.

Kshirsagar M M Vijayagopal P Kannan S & Bapat A D

Flood warning system for a thermal power project in flood plain area

5.

Mathew F T & Vivekanandan N

Extreme value analysis of rainfall of Tutikorin region

Conference on Developments in Hydrology - The Current Status alongwith a Colloquium on Water Resources Management, Kolkata, Oct 2002

6.

Wadhwa R S Ghosh N Chaudhary M S Subba Rao C & Mukhopadhyay R

Pre and post-excavation cross-hole seismic and geotomographic studies for a nuclear power project

39th Annual Convention and Meeting on Sustainability Science and Environmental Geophysics, Nagpur, Oct 2002

7.

Chavan A R Kulkarni B S & James A S

Relevance of flow measurement for effecting energy conservation in pumping system

8.

Kondayya R K & Kulkarni B S

Energy management of pumping system in multistoried buildings

9.

Kashid M B Chavan A R & Tripathi V K

Energy conservation a rational approach: Some aspects

Seminar on Emerging Trends in Energy Management of Pumping System, Pune, Oct 2002

10.

Abdul Rahiman PM Kashid M B Bhambure S R & Chavan A R

Renewable energy : Its role for future energy needs

First International Conference on Renewable Energy, New Delhi, Oct 2002


Sr.No

Authors

Title

Reference

11.

Ghosh N Wadhawa R S Chaudhary M S Subba Rao C Bhowmik S C & Mukhopadhyay R

Seismic tomography to assess the health of a masonry dam

27th Convention and Seminar on Exploratrion Geophysics, New Delhi, Nov 2002

12.

Venugopal K Akut P V Panvalkar G A Ramteke R S & Ghosh N

Assesment of yield of radial collector well in Banas river bed, Rajasthan

21st Annual Convention and National Seminar on Hydrology with Special Reference to Semi-Arid Regions, Bijapur, Nov 2002

13.

Prabhakar V M Hansda S Vaidya S & Basu A K

Phytoplankton dynamics in Panshet and Ujjani reservoirs, located upstream and downstream of Pune city

International Conference on Water and Waste Water: Perspectives of Developing Countries, New Delhi, Dec 2002

14.

Bhave V G Vhatkar S R & Shitole M S

Storm water drainage network for Super Thermal Power Project

15.

Vivekanandnan N

Streamflow forecasting using cascade correlation neural network : A case study

International Conference on Water Related Disasters Kolkata, Dec 2002

16.

Bhave V G & Shitole M S

Design of sluice in case of Himalayan river

17.

Dhilipkumar R Swain K K Vaidya S & Basu A K

In-situ water quality analysis : Seasonal varioations at Panshet and Ujjani reservoirs

International Conference on Hydrology and Watershed Management, Hyderabad, Dec 2002

18.

19.

20.

Sinha J Manivanan R Kanetkar C N & Ghosh L K Vijayagopal P Krishna Kumar C S Kannan S & Bapat A D Singh M N Wakalkar V M Appukuttan V K & Shitole M S

Water quality modeling of the reservoir for Himalayan region Hydrological studies for flood mitigation in a thermal power project area Model study for locating a bridge across river Yamuna at New Delhi : A case study

National Conference on Hydraulics, Water Resources and Ocean Engineering, Mumbai, Dec 2002


Sr.No

Authors

Title

Reference

21.

Singh M N Appukuttan V K & Shitole M S

Recent material for river training measures for Delhi : Noida road bridge at New Delhi

22.

Oak R A Appukuttan V K & Shitole M S

Morphological study of river Brahmaputra using remote sensing techniques

23.

Patil B M Atkekar N D & Kanetkar C N

Determination of harbour layout by mathematical modeling

24.

Purandare U V & Prabhat Chandra

Improvement of Munambam inter-evaluation of post construction behaviour

25.

Prabhat Chandra; Ranganath L R Agrawal J D Chavan S S & Purandare U V

Optimization of layout for passenger cruise vessel berth at Mormugao port, Goa

26.

Selvabalan M & Raja M

Analysis of various architectures of artificial neural networks and applications

27.

Gangal A C Ganguly S & Atkekar N D

Instrumentation for multi-parameter data sensing and analysis using personal computer for hydraulic model studies

28.

Kudale M D Poonawala I Z Purohit A A & Das S K

Cyclones and their impact on design of coastal structures

29.

Vaze V V Kale A G & Manjunatha S G

Model studies for selection of location for intake and outfall for a power plant

30.

Kulkarni B S & Ansari S A

Elimination of swirling flow in pump suction manifold of a city water pumping system - A case study

31.

Phadke S V

16 channel wave height system for scaled hydraulic models

32.

33.

Bhosekar V V Sridevi M I & Deolalikar P B Kamble R K Vaidya S D & Ghosh N

Hydraulic design of spillway for run-off-river scheme Geophysical borehole logging for locating leakage through the foundation of dam - A case study



Sr.No

Authors

Title

Reference

34.

Jadhav R C Mehendale P B & Shitole M S

Problems associated in orientation and alignment of barrages : A case study

35.

Shitole M S & Isaac Neena

Model studies for hydraulic design of Naraj barrage

36.

Shitole M S Mehendale P B & Shah C M

Hydraulic design of desilting basin for Kayamkulam combined cycle thermal power project

37.

