Derbent Dam and Hydroelectric Power Plant was built on the Kızılırmak River, 15 km southwest of Bafra district of Samsun. The annual generation capacity of the power plant of which installed power is 56.4 MW (2x25.2MW+1x6MW) is estimated as 257 million kWh.
The construction works of Derbent Dam and Hydroelectric Power Plant located in the Kızılırmak Basin started on February 22, 1985 by DSI and was completed in mid-1991 and put into operation. The body volume of the dam, which was built in clay core rock fill type, is 2.500.000 m³, the body height is 34 m and the crest length is 517 m. The lake volume is 212.5 hm³ at the maximum operating level and the lake area is 16.50 km² at the normal water level. The energy produced at the power plant is given to the interconnected system via Altınkaya HEPP and Bafra Switchyard.


Tan An, Long An Province, Vietnam
In 1979 due to the development of the Tan An Town, to meet water supply needs, Long An Water Supply Company Limited to conduct the construction of pumping stations, water from the river about once upon a reasonable Baoding, public capacity of 12,000 m3 / day.
Tan An Water Plant: The total capacity is 15,000 m3/day, Tan An water plant renovation of the entire device to change the old technology obsolete to modern technology with the total investment over 30 billion VND, completed in 2009.
- Project Name: TAN AN Water Plant
- Client: KRUGER AG - DENMARK
- Location: Tan An, Long An province
- Project Period: 2007-2008
- Project Description: Water Supply Plant
- Scope of Work: Electrical, Cable & Control system Installation


Pakistan's 4320MW Dasu hydroelectric project to get WB funding
The World Bank will help fund the development of Pakistan's 4320MW Dasu hydroelectric project on the Indus River.
This comes after the signing of an agreement between the World Bank and the government of Pakistan for providing $840 million for the 1,410-megawatt Tarbela 4th Extension Project
It has also been agreed that the project will be constructed in phases after work on the 4,500MW Diamer-Bhasha Dam is initiated and its financial plan is finalised.
The Dasu project is located downstream tothe Diamer-Bhasha dam project in Pakistan.
Pakistan’s Water and Power Development Authority noted that the project will be built in phases following completion of plans for Diamer-Bhasha, which remains WAPDA’s priority project.
The World Bank funding, of which the amount has not yet been disclosed, is to be used to complete detailed engineering design for Dasu. This design, together with tender documents, are expected to be completed in early 2013.
Water and Power Development Authority Chairman Shakil Durrani said international financial institutions were taking keen interest in providing funds for Wapda projects due to excellent ‘economic internal rate of return’ of these schemes.
The Dasu project is part of the least-cost energy production plan of Wapda aimed at harnessing the country’s hydropower resources to improve the share of hydroelectricity in energy mix.
The project will generate 21.3 billion units of electricity per annum and will also have positive impact on existing hydropower stations including Tarbela, Ghazi Barotha and Chashma.


Maccheronis - Italy
Lombardi s.a. (Beneficiary: Consorzio Bonifica della Sardegna Centrale)
2003 - 2005
Description for Maccheronis (Italy)
Reservoir capacity augmentation through the heightening of an existing concrete gravity dam and through a new spillway on the left abutment.
- Reservoir (A = 615 km², V_existent tot = 25 Mm³, V_final tot = 35 Mm³)
- Dam (H_existent = 46 m, H_final = 47 m, L_final = 435 m, V_cls final = 96'000 m³)
- Spillway existent (L = 198 m, Q_max = 2'643 m³/s)
- Spillway final on the left abutment (L = 210 m, Q_max = 3'000 m³/s, No. 3 Sector Gates HxW = 12x3 m, N°3 Flap Gates HxW = 12x0.5 m)
- Outlet Tunnel (L = 199 m, D = 3.5 m, Q_max = 65 m³/s, No. 2 Gates HxW = 1.60x2.00 m)
- Inlet Tunnel (L = 432 m, D = 2 m)
Alto Temo (Italy)
Water storage plant for irrigation purposes with a capacity of 90 Mm³
Santu Miali (Italy)
Refurbishment of the Santu Miali hydropower plant
Water supply system for the district of Abuja, including pipelines, pumping...
Little Beles (Ethiopia)
Reservoir for water supply with a storage capacity equal to 3.5 Mm³.
Simbirizzi (Settimo S. Pietro) is a small hydroelectric plant to supply the...
Refurbishment of the Uvini hydropower plant.
Multi-purpose project (underground hydropower plant, water supply, etc.) for...
Dabus HPP cascade is located on the Dabus river, a north-flowing tributary of...
Dire Dam (Ethiopia)
Earthfill dam with impermeable core for water supply to Addis Ababa and to...


The Susquehanna River is now currently forecast to be just below major flood stage sometime Friday evening and could still rise higher, according to the National Weather Service in State College.
While the river is currently at about six feet, the latest predictions show it will be at 22.4 feet by 6 p.m. Friday. Flood stage for the river is 17 feet. Major flood stage is 23 feet.
If the forecast proves to be correct, the resulting flood would be at least the ninth all-time worst flooding of the Susquehanna River, according to data from the weather service.
Three to five more inches of rain are forecast for the area by Wednesday night.


Design of Diamer-Bhasha dam under construction on the River Indus in Gilgit-Baltistan, Pakistan
The construction of Diamer-Bhasha dam is expected to cost about $12 billion. Faced with the difficulty of finding The construction of Diamer-Bhasha dam is predicted to price concerning $12 billion. featured with the issue of finding funds for the four,500MW project, the govt. had determined to divide it into separate dam and power generation comes. However, it’s unclear that element of the project the govt. is curious about obtaining enclosed within the CPEC.


The Series 1000 progressive divider valve manifold distributes and proportions incoming oil or grease to bearing points.
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AeroFlow Lubricators are pneumatically actuated piston pumps designed for use with single line parallel injector systems.
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Svratka River – km 114,90
power plant type – run-off, peak-load
number of turbine sets – 1
Turbine type – Kaplan BULB
Diameter of drainage channel – 1290 mm
Nominal head – 3,2 m
Nominal absorption capacity – 10 m3/s
Nominal output – 272 kW
Annual production – 650 MWh
Feasibility study, design for zoning permit (design for construction permit and tender design temporarily suspended) of SHPP Vír 3. Technical-economic assessment of four different alternatives of SHPP construction in the area of the current dam of daily reservoir under the Vír dam with a subsequent elaboration of design for zoning permit. The chosen alternative uses a single Kaplan turbine (Bulb type) of maximal power output 294 kW and nominal head 3.12 m.
Responsible for the overall technical design including hydraulic assessment, negotiation with local authorities and potential turbine technology suppliers, ensuring of supporting surveys (topographical, hydrological, geological and construction-quality surveys) as well as project management.


The new IMH 832 Series Side Exit Chek Valve is said to provide the lowest pressure loss of any valve this size. At only 8 mm in diameter, the valve features a side-exit design which permits flow in excess of 6 gpm of water at 100 psid.
The valves feature low leakage, easy installation, and robust stainless steel construction, and are typically used in industrial hydraulic applications such as off-road equipment. The valves are 100% performance tested to ensure consistent, long-term performance.
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A horizontal single closed impeller endsuction pump in short coupled version equipped with IEC motor. The pump has been developed according to the process design and features a back pull out unit for maintenance with the pump housing remaining in the pipes. The pump can be installed directly into a pipeline system without aligning the engine. The pump is designed in accordance with ISO 2858.
Flow rates up to:450 m³/hr
Heads up to: 150 m
Casing pressure up to: 16 Bar
Temperature: -10ºC to +140ºC
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Various material designs, including cast iron, bronze, stainless steel.
Closed impeller, with multiple blades and discharge holes.
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Standard B3 IEC engine can be supplied from any brand. ATEX engines are also possible.
These pumps are used where clean to slightly contaminated liquids needed to be pumped.


Alert for Autauga; Dallas; Elmore; Lowndes; Montgomery (Alabama) Issued by the National Weather Service
- Flood Warning
- Autauga; Dallas; Elmore; Lowndes; Montgomery
...The flood warning continues for the Alabama River At
Montgomery, R.F. Henry Lock and Dam along with Selma...
.Heavy rainfall over the past few weeks is resulting in high water
levels along the Alabama River at Montgomery, R.F. Henry Lock and
Dam along with Selma and a flood warning remains in effect.
The Flood Warning continues for
The Alabama River At Montgomery.
* until Tuesday evening...or until the Warning is cancelled.
* AT 7:00 AM Saturday the stage was 42.4 feet.
* Minor flooding is occurring and Minor flooding is forecast.
* Flood stage is 35 feet.
* Forecast...The river will continue to fall to below flood stage by
Instruction: Do not drive cars through flooded areas. Turn Around...Don`t Drown.
Another statement will be issued by Sunday morning...or sooner if


