CN104404926B - Dam facing chooses the overfall dam of bank shunting energy dissipating - Google Patents
Dam facing chooses the overfall dam of bank shunting energy dissipating Download PDFInfo
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- CN104404926B CN104404926B CN201410525868.3A CN201410525868A CN104404926B CN 104404926 B CN104404926 B CN 104404926B CN 201410525868 A CN201410525868 A CN 201410525868A CN 104404926 B CN104404926 B CN 104404926B
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02B—HYDRAULIC ENGINEERING
- E02B8/00—Details of barrages or weirs ; Energy dissipating devices carried by lock or dry-dock gates
- E02B8/06—Spillways; Devices for dissipation of energy, e.g. for reducing eddies also for lock or dry-dock gates
Abstract
The invention discloses a kind of dam facing and choose the overfall dam of bank shunting energy dissipating, at the bottom of the domatic pond being followed by stiling basin of overfall dam earial drainage, the domatic abutment wall of earial drainage is followed by the protection abutment wall of stiling basin, the dam crest design of overfall dam has some stream of being crossed by water body to distinguish the gate pier being divided into some table holes, overfall dam earial drainage is domatic to be provided with some shuntings spaced apart and chooses bank, make from table hole a current part out through choosing the upper bank face of bank, form to choose stream enters the Background Region of stiling basin, and another part water flows through two runners choosing between bank and enters the front area of stiling basin, it is dispersed into stiling basin by current and realizes energy dissipating.The energy dissipating pattern of the present invention is a kind of and the diverse brand-new energy dissipating pattern of prior art energy dissipating pattern, and effect of energy dissipation highlights.
Description
Technical field
The invention belongs to hydraulic structure flood-discharge energy-dissipating field in Hydraulic and Hydro-Power Engineering, being specifically related to the design of a kind of dam facing has the overfall dam choosing bank shunting energy dissipating structure.
Background technology
In Hydraulic and Hydro-Power Engineering, gravity dam is a kind of conventional dam type, and in general, the construction material of gravity dam is concrete, therefore frequently with flood relief through dam.For the overfall dam with flood relief through dam, behind dam, generally all build stiling basin, adopt the mode of hydraulic jump to carry out energy dissipating.But, the energy dissipation rate of hydraulic jump is generally relatively low, is ideally about 60～70%, sometimes even less.
Increase along with dam height, the lower speed sluicing stream also increases sharply, and its energy also increases sharply, in order to avoid the flow energy erosion damage to downstream, usually need to be built by stiling basin very big, this can increase engineering construction cost on the one hand, on the other hand, owing to flow energy is huge, its destructive power is very surprising, engineering is actual to be also demonstrated that, along with the increase of dam height, the destructive rate of stiling basin and destructiveness are also being continuously increased.
In order to reduce stiling basin length and construction costs downstream as far as possible, flaring gate pier is used widely in gravity dam table hole.The runner that namely described table hole is made up of dam body flow-passing surface and two flaring gate pier sides.The action principle of flaring gate pier is, the current flowed out from table hole are longitudinally stretched, current direction stretching can cause that a part of current are from falling in the stiling basin of downstream in the air, a part of current still against dam facing and enter formation hydraulic jump in stiling basin, owing to, in the pond head of stiling basin, adherent current can be impacted effect by nappe flow, and the current that therefore can make this region are more disorderly, thus increasing the consumption of energy, make current energy dissipating.
But, increase along with dam height, the skyborne motor process of current stretched by flaring gate pier there will be concentration phenomenon, this mainly due to, the water velocity in flaring gate pier exit, viscous flow effect due to dam body face, upper water Flow Velocity is little, lower layer of water Flow Velocity is big, therefore, after aerial sports distance is relatively big, the water movement track of diverse location outgoing can intersect, thus causing that current are concentrated after stretching once more, and after current concentration, the percussion of stiling basin leading section can be greatly increased, and excessive surge can make force reduction pool bottom produce to destroy, additionally, after current are concentrated, effect of energy dissipation also can be deteriorated.
