CN102409640B - Passive-drainage emergency rescue method in case of earth-rock dam break - Google Patents
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Abstract
The invention provides a method for eliminating risk of dam break, and belongs to the field of flood fighting of an earth-rock dam in hydraulic engineering. In the method, a drainage channel is pre-arranged in the case of higher overtopping risk of the earth-rock dam, or a drainage channel is emergently arranged before the earth-rock dam reaches a second stage of dam break due to overtopping so as to lower the reservoir level. The method mainly comprises the following steps of: (1) determining the position of a drainage groove and the size of a drainage groove opening; (2) anchoring waterproof geotextile at the predetermined position of the drainage groove body at a downstream dam slope by a continuous anchor rod; (3) carrying out paving protection or riprap protection on a dam toe; and (4) lowering elevation of a dam crest by blasting or machinery excavation so as to form the drainage groove opening. By adopting the brand-new passive-drainage emergency rescue method in case of earth-rock dam break, the construction period is shortened, and the risk of dam failure can be prevented in the case of forced overflow of the earth-rock dam so as to guarantee safety of life and property of people in the downstream.
Description
Technical field
The passive earial drainage emergency control method of a kind of earth and rockfill dam dam break of the present invention belongs to hydraulic engineering earth and rockfill dam emergency flood fighting field.
Background technology
China has built more than 8.6 ten thousand of reservoir dam, and more than 640 ten thousand of small-sized dykes wherein are earth and rockfill dam more than 90%.These reservoir constructions are of the remote past, many all is that local peasant is self-built, series of hydrological is short, flood control by reservoir regulation storage capacity and flood carrying capacity are underestimated, many reservoir designs and construction standard are low, casual top dam-break accident very likely takes place in case run into overproof flood in the phenomenon of ubiquity release floodwatering facility discharge capacity deficiency (many little reservoir spillway discharge capacities are all not up to standard), will bring serious disaster to the downstream.Earth and rockfill dam in the past overflows to push up rescues and protects mainly to put prevention first, more common method is built the weir exactly and is rescued and protected, namely build the small dike at dam crest and defend to overflow the top flood to domatic the washing away in downstream, earth bank form commonly used mainly contains viscosity earth bank, packed earth bank, tabular earth bank, Liu Shi earth bank etc.Traditional robbing built small dike's Technology Need and prepared enough material in advance, has that efficient is low, handle shortcomings such as complexity flood season later.Also having a kind of maintaining method of robbing commonly used is to rob to dig the flood spillway earial drainage.For the various lots of small reservoir of China, dyke, safeguard that at ordinary times strength is just comparatively weak, rob when the top dangerous situation occurring overflowing and dig flood spillway often to excavate progress slower, usually be difficult to prove effective.In addition, do not push up water because earth and rockfill dam does not normally allow to overflow, and to rob temporarily and dig flood spillway to have an important risk namely be to overflow top current scour dam body, even cause the accident of comprehensive dam break.
Given this, the present invention proposes a kind of new method, adopt " dredging ", " preventing " combination, the emergent quick constructing technology of dredging flow groove of research one cover, " explosion " technology of utilization or mechanical equivalent of light excavation mode realize the quick structure of emergent dredging flow groove, utilize special high-strength synthetic materials, realize the rapid reinforcing of emergent dredging flow groove.This technology has practical, be easy to implement, many characteristics such as popularizing application prospect is extensive, speedily carry out rescue work for the various lots of middle-size and small-size flood control by reservoir regulation of China and to have significant values, dispose the sudden flood damage of dam break for improving China, establishment emergency preplan, the early warning of issue flood, tissue is withdrawn and is escaped, and enforcement emergency relief etc. all has great importance.
Summary of the invention
The purpose of this invention is to provide a kind of overflowing at earth and rockfill dam and arrange current by pass in advance under the higher situation in danger against the wind, or overflow the top at earth and rockfill dam and reach and overflow before the top dam break second stage, the emergent current by pass of arranging reduces reservoir level, eliminates the method for dam break risk.
The passive earial drainage emergency control method of a kind of earth and rockfill dam dam break may further comprise the steps:
When earth and rockfill dam has high dam break risk, but during the Shang Weiman top, perhaps begun to overflow the top when earth and rockfill dam, but the dam break present situation do not reach before the second stage, utilize continuous anchor pole in advance in the design dredging flow groove grappling water proof type geotextile make up the passive current by pass of earth and rockfill dam.The inventor is burst to the casual top of earth and rockfill dam and has been carried out test of many times, the process of bursting on the casual top of earth and rockfill dam is divided into five stages, particularly comprise: phase I casual initial dam downstream, top domatic becomes coombe, second stage forms the step-like bank that falls, phase III, the step-like bank that falls merged, the quadravalence section is step-like falls bank incision and expansion upstream, and the five-stage dam body is extending transversely and finally burst.Because the method for grappling water proof type geotextile is very fast, so this method all can be used as the method for avoiding enlargement loss before the dam break of casual top arrives second stage (forming the step-like bank that falls).Concrete earial drainage emergency control method is:
(1) determines dredging flow groove position and earial drainage slot door size;
This step is to learn that by the upstream flood forecasting upstream is still having in the recent period than great flood, and earth and rockfill dam has now reached or approach check flood level, existing flood-relief measure can't satisfy the flood discharge requirement, at this moment should determine earial drainage slot door size according to the forecast flood discharge rapidly in the selected preparation of dam body dredging flow groove position.