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Raghavendra S Muttalli1, Shweta Agrawal2, Harshla Warudkar3
|Related article at Pubmed, Scholar Google|
Visit for more related articles at International Journal of Innovative Research in Science, Engineering and Technology
Centrifugal pumps are a most commonly used in different fields like industries, agriculture and domestic applications. Computational Fluid Dynamics is most commonly used tool for simulation and analysis. 3-D numerical CFD tool is used for simulation of the flow field characteristics inside the turbo machinery. CFD simulation makes it possible to visualize the flow condition inside centrifugal pump. The present paper describes the head, power, efficiency and to evaluate the pump performance using the ANSYS CFX-14, a computational fluid dynamics simulation tool. These simulations of centrifugal pumps are strongly related to cavitation flow phenomena, which may occur in either the rotating runner-impeller or the stationary parts of the centrifugal pumps. The numerical simulation can be used to detect the cavitation in centrifugal pump and to get safe range of operating at different flow rate and rotating speed
|Centrifugal pump impeller, CFD, Head, Power, Efficiency, Cavitation.|
|Centrifugal pump is a type of a turbo machine in which mechanical energy is converted into pressure energy by means of centrifugal force acting on the fluid. It is classified as rotor dynamic type of pump in which dynamic pressure is developed which enables the lifting of liquids from lower level to higher level. Since lifting of liquid is due to centrifugal action, it is called as centrifugal pump. Centrifugal pump has high output and high efficiency compared to other types of pumps. To develop a consistent machine for high demand operations, before they are put in actual use the performance of the flow in the entire pump has to be predicted. This requires critical analysis of highly complex flow in the pump which is turbulent and three dimensional in nature. CFD simulation makes it possible to visualize the flow condition inside a centrifugal pump, and provides valuable information about the centrifugal pumps hydraulic design. Simulation result is used to calculate or predict the performance of a centrifugal pump to replace or reduce the experiments in the process of pump design. A great deal of labour and facility will be saved, as well as it helps in shortening the design cycle. Therefore, great improvement on centrifugal pump design must be achieved by CFD analysis of inner flow inside a centrifugal pump and following application of its results in pump design processes.|
|Many researchers have used CFD for the numerical simulation of centrifugal pumps. S Rajendran and Dr.K Purushothaman  carried out a centrifugal pump impeller analysis using ANSYS-CFX and predicted the flow pattern, pressure distribution in the blade passage, blade loading and pressure plots. S R Shah, S V Jain and V J Lakhera  carried out analysis of centrifugal pump and the non-uniformities in different parts of the pump at off-design conditions which result in the decrease in efficiency. P.Usha Shri and C.Syamsundar  contributed to reveal the simulation of the flow in a centrifugal pump impeller at five different flow coefficients viz. 0.0146, 0.0346, 0.0546 (designed flow coefficient), 0.0746 and 0.0946. E.C. Bacharoudis, A.E. Filios, M.D. Mentzos and D.P. Margaris  have contributed to reveal the flow mechanisms inside centrifugal impellers and studied performance by varying outlet blade angle. They observed a gain in head more than 7 % with increase in outlet blade angle from 20o to 45o. Marco Antonio Rodrigues Cunh and Helcio Francisco Villa Nova  have carried out cavitation modelling of a centrifugal pump and predicted cavitation places looking for the pressure field, since the it has a direct relation with the vapour pressure at the flow fluid temperature, becoming possible to add improvements in the project of the equipment in order to prevent or to minimize the phenomenon. The present paper is concerned with the head, power, efficiency, cavitation and to evaluate the pump performance using the ANSYS CFX.|
II. PROBLEM STATEMENT
|Head, power, efficiency and cavitation of the centrifugal pump are taken as the focus area of this paper. Head is linked to the pressure. If you point the discharge of a centrifugal pump straight up into the air, it will pump the fluid to a certain height called the head. This maximum head is mainly determined by the outside diameter of the pump's impeller and the speed of the rotating shaft. The head will change as the capacity of the pump is altered. The shaft power of a pump is the mechanical power transmitted to it by the motor shaft, while fluid power is the energy per second carried in the fluid in the form of pressure and kinetic energy. The efficiency is the ratio of output power to input power. Because of friction and internal leakage, the power input to a pump is larger than the fluid power. Cavitation is the formation and subsequent collapse or implosion of vapor bubbles in a pump. It occurs when the absolute pressure on the liquid falls below the liquid’s vapor pressure. If the vapor bubbles collapse with high enough energy, they can remove metal from the internal casing wall, and leave indent marks. More commonly, the pump efficiency will decrease significantly during cavitation and continue to decrease as damage to the impeller increases. It is important to recognize the detection and prevention of cavitation.|
|In current paper the geometry and the mesh of a ten bladed pump impeller domain were generated with Ansys Workbench. Unstructured meshes with tetrahedral cells are used for the domain of impeller as shown in Figure 1.|
|Mesh details of centrifugal pump impeller is shown in Table 1. Pump impeller shown in figure contains totally 54375 nodes and 266745 tetrahedral elements.|
IV. SIMULATION OF CENTRIFUGAL PUMP
|After meshing of the model of pump assembly commercial CFD code CFX-14 is used for simulation of the pump performance. The boundary conditions are applied. The performance results are obtained at different mass flow rate conditions with different operating speed by taking turbulent modeling. The numerical simulation is checked to detect the cavitation in centrifugal pump and to get safe range of operating at different flow rate and operating speed.|
|The simulation of flow inside the centrifugal pump is done on basis of following basic assumptions:|
|Steady state condition.|
|Constant fluid properties.|
|Incompressible fluid flow.|
|The walls were assumed to be smooth hence any disturbances in flow due to roughness of the surface were neglected.|
|4.2 Boundary conditions|
|Boundary conditions are the set of conditions specified for the behavior of the solution to a set of differential equations at the boundary of its domain. Mathematical solutions are determined with the help of boundary conditions to many physical problems. These conditions specify the flow and thermal variables on the boundaries of a physical model.|
|The pump has various components like inlet, outlet, blades, hub and shroud. The pump inlet was defined as total pressure boundary condition and mass flow rate outlet was given at the pump outlet. The other surfaces were given as wall boundary conditions. Rotating faces of impeller considered as wall and no slip wall condition is applied. At fluid wall interface, there must be no slip. Operating temperature is specified at the inlet.|
|4.3 Solution parameters|
|Solution parameter is very important in solving any CFD problem. Advection scheme high resolution technique is used to simulate the pump performance. Turbulence numeric’s is first order. The standard k-ε model is used for turbulence modelling with standard wall function. The standard k- ε model is a semi-empirical model based on model transport equations for the turbulence kinetic energy (k) and its dissipation rate (ε). Convergence criteria for mass, momentum and turbulence parameters were set to 10-4. Mixture of water and Ethylene glycol is taken as working fluid, with the vapour pressure 50000 Pa. Number of iteration used for the simulation of centrifugal pump analysis are 10000.|
V. PERFORMANCE CHARACTERISTICS OF PUMP
|The performance characteristic of the centrifugal pump has been predicted numerically handling clear Water- Ethylene glycol mixture as working fluid. Head, power and efficiency characteristics of the pump are predicted by CFD analysis at 7000rpm, 7700rpm, 8400rpm and 9100rpm explained graphically in figures. CFD analysis is done at a mass flow rate 40 lpm, 60 lpm, 80 lpm, 100 lpm, 120 lpm, 150 lpm, 170 lpm and 220 lpm.|
|Figure 2 shows head characteristics curve generated at different rotating speed with increase in discharge. As, the speed of the pump was kept constant it can be observed that as discharge increases head decreases. We obtained maximum head at 9100rpm and minimum head with 7000rpm. The shape of the curve varies with pump’s specific speed. From graph it is clear, the head is function of rotating speed. High head can be obtained with higher rotating speed. The nature of head versus discharge curve is similar to that of standard pump curve.|
|The input power is considered as the mechanical power supplied by the motor at the pump shaft. Figure 3 shows variation of input power at the pump shaft with increase in discharge for various rotating speed. To plot this curve, the speed of the pump was kept constant and variation of shaft power input was plotted correspond to increase in discharge. It can be seen that as discharge increases the power input for the pump increases. The nature of power versus discharge curve is similar to that of standard pump curve.|
|Figure 4 shows variation of pump efficiency with increase in discharge for various rotating speed. As, the speed of the pump was kept constant it can be observed that as discharge increases, the efficiency increases, reaches maximum at rated conditions and then decreases when discharge increases beyond rated conditions, parabolic profile. The nature of efficiency versus discharge curve is similar to that of standard pump curve.|
|5.4 Cavitation analysis|
|Cavitation causes loss of performance and degradation of life in the centrifugal pumps. Hence the analysis of cavitation is a very important aspect of any centrifugal pump. With the use of CFD tools it is possible to have a forecast about the cavitation places looking for the pressure field, since the cavitation has a direct relation with the vapor pressure at the flow fluid temperature, becoming possible to add improvements in the project of the equipment in order to prevent or to minimize the phenomenon, without the use of experimental methods that in the most cases showing high cost. With the CFD tools it is much easier to detect the cavitation occurring at different parts of the centrifugal pump and to get safe range of operating at different flow rate and rotating speed.|
|Figure 5 shows the cavitation analysis of an impeller model at constant 7000rpm with the mass flow rate of 40 (a), 80 (b), 120 (c) and 150 lpm (d). We observed cavitation free operation at 40, 80 and 120 lpm. The formation of cavitation on the blades can be seen from 150 lpm running at 7000rpm.|
|Figure 6 shows the cavitation analysis of an impeller model at constant 7700rpm with the mass flow rate of 40 (a), 80 (b), 120 (c) and 150 lpm (d). We observed cavitation free operation at 40 and 80 lpm. The formation of cavitation on the blades can be seen from 120 lpm running at 7700rpm|
|Figure 7 shows the cavitation analysis of an impeller model at constant 8400rpm with the mass flow rate of 40 (a), 80 (b), 120 (c) and 150 lpm (d). We observed cavitation free operation at 40 and 80 lpm. The formation of cavitation on the blades can be seen from 120 lpm running at 8400rpm.|
|Figure 8 shows the cavitation analysis of an impeller model at constant 9100rpm with the mass flow rate of 40 (a), 80 (b), 120 (c) and 150 lpm (d). We observed cavitation free operation at 40 lpm. The formation of cavitation on the blades can be seen from 80 lpm running at 9100rpm.|
|Figure 5, 6, 7 and 8 shows the cavitation analysis of centrifugal pump at 7000, 7700, 8400 and 9100 rpm with mass flow rate 40 (a), 80 (b), 120 (c) and 150 lpm (d). This can be done in post processing by measuring the pressure lower that the vapour pressure. The vapour pressure of used fluid is 50000 Pa. The colour other than blue shows the drop of pressure and reaching the vapor pressure on the impeller blades. This forms the cavitation and affects the performance of the centrifugal pump and it is noted from all the above analysis that, cavitation is increasing with the increase of mass flow rate and rotating speed. This analysis will helps in to get safe range of operating at different flow rate and rotating speed.|
|5.5 Pressure contours|
|The properties of internal flow of the centrifugal pump can be analyzed by using pressure contours. Study of the pressure contours help in understanding of energy conversion taking place in different parts of the pump. The static pressure contours are varying with span. Static pressure on pressure side is more compared to suction side. The static pressure contours are varying with span. Because of flow transition from the axial to the radial, pressures near the hub are higher than shroud.|
|Figure 9 shows the pressure contours of designed model at a span of 20 (a), 50 (b) and 80% (c). It is seen that the pressure continuously increases from leading edge to trailing edge of the impeller as the mechanical energy imparted in the form of impeller rotation is converted into the pressure energy. It can be seen that the pressure variation is uniform.|
|5.6 Velocity vector contours|
|Study of the velocity contours gives idea about the kinetic energy and dynamic pressure acting in the different parts. Study of velocity vectors helps in identifying the direction of fluid particles flowing through the different components . Figure 10 shows the velocity vector contours of designed model at a span of 20 (a), 50 (b) and 80% (c). The velocity continuously increases as the mechanical energy is converted into the kinetic energy.|
|The flow through a centrifugal pump was analyzed using commercial CFD package ANSYS-CFX. CFD analysis was carried out at design and off design condition and is reported. The simulation results are obtained at the operating speed 7000, 7700, 8400, 9100 rpm with different mass flow rates for transportation of fluid. The Simulation was performed by using turbulent modeling k-Epsilon. Performance charts, cavitation analysis, pressure contours and velocity vector contour are predicted.|
|The mesh is generated successfully using ANSYS-CFX. The performance results are satisfactorily matching with test data, hence mesh quality is good.|
|The increase of the designed flow rate causes a reduction in the total head of the pump.|
|Near leading edge of the blade low pressure is observed.|
|Almost similar trends were observed when the operating characteristic curves predicted by CFD were compared with the model test results.|
|The performance results show that total static head is the function of the mass flow rate with constant operating speed.|
|The model is free from cavitation at design point and it is also noted that, the formation of cavitation on the blade is increasing with the increase of mass flow rate and rotating speed|
| S.Rajendran and Dr.K.Purushothaman, “Analysis of a centrifugal pump impeller using ANSYS-CFX,” International Journal of Engineering
Research & Technology, Vol. 1, Issue 3, 2012.
 S R Shah, S V Jain and V J Lakhera, “CFD based flow analysis of centrifugal pump,” Proceedings of the 37th National & 4th International Conference on Fluid Mechanics and Fluid Power, IIT Madras, Chennai, 2010.
 P.Usha Shri ans C.Syamsundar, “computational analysis on performance of a centrifugal pump impeller,” Proceedings of the 37th National & 4th International Conference on Fluid Mechanics and Fluid Power, IIT Madras, Chennai, 2010.
 E.C. Bacharoudis, A.E. Filios, M.D. Mentzos and D.P. Margaris, “Parametric Study of a Centrifugal Pump Impeller by Varying th e Outlet Blade Angle,” The Open Mechanical Engineering Journal, no 2, 75-83, 2008.
 Marco Antonio Rodrigues Cunh and Helcio Francisco Villa Nova, “Cavitation modelling of a centrifugal pump impeller,” 22nd International Congress of Mechanical Engineering, Ribeirao Petro, Sao Paulo, Brazil, 2013.
 Mohammed Khudhair Abbas, “cavitation in centrifugal pumps,” Diyala Journal of Engineering Sciences, pp. 170-180, 2010.
 Abdulkadir Aman, Sileshi Kore and Edessa Dribssa, “Flow simulation and performance prediction of centrifugal pumps using cfd -tool,” Journal of EEA, Vol. 28, 2011.
 Erik Dick, Jan Vierendeels, Sven Serbruyns and John Vande Voorde, “Performance prediction of centrifugal pumps with cfd -tools,” Task Quarterly 5, no 4, 579–594, 2001.
 S. C. Chaudhari, C. O. Yadav and A. B. Damo, “A comparative study of mix flow pump impeller cfd analysis and experimental data of submersible pump,” International Journal of Research in Engineering & Technology, Vol. 1, Issue 3, 57-64, 2013.
 D. Somashekar and Dr. H. R. Purushothama, “Numerical Simulation of Cavitation Inception on Radial Flow Pump,” IOSR Journal of Mechanical and Civil Engineering, Vol. 1, Issue 5, pp. 21-26, 2012.
 Liu Houlin, Wang Yong, Yuan Shouqi, Tan Minggao and Wang Kai, “Effects of Blade Number on Characteristics of Centrifugal Pumps,” Chinese journal of mechanical engineering, Vol. 23, 2010.
 Myung Jin Kim, Hyun Bae Jin, and Wui Jun Chung, “A Study on Prediction of Cavitation for Centrifugal Pump,” World Academy of Science, Engineering and Technology, Vol. 6, 2012.


