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TARIQ . 2008. DAM AND RESERVOIR ENGINEERING 1-1 Ch-1: Introduction

Chapter - 1

INTRODUCTION 1.1 GENERAL

Dam: Dam is a barrier built across a river to hold back river water for safe retention and storage of water or control the water flow. Dams allow to divert the river flow into a pipeline, a canal or channel (Fig 1.1). Dams results in substantially raising water levels in the river over a large area, thus create a storage space. Dams may be of temporary or permanent nature. Dams may be built by constructing an embankment across the river at some suitable location. Natural processes as landslide and rock falling into the river may obstruct the river flows for some time and create a dam like condition. The earthquake of 2005 resulted in a debris embankment of more than 200 m width and 70 m height across Karli/Tang Nullah near Hattian Balla in AJK (Fig. 1.2); and after ascertaining the stability of the debris fill the water impoundment is being converted into a tourist point. However dams are built by humans to obtain some economic benefits. The water body created behind a constructed embankment or dam is called a man made lake or reservoir. Wildlife (Beaver) may also create ponds or small dams for their habitat purposes.

Figure 1.1a: Water reservoir created by Tarbela Dam.

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Figure 1.1b: Tarbela Dam aerial view (Source: Earth-Google).

Length of Lake = 2000 Mtr

Average Width = 350 Mtr

Average Depth = 50 Mtr

X-SECTIONKARLI NULLAH LAKE

2.2 KM

202 ’ 189 ’ 171 ’ 149 ’ 137 ’ 122 ’ 110 ’ 95’ 77’ 57’

44 ’

100 M

100 M

100 M

100 M100 M

100 M100 M

100 M

100 M100 M

100 M

BED OF NULLAH

150 M

60 m

4’

INLETDISCHARGE

30’

Figure 1.2: Natural dam across Kalri Nullah AJK formed by land slide due to earthquake.

Reservoir: Reservoir is defined the as a man-made lake or fresh water body created or enlarged by the building of embankment, dams, barriers, or excavation and on which man exerts major control over the storage and use of the water (Golze 1977, P-619). The embankment may be constructed on one or more or all four sides of the reservoir.

Need:

(1) River supply usually does not match with the demand at all times/months. Dams storage reservoir is created to match releases with the water demand.

(2) Dam created to substantially raise water level and thus working head for hydropower production or to direct water into off taking canals (e.g. irrigation canal, feeder to on off-channel dam).




Purposes

Dams and reservoirs are built to raise water level for storage and safe retention of large quantity of water. Water is subsequently released to achieve various purposes. Dams may be constructed to meet one or more purposes as (USBR 2001, P:1-3):

1. Irrigation

2. Hydropower development

3. Domestic, municipal, industrial water supply (Hub dam, Simly dam)

4. Stock watering

5. Flood control

6. Recreation (picnic, camping, fishing, swimming, kayaking, white water rafting)

7. Fish and wildlife protection and development, and improvement of river ecology

8. River water quality / pollution control and management

9. Stream flow regulation for various purposes

10. Navigation

Multipurpose dams:

Most dams are multi-purpose, serving more than one purpose. Mostly these additional purposes are achieved as byproduct outcome, e.g., hydropower, recreation, etc. For multipurpose dams, the storage is allocated and prioritized for different purposes and cost allocation (Fig. 1.4).

1.2 DAM AND RESERVOIR DEVELOPMENT STRATEGY

Reservoir design can be considered in a broader sense. It is really selected with such improvements or remedial work as may be considered necessary to assure safe and satisfactory performance of its intended purpose. Development of a reservoir must assure structural integrity and adequacy of the reservoirs. The reservoir site is evaluated in terms of geology, rim stability against slides, water tightness and water holding capability, seismicity, bank storage, evaporation, sedimentation, land use and mineral resources, right-of-way and property ownership, relocation of the populace, utilities, and transportation facilities, historical-cultural and religious monuments etc.

The water stored behind the dam exerts a lrge water pressure on the dam. A dam must be able to withstand such high pressures. In addition dam must be safe against failure due to overtopping, foundation thrust failures, destruction of dam body due to internal erosion and material failure, foundation uplift, and retain storage contents – practically no loss of water due to seepage.




