CN104204358A

CN104204358A - Hydraulic structure for water flow control

Info

Publication number: CN104204358A
Application number: CN201380013750.6A
Authority: CN
Inventors: 约尼·约凯拉
Original assignee: Individual
Current assignee: Individual
Priority date: 2012-03-14
Filing date: 2013-03-14
Publication date: 2014-12-10
Also published as: US20150110559A1; EP2825705A1; WO2013134886A1; JP2015513364A; AU2013232677A1

Abstract

A hydraulic structure comprises walls (1) creating a downstream narrowing passage in a streaming surface water. The downstream ends (4) of the walls (1) are edged in order to generate vortices (2) dissolving from the edges (4) downstream which dissipate the energy of the flow created by a level difference between the entry and the exit of the passage.

Description

The hydro-structure of controlling for current

The present invention relates to according to the hydro-structure of the preamble of claim 1.It also relates to the arrangement of a plurality of this structures.

In order to control current, known weir and other obstruction.US-3593527 has proposed a kind of hydro-structure, flow performance can be by this hydro-structure for example from more deeply, narrower water channel is transformed into wider, more flat riverbed, to reduce to wash away and keep water surface elevation.The principle of this layout is called MEL (least disadvantage structure).

In existing structure, although the problem of structure drop is that water around may seem relatively placidity conventionally on weir, but they may be extremely dangerous positions for canoe, swimmer or wader, because can flood for a long time people in the circulation form (being commonly referred to " waterpower ") in downstream.This phenomenon therefore be the people of canoeist, stroke kayak and on river time-consuming people known, they also have a dejected title to weir: " flooding machine ".In this design, do not have this horizontal whirlpool also to solve these problems and some other problems, in fact, these previously used weirs may be the points of rubbish and the accumulation of other chip.By structure of the present invention, in fact will can not occur in known flooding in " drowned machine ".

Therefore, the object of this invention is to provide a kind of hydro-structure, it has the corrosion function that reduces and the fluid dynamic of minor danger.

Such hydro-structure is determined in claim 1.Other claim has been determined preferred embodiment and the arrangement of this hydro-structure.

The present invention relates to a kind of structure drop, it comprises as minimal energy losses (MEL) structure as shown in U.S. Patent No. 3593527, to reduce water surface elevation and produce the eddy current (by the unexpected variation of liquid form after structure) of controlling.Therefore, energy line reduces like this, wherein, most of energy dissipation away from structure self also away from the whirlpool in the water of natural ground in.Near river levee, produce the whirlpool of a series of relatively placidities, this has accumulated the reverse flow of relatively placidity, and this roughly prevents that river levee from corroding, thus embankment can by easy erosion and therefore the material of more natural shape form.In fact structure as above plays sufficient effect under high flow, and is that the place (having relatively flood spillway, flood channel or the chute of high water head (head)) of subject matter is highly beneficial at the peak value energy of flow of water.

When wishing that river also has the riverbed load of balance to carry in normal and low discharge situation, these mobile energy are controlled and must be realized by alternate manner, by turbine and/or fishway.These turbines must work with relatively low head conventionally.This makes fluvial morphology " similarly being natural ".Nature is always attempted to proofread and correct to minimal energy losses situation (Froude number Fr=1) flowing.This means and when flowing, produce deposition when subcritical, when it produces while be overcritical, corrode.

In critical flow situation, find this balance,

(FR＝1)：

\frac{v}{\sqrt{gA / B}} = 1

This design can be in structure be flowed at design maximum flood level place without any increase in the situation that at water surface height.In fact, conventionally reduced this height.This structure can work safely under the flow of more much larger than design discharge (20%-50%) in the situation that significantly not spreading unchecked.Only likely damaging of waiting for is the sheet erosion increase of structure self.When flow is determined in frequent generation, wise is project organization in critical flow situation, so the favourable scope of Froude number is 0.7-1.0.