The 50MW Bumbuna hydroelectric power plant located on the Seli River in the Tonkolili district of Sierra Leone is being expanded to add 143MW of installed capacity.
Construction on the $750m expansion project is expected to be started by the end of 2019, while commissioning is expected by 2024.
The 50MW Bumbuna phase one, owned by the Government of Sierra Leone, has been in operation since 2009. The plant was built with an investment of $327m.
The 143MW Bumbuna phase two will be developed, owned, and operated by Seli Hydropower, a joint venture between Joule Africa and the local company Energy Services Company (ESCO).
Joule Africa signed a 25-year power purchase agreement (PPA) with the Government of Sierra Leone in August 2017. The project received government approval in December 2017.
The Bumbuna phase two hydroelectric project will help Sierra Leone’s goal to provide electricity access to 30% households in the country by 2030.
The expansion project is expected to create 1,200 construction jobs.
Bumbuna phase one make-up
The existing BHP plant is a run-of-river hydroelectric project comprising an 88m-high and 400m-long rock-fill dam and a surface power house equipped with two 25MW Francis turbines.
The left tunnel on the dam has 3,000m³/s of design discharge capacity and is used as a primary spillway, whereas the right tunnel is used as the power tunnel and auxiliary spillway. The intake structure for the power tunnel comprises a 93m-high and 7.5m-diameter hexagonal tower.
Bumbuna phase two details
The Bumbuna phase two project involves extension of the existing Bumbuna dam and construction of a new dam upstream at Yiben, approximately 30km north of the Bumbuna dam.
The Bumbuna extension will include two 42.15MW Francis turbines and a 3.7MW small turbine. A new power intake structure will be built approximately 400m upstream of the existing dam. The project will also involve a 1.9km new headrace tunnel and a 1.67km-long tailrace canal.
The Yiben dam, to be constructed 30km upstream of the Bumbuna extension, will be an 83m-high and 730m-wide roller compacted concrete (RCC) gravity dam. The power house on the left bank of the Yiben dam will be equipped with two 27.7MW Francis turbines.
The reservoir for the Yiben dam will have surface area of 115km².
Power transmission from Bumbuna hydroelectric power plant
The power generated from Bumbuna phase one is fed to the national grid through a 200km 161kV single-circuit transmission line at Freetown Peninsula.
The electricity generated by Bumbuna phase two will be transmitted through a new 225kV double-circuit line connecting the WAPP substation located 4km south-west of the Bumbuna Extension.
Bumbuna Extension and Yiben will be connected through a 34km-long 225kV single-circuit line.
The African Development Bank (ADB) provided $103m for phase one of the Bumbuna hydroelectric power station.
The Electrification Financing Initiative (ElectriFI), a financial facility funded by the European Commission, agreed to provided $3.5m for Bumbuna phase two in January 2019.
Joule Africa is also in discussion with ADB, Private Infrastructure Development Group (PIDG), and the Emerging Africa Infrastructure Fund for additional funding for the project.
TURBO-Ganz provided turbines for Bumbuna phase one. Lahmeyer International was engaged to prepare the feasibility study for the Bumbuna second phase in June 2011.
Environmental Resources Management (ERM) and CEMMATS were responsible for conducting the environmental and social impact studies for the expansion project.


As the climate dries the American west faces power and water shortages
- United Nations
Two of the largest reservoirs in America, which provide water and electricity to millions, are in danger of reaching ‘dead pool status.’ A result of the climate crisis and overconsumption of water, experts say.
Lake Mead, in Nevada and Arizona, and Lake Powell, in Utah and Arizona, are currently at their lowest levels ever. ‘Dead pool’ status would mean the water level in the dams was so low it could no longer flow downstream and power the hydroelectric power stations.
The Lake Mead reservoir, which is the largest artificial body of water in America, was created in the 1930s by the construction of the Hoover Dam, an engineering masterpiece. Lake Powell, the second largest, was created in the 1960s, with the construction of the Glen Canyon Dam.


CITY OF SAN FERNANDO, Pampanga – The Department of Public Works and Highways (DPWH) has completed two flood mitigation projects in Floridablanca town.
With a total cost of PHP48.8 million, the DPWH-Pampanga 2nd District Engineering Office finished the construction of the 124-linear meter revetment wall in the section of Porac river in Barangay Valdez, and the 347.52-linear meter slope protection project along Santol Creek in Barangay San Jose.
District Engineer Gregorio Audea Jr. said on Wednesday the DPWH continues to build flood mitigation structures along the Porac River, one of the active channels that traverse the town of Floridablanca.
“Since 2020, the DPWH has been implementing projects that will mitigate flooding along Floridablanca’s major river systems by building flood control structures deemed important for residents,” Audea said in a statement.
He said another segment adjoining these structures is under construction and is expected to be completed by the fourth quarter of this year.
Valdez and San Jose are among the villages in Floridablanca that have usually been badly hit by floods during the rainy season. (PNA)


A contract notice has been issued for excavating and earthmoving work for the construction of dams and similar fixed structures. Work will also involve the construction of a dam wall and weir.
Deadline for reciept of tenders or requests to participate is 18 April 2006.
CONTACT: Ekologgruppen i Landskrona AB, Jarnvagsgatan 19B, S-26132 Landskrona. Tel: +46 0418 76750. Email: email@example.com.


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Sardinia Water Authority (Ente Acque della Sardegna ENAS)
2003 - 2010
Description for Santu Miali (Italy)
Refurbishment of the Santu Miali hydropower plant
- Loading reservoir with daily regulated Vol. = 1.4 Mm3
- Headrace Tunnel (L = 750 m, D = 4.25 m)
- Surge Shaft (H = 33.5 m, D = 8.20 m)
- Penstock (H = 150 m, D = 2.40 m)
- Underground Power House (L = 34 m, W = 16 m, H = 31 m)
- Tailrace Tunnel ( L = 1000 m, D = 4.50 m)
- Electromechanical Works (No. 1 Francis Turbine, IP = 27.5 MW, Q = 25.4 m3/s, Max. net head = 115 m)
- Main Transformer (N°1, No load ratio = 9 / 150 kV, Rated power = 32 MVA)
Uribante Doradas (Venezuela)
Hydroelectric project with IP = 300 MW.
Carpat PSP (Romania)
Pumped storage plant with an installed power of 300 MW.
Millennium Park (Nigeria)
Design of hydraulic works, water supply and irrigation system, reservoir and...
Ruzizi Transmission Lines
Studio Pietrangeli is a consultancy firm specialized in transmission lines...
The scope of the assignment is the rehabilitation of the existing Hermitage...
Maswa project including domestic water supply pipeline for the district...
San Lorenzo (Italy)
San Lorenzo (Sestu) is a small hydroelectric plant to supply the water...
Enguri Cascade (Georgia)
ENGURI HPP Cascade envisages the construction of three hydropower plants on...
Rio Grande (Argentina)
Hydroelectric Plant with Pumped Station.