Mehendale P B Kshirsagar M M & Shitole M S

Quantification of runoff from a hilltop area : A case study

38.

Shitole M S Mehendale P B & Shirke J M

Stabilisation of Parvati river banks at Manikaran, Kullu, Himachal Pradesh

39.

Dhayalan S Singh J K & Naidu Y R V

Digital water level tracker

40.

Goel P K Bhonde K G Chavan Y M & Chavan A R

Development of suspended sediment sampling instruments


41.

Khare P K Mahalingaiah A V Patil B M Kanetkar C N & Poonawala I Z

Role of hydraulic model studies for development of passenger water transport terminals on the west coast of Mumbai

Seminar on Sea Water Transportation for Mumbai, Mumbai, Dec 2002

42.

Hayatnagarkar C K Desai A T Godse S M Kulkarni A S & Pokale U B

Role of Indian network for research in irrigation and drainage in promoting exchange of information


43.

Bhambure S R Kashid M B Abdul Rahiman PM Ansari S A & Chavan A R

Importance of hydraulic model study of a pump sump for a large lift irrigation scheme : A case study

Second International Conference on Fluid Mechanics and Fluid Power, Roorkee, Dec 2002


Sr.No.

Authors

Title

Reference

44.

Gupta I D

Should normalized spectral shapes be used for estimating site-specific design ground motion?

45.

Varshikar N B Pandit V K & Gupta I D

Seismic qualification studies for fire alarm panel and central alarm panel for Kaiga Atomic Power Project

12th Symposium on Earthquake Engineering, Roorkee, Dec 2002

46.

Kshirsagar M M & Ramana Murthy K V

Estimation of model parameters for two sub-catchments of Narmada river basin


47.

Bhajantri M R Eldho T I & Deolalikar P B

Experimental and numerial investigation of flowover spillway

4th International R & D Conference on Water and Energy for 21st Century, Aurangabad, Jan 2003

48.

Bhosekar V V Sridevi M I & Deolalikar P B

Environmental issues pertaining to development of hydropower projects

49. Shukla V P & Kannan S

Mathematical model analysis of hydraulic transients in head race surge system for Koyna Hydroelectric Project, Stage IV, Maharashtra

National Conference on Advances in Civil Engineering : Perspectives of Developing Countries, Kanpur, Feb 2003

50.

Poonawala I Z & Kudale M D

Artificial concrete armour units in rubble mound breakwater in India

National Seminar on Harbour Structures, Chennai, Feb 2003


PARTICIPATION IN SEMINARS / SYMPOSIA / CONFERENCES / WORKSHOPS

Sr. No.

Name

Seminar/Symposium/Conference/Workshop/Course

1. 2. 3.

S Balkrishna A Kumar S Paswan

Training Course on Application of FEM/FEA in Designing Water Resource Structures, April 9-19, 2002, National Water Academy, Pune

4. R K Kamble Workshop on Dissemination of Information on Use of Isotopes in Dam Safety and Dam Sustainability, April 15-19, 2002, Korea

5. 6.

P M Abdul Rahiman U C Roman

Seminar on Lift Irrigation Schemes, April 24-26, 2002, Hyderabad

7. 8.

L K Ghosh N Ghosh

Workshop on Effective Performance Appraisal, April 26-27, 2002, New Delhi

9.. B S Kulkarni International Seminar on Fluid Power, Instrumentation and Control, Pumps and Valves, May 9-11, 2002, Mumbai

10. T Nagendra Regional RCA/IAEA Workshop on Application of Radioisotopes for Sediment Transport Studies, May 20-25, 2002, Mumbai

11. 12. 13. 14. 15.

A C Gangal B P Shah M D Kudale A D Bapat V V Bhosekar (Mrs)

Training of Trainer on Teaching and Communication Skills, June 3-4, 2002, National Water Academy, Pune

16.

M Selva Balan Technical Workshop on Integrated Bathymetric Survey, June 11-13, 2002, Chennai

17. M Phanikumar Research and Development Workshop on Global Ballast Water Management, June 13-14, 2002, National Institute of Oceanography, Goa

18. P Vijaygopal Workshop on Participatory Irrigation Management, June 25-27, 2002, Central Water and Power Research Station, Pune

19. V M Bendre (Mrs) Fifth International Conference on Hydroinformatics, July 1-5, 2002, Cardiff Wales, U.K.

20. I Z Poonawala Awareness Course on Geoinformatics for Environmental Assessment and Disaster Management, July 1-12, 2002, Dehradun


Sr. No.

Name


21. 22.

A M Hibare R S Mate

Training Programme on Disbursement Related Issues and Classification of Expenditure, July 11-12, 2002, National Water Academy, Pune

23. K B Surwade Workshop-cum-Training Programme on Application of Artificial Neural Network in Civil Engineering with Emphasis on Water Resources Development, August 27 – September 4, 2002, National Water Academy, Pune

24. 25. 26. 27. 28.