Total principle

Gordon Mckay has explained well total principle in his " foreword " of book " Design of minimum energy culverts " (in October, 1971)

Centuries, the basis of water channel design is the Chezy formula of some forms, ν=C (RS) ^1/2, wherein, ν is flow velocity, and R is hydraulic radius, and S is the slope of energy line, and C is variable, it depends on water channel fringe conditions and mobility status.Having spent sizable effort and time attempts to determine " C ".The direction of a lot of such effort is to introduce constant " n ", and this constant n only depends on water channel border.

The most important condition of applying this formula is that they are only for long even water channel-not definite " longer " or " evenly " and stable flowing.Calculating about natural waterway is carried out on similar basis, and length restriction is some smaller length, and it is constant in this smaller length that energy slope is considered to, and is parallel to riverbed and the water surface.Namely, obviously, as the direct contradiction of smaller length and inhomogeneities, can not meet fundamental analysis needs.In order to obtain the answer gearing to actual circumstances, applied optional a little coefficient.

In 1932, Boris Bakmateff introduced the concept-within associated with open lead mobile phase of specific energy.He represents, for special discharge, flows and will produce two degree of depth, except a special circumstances-critical depth.Compared with under gentle incline, less contraction causes the degree of depth to reduce, and corresponding gathering way-like this, the total within flowing keeps constant simultaneously.Bakmateff has measured this energy from original water channel bottom.This concept explanation " hydraulic jump ", jumps as mixing facility or reducing head in particular location but got rid of to use, and the actual use of this conception of species is considerably less.

Always to suppose that speed increase causes " friction " loss increasing, therefore cause that the contraction that this speed increases must cause energy loss speed to increase, therefore, in order keeping, must to increase the water surface elevation of upstream.When not having other to change, may be like this.

Natural flows is always heterogeneous.Very difficult measurement or definite " gradient ".Cross section changes from a point to another point, conventionally very fast.Conventionally be difficult to the variation of identification cross sectional shape and border roughness.Represent, " n " that be introduced as at first constant in identical current completely along with water level (stage) changes in different cross section.Chow has proposed n may change along with water level.Fig. 1 is for the plot main coastal river of Queensland, n and water level.Parent map is by irrigating and the water supply committee obtains.Suppose that they obtain with suitable precision.When " n " is direct multiplier, use any calculating of special n value all must have larger error.

Generally, in the specific energy of section by formula below:

\frac{A}{B} = \frac{Q^{2}}{g A^{2}}

Wherein,

A is mobile section area (measures as determined in hydrodynamics-perpendicular to speed);

B is top water width; And

Q is discharge rate.

Unless specific energy is compatible at different cross section, otherwise certainly lead to energy dissipation-turbulent flow.Therefore, energy loss can purely by cross sectional shape, be changed to produce-be not border roughening.Meanwhile, the specific energy of vertical element is always:

y + \frac{v^{2}}{2 g}

Wherein, y is the degree of depth of element, and ν is depth-averaged speed, and therefore, lateral flow is probably from the point (high-energy) of deep degree to the more shallow degree of depth (low-yield).This cross-current (turbulization again) is by dissipation energy.Therefore, cross sectional shape can obviously change energy absorbing device (no matter border condition how).

The persistence of turbulent flow is the function of whirlpool size.Less whirlpool disappears fast, but larger whirlpool maintains considerable time and (therefore) distance.Therefore the less whirlpool producing at boundary will dissipate fast, and will only have local action.What by change in shape or cross sectional shape, produced will maintain downstream compared with Maelstrom, and will make downstream obviously reach " coarse ".Not independent measurement of the size energy absorbing device of whirlpool.The number no less important of whirlpool.

But, if specific energy is compatible at different cross section, can in the situation that turbulent flow can not being formed, produce sizable changes of section-can reach quite " smoothly ".

Main conditions in natural flows may be like this, i.e. shape loss domination liquid form, and border " friction " is the very fraction of total energy loss.The scope of " n " value is suitable with the variation of the resistance coefficient of solid in turbulent flow, for example, and the flat disc of same diameter and air foil (1.0 to 0.1).