Figure 1.3 : Upper Reservoir of Taum Sauk 450 MW pumped power plant (Reynolds

County, Missouri, on the East Fork of the Black River) made of ridge top 6562 ft long 84 ft high CFRD dike with 10 ft parapet wall. The reservoir dike constructed in 1960’s failed on Dec 14, 2005 due to internal leakage and slope failure. Plant remained out of use as of Jan 2007. [http://www.ferc.gov/industries/ hydropower/safety/projects/taum-sauk/consult-rpt/sec-2-summ.pdf].




Natural or man-made water bodies, albeit large ones, has high aesthetical appeal and thus attract huge number of visitors for recreation. The reservoir design must include provisions of recreation facilities as parking area, picnic area, camping area, hiking and biking trails, nature walk trails, horse trails, rock climbing, enjoying surrounding scenery, water sports, motel, public services, restrooms, emergency services, indoor shelter areas, project guided tours, etc. These should be evaluated in terms of need vs luxury and security concerns for the structure and public.

Reservoir area requires clearing of brush/shrubs/trees from below maximum reservoir levels for safe use of reservoir surface. Such clearing may be done by cutting/pulling or by protected fires. In flat side reservoirs large surface area is exposed or reservoir lowering. Suitable alternatives may be evaluated to make economic use of this area for short time activities, as farming, sand mining etc.

1.3 CLASSIFICATION OF DAMS

1.3.1 Classification of Dams According To Location

On-Channel: Dam is constructed across the main water feeding river. Examples Tarbela, Mangla, Simly, Hub dam. To increase the water availability water from other rivers may be diverted to the dam through feeder channels e.g. Kurram Tangi dam.

Off-Channel: Dam is constructed on a channel having much smaller flow. Major storage water is transferred from a different nearby river. This is done due to non-availability of suitable/economic dam site on the major flow river. Example Akhori dam, Replacement dams for Mangla and Tarbela.

Irrigation storage

Flood storage Flood surcharge

Free board

Hydropow

e r pl

a nt

Normal conservation level Max spillway crest level

Dam crest

Figure 1.4: Multipurpose dam.

Dead storage

Powe r t

unne

l /

irr iga

tion

outlet

Dead storage level

River profile




1.3.2 Classification of Dams According to Release Pattern

Storage dam: Water is stored and later released through an outlet for consumptive or non-consumptive purposes as per requirements.

Recharging dam. There is no outlet provided to release water and all incoming water is retained. The water infiltrates through the foundation and/or dam body. The main purpose of the dam is to induce recharge to ground water system in the area. Small release in d/s channel to allow seepage in the channel bed.

Delay action dam / retarding dam. These dams are used to retard the peak flow of flash floods. There may or may not be any control over the outflow. For no control over the outflow the outflow rate varies as function of storage volume / water depth in the dam. The flood peak is thus considerably attenuated. The outlet capacity is set that maximum outflow discharge do not exceed the safe capacity of the downstream river during highest flood. The reservoir empties fully after the flood. For control on outflow by gates (detention dam) , the flow is released in such a pattern to retain the water for long time but there is enough storage available to store next flood event. These dams are usually meant to reduce flood damages as well as to induce maximum recharge in the area. One type of such dam is a porous dam built of a porous embankment, e.g. stone gabions.

Tailings dam These dams are constructed away from any river along a topographic slope by constructing small dikes on three or all four sides to store slurry / waste of mineral mining and processing facilities. The water evaporates or is evacuated and the solid contents dry up filling up the storage capacity.

Diversion dam These are hydraulic structures with a main purpose to raise water level to divert flow into the off taking channels / canals/ hydropower pressure tunnels and penstock. These are preferably called as barrage or canal head works. The storage created by these is minimal. E.g. Patrind Weir.

Coffer dam: These are small temporary dams built across the river on upstream and downstream side of the main dam in order to keep the flow away and the working area dry. The u/s coffer dam causes the flow through the diversion system and d/s coffer dam prevents the flooding of the working from backwater effects. After completion of the main dam the u/s coffer is usually abandoned and drowns in the reservoir while d/s coffer dam is dismantled and removed.

1.3.3 Classification of dams according to Hydraulic Design

Non-Overflow dam: Flow is not allowed over the embankment crest for reasons of dam safety. (earth, rock) dams.

Overflow dam The dam body is made of strong material as concrete and flow is allowed over the dam crest Concrete dams




1.32.4 Classification of dams according to Size

Dams may be classified as small, medium or large as under:

Small. USBR defined small dam as one having maximum height < 15 m (50 ft).