B S Sundarlal K C Sahu P D Patil N Ali A Meshram

Short Term Training Course on Mini and Micro Hydel Projects, September 11-18, 2002, National Water Academy, Pune

29. J B Mane Training Programme on Handling of CAT Cases, Institute of Secretariat Training and Management, October 1-4, 2002, New Delhi

30. R Manivanan Short Term Training Course on Effective Management, October 7-11, 2002, National Water Academy, Pune

31. C Subba Rao Thirty ninth Annual Convention and Meeting of Indian Geophysical Union on Sustainability Science and Environmental Geophysics, October 4-6, 2002, Nagpur

32. 33. 34. 35. 36.

B S Kulkarni A S James V K Tripathi V S Ramarao P B Deolalikar

Seminar on Emerging Trends in Energy Management of Pumping System, October 12, 2002, Institution of Engineers (India), Pune

37. 38.

F T Mathew P Vijaygopal

Conference on Development in Hydrology – The Current Status alongwith a Colloquium on Water Resources Management, October 25, 2002, Kolkata

39. J B Mane Training Programme on Noting and Drafting, Institute of Secretariat Training on Management, October 24-25, 2002, New Delhi

40. 41.

P S Kapileshwar Prabhat Chandra

All India Level Scientific Hindi Seminar, November 15, 2002, New Delhi


Sr. No.

Name


42. N Ghosh

Workshop on International Association of Hydrological Sciences Decade of Prediction on Ungauged Basin, November 20-22, 2002, Brazil

43. M S Chaudhari

Twenty seventh Annual Convention and Seminar of Association of Exploration Geoscientists on Exploration Geophysics, November 14-16, 2002, New Delhi

44. J M Shirke Indian Rock Conference, November 28-29, 2002, New Delhi

45. K Venugopal Twenty first Annual Convention and National Seminar on Hydrology with Special Reference to Semi-Arid Regions, November 29-30, 2002, Bijapur

46. 47.

A V S Ram Sharma P S Kunjir

GIS Course in Coastal Zone Management, July 15 – November 15, 2002, Dehradun

48. N Vivekanandan International Conference on Water Related Disasters, December 5-6, 2002, Kolkata

49. V M Prabhakar International Conference on Water and Waste Water Perspective of Developing Countries, December 10-13, 2002, New Delhi

50. 51. 52. 53. 54. 55. 56. 57. 58. 59. 60. 61. 62. 63. 64. 65. 66. 67. 68. 69.

L K Ghosh M S Shitole A R Chavan B S Kulkarni S V Phadke (Mrs) R K Kamble C B Singh R A Oak M D Kudale V V Bhosekar Prabhat Chandra B M Patil M R Bhajantri M N Singh P B Mehendale Neena Issac (Mrs) C M Shah J Sinha R Manjunath M Raja

Conference on Hydraulic Water Resources and Ocean Engineering, December 16-17, 2002, Mumbai


Sr. No.

Name

Seminar/Symposium/Conference/Workshop

70. P M Abdul Rahiman

International Conference on Fluid Mechanics and Fluid Power, December 12-14, 2002, Roorkee

71. 72.

I D Gupta N B Varshikar

Twelveth Symposium on Earthquake Engineering, December 16-18, 2002, Roorkee

73. 74. 75.

V G Bhave R D Dhilipkumar M M Kshirsagar

International Conference on Hydrology and Watershed Management, December 18-20, 2002, Hyderabad

76. 77.

P K Khare A V Mahalingaiah

Seminar on Seawater Transportation for Mumbai, December 30, 2002, Mumbai

78.

V S Purohit Training Programme on Reservation in Services for Scheduled Castes, Schedules Tribes and OBCs, December 30, 2002-January 1, 2003, Institute Secretariat Training and Management, New Delhi

79. R K Sinharay Twenty second Indian Scientific Expedition to Antarctica, January 2, 2003, Antarctica

80. 81. 82.

U V Purandare, R R Shirke G R Tripathy

National Seminar cum Workshop on Application of Advanced Blasting Techniques for Rock Dredging, January 10-11, 2003, Madurai

83. 84.

S D Ranade N D Atkekar

Short Term Course on Image Processing, January 8-11, 2003, College of Engineering, Pune

85. M R Bhajantri Fourth International Research and Development Conference on Water and Energy for 21st Century, Jaunary 28-31, 2003, WALMI, Aurangabad

86. U M Jadiye S Natu (Mrs)

Training Programme on Tax Deduction at Source, Jaunary 16, 2003, Pune

87. 88.

C K Rani (Mrs) S D Vaidya

Workshop on Role of Isotope Hydrology in Water Resources Development, January 27, 2003, Central Water Commission, New Delhi

89. K C Biradar Seminar on Standby Batteries, Selection, Operation and Maintenance, February 17-18, 2003, Mumbai


Sr. No.

Name


90.91. 92.

I D Gupta S S Gaikwad M Abraham (Mrs)

Orientation Course on Vigilance Administration, February 10-15, 2003, National Water Academy, Pune

93. V M Bendre (Mrs) Seminar on Kaizen to Improve Performance Quality Productivity, February 13, 2003, Institute of Engineers (India) Pune

94. 95.

I Z Poonawala M D Kudale

National Seminar on Harbour Structures (NASHAR-2003), February 20-22, 2003, Chennai

96. 97.

N Ghosh A K Basu

Management Development Programme for Central Water Engineering Services Officers, February 18-20, 2003, National Water Academy, Pune

98. 99.

Neena Isaac (Mrs) N Vivekanandan

Training Programme on Flood Management and Flood Forecasting, March 3-7, 2003, National Water Academy, Pune

100.101.

