Hydropower & Dams, 04.09.2015
by F. Lempérière and J.-P. Vigny (HydroCoop) and A. Ouamane (Biskra University)
The drawback of traditional free flow spillways is their low specific discharge. The paper below shows how C.I.S. (Combining Innovative Spillways) may increase fivefold the discharge at low cost. Two spillways may be associated: PK- Weirs and Concrete Fuse Plugs.
Piano Key Weirs (P.K. Weirs)
This new solution of labyrinth shape is now developed in many countries as well for increasing the capacity of existing spillways or for new dams. It has been used for low discharges such as of 100 m3/s or much higher such as 5 000 m3/s and there are designs for dozens thousands m3/s.
The layout of walls has a rectangular shape, part of the walls is overhanging and those walls along the flow are inclined. This is hydraulically favourable and allows the base width of the structure to be reduced, thus allowing its utilization upon most spillways or gravity dams. The here below figures show a typical design of symmetrical PK-Weir with proportions based on “Pm” which is the maximum height of the labyrinth walls. Other configurations may be used case by case according to the local conditions (For instance, only one upstream overhang, or only one downstream overhang, or no overhangs, etc.).
Fig.1- Schemes of Piano Key weirs
For a water upstream head over the weir crest (h) between 0.4 Pm and 2 Pm and a ratio between the developed plan length of wall and the overall spillway length close to 5, the discharge (in m3/sec) per metre of spillway is close for the model above to 4.3 h√Pm as compared to 2.15 h√h for a Creager Weir.
More details are given in Appendix 2 of ICOLD Bulletin n° 144.
Fig.2- Flow discharge on model
Fig.3- Van Phong dam (Vietnam)
For a reasonable height of the PK-Weirs walls: Pm = 2 h or 3 h, the discharge is 6 to 7,4 h1,5, i.e. about threefold the Creager weir discharge.
Concrete fuse plugs
Tests have been made in France, Algeria and Vietnam. Spillways have been made in Burkina Faso and Vietnam.
Concrete fuse plugs are simple massive blocks placed side by side on a spillway sill. They are free standing and stable until the water level in the reservoir reaches a certain elevation and they start tilting when this elevation is exceeded.
To ensure that the magnitude of uplift pressure under each block develops as required, a hollow area is provided under each block which is wide open at the upstream side and completely closed and watertight at the downstream side. Blocks placed on the same sill may have the same height P but different width E, so that they tilt at different water elevations according to increase of floods discharge.
Fig.4- Concrete fuse plug overtopped by flood
Fig.5 A- Concrete fuse plugs at Wedbila dam (Burkina Faso)
Fig.5 B- Concrete fuse plugs at Wedbila dam (Burkina Faso)
Fig.6- Plan view of concrete fuse plugs
Concrete Fuse Plugs may be used for new dams. In such case, it is possible, with about the same quantity of concrete and cost as for Creager weirs, to double the flow of the extreme flood discharged through the spillway or to increase the storage for a same safety. They may also be used to improve existing free overflow spillways either by increasing maximum spillage, after lowering the sill, or by increasing reservoir storage or by combining both.
More details are given in Appendix 3 of ICOLD Bulletin n°144.
The plug width corresponding to the nappe depth causing titling varies with the exact shape and density of the plug and void under the plug; a specific study and test is thus advisable. Rough values are given for the drawing herewith.
For an upstream nappe depth h equal to the plug height, the plug width E is about 1,3 h.
Its discharge after titling will be 2,15 x (2 h)1,5, i.e. about threefold the discharge before tilting. It is the logical utilization of fuse plugs with before tilting a discharge of one third of the extreme flood, i.e. tilting and loss of plugs for a flood of yearly probability 1/100.
It should be more interesting to have a plug height equal to 3 h and a discharge after tilting 2,15 x h1,5 x (3 + 1)1,5, eightfold the discharge before titling: but tilting would happen for the yearly flood, which is unacceptable.
But this option may be used in association with PK-Weirs.
Combining Innovative Spillways (C.I.S.)
Devoting part of a spillway length to PK-Weirs and part to fuse plug benefits from the specific advantages of the two devices: higher flow of PK-Weirs before fuse plugs tilting and higher flow of fuse plugs after tilting.
An example is giving below for a 50 m long spillway with a maximum nappe depth of h = 1 m.
– If used as a traditional Creager spillway, its discharge is 50 x 2,15 = 107 m3/s.
– If used as fully PK-Weir spillway with a walls height of 2 m, its discharge is 50 x 4,3 x √2 = 307 m3/s.
– If used with fuse plugs 3 m height, its discharge is: 50 x 2,15 x (3 +1)1,5 = 860 m3/s.
– If used as a C.I.S. with 25 m of PK-Weirs and 25m of fuse plugs, its discharge is:
(307 + 860)/2 = 585 m3/s about 5,5 fold the discharge of a Creager Weir and quite double of a PK-Weir. And its discharge for a first plug titling designed for instance 0,85 m will be:
25 x 0,85 x 4,3 √2 + 25 x 2,15 x 0,851,5 = 175 m3/s., i.e. 30% of the extreme flood, usually about the flood of probability 1/100.