The present invention relates to such situation, energy dissipation can change by the control in cross section to carry out, so energy dissipation equally efficiently under different discharge values and flow velocity, does not always have larger deposition or erosion problem.Therefore,, under most of mobility status, riverbed load is carried also can keep balance.For selected flow (it determines the size of structure), can in whole water channel/river, there is flowing of FR=1.In fact it should be known that flows the virtual boundary in eddy region, this means that in fact flow is critical in the outside of eddy region, although the calculating that actual mass is carried out can not provide such result.This has larger difference with old structure, in old structure, hydraulic jump needs higher erosion FR>5 or final FR>9, to efficiently dissipate, or when using overflow dam, need to reach identical dissipation efficiency when the high flow capacity compared with high water head, this is certainly unacceptable, because prevented fish migration.

For controlling this structure of the energy of controlling flow, be characterised in that the special relationship between head, the degree of depth, width and total flow at each section perpendicular to flowing, to provide minimum erosion, but there is the riverbed load of balance to carry, and have the efficient but harmless mode water energy that dissipates.More especially, this relation is determined by MEL principle.

By preferred example embodiment, further explain the present invention below with reference to the accompanying drawings.

Fig. 1 is the plan view of structure;

Fig. 2 is the sectional view through the structure of Fig. 1; And

Fig. 3 is the plan of example of the principle of whole system, has a plurality of different mobile state of a controls.

Flow direction is from left to right.

In the accompanying drawings, use following mark:

(Yc-1) water depth of hydro-structure upstream

(Yc-2) water depth in hydro-structure downstream

(B-1) when water depth is (Yc-1) in the flow width at water surface place

(B-2) when water depth is (Yc-2) in the flow width at water surface place

(H) height declining; Head

(L) length between two structures.

(L-1) length of convergence and structure drop.

(L-2) length of eddy region.

(L-3) must bear the riverbed length of the pulse load of main eddy current (2).

(Yc-1) critical water depth with (B-1)

(Yc-2) critical water depth with (B-2)

1) at (B-1) with (B-2), restrain, by the formula 6 in United States Patent (USP) 3593527, calculate (seeing appendix);

2) the approximate explanation of eddy current (34 circles).

3) border of eddy region.It should be known that water surface elevation will sink a little in eddy region.

4) the unexpected variation of flow profile.

5) represent how riverbed should form, and has contraction section 1.

6) water surface

7) example of a part of structure of simplifying for illustration purpose.In fact, the round-corner transition between for example river levee and structure is that preferably this has significantly improved the performance (mainly for maximum stream flow) of structure.Because the improvement of round-corner transition can be 5 to 10%.

8) may need the point of riverbed supporting construction.

9) " overflow weir "-dissipation region

10) by the height of 1 and 9 overflow weirs that form.

11) Erosion prevention-adverse current

12) " hydraulic jump "-dissipation region

13) fishway

14) low/medium mobile water channel

15) fish screen/rake

16) turbine flows out guiding piece

17) turbine inlet

18) turbine

19) turbine diffuser

Design principle

Data for design are:

A: delivery flow (Q)

B: the height of decline, head (H)

C: the arrowhead of desired structure;

(B-1) at the mobile Breadth Maximum of water surface; And

(L) from dropping to the distance of decline; Or

(I) energy gradient.

Most of calculating explained in United States Patent (USP) 3593527, therefore do not need again open here.Only new thing is distance (L) or the energy gradient (I=H/L) from dropping to decline.The two in fact all provides identical information.When distance too hour, energy gradient also will be too high, and by not for the sufficient space of eddy current.