Medium: Intermediate sizes 40-70 ft

Large: ICOLD defined large dam as: a dam that follows one or more of following conditions. (Thomas 1976 P-0)

• Dam height > 15 m (50 ft) measured from lowest portion of the general foundation area to the crest

• A dam height 10-15 m but it compiles with at least one of the following condition:

a. crest of dam longer than 500 m

b. capacity of the resulting reservoir more than 1 million m

c. maximum flood discharge more than 2000 m

3 3

d. dam has specially difficult foundation problems

/s (70,000 cfs)

e. dam is of unusual design

Unique: Dams exceeding 100 m are considered as unique. Every aspect of its design and construction must be treated as a problem specifically related to that particular site.

1.3.5 Classification of Dams According to Filling and Emptying Mode

The storage of a dam may be filled and emptied in short time (one season) or long time (several seasons). The dams are defined as:

Seasonal: Seasonal dams are filled and then emptied within the same water year (September to August). Example Tarbela dam. Thus water level in the dam varies from maximum (normal conservation level) to minimum (dead storage level) in most years. Such dams have annual releases usually equal or little more than the minimum annual flow. For very wet or very dry years the reservoir may not reach the extreme levels. The seasonal dams spread the water stored in wet months over to dry months in the same year.

Carry over: Filling and emptying of a carry-over dam reservoir continues over more than one year (e.g. 4 to 5 years). Example. Hub Dam, Kurram Tangi Dam. Thus water stored in wet years may be released during subsequent dry years The annual releases are usually more than minimum annual flow but equal to long term average annual flow. Applicable where wide variations in annual flows. Carry over dams spread storage during wet years/months over to dry years and months.




1.3.6 Classification according to location of service area

Local: The service area of the dam is limited to a single contiguous localized geographic area located very near the dam. Far located areas and geographic regions do not benefit. E.g. Kurram Tangi, Simly, Khanpur dams.

Regional: The service area of the dam extends to many widely apart geographic regions located any distance from the dam. Thus all near and far located areas and geographic regions get the benefit. The water supply to all areas is possible through a network of river and canal systems. Exampleas are Tarbela, Diamir-Basha, Kalabagh, Mangla dams.

1.3.7 Classification according to type of material

A dam can be made of earth, rock, concrete or wood. Dams are classified according to the materials used as under: (Navak P: 11-18, 33)

A. Embankment Dams (Figs. 1.6, 1.7)

1. Earthfill Dam: These are constructed of selected soils (0.001 ≤ d ≤ 100 mm)

compacted uniformly and intensively in relatively thin layers (20 to 60 ± cm) and at

controlled optimum moisture content. Compacted natural soils form more than 50% of the fill Material. Dams may be designed as: Homogeneous, Zoned or with impermeable core (Figs. 1.5-1.7). Zoned part is made of relatively finer material that reduces seepage flow, e.g. clay. The fill material is placed as rolled, hydraulic fill or semi-hydraulic fill.

Figure 1.5: Earthfill dam. Left-homogeneous, right-zoned dam.

2. Rockfill dam: Over 50% of fill material be of class ‘rock’ usually a graded rockfill (0.1 ≤ d ≤ 1000 mm) is filled in bulk or compacted in thin layers by heavy plant.

Some impervious membranes/materials are placed in the interior or on u/s face of the embankment to stop/reduce seepage through the dam embankment. Dams section may be homogeneous, zoned, with impermeable core, or with asphalt or cement concrete face. Zoned part is made of relatively finer material that reduces seepage flow, e.g. clay. Core is made of clay, concrete, asphalt concrete etc.

3. Earthfill-rockfill or Earth-rock dams These dams are made of mix of large proportions of earthfill and rockfill materials.




B. Concrete Dams

Concrete dams are formed of cement-concrete placed in the dam body (Figs. 1.8, 1.9). Concrete dam section designed such that the loading produces compression stress only and no tension is induced any where. The reinforcement is minimum mainly as temperature control. Concrete is placed in two ways: Reinforced concrete dam (RC dam) or Roller compacted concrete (RCC) dams. The variations of concrete dam include:

1. Concrete gravity dam,

2. Concrete arch dam and arch-gravity dam

3. Multiple arch dam

4. Double curvature or dome/cupola dam

5. Buttress dam (head as diamond, roundhead, massive, decked etc)

6. Hollow gravity dam

7. Brick or rock masonry gravity dam

Rubble/random/stone masonry to fill dam section. Concrete / mass concrete as bulk material in dam section with steeper side slope. RCC section to take loadings, thus decrease section.