Summary of the invention
The present situation designed for the hydraulic structure Energy dissipation of flood discharging of prior art and deficiency, the purpose of the present invention aims to provide a kind of dam facing and chooses the overfall dam of bank shunting energy dissipating, flow through and choose the abundant energy dissipating of bank flow dividing structure realizing lower sluicing, it is to avoid the flow energy erosion damage to downstream.
Dam facing provided by the invention chooses the overfall dam of bank shunting energy dissipating, at the bottom of the domatic pond being followed by stiling basin of overfall dam earial drainage, the domatic abutment wall of earial drainage is followed by the protection abutment wall of stiling basin, the dam crest design of overfall dam has some stream of being crossed by water body to distinguish the gate pier being divided into some table holes, overfall dam earial drainage is domatic to be provided with some shuntings spaced apart and chooses bank, make a part of upper bank face choosing bank through shunting of current out from table hole, form to choose stream enters the Background Region of stiling basin, and another part water flows through two runners choosing between bank and enters the front area of stiling basin, thus reaching subregion energy dissipating.
In the technique scheme of the present invention, described shunting is chosen bank and is preferentially adopted anti-arc to choose bank, and described anti-arc is chosen bank and referred to the cambered surface that upper bank face is a spill choosing bank；Further preferential employing is chosen bank afterbody and is chosen the anti-arc shunting that angle θ is-25～25 ° and choose bank；Preferential especially employing is chosen bank afterbody and is chosen the anti-arc shunting that angle θ is-5～5 ° and choose bank.
In the technique scheme of the present invention, bank root (shunting choose bank starting point) the width b that connect domatic with overfall dam earial drainage is chosen in described shunting, can be designed by following formula: b=(0.4～0.7) B, B are the distance between two axis, adjacent earial drainage table hole；Described shunting is chosen bank and is paid the utmost attention to and be designed to outwards gradually widen extension along water (flow) direction width from the root connected domatic with overfall dam earial drainage in plane；Preferential worry is designed to gradually widen extension along water (flow) direction according to the rate of widening of root Yu tail end 1:3～1:5 in plane further.Anti-arc is chosen bank and is designed to the rate of widening of 1:3～1:5 and widens extension gradually by the present invention, also imply that to have become the runner design that two anti-arcs are chosen between bank simultaneously and shrink according to 1:3～1:5 ratio along water (flow) direction, take such structural design, two current choosing between bank can be made longitudinally to be sufficiently tensile, thus increasing shear surface when it enters water, increasing and shearing effect of energy dissipation.
In the technique scheme of the present invention, overfall dam earial drainage domatic with can pass through at the bottom of the pond of stiling basin to fall bank and is connected, it is possible to straight connection, effect of energy dissipation can be strengthened by falling bank connection, but correspondingly can increase cost of investment.The stiling basin that overfall dam is followed by, its exit can arrange tail bank, it is possible to is not provided with tail bank, is typically provided with tail bank.
In the technique scheme of the present invention, anti-arc is chosen the position of bank and can be determined by following condition:
L > l1+l2
Z2> Z4
Wherein l is sater professionals, and its computing formula is l=vtcos θ (takes on the occasion of), and in formula, θ is that anti-arc is chosen bank tail end and chosen angle, and t is the time, and v is for choosing bank tail end outgoing water volume flow rate, and its computing formula isG is acceleration of gravity, z1For earial drainage height of water level, z2Bank tail end height of water level is chosen for anti-arc；l1For choosing bank from stiling basin original position distance, computing formula is l1=(Z3-Z5)/i, z3Bank root height of water level, z is chosen for anti-arc5For height of water level at the bottom of stiling basin pond, i is the domatic gradient in dam downstream；l2For stiling basin hydraulic jump length；AndZ4For downstream part height of water level in the power that disappears.