HANNOVER MESSE 2020,
20 - 24 April
QT Hydraulic (Shanghai) Stock
kinds of sensor,pressure sensor,weighing sensor,torque Sensor,Multi-component Sensor.
We supply kinds of directional control valve,monoblock control valve,sectional control valve,proportional control valve,flow range from 35L to 320L,and different ...
We supply kinds of hydraulic manifold,such as single/double overcenter valves,hydraulic block,customer-design manifold,flow range is wide,pressure up to 350bar.


Caption: FIGURE 4 Pressure independent control valve cost comparison.
Pressure independent control valves (PICVs) entered the market almost 20 years ago, and the author has seen more designs using these valves in recent years.
dual-valve type pressure independent control valves.
Pressure independent control valves
offer improved controllability, ease of selection (no valve authority analysis), and reduced tuning and commissioning time.
Tenders are invited for Replacing approximately 151 heating control valves with pressure independent control valves
(picv) on heating terminal units.
We will showcase specialised products for chilled water systems such as pressure independent control valves
(PICV), pre-packaged fan coil valve units (we call it Connect4), commissioning centre terminal unit manifold systems etc.
We plan to cover many other hydronic topics: condensing boilers, valve-coil-heat transfer, pressure independent control valves


Due to the arrangement of the different screen surfaces, an optimum and maximum yield is achieved as a function of the volume flow to be cleaned. The sieves on the guide surfaces are cleaned by different volume flows independently. This principle of self-cleaning, combined with the different screen areas, ensures a minimal maintenance effort with a consistently high water yield. The height difference between inlet and outlet is 12.5 cm, despite the maximum surface area of 2433 m². In addition to the simpler scheduling, this also allows the storage volumes to be maximized.
Rainwater filter according to DIN 1989-2, type C


SIX of Namibia’s major dams are filled beyond their full capacity? while the Hardap Dam is being closely monitored to keep the water level below 70% to prevent Mariental from being flooded if more heavy rains fall.
Some of the dams that reached full capacity over the past 24 hours are the Swakoppoort Dam between Okahandja and Karibib and the Friedenhau Dam in the Khomas Hochland to the east of Windhoek.
Both dams have very high walls with an automatic overflow system instead of floodgates and the masses of floodwater flowing over their spillways created waterfalls that have not been seen for years, especially in the case of the Friedenhau Dam.
NamWater officials also opened the sludge gates of both dams to get rid of excess mud at the bottom of both dam walls when these two dams reached their maximum capacity.
According to the dam bulletin of NamWater, the water level in the Swakoppoort Dam reached beyond the 100% mark early on Tuesday morning, while the Friedenhau dam started spilling excess water at around midday.
The Swakoppoort Dam is currently at 100.4%, the Friedenhau Dam at 100.5%, the Von Bach Dam at 89.1%, the Omatako Dam at 86.8%, Goreangab Dam on the outskirts of Windhoek at 101.5%, the Otjivero Main Dam at 53.5%, the Otjivero Silt Dam at 25.2%, and the Tilda Viljoen Daan Viljoen dams near Gobabis is at 84.1% and 92.2%, respectively.
The Hardap Dam is currently at 70% after officials had to open the floodgates at the dam again to keep the water below the safety margin.
The Neckartal Dam is currently at 100.3% and spilling sporadically since last week when it reached full capacity for the first time ever almost a week ago.
The Naute Dam near Keetmanshoop is at 92.2%.
The Oanob Dam near Rehoboth is currently standing at 101.5% and spilling sporadically since it also reached full capacity about two weeks ago.
The Dreihukdam is at 47.6%, the Bondels Dam is at 54.1%, the Olushandja Dam is at 17.3%, the Omaruru Delta Dam is currently at 0% and the Omatjene Dam is at 3.2% of full capacity.


The Kenya National Highways Authority (KeNHA) is on-course in expanding the construction of the Imara Outfall Drain.
The canal stretches for 3.5km long to the Ngong River and will divert flood waters that have haunted the estate for decades.
The outfall runs from A8 through, Imara Mall, Imara estate, Embakasi Girls, Mukuru Kwa Njenga, Kware and terminates at Ngong River (Outering Road).
According to KeNHA Director of Corporate Communications Samuel Kumba, the works include a mega access culvert at Joe Kimanga Road.
Mr. Kumba said the project will also entail increasing the capacity of the side drains along the Tecla Lorupe Road and upgrading of the crossing culvert cutting Tecla Lorupe.
Imara Daima residents welcomed the project development, calling on the authority to speed up the construction ahead of the October short rains season.
Along A8 Mombasa Road, KeNHA is expanding capacity of roadside drainages to contain perennial flooding witnessed in the area.


Rural municipality turning into electricity hub
Several hydropower projects are yet to be connected to national grid
BAGLUNG, NOVEMBER 5
Tarakhola Rural Municipality in Baglung has witnessed a rise in the number of hydropower projects.
Earlier, Sayapatri Hydropower was completed and most recently 380-MW Tarakhola Hydropower project has been completed.
Preparations are underway to initiate construction of four more hydro projects to generate electricity in the rural municipality. Construction work of Mid-Tarakhola Hydropower project has already been initiated while the detailed project report of other three hydro projects has been prepared.
As such, Tarakhola is becoming a hub for hydropower projects of late. Even as the rural municipality boasts of an increasing number of hydropower plants, the rural municipality is yet to be connected to the national grid.
Construction of 2.2MW Mid-Tarakhola hydropower project is gaining momentum and works are also under way to connect it with the national grid, according to the Project Managing Director Anil Khadka.
Construction of Mid-Tarakhola Hydropower Project had begun following the completion of Tarakhola Hydropower Project. It has already started power generation.
The Mid-Tarakhola Hydropower Project that had started in mid-December last year was put on hold due to the coronavirus threat. But now more than 25 workers have been working regularly in the project, Khadka added. Almost 40 per cent of the project works have been completed and the target is to accomplish the project and generate energy by the end of this year, he said. “Construction work of the Mid-Tarakhola Hydropower Project has gained momentum while construction work of other three projects at Tarakhola and Galkot area will be initiated soon,” said Khadka.


The main component is the construction of the Susu dam on the Bertram River, more than 80 metres high and constructed entirely using the advanced technology of RCC (roller compacted concrete) with a total volume of about 750,000 m3. In addition to the dam, the project involves the construction of an underground plant, which will house two Francis turbines with a power output of 191 MW each and the construction of approximately 26 Km of hydraulic tunnels, of which approximately 15 Km excavated with Tunnel Boring Machines (TBM) and the remaining with the traditional method. The installed power of the system is 382 MW.
Recognitions: A Safety Award from the Specialized Carriers and Rigging Association (SC&RA) for the underground installation of an overhead crane.
|MAIN TECHNICAL DATA:|
|Height: 85 m|
|Lenght: 512,50 m|
|Excavations and earth moving: 3,050,000 m3|
|Underground rock excavations: 800,000 m3|
|Volume of concrete works: 190,000 m3|
|Volume of RCC dam: 750,000 m3|
|Installed power: 382 MW|
Ulu Jelai Hydroelectric Project


Seymourville Drainage Improvements
Forte and Tablada, Inc provided topographic survey, preliminary and final drawings and specifications, construction inspection, a hydrologic and hydraulic study, and permitting for drainage improvements. The design replaced the CMP culverts at Plaza Drive to improve the capacity of the existing system. The corrugated metal pipe replaced with box culverts and the canal between Plaza Drive and Tenant Road was lined with concrete to increase drainage capacity. This project was funded by the Hazard Mitigation Grant Program.
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Pakal Dul is a 1GW hydroelectric project (HEP) under construction in the village of Drangdhuran, Jammu and Kashmir (J&K), India. It is anticipated to produce around 3,330 million units (MU) of energy a year.
Estimated to cost Rs81.12bn ($1.18bn), the Pakal Dul HEP project will be the biggest hydroelectric project in the state and the first storage project, upon completion. It is part of the prime minister’s Development Package (PMDP) for J&K and is expected to enhance the region’s power generation.
Chenab Valley Power Projects Limited (CVPPL) is constructing the project on Marusadar River, a tributary of the Chenab River. Jammu and Kashmir State Power Development Corporation (JKSPDC) holds a 49% stake in CVPPL while National Hydroelectric Power Corporation (NHPC) and PTC India hold 49% and 2% respectively.
Foundation stone for the construction of the project was laid in May 2018, while construction is expected to be completed by the end of 2023. The project is expected to start operations from March 2024.
Pakal Dul hydroelectric project make-up
Pakal Dul hydroelectric power project includes the construction of a 167m-tall, concrete-face rockfill dam and two circular head race tunnels. Each tunnel will have a diameter of 7.2m and a length of 9.6km.
The main access tunnel (MAT) of the dam is expected to be 263m long and 8m wide.
Head race tunnels will be connected with two 423m-long and 6m-diameter circular, steel-lined pressure shafts, which will be further bifurcated into four 685m-long and 3.9m-diameter penstocks.
The project will feature an underground powerhouse, which will comprise four 250MW Francis turbines and generators. The powerhouse cavern will measure 157m-long, 20.2m-wide, and 49m-high.
Four horseshoe-shaped tailrace tunnels will be constructed for the project, each measuring
125m-long and having a diameter of 5.5m.
Power generated by the Pakal Dul hydroelectric project is proposed to be transmitted to the 400kV Kishtwar switching station.
A 400kV switching station will be set up at the Kishtwar pooling station by line-in line-out (LILO) of Dulhasti/Ratle-Kishenpur 400kV (Quad) DC line.
Funding and benefits of the Pakal Dul HEP project
The Government of India has agreed to provide Rs25bn ($364.01m) as subordinate debt to the state government for developing the Pakal Dul hydroelectric power project, in addition to an Rs11.92bn ($173.56m) grant to CVPPL.
During the first ten years of operation, the state of J&K will receive 12% free power from the project, in addition to waiving of water usages charges. The state will also have the first right to purchase the power allotted to NHPC (49%) and PTC (2%).
The project is expected to create more than 3,000 direct and indirect construction jobs and approximately 500 operational jobs.
Pakal Dul hydroelectric project construction
The power required during the construction of the Pakal Dul HEP project is proposed to be provided by a new 400kV/132kV electrical substation near Kishtwar.
CVPPL completed the construction of MAT of the powerhouse in December 2018, along with the adit to powerhouse (CAP), TBM adit road, and approach road connecting the access tunnel with the valve house.
Current ongoing construction includes powerhouse works, the approach road to surge shaft, and adit to transformer hall. Other ongoing works include construction of approach roads to diversion tunnel and adit to HRT, construction of diversion tunnel (DT), and excavation works of surface spillway and tunnel spillway.
The construction works at the dam and powerhouse were put on halt in March 2020 due to a lockdown ordered by government in connection with COVID-19 and partial work resumed in May with limited manpower.
The works were put on hold again in August due to the area being declared a red zone and work resumed later in September with limited manpower. The construction works at the powerhouse site were also halted in the first week of October due to spread of COVID-19 at the site.
Bharat Heavy Electrical Limited (BHEL) is performing electro-mechanical works at the Pakal Dul HEP.
In June 2018, Jaiprakash Associates Limited (JAL) secured an Rs28.53bn ($415.41m) contract from CVPPL for the dam civil works.
The joint venture of AFCONS and JAL was awarded the Rs10.5bn ($153.03m) powerhouse civil works contract in February 2018. The JV is responsible for the construction of the powerhouse (MAT portal) and approach roads connecting various facilities of the project.
In March 2019, Germany-based Voith Hydro was contracted to deliver four 250MW Francis turbines and generators along with auxiliary equipment and switchyard.
Snehal Engineering was awarded the contract for the fabrication and installation of spillways and power intake structures of the Pakal Dul power plant.


