SMALL DAMS PETITS BARRAGES

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Fig. 1.3 – Classification of small and large dams From the right hand side of Figure 1.3 it is clear that the definition of large dams is slightly adapted. The red line represents the original definition of large dams. The reason why the river bed level must be used is that the dam break flood empirical formula uses the water depth influencing the dam break water wave causing the damage downstream as the parameter. If a 10m high dam is founded on a foundation 8m deep, the 18m height of the structure cannot be used to classify the dam as a large dam, because the 8m below river bed level has no influence on the dam break flood, as illustrate in Figure 1.4. Figure 1.4 – Illustration about Small Dam Height 16
1.3 REFERENCES [1] French Committe on Dams and Reservoirs (1997) Guidelines for Design, Construction, and Monitoring. Coordinator Gerard Degoutte. ISBN 2-85362-448. [2] ICOLD (1983) – Deterioration of Dams and Reservoir, Report prepared by a team of Portuguese engineers of the “Laboratory of a Civil Engineering, LNEC, Lisboa; [3] ICOLD (1986) – Soil-Cement for Embankment Dams / Sol-Ciment Pour les Barrages en Remblai, Bulletin 54 ; [4] ICOLD (1988) – Dam Monitoring General Considerations / Auscultation des Barrages Considérations Générales, Bulletin 60. [5] ICOLD (1988) – Inspection of Dams Following Earthquake – Guidelines / Inspection des Barrages Après Séisme - Recommandations, Bulletin 62. [6] ICOLD (1990) – Dispersive Soils in Embankment Dams / Sols Dispersifs Dans les Barrages en Remblai, Bulletin 77. [7] ICOLD (1992) – Improvement of Existing Dam Monitoring, Recommendations and Case Histories / Amelioration de L’Auscultation des Barrages, Recommandations et Exemples, Bulletin 87. [8] ICOLD (1993) – Embankment Dams Upstream Slope Protection / Barrages en Remblai Protection du Talus Amont, Bulletin 91. [9] ICOLD (1994) – Ageing of Dams and Appurtenant Works / Vieillissement des Barrages et des Ouvrages Annexes, Bulletin 93. [10] ICOLD (1997) – Dams Less Than Thirty Meters High; Barrages de Moins de 30 m de Hauteur, Bulletin 109. [11] ICOLD (2000) – Monitoring of Dams and Their Foundation / Auscultation des Barrages et des Leurs Fondations, Bulletin 78. [12] ICOLD (2005) – Risk Assessment in Dam Safety Management / Évaluation du Risque dans la Gestion de la Sécurité du Barrage, Bulletin 130. [13] ICOLD (2007) – Dam Surveillance / La Surveillance des Barrages, TCDS Draft Bulletin N o 1 (Rev. 0 - Fev 2007). [14] CSN 752410 (1997) – "Small Water Reservoirs" , Czech Republic Standard CSN 752410. 17
Page 1 and 2: SMALL DAMS Design, Surveillance and
Page 3 and 4: FOREWORD The ICOLD - International
Page 5 and 6: ACKNOWLEDGEMENT The Ad Hoc Committe
Page 7 and 8: FOREWORD ACKNOWLEDGEMENT SUMMARY TA
Page 9 and 10: 5.5.5 Compaction in confined areas
Page 11 and 12: 7.2.1 Introduction 7.2.2 Spillway c
Page 13 and 14: 1. SMALL DAMS DEFINITION AND CLASSI
Page 15: 2 Fig. 1.2 - Relationship H . V wit
Page 19 and 20: 2.3 ZONED EARTHFILL DAMS In arid pa
Page 21 and 22: sloping core guarantees water impou
Page 23 and 24: Fig. 2.11 - Hlinky Concrete Gravity
Page 25 and 26: Fig. 2.13 - Photograph of Neusberg
Page 27 and 28: The gabion dam as the gabion retain
Page 29 and 30: Some inflatable dams are operated b
Page 31 and 32: 3.1 INTRODUCTION 3. SAFETY OF SMALL
Page 33 and 34: Condition Effect on safety 13. Dama
Page 35 and 36: Fig. 3.2 - Massive dam break overto
Page 37 and 38: and suffusion or internal instabili
Page 39 and 40: downstream part of the embankment m
Page 41 and 42: small dam impounding a lot of water
Page 43 and 44: Whenever the Supervising Authority
Page 45 and 46: emergency management organizations
Page 47 and 48: c) The decommissioning plan should
Page 49 and 50: 5.1 INTRODUCTION 5. FEATURES OF THE
Page 51 and 52: 5.2 DESIGN FLOODS Inadequate flood
Page 53 and 54: downstream slope will show seepage
Page 55 and 56: Fig. 5.2 - Design Freeboard 5.4.3 F
Page 57 and 58: 2 U f Fe S 1400 D Where Uf is the d
Page 59 and 60: Maximum compaction is obtained at c
Page 61 and 62: characteristic must be determined.
Page 63 and 64: 5.6.1 Foundation Watertightness The
Page 65 and 66: � A continuous vertical chimney d
Page 67 and 68:
Thickness of pervious layer Thick D
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t 5.7.1.4 Practical Considerations
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It is generally accepted that cohes
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� Simple Bishop (1955) � Spence
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� The elements for surface draina
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The supporting layer for the rip-ra
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For very small reservoirs (fetch of
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The junction of the downstream slop
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Fig. 5.14 - Hongshiyan homogenous d
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material has been left in place or
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The homogeneous dam is recommended
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[3] OL and OH soils are not recomme
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part (core) lies in the zone (Fig.
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6. GUIDELINES ON SURVEILLANCE OF SM
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cases the owner may retain the serv
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Surface displacement on an embankme
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Fig. 6.1 - Leakage measurement usin
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Water Level Sounder - Details of th
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pressure) Left abutment 2 5 Weir ga
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Fig. 6.9 - Recommended standpipe pi
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the others weir gauges need to be i
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� Earthquakes sensible at the dam
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APPENDIX INSPECTION CHECKLIST FOR S
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Exposed reinforcement � The condu
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These spillways can be lined or unl
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flowing water. Flowing water with h
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Fig. 7.3 - Installation of the arti
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Fig. 7.7 - Dam overtopping protecti
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complete construction was in 2001,
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In some cases, the downstream face
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Tube-a-manchettes injection system
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7.3.5 Slope Protection Measures 7.3
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Pipe Rehabilitation SLIPLINING MODI
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Conditions Pros Cons Comments types
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Embankment dams that have properly
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and minimize erosion. Design of sui
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[20] SMEC- “Draft Guidelines for
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present visual information. It must
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Fig. 8.1 - Three small dams in casc
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Social Disruption low (rural area)
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Fig. 8.4 - Flood water level after
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8.9 REFERENCES [1] BURREC (1994) -
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SMALL DAMS PETITS BARRAGES

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