Principle will explain by three example calculations, and they have represented always can find a unique scheme for each data-oriented simultaneously.Minimum length (L) for a plurality of heads and energy gradient must test to find by detailed model.By lucky structure as shown in figs. 1 and 2 manufacture and in example I model measurement that introduce, 1:36 show, for the required length of eddy current (L-2), be approximately at least 1.2x ((B-1)-(B-2)).Therefore, can think, 0.8m head (H) in the situation that, are 25m, so greatest gradient (I) is ca.0.033 (when not accepting more complicated dissipation scheme) for the minimum length (L) of these systems.The impact force of these eddy current also must be calculated or research, and is added in the load in structure and riverbed.Enough stable when carrying this load when riverbed material, must add extra supporting construction 8.

Other dissipation scheme will show as hydraulic jump 12 below automatically at (B-2).This jump self does not produce and corrodes building, because it does not contact with river levee or structure.Therefore it can be in some instances for determining (B-2)-there is intermediate flow FR=1 and therefore having the structure division of high flow capacity (wherein FR>1.0).This can provide pumping and store the in fact maintainable scheme of water power, wherein, needs to control very unexpected intermediate flow and changes, to avoid ecological problem.In these examples, the size of structure must be arranged to neutralize the negative effect that these unexpected intermediate flow change, and therefore the situation of spreading unchecked must solve by alternate manner.The size of the height 10 of structure 1 can be for like this, and wherein, it works as common overflow weir 6.It should be known that this height 10 non-constant/level.This means that the most so simple structure 1 is sized to have three states of dissipation: the first whirlpool 2 always, second must be the hydraulic jump 12 producing in region (L-2), between left side and right side whirlpool 2, and the 3rd be the overflow weir 1,9 in region (L-1).

Strong suggestion, calculates and function proves by model measurement, particularly when hope shorter (L-1), (L-2) and (L-3) time.When not carrying out these tests, and find length (L-2) and (L-3) during the energy of the too short to such an extent as to design discharge that can not dissipate, the danger of also not spreading unchecked later.This causes, in the high flow velocities at middle part that flows, therefore causing the decline of water surface elevation 6.Certainly, fair speed causes structural sheet erosion, therefore may not reach the application life of expection.This situation is just identical with situation about occurring when design discharge increases due to unexpected extraodinary flood.When flow increases, water surface elevation raises certainly, but as the example shows, this variation is relatively little.Example II is in fact identical with example I, but flow increases by 33%.In this example, water surface elevation 6 is increased to 1.65m from 1.37m, and the 0.28m that namely raises will even less but in fact raise, because water will flow at a relatively high speed while forming in designing as example I.

The example of this high flow capacity design

In order easily and clearly to explain, for square-section mobility status, provided example.For Arbitrary Shape Cross Section (geometry or other), can carry out identical calculations, but they are usually directed to more complicated calculating.Finally always will use these complex forms and calculating, because this too simple example will be brought problem, point 7 in the drawings for example, because flow velocity is no longer vertical with section area (as known in hydraulics).But, the principle of determining the size of structure keeps identical.The easy scheme addressing this problem is the starting point of computation structure, rather than has the linear change of (Yc) of linear change form (B), or the combination of these two kinds of methods.

Example I

In rectangle water channel or river, Q=100m ³/ s, B=20m, head H=0.8m, energy gradient I=0.02, is calculated as:

Q/B=5.0m ³every meter of/s

Water depth in decline beginning calculates the formula by United States Patent (USP) 3593527 (3), is 1.37m.Flow velocity at identical point will be calculated by formula (3A), be therefore 3.7m/s.

At this moment, the water surface elevation 0.8m that must decline, it can be calculated by formula (4) etc., speed in decline end must be 5.4m/s, by formula (3A), water depth is necessary for 2.97m, and then by formula (1), can calculate (B) inevitable is 6.25m when declining end.Below, when edge calculation, from beginning to the shape 1 finishing, change and can calculate by formula (6).

In the distance (L) dropping between decline, be 0.8/0.02=40m, and can not change.

Example II

In rectangle water channel or river, Q=100m ³/ s, B-1=15m, head H=0.8m, energy gradient I=0.02, is calculated as:

Q/B=6.7m ³every meter of/s

Water depth in decline beginning is 1.65m.Flow velocity at identical point is 4.0m/s.