Pakistan Now Built Kalabagh Dam || Faisal Vawda On Kalabagh Dam
PTI government also announces construction of Kalabagh Dam | 25 January 2020 | 92NewsHD
Kalabagh Dam Banna Chahye Ya Nahi
Times of Pakistan: Politics of Kalabagh Dam
Asfandyar wali khan on kalabagh DAM,
The Kalabagh Dam, is a proposed hydroelectric dam on the Indus River at Kalabagh in the Mianwali District, Punjab, Pakistan. Intensely debated, if constructed the dam would have 3,600 megawatts (4,800,000 hp) of electricity generation capacity. Pakistan Economy Watch has demanded a national debate on the KBD issue.


Research on Open and Close Characteristics of Passive Shuttle-Type Anti-Water-Attack Check Valve
Water-attack is very harmful to pressure pipeline system security. Passive shuttle-type anti-water-attack check valve can adjust its open and close time by hydraulic damper, and cushion the rapid change of liquid momentum in order to protect the pumps and pipelines. The structure and working principle of this passive check valve are introduced, and the dynamics model is set up. The opening and closing characteristics of the model is analyzed, and simulation comparison is done between the flow field and pressure change laws of shuttle-type check valve and those of swing check valve. The simulation result shows that the hydraulic damper works very well, the flow field of passive shuttle-type check valve is symmetrical, the forces acting on the shuttle is balanceable, and shuttle-type check valves can replace swing check valves in many fields.
B. P. Xiang et al., "Research on Open and Close Characteristics of Passive Shuttle-Type Anti-Water-Attack Check Valve", Key Engineering Materials, Vols. 474-476, pp. 2290-2295, 2011


Float switch submersible sewage pump
The Float switch submersible sewage pump adopts the unique impeller structure and new mechanical seal, which can effectively transport the solid and long fiber. Compared with the conventional impeller impeller, the pump impeller uses a single or dual channel form, it is similar to a cross-section of the same size pipe, with a flow of very good too, with reasonable volute chamber, the pump has the advantages of high efficiency, the impeller by the static and dynamic balance test, the pump running without vibration.
Float switch submersible sewage pump is made up of two parts of the motor. The two are separated by the oil isolation chamber and the mechanical seal component. They belong to the motor integrated product. The motor and pump share the same shaft (rotor), and the whole pump is short in length and compact in structure. A variety of protective devices are equipped to make the pump run safe and reliable.
The main components are as follows:
signal line: equipped with a full protection pump control cabinet to carry out all directional protection to the pump, including water leakage, fault phase, short circuit, overheating, motor overload and other items. Motor stator: use B class or F grade insulation.
Water Leakage probe placed in the oil chamber when the mechanical seal is damaged, water enters the oil chamber, the probe signals by the control system to protect the pump.
mechanical seal: double channel punching seal is adopted, a new type of hard corrosion resistant tungsten carbide material is selected. It has the characteristics of reliable sealing, wear-resisting and long life.
impeller: impeller adopts single channel or double channel structure. It has strong passing capacity and can reduce clogging and winding faults through large materials and fiber waste.
pump body: with the impeller, so that the pump has high efficiency.
sealing ring: installed in the ring of the pump body, when the impeller is running, the wear of the ring can be worn, and the seal ring can be replaced to ensure that the pump operates at the best efficiency.


A four-member panel of experts in dam and hydroelectric project design and construction has given its approval to construction work thus far at the Red Rock Hydroelectric Project, located on the Des Moines River near Pella, Iowa.
An Independent External Peer Review (IEPR) Panel was on site at the project Jan. 14-15 to review reports, tour the facilities, observe construction activities, and examine various construction elements, said Missouri River Energy Services in a Jan. 21 statement.
Representatives of the U.S. Army Corps of Engineers, the Federal Energy Regulatory Commission, the project’s design engineering firm – MWH Americas, the project’s general contractor – Ames Construction and Missouri River Energy Services joined the IEPR Panel for the meeting and review.
The panel noted that “the quality of the work by the contractor and the control of the construction being maintained by MWH and the owner are commendable.” The panel also said that, after examining test sections of elements of the project, work could proceed on remaining elements following the means, methods, and procedures used in the test sections.
Work on the project began in August 2014 and is expected to be completed by early 2018. When complete, the Red Rock Hydroelectric Project will produce 36.4 MW. The hydro plant is being built at the existing Red Rock Dam along the Des Moines River. With a nameplate capacity of 36.4 MW, it will be the second largest hydroelectric plant in the state of Iowa.
A project contact is: Joni Livingston, Missouri River Energy Services, phone 605-338-4042, email@example.com.


发布时间：2018-09-29 15:51:06 发布人：
First, the motor of the booster pump is filled with liquid, then the centrifugal pump is started. The impeller rotates rapidly. The impeller blade drives the liquid to rotate. When the liquid rotates, it flows to the outer edge of the impeller by inertia. At the same time, the impeller sucks the liquid from the suction chamber. In turn, the blade acts on the liquid with a force equal to and opposite to the lift. This force works on the liquid, so that the liquid gets energy and flows out of the impeller. At this time, the kinetic energy and pressure energy of the liquid increase.
The gas-liquid booster pump works like a pressure supercharger, exerting a very low pressure on a large diameter air-driven piston, which produces a high pressure when applied to a small area of the piston. Through a two position five ventilation control reversing valve, the booster pump can run continuously. The high-pressure plunger controlled by one-way valve continuously discharges the liquid. The outlet pressure of the booster pump is related to the air driving pressure. When the pressure between the driving part and the output liquid part reaches a balance, the booster pump will stop running and no longer consume air. When the output pressure drops or the air drive pressure increases, the motor of the booster pump will start up automatically until it reaches the pressure balance again and stop automatically.
The single pneumatic nonequilibrium gas distribution valve is used to realize the automatic reciprocating movement of the pump. The gas drive part of the pump body is made of aluminum alloy. The liquid connection part is carbon steel or stainless steel according to the medium. Generally, there are two intake and exhaust ports in the pump, the intake can produce less than atmospheric pressure (atmospheric pressure) called "negative pressure"; in the exhaust can produce higher than atmospheric pressure called "positive pressure"; for example, often said that the vacuum pump is a negative pressure pump, booster pump is a positive pressure pump. The positive pressure pump is very different from the negative pressure pump. For example, the direction of gas flow, negative pressure pump is the external gas is sucked into the exhaust nozzle; positive pressure is from the exhaust nozzle out; such as the level of air pressure.


Wexford Pond Dredging
A public information meeting is scheduled for 5 p.m., Aug. 23, 2022, via Zoom. Registration prior is required.
Aug. 23, 2022 Public Information Meeting Registration
This project includes dredging the existing Wexford Pond. Over the past decades, sediment has accumulated in the pond, reducing storage capacity and water quality benefits. This project will include maintenance dredging of the entire existing wet ponds, as well as creating stormwater forebays at major outfall pipes that discharge to the pond where sediment tends to accumulate. These forebays will be deeper depressions within the wet pond to collect sediment. This will help keep the sediment from migrating throughout the pond and allow for easier access for maintenance and sediment removal.
Learn more about the project: https://www.cityofmadison.com/engineering/projects/wexford-pond-dredging


Jump to Main Content
Accounting for model structure, parameter and input forcing uncertainty in flood inundation modeling using Bayesian model averaging
- Liu, Zhu, Merwade, Venkatesh
- Journal of hydrology 2018 v.565 pp. 138-149
- Bayesian theory, basins, hydrology, models, prediction, rivers, roughness, uncertainty, variance, watersheds, Arkansas, Missouri
- Reliability of flood stage and inundation extent predictions are affected by the performance of a hydraulic model. However, uncertainties at all times exist in the model setup process. Therefore, prediction from a single hydraulic model implementation may be subject to huge uncertainty. Bayesian model averaging (BMA) is applied in this study to combine ensemble predictions from different hydraulic model implementations and to develop a robust deterministic water stage prediction as well as the prediction distribution. The BMA approach is tested over the Black River watershed in Missouri and Arkansas based on water stage predictions from 81 LISFLOOD-FP model configurations that integrate four sources of uncertainty including channel shape, channel width, channel roughness and flow input. Model ensemble simulation outputs are trained with observed water stage data during one flood event to obtain the weight and variance for each model member, and BMA prediction ability is then validated for another flood event. The results indicate that the BMA approach is able to provide consistently good and reliable deterministic flood stage prediction across the basin, though it does not always outperform the best model in the ensemble. The BMA water stage prediction has better performance than the ensemble mean prediction. Additionally, high-chance flood inundation extent derived from a BMA probabilistic flood map is more accurate than the probabilistic flood inundation extent based on the equal model weights in the Black River watershed.


Threshold value for flooding at nodes in stormwater modeling
I ran PCSWMM model for analyzing existing stormwater system and I observed flooding at some nodes. The model reports the total flood volume at every flooding node with a threshold of 0.001MG. I was wondering if there is any recommendation on the threshold quantity of Total Flood volume to be considered at a node.
In my previous experience over Europe using InfoWorks CS, there were times we ignored flooding shown at a node in the model when the total flood volume was less than 1-m^3, in order to compensate the storage in structures (manholes, etc.) as well as some potential model anomalies.