Dam facing provided by the invention chooses the overfall dam of bank shunting energy dissipating, by arranging some anti-arc shuntings spaced apart and choose bank overfall dam earial drainage being domatic, make a part of upper surface choosing bank through the shunting of anti-arc of current out from table hole, form to choose stream enters the Background Region of downstream stiling basin, and another part water flows through two runners choosing between bank, the front area of downstream stiling basin is entered with the form of adherent overflow, stiling basin is formed hydraulic jump, the Hydraulic Jump Region that current to choose streamed entrance stiling basin fall in stiling basin, the current increasing Hydraulic Jump Region further are disorderly, thus reaching the purpose of the abundant energy dissipating of water body.
In order to improve the effect of energy dissipation of current further, enter under the premise of stiling basin at water stream, preferably make each to choose flowing water to flow to end and be likely to enter dispersedly stiling basin, for this, anti-arc is chosen the width of bank and is taked in the plane to be outwards continuously increased width by the present invention, the current choosing on bank smoothization under the effect of anti-arc centrifugal force can be made so on the one hand, expand current and act the angle of flare of both sides when choosing, so that laterally disperseing as far as possible when current enter stiling basin, two current choosing between bank can be made constantly to shrink in the plane on the other hand, eventually form narrow slit overflow, thus at longitudinal stretching.Therefore, the bank of choosing of this form designs, and two parts current can be made to be dispensed into water in a different manner, thus improving effect of energy dissipation simultaneously.
In order to ensure effect of energy dissipation, for different situations, bank and the ratio of dam facing entrance stiling basin two parts current of choosing from anti-arc need to be regulated.The ratio of two parts current can be chosen the width ratio of bank and be realized by adjusting anti-arc, and anti-arc chooses the width b of the root (starting point) of bank, can determine by formula b=(0.4～0.7) B, and B is the distance between two axis, table hole.In general, when the water cushion degree of depth of downstream stiling basin is big, b takes smaller value, makes more current in stiling basin front area energy dissipating；On the contrary, when the water cushion degree of depth of downstream stiling basin is less, when can not be effectively formed hydraulic jump, b takes higher value, so can reduce and enter high speed underflow the washing away force reduction pool bottom that stiling basin front area water body is formed, but the discharge of entrance stiling basin Background Region should be made in principle less than the 60% of total water current amount.Simultaneously, the span of θ can optionally be taken as-25 °～25 °, in the stiling basin less situation of the water cushion degree of depth of downstream, the impact to force reduction pool bottom of the flowing water stream is chosen for what avoid enter into Background Region, θ value can be reduced in right amount, making its immersion angle degree reduce as far as possible, thus increasing its running orbit in cushion pool water body, weakening its impact to base plate.Otherwise, then θ value can be increased in right amount.
Dam facing provided by the invention chooses the overfall dam of bank shunting energy dissipating, entirely different for the hydraulic structure structure of current energy dissipating with prior art, it is that inventor is through deep theory analysis and the proposed next brand-new current energy dissipating pattern of long-term thinking, it is the current energy dissipating hydraulic structure structure being totally different from prior art, enriches current energy dissipating pattern.
Accompanying drawing explanation
Accompanying drawing 1 is the perspective view of one embodiment of the present invention.
Accompanying drawing 2 is the plan structure schematic diagram of accompanying drawing 1 illustrated embodiment.
Accompanying drawing 3 is the water body fluidised form schematic diagram of accompanying drawing 1 illustrated embodiment.
Accompanying drawing 4 is the water body fluidised form schematic diagram of another embodiment of the present invention.
The each shown by reference numeral mark object of above-mentioned accompanying drawing is respectively as follows: 1-gate pier；2-abutment wall；3-earial drainage is domatic；Bank is chosen in 4-shunting；5-stiling basin；6-stiling basin tail bank；7-trajectory nappe；8-overflow water body；9-hydraulic jump.
Detailed description of the invention
Provide embodiments of the invention below in conjunction with accompanying drawing, and by embodiment, the present invention is further described specifically.Be necessary it is pointed out here that be; embodiment is served only for that the invention will be further described; it is not intended that limiting the scope of the invention; the person skilled in the art in this field can make some nonessential improvement according to the content of the invention described above and adjustment is carried out, but such enforcement should still fall within protection scope of the present invention.