P D Patil U S Vaskale

Training Programme on Economic Analysis of Irrigation Projects, March 21-31, 2003, National Water Academy, Pune

102. M M Kshirsagar International Workshop on River Basin Planning and Management, March 28-29, 2003, Hyderabad

103. S Paswan Workshop on Civil FEM 7.0 for ANSYS, March 28, 2003, Mumbai

104. 105.

R R Kekare (Mrs) U Bandyopadhyay (Mrs)

Training Programme on Reservation in Services for Scheduled Castes, Scheduled Tribes and OBCs (RIS-2), March 12-14, 2003, Institute Secretariat Training and Management, New Delhi


LECTURES DELIVERED AT OTHER INSTITUTES

Sr. No. Name Topic Course Details

1.

2.

3.

4.

V P Shukla L R Pattanur (Ms) C B Singh K R Dhawan

Matrix Algebra Case Studies on Dam Analysis Using FEM Case Study on Hydraulics Using FEM Case Study on Analysis of Underground Cavities Using FEM

Training Course on Application of FEM/EFA in Designing Water Resources Structures at National Water Academy, Pune. Apr 9-19, 2002

5.

6.

7.

8.

C K Hayatnagarkar S D Kulkarni P D Kamalasekaran C Ramesh

Collection, Retrieval, Organization and Transfer of Data from Digital Water Level Recorders Bank Operated Cableway System Operation and Maintenance Bank Operated Cableway Design Procedures and Maintenance Bathymetry System - Apparatus, Instruments O&M of Meteorological Stations Including Routine Maintenance

Second Refresher Course on ToT in Hydrometry under Hydrology Project at National Water Academy, Pune. Apr 10-19, 2002

9.

10.

11.

12.

13.

P K Goel C K Hayatnagarkar P D Kamalasekaran S D Kulkarni C Ramesh

DWLRS – Installation Procedures and Operationalisation, O&M Procedures, Demonstration of the Equipment DWLRS – Collection, Retrieval, Organisation and Transfer of Data Bathymetry System – Apparatus and Instruments Bank Operated Cableway System for Measurement of Flow in Open Channel O&M of Meteorological Stations Including Routine Maintenance

Third Refresher Course on ToT in Hydrometry under Hydrology Project at National Water Academy, Pune. May 1-10, 2002

14.

15.

16.

C K Hayatnagarkar P K Goel C Ramesh

Operation and Maintenance Procedures of Digital Water Level Recorders and Data Management Installation Procedures and Demonstration of Digital Water Level Recorder O&M of Meteorological Stations Including Routine Maintenance

Fourth Refresher Course on ToT in Hydrometry under Hydrology Project at National Water Academy, Pune. Jun 4-13, 2002



17.

R A Oak

Scour and Protection Measures for Bridges

Senior Professional Course (Bridges & General) for SG and JAG Officers of Indian Railways at Indian Railway Institute of Civil Engineering, Pune. Jun 13, 2002

18.

M M Kshirsagar

Basic Surface Water Data Processing

HYMOS Course at National Water Academy, Pune. Jun 11-13, 2002

19.

R A Oak

Scour Phenomena

Senior Professional Course (Bridges & General) for SG and JAG Officers of Indian Railways at Indian Railway Institute of Civil Engineering, Pune. Aug 2, 2002

20.

A D Bapat

Applications of Management Rules

Workshop on Personal Effectiveness in HIS Management, CWC, Coimbatore. Aug 6-8, 2002

21.

22.

S G Chaphalkar C K Hayatnagarkar

Role of CWPRS in Water Resources Development Library and Information System of CWPRS

Seventeenth Induction Training Course for newly recruited Assistant Directors of CWC at National Water Academy, Pune. Aug 29, 2002

23.

24.

25.

Selva Balan N Vivekanandan J D Agrawal

Introduction to Artificial Neural Network Classification of Anns and its Application in Hydrology & Water Resources ANN in Wave Forecasting and Parameters Estimation

Workshop cum Training Programme on Application of Artificial Neural Networks in Civil Engineering with Emphasis on Water Resources Development at National Water Academy, Pune. Aug 27 – Sep 4, 2002



26.

27.

F,T Mathew N Vivekanandan

Parameter Estimation, Confidence Limits, Hands on exercise with HYMOS Hypothesis Testing, Goodness of Fit Test, Hands on exercise with HYMOS

Advanced HYMOS Course at National Water Academy, Pune. Sep 26-27, 2002

28. 29. 30.

31.

A R Chavan M B Kashid R M Sinnarkar M M Kshirsagar

Cost Optimization in the Use of Pumps as Turbine in Mini and Micro Hydel Projects Selection of Electromechanical Equipment for Mini and Micro Hydel Projects Selection and Design of Gates and Valves for Mini and Micro Hydel Projects Advanced SW Data Processing (HYMOS 4)

Short Term Training Course on Mini & Micro Hydel Projects at National Water Academy, Pune. Sep 12-13, 2002

32.

33.

34.

35.

36.

37. 38.

39.