The £2 billion (R14 billion) Lesotho Highland water project is one of the largest civil engineering projects currently under way in the world. When the £840 million (R5, 88 billion) first phase (IA) opens in 1998, it will be transferring 18m3/s of water from new reservoirs in Lesotho to the industrial heartland of South Africa and generating 72 MW of hydroelectricity. This paper introduces the basic elements of the project and then describes the management structures established for the project's implementation in terms of a treaty between the governments of Lesotho and South Africa. It also describes the infrastructure established for the project, financing and environmental considerations.
This paper describes the design of the 185m high double-curvature concrete-arch dam at Katse, the main impounding reservoir for the Lesotho Highlands water project. The £230 million (R1, 61 billion) project involved excavating 1, 3Mm3 of concrete in just 77 months. In addition to the main dam, the project includes a 500kW mini-hydro plant and a 32m high concrete tailwater dam for the plunge pool. Concerns about the integrity of the basalt lava flows beneath the main dam led to the use of a preformed joint at the base of the dam to limit uplift and a novel system of massive concrete shear keys.
This paper describes the design and construction of the 45km long, 4, 35m diameter transfer tunnel on phase 1A of the Lesotho Highlands water project. The tunnel transfers water from the new Katse reservoir to the new underground hydro-electric power station at 'Muela in Lesotho. It was driven entirely through basaltic rock using three 5, 03m diameter TBMs and then lined with 300mm in situconcrete. The project also included a 98m high reinforced concrete intake tower in the Katse reservoir and five raise-bored ventilation shafts up to 299m deep.
A 72MW hydropower station is included in phase 1A of the Lesotho Highlands water project to allow Lesotho to become self-sufficient in energy production. This paper describes the design of the 'Muela underground power station and regulating reservoir formed by a 55m high dam. Features include the accommodation of hydraulic transients arising in the 45km long upstream tunnel, the changes made in the dam to take account of a thin clay layer in one abutment and the special consideration given to the provision of a bypass to allow water transfer to take place when the station is out of commission.
The delivery tunnel op phase 1A of the Lesotho Highlands water project extends 37km from the 'Muela reservoir in Lesotho to an outfall on the Ash/Axle River near Clarens in South Africa. The tunnel, for which tender design was carried out by one design consultant, was procured as two entirely separate detailed design and two separate construction contracts - the 15km southern section in Lesotho and the 22km northern contract in South Africa. Both contracts were completed successfully within time and budget. This paper introduces the overall tunnel project and then describes the work undertaken in each of the two separate design and construction contracts.


The power plant will have a production capacity of 250 MW, a storage capacity of 1,500 Mwh, and a life span of up to 80 years once completed
Dubai Electricity and Water Authority (DEWA) has announced that the pumped-storage hydroelectric power plant site, which it is building in Hatta, is 58 per cent complete.
The power plant will have a production capacity of 250 MW, a storage capacity of 1,500 Mwh, and a life span of up to 80 years once completed.
It is the first station of its kind in the GCC, with investments of up to Dhs1.421bn. The project is planned for completion in Q4 2024.
Saeed Mohammed Al Tayer, MD and CEO of Dubai Electricity and Water Authority (DEWA), recently visited and inspected the construction site at the hydroelectric power plant, where he was briefed about the progress of the project.
The visit also included the inspection of the power generators site and the upper dam, where the water intake in the Hatta Dam connected to the power generators has been completed.
Construction of the 72-metre main roller compacted concrete wall of the upper dam has also been completed.
Al Tayer also inspected the work progress of the water tunnel, which is 1.2 kilometres long and connects the two dams. The concrete lining of the water tunnel is complete.
Al Tayer said the plant in Hatta is part of DEWA’s efforts to achieve the Dubai Clean Energy Strategy 2050 and the Dubai Net Zero Carbon Emissions Strategy 2050 to provide 100 per cent of Dubai’s total power production capacity from clean energy sources by 2050.
The project supports the comprehensive plan to develop Hatta and meet its social, economic, developmental, and environmental needs, in addition to providing innovative job opportunities for citizens in Hatta.
The hydroelectric power plant will be an energy storage facility with a turnaround efficiency of 78.9 per cent that utilises the water stored in the upper dam, which is converted to kinetic energy during the flow of water through the 1.2-kilometre subterranean tunnel.
This kinetic energy rotates the turbines and converts mechanical energy to electrical energy which is sent to DEWA’s grid within 90 seconds in response to demand. To store energy, clean energy generated at the Mohammed bin Rashid Al Maktoum Solar Park will be used to pump the water through this tunnel back to the upper dam by converting the electrical power to kinetic energy making the whole project 100 per cent renewable.
In recent news, DEWA also reported a net profit of Dhs6.47bn for the first nine months of the year, recording near parity with its full-year net profit for 2021.


San Jose Water, San Jose, CA
San Jose Water (SJW) owns and operates two earthen reservoirs with a combined usable storage capacity of 14.83 million gallons (MG) at the Cambrian Station. These reservoirs were built in the late 1800s and early 1900s to serve as potable water storage for downtown San Jose.
Water Works Engineers was hired for the planning, design and permitting of the project to replace this aging infrastructure and add a third storage facility. Tasks included including preparing plans and specifications, assisting with the bid and providing construction management services for the replacement of the existing earthen reservoirs with two pre-stressed concrete tanks.


« View county listFlood Warning
812 PM CDT Thu Apr 26 2018
The Flood Warning continues for
The Mississippi River At Baton Rouge.
* until Sunday May 13.
* At 7:00 PM Thursday the stage was 37.1 feet.
* Minor flooding is occurring and Minor flooding is forecast.
* Flood stage is 35.0 feet.
* Forecast...The river is expected to remain near 37.0 feet through
Tuesday May 8th.
* Impact...At 36.0 feet...River traffic and industrial activity on the
river side of the levees will be greatly affected. Navigational
safety regulations will be strictly enforced.
* Impact...At 35.0 feet...River islands from Red River Landing
downstream to Baton Rouge will be inundated.
LAT...LON 3035 9113 3032 9130 3071 9159 3074 9130


839 AM CST Fri Jan 25 2019
The Flood Warning continues for
The San Bernard River Near East Bernard
* until Saturday afternoon or until the warning is canceled.
* At 0800 AM Friday the stage was 17.5 feet.
* Minor flooding is occurring and Minor flooding is forecast.
* Flood stage is 17.0 feet.
* Forecast…The river will continue rising to near 17.6 feet this afternoon.
The river will fall below flood stage early Saturday morning.
* At 17.0 feet…Minor lowland flooding begins in the vicinity of the gage with
minor roads along the river inundated. Backwater flooding up Britt Branch and
Bratcher Slough begins.
Flood Observed Forecast 6 AM
Location Stage Stage Day Time Sat Sun Mon Tue
San Bernard River
East Bernard 17.0 17.5 Fri 08 AM 16.6 15.2 14.3 12.8
LAT…LON 2970 9625 2970 9605 2940 9592 2940 9605
2952 9611 2970 9625


Model 1R are small, low weight, rugged oil immersed type Radial Piston Pumps with 3, 5 or 7 pumping elements. These pumps are valve controlled and there is no restriction on direction of rotation of the pump. The pumps with model 'IRE have extension shaft for through drive and are available with extension bracket assembly for coupling a low pressure pump having standard flange as per ISO 3019/1. They are available with 18 displacements and 6 pressure ratings.
These pumps give fixed output per revolution of the shaft.


WALNUT SPREADING BASIN
No. OF BASINS:
SEASON FIRST USED:
8,000 cfs CFS
West side of Walnut Wash, north of San Bernardino Freeway.
SOURCE OF WATER:
Controlled flows from Puddingstone Reservoir and uncontrolled flows from Walnut Creek.
Basin cleaned out summer of 1995.
* The capacity listed is estimates of infiltration rates.
** Design capacity of main channel.


Salto Grande-Argentina is a 945MW hydro power project. It is located on Uruguay river/basin in Entre Rios, Argentina. According to GlobalData, who tracks and profiles over 170,000 power plants worldwide, the project is currently active. It has been developed in a single phase. The project construction commenced in 1974 and subsequently entered into commercial operation in 1979. Buy the profile here.
The project is currently owned by Integracion Energetica Argentina with a stake of 100%.
Salto Grande-Argentina is a reservoir based project. The net head of the project is 25.3m. Salto Grande-Argentina underwent through rehabilitation & modernization during 2019-2023.
The project construction commenced in 1974 and subsequently entered into commercial operation in 1979.
Power purchase agreement
The power generated from the project is sold to Cammesa under a power purchase agreement with a contracted capacity is 945MWh.
Ukrainian Energy Machines was selected as the turbine supplier for the hydro power project. The company provided 7 units of kaplan turbines, each with 135MW nameplate capacity.
Power Machines supplied 7 electric generators for the project. The generator capacity is 150 MVA.
For more details on Salto Grande-Argentina, buy the profile here.


Southern region - Bulgaria
Enel Power S.p.A.
2001 - 2002
Description for Arda Cascade (Bulgaria)
Hydropower cascade including the existing plants of Karjali (IP = 106 MW), Studen Kladenets (IP = 60 MW), Ivailovgrad (IP = 103 MW) and the planned plants of Madan (IP = 47 MW), Sarnitsa (IP = 69 MW) and Ardino (56 MW + mini-hydro of 2 MW).
- Reservoir (V = 168 Mm³)
- RCC arch-gravity dam (H = 110 m, L_crest = 365 m, V = 0.55 Mm³)
- Spillway (Q = 2'500 m³/s, No. 6 flap gates = 6 x 6 m)
- Outdoor powerhouse (No. 2 Francis turbines, IP = 56.6 MW, E = 148.5 GWh/y)
- Mini-hydro (IP = 2 MW, E = 12.4 GWh/y)
- Review of the previous feasibility studies (in collaboration with Enel Power)
- Feasibility study of the Ardino hpp
- Design of the Ardino dam and the appurtenant structures
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GWP187 - A/A+ Water Pump – Large Cast Impeller (No Bypass)
Using a high capacity water pump helps to reduce cavitation in the water jackets at higher RPM.
This higher capacity water pump with larger impeller moves more coolant than the small impeller GWP132 (850/997 Blocks) This pump does not have a bypass. The impeller protrudes into the block slightly more than 1/2″ and fits all 1275 Blocks and most 998/1098 blocks from 1967.
Further reduction of cavitation is achieved by using a large diameter water pump pulley, If using a larger pulley it is necessary to check clearance between the large pulley and the head.