Embodiment 1
The dam facing of the present embodiment chooses the overfall dam of bank shunting energy dissipating, its structure is as shown in Figures 1 and 2, overfall dam earial drainage domatic 3 is straight with at the bottom of the pond of stiling basin 5 to be connected, the domatic abutment wall 2 of earial drainage is followed by the protection abutment wall of stiling basin, the dam crest design of overfall dam has some stream of being crossed by water body to distinguish the gate pier 1 being divided into some table holes, overfall dam earial drainage is domatic to be provided with some anti-arc shuntings spaced apart and chooses bank 4, a current part out is made from table hole to choose bank through anti-arc, form to choose stream enters the latter half of region of stiling basin, and another part water flows through two runners choosing between bank and enters the first half region of stiling basin.Distance between adjacent two axis, table hole being wherein separated into by gate pier 1 is about 2 meters, bank face tail end on the arc of bank is chosen in the shunting of anti-arc, and to choose angle θ be about 10 °, the shunting of anti-arc is chosen the bank root width that connect domatic with overfall dam earial drainage and is about 0.8 meter, it is outside from the root that connect domatic with overfall dam earial drainage that the bank width at planar water flow path direction is chosen in the shunting of anti-arc, widens extension gradually according to the rate of widening of root Yu tail end 1:3.The shunting of anti-arc is chosen the anti-arc of bank and is chosen the position of bank according to l > l1+l2, Z2> Z4Condition is determined, wherein l is sater professionals, and computing formula is l=vtcos θ, and in formula, θ is that anti-arc is chosen bank face afterbody on bank and chosen angle, and t is the time, and v is for choosing bank end outgoing water volume flow rate, and its computing formula isG is acceleration of gravity, z1For earial drainage height of water level, z2Bank tail end height of water level is chosen for anti-arc；l1For choosing bank from stiling basin original position distance, computing formula is l1=(Z3-Z5)/i, z3Bank root height of water level, z is chosen for anti-arc5For height of water level at the bottom of stiling basin pond, i is the domatic gradient in dam downstream；l2For stiling basin hydraulic jump length；AndZ4For downstream part height of water level in the power that disappears.The outlet of stiling basin is provided with tail bank 6.Lower sluicing flows through anti-arc and chooses the runner that bank and two chooses between bank and enter the water body fluidised form of stiling basin as shown in Figure 3.
Embodiment 2
The dam facing of the present embodiment chooses the overfall dam of bank shunting energy dissipating, overfall dam earial drainage domatic 3 is connected by falling bank with at the bottom of the pond of stiling basin 5, the domatic abutment wall 2 of earial drainage is followed by the protection abutment wall of stiling basin, the dam crest design of overfall dam has some stream of being crossed by water body to distinguish the gate pier 1 being divided into some table holes, overfall dam earial drainage is domatic to be provided with some anti-arc shuntings spaced apart and chooses bank 4, a current part out is made from table hole to choose bank through anti-arc, form to choose stream enters the latter half of region of stiling basin, and another part water flows through two runners choosing between bank and enters the first half region of stiling basin.Distance between adjacent two axis, table hole being wherein separated into by gate pier 1 is about 3 meters, bank face tail end on the arc of bank is chosen in the shunting of anti-arc, and to choose angle θ be about 15 °, the shunting of anti-arc is chosen the bank root width that connect domatic with overfall dam earial drainage and is about 1.8 meters, it is outside from the root that connect domatic with overfall dam earial drainage that the bank width at planar water flow path direction is chosen in the shunting of anti-arc, widens extension gradually according to the rate of widening of root Yu tail end 1:5.The shunting of anti-arc is chosen the anti-arc of bank and is chosen the position of bank according to l > l1+l2, Z2> Z4Condition is determined, wherein l is sater professionals, and computing formula is l=vtcos θ, and in formula, θ is that anti-arc is chosen bank face afterbody on bank and chosen angle, and t is the time, and v is for choosing bank end outgoing water volume flow rate, and its computing formula isG is acceleration of gravity, z1For earial drainage height of water level, z2Bank tail end height of water level is chosen for anti-arc；l1For choosing bank from stiling basin original position distance, computing formula is l1=(Z3-Z5)/i, z3Bank root height of water level, z is chosen for anti-arc5For height of water level at the bottom of stiling basin pond, i is the domatic gradient in dam downstream；l2For stiling basin hydraulic jump length；AndZ4For downstream part height of water level in the power that disappears.The outlet of stiling basin is provided with tail bank 6.Lower sluicing flows through anti-arc and chooses the runner that bank and two chooses between bank and enter the water body fluidised form of stiling basin as shown in Figure 4.