1 Gravity dam: Stability due to its mass. Dam straight or slightly curved u/s in plan (no arch action). The u/s face is vertical or nearly vertical, d/s sloping.

2. Buttress dam: It consists of continuous u/s face supported at regular intervals by d/s buttress (massive buttress /diamond head, round head) with each section separate. Ambursen / flat slab buttress / decked buttress.

3. Arch dam: Arch dam has considerable u/s plan curvature. U/s and d/s faces are nearly straight / vertical. Water loads are transferred onto the abutments or valley sides by arch action. Arch dam is structurally more efficient than concrete gravity dams (requires only 10-20% concrete). However abutment strength and geologic stability is critical to the structural integrity and safety of the dam. Multiple arch dams.

4. Cupola/Dome/Double curvature dam:. U/s & d/s faces curved in plan and profile section, curved in plan as well/ as arch (Part of a dome or shell structure).

5. Hollow gravity section made hollow to reduce uplift pressure at d/s side and smaller total construction materials. (between gravity and buttress dams)

C. Timber/steel dam

The bulk of the dam is made of timber braces with timber board facings. Such dams were mostly constructed by early gold miners in California USA for obtaining river water for separating gold dust and getting water power; such dams are not practically used any longer. The face of earthfill or rockfill dams may be also fitted with timber board for seepage control.



Document Outline DRE-08 Ch-1 Dam Introduction 9-2-09


Figure 1.6: Earthfill embankment dams.

Figure 1.7: Rockfill embankment dams.



Need: Purposes 1.3 CLASSIFICATION OF DAMS 1.3.1 Classification of Dams According To Location

1.3.2 Classification of Dams According to Release Pattern 1.3.3 Classification of dams according to Hydraulic Design 1.32.4 Classification of dams according to Size

1.3.5 Classification of Dams According to Filling and Emptying Mode A. Embankment Dams (Figs. 1.6, 1.7)

B. Concrete Dams Concrete dams are formed of cement-concrete placed in the dam body (Figs. 1.8, 1.9). Concrete dam section designed such that the loading produces compression stress only and no tension is induced any where. The reinforcement is minimum mainly as tempe...

Timber/steel dam 1.4.3 The Planning/Design Team

1.6 DAM COMPONENTS 1.6.1 Main Dam

1.6.4 Diversion Channel/Tunnel 1.6.6 Spillway 1.6.7 Outlet Works (c) Low Level Outlet: A low outlet tunnel may be provided to flush sediments, draw water from below dead storage level under very drought condition, emptying of reservoir in emergencies, draw water during repair of outlet tunnel/gates, etc. The intak...

1.6.8 Drainage System 1.6.8 Preliminary Works 1.6.9 Hydropower Development 1.6.10 Slope protection/Riprap 1.6.11 Dam Instrumentation 1.6.12 Stilling Basin 1.7 MERITS AND DEMERITS OF DAMS 1.7.1 Embankment Dam a Merits (Novak P-14) b Demerits 1.7.2 Concrete/Masonry Dams a Concrete Dam Merits (Novak P-17) b Demerits 1.8 Dam Focus Points (Novak P 10-11)

1.9: ELEVATION-AREA-VOLUME RELATIONSHIP Crest length, Longitudinal Section and Cross section

DRE-08 Ch-2 Dam Hydrology and sedimentation 9-2-09 2.3 ASSESSMENT OF WATER YIELD/AVAILABILITY 2.3.2 Stochastic Data Generation from Short Data: Stochastic principle may be used to generate long time data on the basis of short-term data statistics (mean, variance, skewness, kurtosis). Various models used to extend data include Auto-correlation (AR) models, Moving Average (MA) models, ARMA mode...