This project involved the replacement of two collapsed culverts. The deteriorated culverts were replaced with new ones to allow fish to migrate more freely providing access to approximately 7 km of upstream habitat. The new culverts will also improve the flow of water which is currently backing up during freshets, causing road washouts, stream bank erosion and increased sedimentation. Headwalls were constructed around the new culverts to help mitigate these issues from future re-occurence..
Project Term: July 2016-December 2016
This project was funded by:


A. Project introduction:
The Bac River hydropower project is built on the Bac River in Tan Trinh commune, Quang Binh district, Ha Giang province, Song Bac hydropower project with an installed capacity of about 42MW, average annual power of about 166.51 million kwh for the needs of the national and regional electricity system in Ha Giang province
Electrical Engineering and Construction One Member Limited Company
C. Goods provided by Hoang Duong.
1. Joints of 40Cr mark for arch valve rotating bearings
2. Bearing 40CrNiMoA for the arch valve
3. Fit for the bow valve swingarm


17 Sep : An area of 448760 sq. km. has been identified for Artificial Recharge to Ground Water out of the total geographical area of 3287263 sq. km. of the country. The total quantity of surplus monsoon runoff to be recharged has been estimated as 36.4 bcm through construction of 39 lakh artificial recharge and water harvesting structures.
In order to augment the depleting ground water resources, it is essential that the surplus monsoon runoff that flows into the sea is conserved and recharged to augment ground water resources. The Central Ground Water Board has prepared a concept report on “Master Plan for Artificial Recharge to Ground Water”, which aims at providing the area specific artificial recharge techniques to augment the ground water reservoir to accommodate it.
CGWB has prepared and circulated manuals and guides on artificial recharge to ground water, which provide guidelines on investigation techniques for selections of sites, planning and design of artificial recharge structures, economic evaluation and monitoring of recharge facility.


Evenstad power station
Evenstad power station is a hydroelectric facility on the River Nidelva in Froland Municipality in Aust-Agder. The river is dammed by the intake for the power station.
Hunsfoss power station
Electricity was first generated at Hunsfoss in Vennesla as far back as 1897. The first power station was subsequently expanded and modernised, and in 1964 a new power station was added on the western branch of the River Otra at Hunsfoss.
Jørundland power station
Jørundland power station is a hydroelectric facility in Åmli Municipality that makes use of the drop in the upper part of the Gjørv, which is a tributary of the Nidelva.


1650GPH/ 8W Power Consumption
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Hydor Smart Level Control - water level management system
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The first unit of SJVN Limited’s Naitwar Mori hydro electric project (HEP) having capacity of 30 MW has started supplying power to the national electricity grid.
Naitwar Mori HEP is located on River Tons with two generating units of 30 MW each. The second unit of the project is also scheduled to be synchronised this month. The project will generate 265.5 million units of electricity annually. SJVN has constructed a 37 km 220 kV transmission line for evacuation of power from Naitwar Mori HEP from Bainol to Snail. After commissioning of the project, 12 per cent free electricity will be supplied to Uttarakhand as royalty.


Capacity Enhancement of existing projects
The capacity enhancement of our Khukhani & Mussapur power projects by 0.7 MW has been approved. With this capacity enhancement, the capacities of Khukhani & Mussapur projects will increase to 2.1 MW each. For such an expansion there will be less capital outlay as we have to only install plant & machinery with minor civil work. Other than this we are exploring to expand our capacities in canal based project since they have lessor uncertainties, high PLF, low execution risk and high profitability.
The Company has been allotted four small hydro-projects with capacity totaling to 25.75 MW. These projects are in different phases of approvals. The details of these upcoming projects are as follows:
- Uhl, Mandi district, Himachal Pradesh – This run-of-river based project is worth Rs 140 crore. The project is expected to generate 14MW power.
- Kilhi Bahl, Kullu district, Himachal Pradesh – This run-of-river based project is worth Rs 74 crore. It is expected to generate 7.5MW power.
- Mainmatti, Karnal district, Haryana – This canal-based project is worth Rs 36.40. It is expected to generate 2.1MW power.
- Khajuri, Yamuna Nagar, Haryana – This canal-based project is worth Rs 34.74 crore. It is expected to generate 2.150MW.


Large hydro underway in India20 May 2011
IWP&DC provides brief details of the ten largest hydropower projects currently under development in India
Subansiri (lower) – 2000MW
Subansiri Lower project is the biggest hydroelectric project undertaken in India so far and is a run of river scheme on Subansiri River. The Project is located near North Lakhimpur on the border of Assam and Aruncachal Pradesh. Features of the project include: 116m high concrete gravity dam, 9.5m dia headrace tunnel, surge tunnels and a surface powerhouse. alstom was awarded the contract to 8x250MW vertical shaft Francis turbines, the digital governing system, butterfly valves, 116kV vertical generators and static excitation systems for all components. The plant is due to come into operation in 2012.
Teesta III – 1200MW
In December 2007 Andritiz Hydro was awarded a contract for the complete electromechanical equipment for six vertical Pelton turbines at the Teesta III hydropower project. Teesta Urja Ltd is developing the 1200MW scheme in North Sikkim. The turbines are due to be installed by August 2011 with annual generation estimated at 5269GWh. The project comprises: a 60m high CFRD; two 16 x 21.2 x 285m desilting chambers; a 14km headrace tunnel; 136m high surge shaft 20m in diameter; two 1135m long pressure shafts 4m in diameter; and an underground power station.
Karcham Wangtoo – 1000MW
Despite bad monsoon weather causing disruption to construction progress, the first unit of the 1000MW Karcham Wangtoo hydropower project is due for commissioning six months ahead of schedule. Suren Jain, managing director of Jaiprakash Power Ventures, said that the first unit will start producing 250MW of power as IWP&DC went to press in March 2011, with the other three ready for operation by June. Located on the Sutlej river in Himachal Pradesh, construction at the project started in 2005. As a run-of-river scheme it will utilise the available head between the tailwaters of Baspa II and the head water of Nathpa-Jhakri projects. A consortium of voith-siemens and va-tech Hydro (now andritz Hydro) supplied 4x250MW Francis units which have been made erosion resistant, as during the rainy season the sand and silt content of the river water is extremely high.
Siyom – 1000MW
The Siyom hydroelectric project is being developed by Reliance Power subsidiary Siyom Hydro Power on the Siyom River in the West Siang district of Arunachal Pradesh. Scheduled for completion in 2015, the project is being developed as a run-of-river scheme. The civil works package for the project is expected to be awarded in June this year.
Tehri pumped storage – 1000MW
Being developed by Tehri Hydro Development Corporation in Uttarakhand, the Tehri pumped storage project is part of the 2400MW Tehri hydro complex. Due for completion in 2013, the project will include four reversible pump turbine units of 250MW capacity each. The Tehri Dam reservoir will function as the upper reservoir for the project, with the Koteshwar reservoir acting as the lower balancing reservoir. Other features of the project include headrace tunnels, penstocks and and underground machine hall.
Parbati II – 800MW
Stage II of the Parbati hydroelectric project is due for completion in March 2013. The 800MW run-of-river scheme will harness the hydro potential of the lower reaches of the river Parbati in Himachal Pradesh. A gross head of 862m between the villages of Pulga in the Parbati valley and Suind in Sainj valley will be utilised to generate the power. The main project features are: an 85m high concrete gravity dam; 130m high, 17m diameter orifice type surge shaft; 6m diameter, 31.52km long headrace tunnel; two pressure shafts (each 1546m long and 3.5m in diameter); and a surface power house containing 4x200MW Pelton turbine generating units.
Tato II – 700MW
Located in West Siang District of Arunachal Pradesh, India, the Tato II project will harness the waters of the Siyom River. Being developed by Reliance Power Ltd, the project is due for completion in 2014. Tato II will feature four 175MW generating units (vertical Francis), each operating under a rated net head of 168m. The units will be housed in an underground powerhouse. Other project features include two 600m long diversion tunnels, two 4km long headrace tunnels and a concrete gravity dam.
Kameng – 600MW
The Kameng hydroelectric project is being developed by the North Eastern Electric Power Company (NEEPCO). The project, which is expected to be complete in 2013, will be a run-of-river scheme situated in the West Kameng District of Arunachal Pradesh. The project will utilise flows from Bichom and Tenga Rivers (both tributaries of the River Kameng) over a gross head of 536m (design head 504m) available in a ‘U’ bend of the river downstream of the confluence of the River Bichom with Kameng. The project will feature two concrete gravity dams – the 69m high Bichom Dam and the 24.5m high Tenga Dam. It will include 4x150MW Vertical Francis turbines, housed in a surface powerhouse. Other project features include a 70m high surge shaft, and a 400/132 kV switchyard.
Loharinag Pala – 600MW
India’s National Thermal Power Corporation’s (NTPC) 600MW Loharinag Pala project, located on the Bhagirathi river at the headstream of the Ganges in Uttarakhand, began construction in 2006 but was stopped three years later following protests. Although partial resumption of work was allowed in view of the huge investment NTPC had already made on the project, in August 2010 the government decided to scrap the project citing religious and environmental concerns. NTPC chairman and managing director Arup Roy Choudhury says that this is a setback but the company is still trying to revive the project. Choudhury has expressed concerns about the substantial amount of work which has already been completed on the project. There is concern that leaving the project after tunnels and shafts have been dug could pose a safety risk.
Parbati III – 520MW
The 520 MW stage III of the Parbatti project is located in Kullu district in Himachal Pradesh. The run-of-river scheme envisages diverting the tailrace releases of the stage II powerhouse as well as inflows from the river Sainj through a 7.8km long headrace tunnel. A design discharge of 181m3/sec and a gross head of 356m will be utilised by the 4x130MW vertical Francis turbine and generating units in the underground power house. Completion of this stage of the project is scheduled for June 2011.


The VARIOspeed® VFD is designed specifically for pressure control applications. As the flow and head conditions change in the pumping system, the VARIOspeed® VFD is able to automatically control the pump speed and maintain a constant discharge pressure.
The high-profile equipment involves an efficient, resilient trigeneration plant to provide heating, cooling, and power service. However, UConn’s most critical asset may be its forward-thinking, campus-wide energy strategy. Read more stories in June Issue 2017.


Harford County's Bureau of Stormwater Management has been completing restoration projects for approximately 15 years. While most of the restoration projects have been identified through watershed assessments, projects were completed on a site by site basis, without a focus on restoring the entire watershed. In 2009 with the completion of the Wheel Creek Watershed Assessment, focus has shifted to restoring an entire watershed.
Restoration projects are structural controls that include the construction of a stormwater wetland or stream restoration, or the planting of trees along the stream channel. These types of projects can also include the upgrade of an existing stormwater management facility to meet the newest stormwater management regulations. Restoration projects are constructed to slow the speed and /or remove pollutants from the stormwater entering the stream.