Claims (8)
1. a dam facing chooses the overfall dam of bank shunting energy dissipating, overfall dam earial drainage domatic (3) is followed by the bottom of the pond of stiling basin (5), the domatic abutment wall of earial drainage is followed by the protection abutment wall (2) of stiling basin, the dam crest design of overfall dam has some stream of being crossed by water body to distinguish the gate pier (1) being divided into some table holes, it is characterized in that, overfall dam earial drainage is domatic to be provided with some shuntings spaced apart and chooses bank (4), make a part of upper bank face choosing bank through shunting of current out from table hole, form to choose stream enters the Background Region of stiling basin, and another part water flows through the front area of the runner entrance stiling basin that two shuntings are chosen between bank, thus reaching subregion energy dissipating；Described shunting is chosen the position of bank and is determined by following condition:
L > l1+l2
Z2> Z4
Wherein l is sater professionals, and computing formula is l=vtcos θ, and in formula, θ is that shunting is chosen bank face tail end on bank and chosen angle, and t is the time, and v is that bank end outgoing water volume flow rate is chosen in shunting, and its computing formula isG is acceleration of gravity, z1For initial earial drainage height of water level, z2Bank tail end height of water level is chosen for shunting；l1Choosing bank from stiling basin original position distance for shunting, computing formula is l1=(Z3-Z5)/i, z3Bank root height of water level, z is chosen for shunting5For height of water level at the bottom of stiling basin pond, i is the domatic gradient in dam downstream；l2For stiling basin hydraulic jump length；AndZ4For downstream part height of water level in stiling basin.
2. dam facing according to claim 1 chooses the overfall dam of bank shunting energy dissipating, it is characterised in that it is choose the anti-arc shunting that bank face on bank is a spill cambered surface to choose bank that bank is chosen in described shunting.
3. dam facing according to claim 2 chooses the overfall dam of bank shunting energy dissipating, it is characterised in that the shunting of described anti-arc is chosen bank face tail end on the arc of bank and chosen angle θ and be-25～25 °.
4. dam facing according to claim 3 chooses the overfall dam of bank shunting energy dissipating, it is characterised in that the shunting of described anti-arc is chosen bank face tail end on the arc of bank and chosen angle θ and be-5～5 °.
5. the overfall dam of bank shunting energy dissipating is chosen according to the dam facing one of claims 1 to 3 Suo Shu, it is characterized in that, it is the distance between two axis, adjacent earial drainage table hole that the bank root width b=0.4B～0.7B, B that connect domatic with overfall dam earial drainage is chosen in described shunting, and described root refers to that bank starting point is chosen in shunting.
6. dam facing according to claim 5 chooses the overfall dam of bank shunting energy dissipating, it is characterised in that described shunting is chosen the bank width at planar water flow path direction and outwards widened extension from described root gradually.
7. dam facing according to claim 6 chooses the overfall dam of bank shunting energy dissipating, it is characterised in that described shunting is chosen bank and outwards widened extension gradually according to the rate of widening of root Yu tail end 1:3～1:5 at the width of planar water flow path direction from described root.
8. choose the overfall dam of bank shunting energy dissipating according to the dam facing one of claims 1 to 3 Suo Shu, it is characterised in that described overfall dam earial drainage domatic (3) is connected by falling bank with at the bottom of the pond of stiling basin.
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