B P Shah M S Shitole P B Mehendale C M Shah Neena Issac (Mrs) S D Kulkarni R A Oak A D Bapat

River Training Works Sediment Transport and Its Mechanism Sediment Measurement Techniques and Equipments Design of Desilting Basin and Flushing Tunnel Beyond Desilting Basin Design of Barrages and Weirs Estimation of Transmission Losses in Canal River Morphology Studies Applying RS-GIS Techniques – River Morphology Behaviour of Brahmaputra Canal Automation

Seventeenth Induction Training Course for newly recruited Assistant Directors of CWC at National Water Academy, Pune. Oct 1-25, 2002

40.

41.

42.

R A Oak C B Singh I D Gupta

Prediction of Bank Erosion Using Remote Sensing Technique Concept of Computer Modelling of Water Movement and Waste Disposal The Present Knowledge on Reservoir Induced Seismicity

Training Programme on Effective Environmental Management for River Valley Projects at National Water Academy, Pune. Oct 8-10, 2002



43.

44.

A.C.Gangal A.D.Bapat

Attitudes, Skills and Habits of an Effective Manager Practice of Harvad Approach and its Applications in HIS Context

Third Workshop on Personal Effectiveness in HIS Management at National Water Academy, Pune. Oct 29-30, 2002

45.

A.C.Gangal

Attitudes, Skills and Habits of an Effective Manager and Practice of Harvad Approach and its Applications in HIS Context

Third Workshop on Personal Effectiveness in HIS Management at National Water Academy, Pune. Nov 20-21, 2002

46.

47.

48.

49.

N.Ghosh I.D.Gupta M.S.Shitole R.G.Joshi (Mrs.)

Geophysical Investigations and Data Needs for Planning and Formulation of Hydropower Projects Seismological Studies for Hydropower Projects Design of Desilting Chambers for Hydropower Projects Dynamic Analysis of Concrete Dams

First International Course on Hydropower Development at National Water Academy, Pune . Jan 22-27, 2003

50.

R.A.Oak

Scour Phenomena

Senior Professional Course (Bridges & General) for SG & JAG Officers of Indian Railways at Indian Railway Institute of Civil Engineering, Pune. Feb 25, 2003

51.

52.

M.S.Shitole R.A.Oak

Physical Modeling of River Training Works – An Overview Mathematical Modeling of River Training Works

Flood Management and Flood Forecasting at National Water Academy, Pune. Mar 3-7, 2003


TECHNICAL REPORTS 3868 Hydraulic model studies for flushing

tunnel beyond desilting basin - Tala Hydroelectric project, Bhutan - Rep No.2

3869 Underwater seismic reflection

survey in the main harbour and approach channel of Jawaharlal Nehru Port, Nhava Sheva,Maharashtra

3870 Hydraulic model studies for flushing

of sediment from Teesta reservoir, Teesta H E Project stage V, Sikkim

3871 An updated estimation of design

seismic ground motion for Pancheshwar Multipurpose Project, UttaranchaL

3872 Wave tranquility studies for

passenger cruise vessel berth at Marmugao Port, Goa

3873 Report on the monitoring of blast

vibration during excavation of rock for Rajasthan Atomic Power Project (RAPP) Units 5 & 6, Rajasthan

3874 Report on cross hole seismic

studies at additional waste treatment and spent fuel storage sites, BARC, Tarapur, Maharashtra

3875 Hydraulic model studies for

desilting basin of Teesta Hydro-electric project, Stage V, Sikkim - Rep. No. 1.

3876 Mathematical model studies for

transient analysis of head race and tail race system of Ghatghar H E Project, Maharashtra


alternative_VI of left training wall of power house tail race channel, Kurichu H.E. Project, Bhutan

3878 Mathematical model studies for wave transformation for obtaining wave conditions in the area of proposed development at Jawaharlal Nehru Port, Maharashtra

3879 Report on cross-hole, seismic

studies at additional waste treatment and rump facility sites, BARC, Trombay, Maharashtra

3880 Seepage analysis for existing and

proposed raised section of Lakya dam, Kudremukh Iron Ore Co. Ltd, Karnataka

3881 Estimation of design storm and

determination of evaporation characteristics in the Kudankulam region, Tamil Nadu

3882 Hydraulic model studies for spillway

stoplog gates, Chamera H E Project stage II, Himachal Pradesh

3883 Wave flume studies for the design

of breakwater at Mus, (Car Nicobar Island)

3884 Inspection of site to suggest

training measures to river Tikra for HVDC Project at Kaniha, Orissa

3885 Estimation of water levels in river

Banas, Khari-II and Saraswati at Narmada main canal crossing, Gujarat

3886 Modifications of the protection

works for river Parvati at Minikaran, Kullu, Himachal Pradesh

3887 Mathematical model studies for flow

modelling and siltation for the proposed development at Jawaharlal Nehru Port, Mumbai, Maharashtra


3888 Feasibility studies for locating intake and outfall structures of CW system for proposed Palghar Power Station (BSES ), Maharashtra

3889 Report on the seismological studies

for Tala H E Project, Bhutan for the period January 1998 to December 2001

3890 2-D Mathematical model studies to

investigate hydrodynamics and water quality of the Tehri reservoir, Tehri Uttaranchal

3891 Seismic analysis of proposed

earthen bund to form reservoir at Kudankulam site, TamilNadu


littoral drift distribution and shoreline changes at New Mangalore Port, Karnataka