Devoting 30 m to PK-Weirs and 20 m to fuse plugs would reduce to 530 m3/s the discharge after tilting, i.e. five fold the Creager discharge but the discharge before first tilting should be increased from 175 to 195 m3/s, i.e. close to 40% of the extreme flood 530 m3/s, perhaps the flood of yearly probability 1/1 000.
For h over 1 or 2 m the weight of simple fuse plugs become very important. It may be better to use reinforced concrete structures as per fig.7, or similar to straight fuse gates with or without tilting system by uplift; 10 m high fuse plugs may then be possible operating with a 3m or 4m nappe depth, i.e. a possible discharge per m of 2,15 x (10 + 4)1,5, i.e. up to 100 m3/s/m associated with PK-Weirs discharging 40 m3/s/m, i.e. about 70 m3/s/m as average.
Fig. 7- Cross section
About fifty large or small spillways are using successfully Hydroplus labyrinth fuse gates which may have performances close to C.I.S. They design is more complex than C.I.S. but their cost may be in the same range, especially for improving rather important existing spillways.
Other spillways associations
Gates may be necessary for managing the reservoir operation or mitigating floods or siltation but their necessary capacity is not more than 20 or 30% of the extreme flood. It is thus interesting for large dams to associate 3 spillways of similar capacities: low or high gates,
PK-Weirs, fuse plugs. Gates operators should not be permanent and the association may be very safe and cost effective.
The solution above reduces significantly the necessary gap between the PK-Weirs top and the dams crest.
Reducing the freeboard is very cost effective and increases by 20 or 30% the storage of most dams devoted to water storage and irrigation, i.e. the great majority of dams.
It is necessary to adapt the dam crest to the possible impact of exceptional waves. Concrete dams may withstand overtopping by such waves. It may be advisable to line the crest of embankment dams or to raise it by parapets or by steepened crest.
The principle and data of the traditional “Design flood” may wrongly prevent the utilisation of C.I.S. because imposing an unnecessary high freeboard. The “check flood” criterion should be much preferred.
– F. Lempérière, A. Ouamane, 2003. “The Piano Keys Weir: a new cost-effective solution for spillways” The International Journal on Hydropower & Dams, Issue Four.
– Ouamane A., 2005. “A new cost effective solution for most spillways”, Al-Azhar University.
– Ouamane A., Lempérière F., 2006. « Nouvelle conception de déversoir pour l’accroissement de la capacité des retenues des barrages » Colloque International sur la protection et la préservation des ressources en eau, Blida.
– Ouamane A., Lempérière F., 2006. “Design of a new economic shape of weir” International Symposium on Dams in the Societies of the XXI Century. Barcelona, Spain, pp. 463-470 ©2006 Taylor & Francis
– Ouamane A., 2006. “Hydraulic and Costs data for various Labyrinth Weirs” Q 84, 22éme Congrès International des Grands Barrages. Barcelona. Spain,
– Ouamane A., Lempérière F., 2007. « Amélioration du rendement des évacuateurs de crues en labyrinthe» 2éme Colloque International Eau et Environnement, ENSH, Blida.
– Ouamane A., Lempérière F., 2007. “Increase of the safety of existing dams – Rehabilitation of weirs- “Symposium: «Dam Safety Management. Role of State, Private Companies and Public in Designing, Constructing and Operating of Large Dams» ICOLD 75th Annual Meeting of International Commission on Large Dams, Saint Petersburg, Russia.
– Ouamane A., Lempérière F., 2008. « Nouvelles solutions économiques permettant l’accroissement de la capacité des retenues des barrages existants» Séminaire National l’Eau dans son Environnement SNEE, Blida.
– Ouamane A., Lempérière F., 2008. “The Piano Key Weir is the solution to increase the capacity of the existing spillways“– Progressing World Hydro Development – Conférence Internationale HYDRO 2008- Ljubljana, Slovinia.
– Ouamane A., Ben Said M., 2010. “Economic conceptions of the labyrinth weir allowing the improvement of the management of floods and the increase of the useful capacity of the reservoir” Rheinisch-Westfälische Technische Hochschule Aachen, Germany, pp 303-311. N° 158 ©2010 Shaker Verlag
– Ouamane A., Lempérière F., 2010. “Study of various alternatives of shape of piano key weirs” Conférence Internationale, HYDRO 2010 – Meeting Demands in a Changing World, Lisbon Congress Centre, Lisbon, Portugal.
– Lemperière F., Ouamane A., Vigny J. P. 2011, “General comments on labyrinths and P.K. Weirs – The past and present”, Labyrinth and Piano Key Weirs, pp 17-24. ©2011 Taylor & Francis.
– Ouamane A., 2011, “Nine years of study of the Piano Key Weir in the university laboratory of Biskra – Lessons and reflections”, Labyrinth and Piano Key Weirs, pp. 51-58. ©2011 Taylor & Francis.
– Lemperière F., Ouamane A., Vigny J. P. 2012, “Promising future for P.K.Weirs” The International Journal on Hydropower & Dams, Volume Nineteen, Issue Two, 90-93