At this moment, the water surface 0.8m that must decline, therefore the speed in decline end must be 5.7m/s, and water depth is necessary for 3.25m, and then can calculate (B) inevitable be 5.44m declining while finishing again.When edge calculation, from beginning to the shape 1 finishing, change and can calculate by formula (6).

Dropping to distance (L) between decline for 0.8/0.02=40m, with identical in example 1, but as seen from Figure 1, relative length is higher, energy dissipation can expect and be better than example I, same traffic can transmit in less space.This is the situation based on such, and water depth is higher, and eddy current is therefore also higher, and required area is less.

Example II I (two kinds of structures in same cross-sectional)

In rectangle water channel or river, Q=2x 50m ³/ s, B-1=2x 10m, head H=1.0m, energy gradient I=0.025, is calculated as:

Q/B=5m ³every meter of/s

Water depth in decline beginning is 1.37m.Flow velocity at identical point is 3.7m/s.

At this moment, the water surface 1.0m that must decline, therefore the speed in decline end must be 5.7m/s, water depth is necessary for 3.37m.Then, by formula (3), can calculate when declining end (B-2) and be necessary for 2x 2.59m.Then, when edge calculation, from beginning to the shape 1 finishing, change and can calculate by formula (6).

Dropping to distance (L) between decline for 1.0/0.025=40m, identical with example 1, as seen from Figure 1, relative length is higher, and energy dissipation can be expected and is better than example I, although the amount of dissipation energy is larger.

Principle and the example of low & intermediate flow design

The size of structure drop and whole water channel must be arranged in the situation of not spreading unchecked and damaging and work with maximum emission amount.These design discharges can be than the high 5-10 of average discharge doubly, even high 50 times than minimum discharge.Certainly, also have river completely dry the portion of time of a year.Using Switzerland in the river of Engstligen as example, Kander, the river, tributary of Aare, is finally Rhine.Discharge value (Q) 1.5m only when minimum discharge ³/ s, the most of the time of 1 year it 3 to 10m ³between/s, change.Median is 6m ³/ s.Therefore,, when we wish to make fluvial morphology " similarly being natural ", we must have flowing of minimal energy losses (MEL) situation, also as critical flow FR=1.In fact this can not realize in minimum discharge situation, but in fact this do not have relation, because at this moment do not corrode.The more important thing is that mobility status met in 1 year surpasses 200 days (when flow is 3-10m ³during/s) in demand.As example (Fig. 3), we have two water power machine 15-19, and they can be from 1m ³/ s-3m ³/ s carrys out work, therefore from flow 2m ³/ s-6m ³whole energy that dissipate in/s, and fishway 13 has about 1m ³/ s.

In Fig. 3, represented a kind of combination, wherein, (total flow is 5.7m to reach this critical flow ³/ s, maximum water depth degree is 0.47m), and fishway (fish passage) 13 is for 1.2m is wide, mean flow rate is V=1.8m/s, B-1=9.7m, and cross-sectional area is A=3.172m ².5.1m ³/ s be for turbine generation (by water power device for example turbine be transformed into electric energy).

For 3m ³/ s, Froude number is 0.84, maximum water depth degree is～0.38m, and 2.6m ³/ s is for turbine operation.For 10m ³/ s, Froude number is 1.2, maximum water depth degree is～0.57m, and 6m ³/ s is for turbine operation.

When this turbine combination is combined with the structure drop of introducing in example I, in theory, the maximum stream flow with FR=1 is about 107m ³/ s, in all changes discharge value, flowing approaches Fr=1 by maintenances, always so fluvial morphology keep " just as it is natural ", although the river that we form completely has water power and flood protects.In order to make there is best morphological stability in low and intermediate flow, need other structure to make also to remain between the structure in region (L-3) flow in the situation of FR=1.This separates underwater structures 8 by formation and easily realizes, and wherein, the opening that leads to water channel 14 is sized to for FR=1.This does not have (L-3) part that makes river the danger of extreme metamorphosis, because these variations concentrate on river (L-2) part.Should also be appreciated that, when 1 of contraction section is configured to relatively thin-walled and while not being full of stone, at contraction section 1, can set up the aqua region of relatively placidity below.Such easy water region has also given river life completely with shelter, even under very extreme mobility status.It has also given to prevent the shelter of cold snap, because it will tie one deck ice rapidly.