3893 Deciding the scope of studies for

flood plane zoning of river Swan downstream of Santokhgarh bridge, Himachal Pradesh

3894 Report on underwater seismic

reflection survey for development of naval harbour, south of Visakhapatnam, Andhra Pradesh

3895 Report on seismic reflection and

refraction surveys at left bank of Koyna dam, Maharashtra

3896 Desk studies for suggesting anti-

erosion measures to river Ravi at Chamba , Himachal Pradesh


desilting basin of Teesta Hydro-electric project, Stage V, Sikkim Rep. No.2

3898 Report (Part II) on underwater

seismic reflection survey in the main harbour and approachchannel of Jawaharlal Nehru Port, Nhava Sheva, Maharashtr

3899 Microearthquake studies for investigation on induced siesmicity in Itezhitezhi reservoir area, Zambia during the period May 1987 to March 1993

3900 Hydraulic model studies to examine

the effect of sunken mooring dolphin of IFFCO Jetty at Kandla Port, Gujarat

3901 Report of the microearthquake

studies around Almatti and Narayanpur reservoirs, Karnataka (Period 1.1.96 to 31.12.2000)

3902 Report on cross-hole seismic

studies at reactor buildings 3&4, Kaiga Atomic Power Project, Karnataka

3903 Field data collection and analysis for condenser cooling sea water system of 500 MWe Prototype Fast Breeder Reactor (PFBR)

3904 Model studies for proposed barrage

on river Punpun. Bihar 3905 Restricted

3906 Restricted

3907 Pre-cooling of ingredients of roller

compacted concrete, Ghatghar pumped storage scheme, Maharashtra

3908 Prediction of receding low tide line

at Pirpau using remote sensing data, Mumbai, Maharashtra

3909 Final report on electrical resistivity

survey at Kaiga Project, Karnataka 3910 Restricted

3911 Estimation of dynamic of elasticity

for the concrete and the foundation rock of Koyna dam, Maharashtra


3912 Report on evaluation of safe charges for excavation of rock at the site of units 3 & 4 of Kaiga Atomic Power Project, Karnataka

3913 Restricted

3914 Restricted

3915 Report on submersible pumpsets

tested for hydraulic performance and overload tests (for TE/465 and TE/466/2001-2002 UPID-2002) capacity 150 cum/hr, 18 m head & 36 m head

3916 Development of mathematical

model to predict hydrodynamics and water quality in the reservoir systems : Panshet & Ujjani, Maharashtra


transient analysis of the water conductor system, Konal H.E. Project, Maharashtra

3918 Hydraulic model studies for spillway

stoplog gates, Chamera H.E Project Stage-II, Himachal Pradesh

3919 Field investigations and laboratory

studies for assessment of water quality of Panshet and Ujjani reservoir, Maharashtra

3920 Restricted

3921 Study of shoreline behaviour using

remote sensing data for port at Hazira, Gujarat

3922 Restricted

3923 Hydraulic model studies for Parbati

dam spillway, Stage-II, Himachal Pradesh

3924 Report on submersible pumpset

tested for hydraulic performance for M/s Kirloskar Brothers Ltd, Dewas, Madhya Pradesh

3925 Report on the microearthquake studies at and around Harangi Project site, Karnataka


proposed bridge on Kosi river at NH-57 Crossing, Bihar

3927 Hydraulic model studies for Teesta

dam spillway, Stage-V, Sikkim 3928 Mathematical model studies of

hydraulic transients in head race surge system of Koyna hydroelectric Project stage-IV-B, Maharashtra

3929 Report on the methodology of

controlled blasting for removal of rock pinnacles in the Indira Dock approach Channel, Mumbai Port Trust, Mumbai, Maharashtra


desilting basin of Parbati hydroelectric project, stage-II, Himachal Pradesh Rep. No.1

3931 Estimation of site-specific design

seismic parameters for dynamic analysis of Rihand dam, Uttar Pradesh

3932 Studies for western Kosi main canal

syphon across river Kamla, Jainagar, Bihar

3933 Report on seismic surveillance

studies at Borda project site, Maharashtra


Chamera dam spillway, Stage II, Himachal Pradesh

3935 Final report on cross-hole seismic

studies at additional waste treatment and rump facility sites, BARC, Trombay, Maharashtra


3936 Hydraulic model studies for the proposed Kalindi bypass from Kalindi colony ring road to Kalindi Kunj road No.13-A along the river Yamuna at Delhi

3937 Desk and wave flume studies to

evolve the design of seawall at Tithal, Gujarat

3938 Report on submersible motor tested

for temperature rise performance for M/s Kirloskar Brothers Ltd., Dewas, Madhya Pradesh


studies at reactor buildings - 3 & 4, Kaiga Atomic Power Project, Karnataka

3940 Mathematical model study for

reviving of Palur canal at Chilika Lake, Orissa

3941 Remedial measures for the repairs

to north & south breakwaters at old Mangalore Port, Karnataka

3942 Desk studies for determining the

alignment of Jetties at Okha and Beyt Dwarka, Gujarat

3943 Hydraulic model studies for flushing

tunnel beyond desilting basin of Teesta hydro-electric project, Stage V, Sikkim

3944 Design of breakwater for Karwar

port, Karnataka 3945 Hydraulic model studies for chute

and tunnel spillway, Dhauliganga H E Project, Uttaranchal


studies at additional waste treatment and spent fuel storage sites, BARC, Tarapur, Maharashtra


wave transformation for the proposed development of Paradip Port, Orissa

3948 Collection and analysis of bed material samples of Kosi river at proposed NH 57 Bridge, Nirmali, Bihar

3949 Evaluation of site-specific design

earthquake ground motion for the dynamic analysis of Koyna dam, Maharashtra

3950 Dynamic properties of rock core

samples from Rajasthan Atomic Power Project, Units 5 and 6 , Rajasthan


examining wave tranquility and optimising layouts for passenger water transport terminals in Mumbai, Maharashtra