2.3.3 Flows Diverted From Other River 2.3.4 Data Processing 2.3.5 Dependable Yield

2.6 DIVERSION FLOODS Selection of Spillway Design Flood 2.9 RESERVOIR OPERATION Freeboard Design

DRE-08 Ch-3 Dam Geology and Geotechnical studies 9-2-09

3.2.3 Shapes 3.3 ROCK FEATURES FOR CLASSIFICATION 3.4 ROCK FORMING MINERALS 3.5.2 Sedimentary Rocks 3.5.3 Metamorphic Rocks 3.6.1 Disintegration and Decomposition of rocks 3.6.3 Fractures in rocks 3.7 ENGINEERING PROPERTIES OF ROCKS 3.8 GEOLOGICAL REQUIREMENTS OF DAMS 3.9 DAM SITE INVESTIGATIONS 3.9.2 Dam Site Investigations/Explorations Include 3.9.3 Surface Explorations 3.9.4 Geophysical Surveys 3.12 FOUNDATION FAILURE (Wahlstrom p-165) 3.13 IMPROVEMENTS OF FOUNDATION AND RESERVOIR AREA 3.13.1 Stripping 3.13.3 Grouting

3.14 GROUTING 3.14.1 Curtain Grouting

3.14.2 Blanket Grouting 3.14.3 Pattern Grouting 3.14.4 Grouting pressure 3.15 ROCK SLOPE STABILITY 3.16 EARTHQUAKE HAZARDS 3.19 SOIL CLASSIFICATION

Permeability Stability Compression and Shrinkage Piping and Washing of Fines 3.23 TEST EMBANKMENTS 3.25 CONCRETE AGGREGATES Geology of Kurram Tangi Dam

DRE-08 Ch-4 Earth Rock Dams 12-2-09 4.1 DEFINITION Semi-Hydraulic fill. The material in suspension is transported by hauling units and dumped at the edge of the embankment. It is then washed in its final position by water jets.

4.4 TYPE OF EARTHFILL DAMS Vertical Core Advantages of vertical core

Criteria Inclined Core



The inclined core is oriented at an angle with the base of the dam. The core is located closer to the u/s face of the dam with top of core aligned with the dam crest (Fig. 4.8).

Advantages Disadvantages Location of Impervious Core/Diaphragm Dimensions of Filter Layer Dimensions and Permeability of Toe/Blanket/Chimney Drains

4.12 ENGINEERING CHARACTERISTICS OF SOILS [Novak et al. 1998, p-36-45] The shear strength of a soil is defined as the maximum resistance to shearing stress which can be mobilized; when this is exceeded failure occurs usually along identifiable slip surfaces. The shear strength of any material is described by Mohr-Coulomb...

4.12 SEEPAGE ANALYSIS Phreatic Line in earth dams with drainage blanket: Graphical Method (Fig. 4.28)

Seepage rate Seepage Through Dam Foundation

Seepage Analysis by Computer Software Permissible Seepage

4.13 STABILITY ANALYSIS Method of Slices / Sweadish Circle Method Procedure Method of Sliding block

Stability of D/s slope for steady seepage Stability of U/S slope During Sudden Drawdown

U/s + d/s face during and at end of construction NOTE: DAVIS. HAH P.18-38

STABILITY OF FOUNDTION AGAINST SHEAR Inter slice Force

4.22 CONDITIONS FAVORING CHOICE OF ROCKFILL DAM 4.23 EMBANKMENT DETAILS

U/s Face membrane Internal membrane

4.23.2 Traditional vs Present Design Traditional design (Dumped rockfill) Present design (Compacted rockfill)

4.23.3 U/s and d/s Face Slopes 4.23.4 Rock Quality 4.23.5 Rock Sources 4.23.6 Rock Size

Present design with compacted layers 4.23.7 Rockfill Dam: Overflow and through Flow 4.23.8 Test Embankment 4.24.3 Grouting 4.25 SEEPAGE MEMBRANE

Advantages of Internal membranes Disadvantages of Internal membrane Advantages of u/s membrane 4.25.2 Membrane Design Internal Core

Impervious Central Core of Earth Sloping Earth Cores Moderate Sloping earth core 2 Other Materials for Central Core Reinforced Concrete

Steel Diaphragm Bituminous Material Concrete Faced Rockfill Dam (CFRD) Asphaltic Concrete Steel Face

4.26 SEISMIC DESIGN DRE-08 Ch-4 Earth Rock Dams 6-2-10

4.1 DEFINITION Semi-Hydraulic fill. The material in suspension is transported by hauling units and dumped at the edge of the embankment. It is then washed in its final position by water jets.






