Summarize

By described principle, can in river, set up a kind of hydro-structure, wherein, water is almost all flowing to approach the energy of balance under any mobility status, although therefore flow and be urged to narrower complete architectural space, river also remains nature living environment.In order fully to realize this object, flow and must control at different conditions (phase).Must determine whether separately only to use main state and in this state really constant flow what is.

Main state is the structure that reaches these vertical eddy current.Its size can only arrange for a special flow.The flow that is less than this special flow must be controlled by turbine and/or fishway, but also can build abreast the structure of two or even more different sizes, as for realizing the matrix of this object.When this structure self is not optimized for the situation of spreading unchecked, the part energy of this high flow capacity can be controlled by plan hydraulic pump and/or combination structure drop described above.

The other side of preferred embodiment is:

1. the control by flow section changes and by the eddy current of structure generation near vertical, this energy that effectively dissipated, and set up tranquil reverse flow in river levee region, so lighter and therefore river levee and riverbed can more naturally form between structure.

2. structure can provide the more riverbed load feed status of balance, and when correctly arranging about length (L-2) and size (L-3), can set up eddy current, and even the applicable fish in region, riverbed lays eggs.Such region is positioned near the transition region from (L-2) to (L-3).Here, there is no the metamorphosis of essence, riverbed still remains on constant but less motion.

3. flowing of structure can not produce stronger submergence phenomenon (being called drowned machine).Therefore effectively reduce for example, danger for people (swimmer and wader).

4. when it is only constructed to thin-walled, structure can all give river life a tranquil shelter under all mobility status.This shelter can not covered by sediment, and it can not dry up.In compared with cold season joint, it is easy to freezing, so it has also given to prevent the protection of extremely cold temperature.

5. structure building is two or the matrix of even how this structure being arranged side by side, and/or overlapping, but only have size different and/or be constructed to differing heights, to produce the more flow-control of wide region (comparing with the flow-control that only can obtain by such structure).

6. structure is sized to make the maximum flow occurring to form hydraulic jump after this structure, i.e. the energy dissipation of another state.

7. the height dimension of structure can be arranged to like this, and when generation is greater than the flow of design, this structure also will be used as common overflow weir, thereby the energy dissipation of another state is also provided.

8. structure and fishway, in structure, the low discharge that these eddy current can not cut any ice again also can be by remaining on critical condition with water power machine assembly, and this water power machine is dissipation energy by being transformed into electric energy.Therefore, riverbed load is carried and can in structure drop region, (wherein only be carried a part of water) and (wherein carry whole water yields) between structure drop maintenance balance.

9. the trashrack of turbine is fetched water in normal flow near water surface, and these trashracks are rinsed by the relatively high water yield, thereby prevents that deposit and riverbed biology are sucked in turbine.

10. the wall of determining aquaporin can only be arranged at a side, and opposite side consists of for example river levee, in the situation that there is no hydro-structure, has water boundaries.

11. determine that the wall of passage can locally consist of other device (rather than wall of stricti jurise), for example stone in heaps.Importantly in the end of aquaporin, have at least one edge, eddy current produces at this place.

12. for causing that the edge of vertical eddy current can be angle in a big way.But more effective is at least 90 ° of angles.By this angle, particularly by acute angle, more easily forming eddy current, particularly eddy current can extend at the rear side of wall.Less angle produces more effective eddy current, and this is at the upper dissipative flow energy of the length reducing (L-2).Very effective device is lobe members, and for example steel blade, so angle even approaches 180 °.