Tsurumi PU Series
The PU series is one of the Tsurumi VANCS-series. Made of stainless steel and FRP resin, the pumps are lightweight and corrosion-resistant. The Vortex impeller suits effluent (glass-fibre reinforced resin) and large passages allow compressible solids in suspension to pass through.
- Automatic and alternating versions can be used together to set up simple dual pump systems without the need for control boxes
- The pump can be fittted to the guide rail system for maintenance purposes
- Flows up to 950 ltr/min
- Heads up to 24 mtr
- Pump Maximum Capacity: 950l/m
- Pump Maximum Head: 24mtr


|Nenskra Dam - Dynamic analysis by means of numerical modelling||References_4939|
Lombardi Ltd was commissioned by Salini-Impregilo SpA to perform the Basic Design of the Nenskra HPP (installed capacity = 280 MW), which will be built on the Nenskra river in the Svaneti region (Georgia), some 260 km north-west of Tbilisi.
The HPP foresees the construction of a 130 m high Asphaltic Face Rockfill Dam (AFRD) which has a crest length of 940 m and rests completely on alluvial soils at the valley floor (max. depth = 140 m) and alluvial fan deposits at both abutments (max. depth = 60 m).
Due to the seismicity of the Caucasian region, the stability of the dam has been analysed in dynamic conditions. The behaviour of the dam body and its foundation, the asphaltic face, the dam crest and the cut-off wall has been evaluated performing fully nonlinear dynamic simulations, by means of FLAC2D and FLAC3D software. The execution of large scale laboratory tests and in-situ measurements allowed the proper definition of the mechanical parameters for the modelled materials.
The dynamic behaviour of the dam was checked for both MCE and OBE earthquakes. The maximum permanent displacements at the dam crest have been evaluated (below 1% of the height of the dam for a MCE earthquake). The permanent displacements under an OBE event have been analysed to verify the serviceability conditions.
A detailed analysis of the bituminous facing was also performed by means of the 3D model, to evaluate if the maximum asphalt deformation was concentrated either close to dam abutments or within the dam body. The maximum tensile strain of the asphalt allowed evaluating the potential of cracks onset and the consequent risk of saturation of the dam body. The behaviour of the jointed connection between the head of the cut-off wall and the inspection gallery at the upstream toe of the dam embankment has been verified during both the quasi-static phase (dam construction) and the dynamic loading.
The Belesar arch dam, owned by Gas Natural Fenosa SLU, was built between 1957 and 1963 on the Miño River, north-west of Spain. The dam is 129 m high and impounds a reservoir of 655 hm³, used mainly for power generation. It is equipped with a bottom outlet (160 m³/s) at the central part of the dam body and two gated spillways, located at both gravity abutments (total capacity 4’000 m³/s). The total length of the dam crest is about 500 m, considering the arch (268 m) plus both abutments.
During the 1970’s, shortly after construction, permanent displacement towards upstream as well as vertical deformation of the dam body were noticed. In addition, a peripheral crack near to the foundation appeared at the downstream face. This phenomenon has been caused by and ARR reaction, producing an expansion of the dam body and a concrete swelling. The irreversible deformations have been increasing up to now with values of 10 cm in the radial direction at the dam crest, without reaching an equilibrium state so far.
After 50 years in service, Lombardi Ltd has been commissioned by Gas Natural Fenosa SLU to carry out a safety assessment of the dam, focussing on the expansive phenomenon due to the concrete alkali-silicate reactions. The expertise includes the evaluation for the medium-long term of the safety and operation conditions and the proposal of potential restauration measures, consisting probably of vertical slots using diamond wires to release the compressive stresses induced by the ARR reaction.
|La Punilla multipurpose scheme||References_4258|
The Punilla multipurpose project will be built on the Ñuble river, about 70 km East of Chillán in the Ñuble region (Central-South of Chile).
The main purpose of the scheme is to secure and improve the irrigation in the valley. Additionally, the scheme is equipped with a powerhouse which uses the irrigation water releases to produce power (approx. 500 GWh/yr).
The project main features are:
- a 32 m high upstream rockfill cofferdam;
- two diversion tunnels (D=10 m, L=850 m and 1'015 m) designed for an AEP
1:30 return period flood discharge of 1’800 m³/s;
- a 137 m high CFRD (Concrete Face Rockfill Dam) which impounds a
625 Mm³ reservoir;
- a gated spillway located on the left bank equipped with three radial gates
(BxH=11,0 x 17,5 m) and a chute ending with a ski jump, designed for a
discharge of 4'800 m³/s (AEP 1:1’000);
- a bottom outlet (B=2.5 m, H=3.5 m, radial gate) located in a diversion tunnel;
- a 410 m long penstock in tunnel and buried (D=5.2 to 2.2 m);
- an external powerhouse equipped with two 47 MW Francis turbines
- a bottom outlet with two Howell Bunger dissipating valves (D=1.55 m)
installed in dissipation chambers;
- a substation of 220 kV.
|Pavana dam rehabilitation||References_8082|
|Frankonedou and Kogbedou Dams||References_6122|
The Frankonédou and Kogbédou hydropower complex on the Milo river in Upper Guinea involves the construction of two cascade dams with the following characteristics:
Frankonédou dam: composite dam with concrete core, height 40 m and length 305 m, provided with outlet structures and power house equipped with two Francis groups with installed capacity of 18 MW and two side rockfill dams with clay core, 403 respectively 242 m long.
Kogbédou dam: composite dam with free concrete threshold in the central part, maximum height 11 m and total length 216 m, and two rockfill dams with clay core on the sides, 267 respectively 324 m long.
|Arenal RCC gravity arch dam||References_6401|
The hydroelectric project Arenal, which uses the water of the Yaguala River, is located at the districts of Arenal and Olanchito, department of Yoro, in northern Honduras.
The project comprises the construction of a RCC arch-gravity dam with a height of 93.5 m from the foundation to the spillway crest (H=100 m to the dam crest). The dam has a RCC volume of 270’000 m³ and impounds a reservoir with a volume of 72’000’000 m³.
The works also include the construction of an upstream intake structure, a diversion tunnel of 4.52 km length with a cross section of 28.5 m², an external steel penstock consisting of two tubes with D = 2.40 m each and L = 110 m, a powerhouse with two Francis turbines with vertical axis and two bypass tunnels for the Yaguala river during construction, one of them to be used as the bottom outlet after construction. The central spillway of the dam has a capacity of more than 6’000 m³/s.
The average annual production will reach 230 GWh with an installed power of approximately 60 MW for an available net head of 129 m and a design discharge of 51 m³/s. In addition a dotation turbine with a design capacity of 1 MW will be installed.
|Les Marécottes - Rehabilitation of the Regulating Basin||References_4804|
The compensation reservoir Les Marécottes, which holds the turbined water of the Châtelard hydroelectric plant for further power generation at the Vernayaz hydroelectric plant, is owned by the Swiss Federal Railways. The downstream multiple arch dam is the characteristic element of the compensation reservoir, which was designed in 1926 by the engineer A. Sarrasin. The multiple arch dam consists in 43 thin, inclined reinforced concrete arches supported by buttresses. The total length of the structure reaches 200 m. Although no unusual behavior of the dam has been detected since commissioning, a general rehabilitation of the plant aims to increase the service life of the fairly sensitive structure.
In close collaboration with the expert Prof. E. Brühwiler (EPFL), the feasibility study was completed and optimized in order to cautiously preserve the historic monument. The first intended step is the removal by high-pressure water jetting of the pore sealing layer currently covering the surface of the buttresses. This water vapor impermeable layer caused various spalling phenomena in concrete and corrosion on the original steel reinforcement. After local treatment of the damaged zones and reprofiling with a color-matched repair mortar, the entire concrete surface is saturated with a deep impregnation. The purpose of the depth impregnation is to ensure the corrosion protection of the existing reinforcement. The upstream surface of the buttress dam is sealed by an application of synthetic PUR-based layers. The damaged zones of the ground slab of the basin and on the upstream retaining walls are restructured locally.
The rehabilitation is planned for 2019 and 2020 and includes the motorization of the vertical gates at the intake of the compensation reservoir as well as the reconstruction of the bottom outlet.
The Francisco Morazan dam, known as El Cajón, located on the Comayagua River in Honduras, was built between 1980 and 1985 on a limestone karst site.
With a maximum height of 226 m and a crown length of 382 m, it creates a basin of about 1’470’000 m3 with the characteristic of never having been filled to its highest level of exploitation. In fact, since its commissioning in 1985, significant percolations and abnormally high pressures have been detected in the foundation of the dam.
Since then, various injection rehabilitation works have been carried out.
The services provided by the Lombardi office include:
- Calculation of the dam’s stability in 1996
- Study of a new access to the tunnel of the "El Nispero" power plant in 1996
- Periodic safety analysis of the dam by the experts G. Lombardi from 1996 to
2011 and R. Bremen from 2016 onwards
- Configuration of an interpretative model of the dam's behavior
- Implementation of MIC auscultation software in 2018.


- Brass flow control valve
- 250psi Maximum operating pressure
- 0 to 180 degree F Operating temperature
- 70 scfm Maximum flow in metered direction and 60 maximum flow in free flow direction
- 1/8" NPTF port size
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Parker 032500119 3250 Series Brass Inline Flow Control Valve, 1/8" NPTF, 250 psi, Standard Adjustment
|Price:||$31.35 ($31.35 / Each) & FREE Shipping on orders over $35. Details|
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Specifications for this item
|Number of Items||1|
|Maximum Pressure||250 PSI|
|LowerTemperature Range||0 Degrees Fahrenheit|
|Upper Temperature Range||180 Degrees Fahrenheit|
|System of Measurement||Inch|
|Manufacturer Series Number||3250 Series|
|Overall Length||1.75 inches|
|Pressure Flow Rate||70 Cubic Feet Per Minute|
The "3250" Series Flow Control Valves are specifically designed to accurately meter the flow of a... See more product details
The "3250" Series Flow Control Valves are specifically designed to accurately meter the flow of air in one direction and allow free flow in the opposite direction. The "3250" Series Flow Control Valves are also suitable for low pressure hydraulic service. Brass, stainless steel internal components, buna N seals. 70 scfm Maximum flow in metered direction and 60 maximum flow in free flow direction.
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