Steel Diaphragm Bituminous Material Concrete Faced Rockfill Dam (CFRD) Asphaltic Concrete Steel Face

4.26 SEISMIC DESIGN DRE-08 Ch-4 Earth Rock Dams 6-4-10

4.1 DEFINITION Semi-Hydraulic fill. The material in suspension is transported by hauling units and dumped at the edge of the embankment. It is then washed in its final position by water jets.




















Steel Diaphragm



Bituminous Material Concrete Faced Rockfill Dam (CFRD) Asphaltic Concrete Steel Face

4.26 SEISMIC DESIGN DRE-08 Ch-4 Earth Rock Dams Pics 11-4-09 DRE-08 Ch-5 Concrete Dams 13-2-09 DRE-08 Ch-6 Dam Spillways 16-2-09

6.2 Layout/location 6.3.3 Design Inflow Flood 6.3.4 Spillway Design Discharge Figure 6.7: Design inflow, outflow flood hydrographs and reservoir water levels. 6.4 CLASSIFICATION 6.5 SPILLWAY COMPONENTS 6.6 DESIGN APPROACH 6.7 SPILLWAY TYPES 6.8 OVERFALL STRAIGHT DROP SPILLWAY 6.9 OGEE OVERFLOW SPILLWAY 6.9.3 Effective Length of spillway 6.9.4 Coefficient of Discharge for free flow conditions Effect of u/s face slope

Effect of varied flow depth Figure 6.14: Coefficient of discharge for different ratios of effective head to design head. Economy of Design

B: Spillway Discharge For Crest Level = NCL 6.9. 5 Gated Ogee Spillway

Example 6.3 Solution

Turbulent Boundary Layer 6.10 SYPHON SPILLWAYS From: Novak p-170.

6.11 STEPPED / CASCADE SPILLWAY 6.12 BAFFLE APRON DROP SPILLWAY 6.13 SPECIAL SPILLWAYS 6.15 BOX-CULVERT-CHANNEL SPILLWAY

6.17.1 Flashboard, Stoplog, Needle 6.17.2 Vertical Lift Gates 6.17.3 Drum Gate [Novak p-204,5,6,7] 6.17.5 Flap/Tilting Hinged Leaf Gates 6.17.6 Roller Gate

6.18.5 Channel Free Board 6.18.6 Forces on Spillway Channels 6.18.7 Channel Loss (USBR p-401-557 6.19 ENERGY DISSIPATION 6.19.1 Stilling Basin

Basin Design F < 1.7 F 1.7 to 2.5 (Fig. 6.66 A) F 2.5 to 4.5 Transition flow stage (Fig. 6.66 B)

F 4.5 to 9 (Fig. 6.66 C, D) Stilling Basin Free Board

Jump Depth vs Tail Water Depth Stilling Basin Design 6.19.2 Roller Bucket/ Submerged bucket dissipater Solid Slotted 6.20 CAVITATION

DRE-08 Ch-7 Dam outlets 16-2-09 7.5 LAYOUT 7.6 OUTLET CONTROL WORKS 7.6.1 Control on U/S end 7.6.2 Control at Intermediate Point 7.6.3 Control at d/s End 7.7 WATER WAYS 7.7.1 Open Channel 7.7.2 Tunnels 7.7.3 Cut-and-Cover conduit Figure 7.2: Schematic of typical outlet arrangements. 7.8 TUNNEL DESIGN 7.8.1 Open Channel Flow 7.8.2 Full Flow H > Dia (pipe flow) 7.8.3 Head Loss for Flow Less than Maximum Flow 7.9 THE OUTLET SYSTEM 7.9.1 Intake Layout Davis HAH p:22.6-7

Impact Basin USBR Type II and Type III Stilling Basins

7.10.1 Nomenclature 7.10.2 GATE TYPES 7.10.3 VALVES 10.8 Bell-mouth Entrance (Davis p:22-68) 10.13 AIR VENTS 10.14 Tunnel Lining 10.15 SYSTEM LOSSES 10.15.3 Bend losses 10.15.5 Gate and Valve Losses

10.15.6 Exit Losses 10.16 OUTLET ENERGY DISSIPATION Impact Basin http://www.dnr.state.oh.us/water/pubs/fs_div/fctsht51.htm Baffled Chute Plunge Pool

DRE-08 Ch-8 Dam safety & instrumentation 16-2-09 8.1 GENERAL



8.6.2 Reasons for Instrumentation 8.9 FREQUENCY OF MONITORING



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