3952 Desk studies for raw water intake of

Tanda Thermal Power Station, Tanda, Uttar Pradesh

3953 Final report on seismic reflection

and refraction surveys at left bank of Koyna dam, Maharashtra

3954 Desk studies for evolving hydraulic

design parameters for proposed cargo handling jetty on river Brahmaputra at Pandu, Assam

3955 Field and model studies for the

development of passenger water transport terminals for MSRDC at west coast of Mumbai, Maharashtra

3956 Multiple dam break studies for

estimation of maximum water level at Kaiga, Karnataka


tidal hydrodynamics and sediment transport for development of Paradip port, Orissa

3958 Storm wave hindcasting studies for

the proposed passenger water transport terminals for MSRDC on west coast of Mumbai, Maharashtra


3959 The stability of Agucha Irrigation Tank, Tailing Dam and Arwar Dam during blasting activities at Rampura Agucha mine, Rajasthan

3960 Wave flume studies for design of

breakwaters for the proposed passenger water transport terminals for MSRDC on west coast of Mumbai, Maharashtra

3961 Estimation of design seismic

ground motion for Vidhyachal Super Thermal Power Project, Stage-III, Madhya Pradesh

3962 Hydraulic analysis of prototype data

collected in Mithi River in Bandra Kurla Complex during 2000-2001by MMRDA, Mumbai, Maharashtra

3963 Behavior of Sogal Channel at

Kandla Port during 1995 to 2002, Gujarat


assessing the effect of extension of filled up area adjoining MRTS bridge on the river Yamuna at Delhi

3965 Inundation studies for Bhadra river

downstream of Lakhya hole confluence, Bangalore

3966 Hydraulic model studies for gate

regulation of the Hathnikund Barrage on river Yamuna,Haryana

3967 Mathematical model studies to investigate wave tranquillity conditions in the harbour consequent to construction of north cargo berth at Tuticorin Port, Tamil Nadu

3968 Desk studies to improve the

performance of proposed percolation canal at Sarola near Latur, Maharashtra

3969 Analysis of instrumentation data for

forecasting the deflection of Koyna dam, Maharashtra

3970 Desk studies for suggesting flood protection measures for proposed Mahaseer fish farm at Siddhapur, Dist. Mandi, Himachal Pradesh

3971 Mathematical model studies for the

assessment of backwater levels in the balancing storage ponds, Sardar Sarovar project, Gujarat

3972 Estimation of site – specific ground

motion for earthquake resistant design of Pagladiya dam project, Assam

3973 Measurement of in-situ stresses

and deformability of rock mass at various locations of power house complex of Ghatghar pumped storage hydroelectric project, Thane, Maharashtra

3974 Determination of geo-technical

characteristics of tailings and dynamic analysis of proposed tailings plateau in Lakya reservoir of Kudremukh Iron Ore Company Ltd., Karnataka

3975 Three dimensional photoelastic studies for surge tank, Larji H.E. project, Himachal Pradesh (Surge tank under full load condition)

3976 Protection measures for Indian Oil

Corporation Ltd. Plant at Kimin, Arunachal Pradesh

3977 River model studies for Ujh level

crossing, Jammu & Kashmir 3978 Mathematical model studies for

backwater computations of Neilla Dam, Punjab

3979 Mathematical model studies to

investigate the behaviour of moored vessels at the proposed ninth berth and north coal berth at Tuticorin Port, Tamilnadu.

3980 Hydraulic model studies for Tailpool

and tailrace channel, Indira Sagar Project, Madhya Pradesh


3984 Wave flume studies for the design of coastal protection works at INS Hamla, Mumbai, Maharashtra

3981 Gravimetric calibration of 500 mm NB Electromagnetic flowmeter of M/s Gleg Engineering Works, Mumbai, Maharashtra

3985 Hydraulic model studies for stoplog units, sluice spillway, Tala HE project, Bhutan

3982 Model studies for proposed road and rail bridge on Kosi river, Nirmali, Bihar

3986 Hydraulic model studies for silt flushing tunnel and gate, Tala HE project, Bhutan

3983 Mathematical model studies for manoeuvering of 1,25,000 DWT Ship at Paradip Port, Orissa

3987 Mathematical model studies for hydrodynamics in the approaches to Kandla Creek, Gujarat


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OFFICERS AT CWPRS

(As on 31/3/2003)

DIRECTOR

V M Bendre, Mrs

ADDITIONAL DIRECTORS

L K Ghosh (Dr) N Ghosh (Dr)

JOINT DIRECTORS A C Gangal A K Basu (Dr) I Azaraiah (Dr) N Somayaji (Dr) U V Purandare