Appendix

The formula of US3593527

Yc ³＝q ²/g (3)

Vc＝(g Yc) ^1/2 (3a)

Y+(V ²/2g)＝Hs (4)

B>＝Q/[g ^1/2{(2/3)(Hs-h)} ^3/2] (6)

Wherein:

Y: the depth of flow

Yc: according to the depth of flow of MEL

Q: the flow of per unit width (Q/B)

V: flowing velocity

Vc: the flowing velocity at Yc place

B: the flow width at water surface place

Q: flow

G: acceleration of gravity

Hs: the energy on water surface elevation

H: higher than the structure height in riverbed

Claims

1. the hydro-structure of carrying out current control for the surface water in operation, it is characterized in that: two wall components (1) form aquaporin, described aquaporin effectively narrows down downstream, the ground in the riverbed of surface water (5) reduces downstream in passage, the downstream of at least one wall components (4) forms edge, the width in riverbed effectively broadens after described edge, thus the poor fluid energy of the ground level between the ground of upstream and downstream by near generation described edge or described edge roughly vertically eddy current (2) dissipate.

2. hydro-structure according to claim 1, is characterized in that: the part that comprises passage of described hydro-structure is configured to minimal energy losses (MEL) structure, until water surface drops to predetermined altitude.

3. hydro-structure according to claim 1 and 2, is characterized in that: wall components be water base impermeable.

4. according to the hydro-structure described in any one in claims 1 to 3, it is characterized in that: wall components (1) stands vertically substantially with respect to flow direction.

5. according to the hydro-structure described in any one in claim 1 to 4, it is characterized in that: the front surface of the generation passage of wall components (1) has the about Mirror Symmetry shape with respect to the flow path direction of surface water.

6. according to the hydro-structure described in any one in claim 1 to 5, it is characterized in that: the edge in the downstream end of wall components has the angle of at least 30 ° with respect to mobile principal direction, the angle of at least 60 ° preferably, be more preferably the angle of at least 90 °, described edge is even more preferably substantially and consists of lobe members.

7. according to the hydro-structure described in any one in claim 1 to 6, it is characterized in that: in the downstream (4) of wall components (1) afterwards, the riverbed of surface water at least broadens to the width of the import of passage.

8. according to the hydro-structure described in any one in claim 1 to 7, it is characterized in that: passage narrow down and the inclination on ground is basic continous.

9. according to the hydro-structure described in any one in claim 1 to 8, it is characterized in that: wall components is roughly convex towards passage.

10. according to the hydro-structure described in any one in claim 1 to 9, it is characterized in that: the rear side of at least one wall extends at least 80 ° with respect to water (flow) direction, preferably 90 °, be more preferably the front surface that is approximately parallel to wall components, to be created in wall components easy water space below, described angle is defined in the plane of water surface.

11. according to the hydro-structure described in any one in claim 1 to 10, it is characterized in that: fish passage (13) is arranged in passage, the bottom of described fish passage forms the darkest height of passage, therefore when being provided with water, even, the in the situation that of low water stage, first allow fish pass through.

The arrangement of 12. 1 kinds of hydro-structures, comprise that at least two according to the hydro-structure described in any one in claim 1 to 11, described at least two hydro-structures become one or more in parallel arrangement, arrangement that continuously arrangement and at least two hydro-structures are placed with way of stacking, wherein, the hydro-structure of stacking is arranged to for different water surface elevations.

The arrangement of 13. hydro-structures according to claim 12, it is characterized in that: at least one difference in the width of at least two hydro-structures, length and the degree of depth, so the arrangement of hydro-structure can be processed the large-scale flow velocity of increasing or the volume flow of surface water.

14. according to the hydro-structure described in any one in claim 1 to 13, it is characterized in that: water power device (18) is provided, described water power device has at the upstream extremity place of passage or the more import of upstream end (17) and in the downstream end of passage or the more outlet of downstream part (16,19), thereby water power device utilizes the difference in height of the upstream and downstream of hydro-structure can generation current.