I Z Poonawala I D Gupta (Dr) A R Chavan R K Kondayya S Govindan

C N Kanetkar M S Shitole C K Hayatnagarkar P B Deolalikar F T Mathew

CHIEF RESEARCH OFFICERS S V Phadke, Mrs S R Bhambure B S Kulkarni P K Khare M M Kale J M Shirke (Dr) V B Joshi S G Patnaik V P Shukla (Dr) R S Ramteke M B Kashid P G Markande B Vijay kumar

P K Goel S Dhayalan R S Wadhwa S L Patil R K Kamble M D Kudale C B Singh (Dr) V V Vaze P S Kapileshwar R M Sinnarkar S G Chaphalkar S Balakrishna (Dr) A D Bapat

S K Roy (Dr) B P Shah P C Pethe N Prasad K Venugopal J D Prayag R S Patil R A Oak V M Bapaye R D Kulkarni A P Dange V G Bhave D N Deshmukh

MEDICAL OFFICERS

P G Bendre (Dr) S A Harshe, Mrs (Dr)

SENIOR RESEARCH OFFICERS

M P Bhore C G Deshpande A A Moholkar, Mrs A S Barve, Mrs S D Kulkarni M N Singh V J Shende, Mrs B K Saha

A K Hebbar R C Jadhav D M Shinde A K Agrawal K R Dhawan C K Rani, Mrs (Dr) P B Mehendale V V Bhosekar, Mrs

A K Ghosh T Nagendra B M Patil (Dr) Y N Srivastava A M Vaidya, Mrs V C Deshpande R P Gupta R G Joshi, Mrs (Dr)


A Dey S V Wadwankar K N Narayankar R B Deogade, Mrs M K Pawar N P Khaparde Prabhat Chandra M R Bhajantri A T Desai A K Sathe S D Ranade

N Issac, Mrs U Ramesh S P Vaidya, Mrs (Dr) R G Patil C Krishnaiah (Dr) H Lal S Ganguly S G Hardikar, Mrs P M A Rahiman S S Ragte K J Kamble

P V Awate B George S Kulkarni, Mrs N D Atkekar H Prakash A B Pardeshi, Mrs D K G Naik A A Purohit P D Kamalasekaran S D Vaidya K B Surwade

CHIEF ADMINISTRATIVE OFFICER

K V Shivakumar

EXECUTIVE ENGINEER (CIVIL)

J D Agrawal (Dr)

EXECUTIVE ENGINEER (MECH)

A S James

RESEARCH OFFICERS

B Someshwar Rao S R Vhatkar J S Johnson (Dr) S A Tongaonkar M G Surve M Selva Balan H B Jagadeesh M V Chhatre, Mrs R Ali U C Roman S G Manjunatha B S Chavan L R Ranganath

G V Ramana Rao N Ramesh A V Mahalingaiah J Sinha S Sinha V K Pandit, Mrs C M Shah M M Kshirsagar (Dr) P B Tongaonkar D R Joshi V K Tripathi P R Khatarkar B M Simpiger

Y M Chavan P V Akut V T Desai R V Rao R R Shirke B Murlidhar M S Choudhary M Arora V Bhavanarayana (Dr) D R Bobade L R Pattanur, Miss (Dr) V Thangaraju P V Berde

ASSISTANT EXECUTIVE ENGINEER (CIVIL)

V.D. Macal

DOCUMENTATION OFFICER

M M Rao (Dr)


ASSISTANT RESEARCH OFFICERS

S P Kulkarni N V Deshpande G R Tripathy (Dr) T V S Ramkrishna K K Gupta C Ramesh S R Swami V Rambabu A V Patil P Vijayagopal N B Varshikar S Tiwari S B Salunke M I Sridevi, Mrs C V R Murthy M R Kulkarni (Dr) S A Ansari R D Phatak C S Rajan B M Jagtap C Subba Rao

R Kumar J K Singh V A Gadgil V Chandrashekhar D S Jori B K Gautam C S Krishnakumar M Phanikumar B S Sunderlal S D Damodare D K Awasthi K H Barve S Das V B Sharma S Jatwa, Miss S K Hansda, Miss S D Bhosale R Dagur K G Bhonde, Mrs V K Shukla K C Biradar

S J Pillai M S Hanumanthappa S B Deokule A Kumar V Prabhakar (Dr) S V Oke A Saha R Dhilipkumar S Bhowmik K K Swain G A Panvalkar Y R V Naidu Y R Bhagat M Rajiah, Mrs C V Rajesh V N Katte V S Ramarao M K Verma H R Khandagale, Mrs A Rajagopalan, Mrs

ASSISTANT DOCUMENTATION OFFICER

D T Gaikwad

ADMINISTRATIVE OFFICER

S S Gaikwad

ACCOUNTS OFFICER

U M Jadiye

HINDI OFFICER

S K Kubal

Central Water and Power Research Station Khadakwasla, Pune – 411 024, India

Tel. : 020 – 2438 0511, 2438 0825, 2438 1801 Fax : 020 – 2438 1004 Email : [email protected] Web : www.mah.nic.in/cwprs

Published by

Director, Central Water and Power Research Station, Pune - 411 024

Parbati HYDRO PROJECTs

Documents