(2) utilize continuous anchor pole at the predetermined dredging flow groove groove body position grappling water proof type geotextile of downstream dam slope;
(3) to base of dam pave the protection or riprap protection.
(4) utilize explosion or mechanical equivalent of light excavation to reduce crest elevation, form dredging flow groove relief port door.
The above-mentioned explosion that utilizes is to bury explosive underground in the dredging flow groove that dam crest is set, and coyote hole is arranged the elevation distance greater than the burst pressure shrunk-on ring radius that calculates, and certain safety value is arranged, and avoids explosion to destroy emergent dredging flow groove top fixed structure;
Because shortening the engineering time in the process that the dam break earial drainage is speedily carried out rescue work is most important part, therefore the laying method of the geotextile in this method and traditional geotextile is different, because what this method constructed is temporary building, so geotextile is not constructed by traditional anchoring ditch or the mode of burying but is constructed by the following method.
The continuous anchor pole of above-mentioned utilization in advance in the design dredging flow groove grappling water proof type geotextile make up the passive dredging flow groove of earth and rockfill dam and comprise following content:
A. grappling elevation scope is that downstream, the dam water surface is to predetermined dam crest dredging flow groove lower edge;
B. the grappling horizontal extent is determined according to following method:
W
H≧2～3B，
W wherein
HFor level is laid width (m),
B is design earial drainage groove width (m).
C. when height of dam was less than or equal to 10m, the water proof type geotextile adopted and arranges through collimation method;
When height of dam greater than 10m, during less than 15m, the water proof type geotextile adopts geographic coordinates to arrange;
Through repeatedly practice, the inventor draws such job practices laying geotextile quickly, and the state of geotextile can satisfy the stability requirement of temporary construction substantially during earial drainage.
Above-mentioned arranging through collimation method refers to:
The geotextile spool tumbles laying from top to bottom along dredging flow groove, be unidirectional successively superimposed along axis of dam direction folding method, superimposed intersection width is that 2～6 times of anchors are wide, and these geotextiles can not be glued mutually, can prevent that like this impulsive force from forming additive effect between the levels geotextile.
Above-mentioned geographic coordinates is arranged and is referred to:
The geotextile spool is earlier according to being laid on through collimation method under the earial drainage slot door behind the dam slope (this place is vulnerable to erosion most), lay two width of cloth geotextile spools along level to each in distance dredging flow groove root edge 1/4 height of dam position and apart from the downstream water surface 1/4 height of dam position, to protect the downstream dam slope step by step, laying length is 2～3B, two width of cloth geotextile spool folding methods are depressed on being, superimposed intersection width is that 2～6 times of anchors are wide.Parallel is depressed the interface that can make current can not wash away geotextile on arranging.
Above-mentioned continuous anchor pole is the continuous anchor of turtle shell type.The continuous anchor of turtle shell type comprises anchor head and anchor pole.Porose in the middle of the anchor head, anchor pole passes fixing, such design and is convenient to transportation from the hole.
Above-mentioned water proof type geotextile is three-dimensional compound filter bed and the strong flexible material of other fluid-tight erosion resistibilities.
Beneficial effect of the present invention is:
1, provide a kind of brand-new earth and rockfill dam dam break passive earial drainage emergency control method;
2, this method has been avoided the risk that breaks down when earth and rockfill dam is forced to overflow, has ensured downstream the people's lives and property safety;
3, this method engineering time weak point has guaranteed that engineering can completion before flood arrives.
Description of drawings
Fig. 1 embodiment one dredging flow groove design diagram;
Fig. 2 embodiment one dredging flow groove organigram;
Downstream, Fig. 3 embodiment two earth and rockfill dam dam break phase I dam domatic becomes the coombe schematic diagram;
Fig. 4 embodiment two dredging flow groove organigrams;
Fig. 5 embodiment three dredging flow groove organigrams;
Fig. 6 embodiment four turtle shell anchor schematic top plan view;
Fig. 7 embodiment four turtle shell anchor axis of symmetry cross-sectional schematic;
Downstream, Fig. 8 earth and rockfill dam dam break second stage dam forms the step-like bank schematic diagram that falls;
The step-like bank that falls in downstream, Fig. 9 earth and rockfill dam dam break phase III dam merges schematic diagram;
Figure 10 earth and rockfill dam dam break quadravalence Duan Ba downstream is step-like falls the bank incision and upstream expands schematic diagram;
Extending transversely and the schematic diagram that finally bursts of downstream, Figure 11 earth and rockfill dam dam break five-stage dam dam body.
The specific embodiment
Embodiment one
The passive earial drainage emergency control method of earth and rockfill dam dam break may further comprise the steps:
Risk assessment draws that earth and rockfill dam 1-1 has high dam break risk among Fig. 1 according to dam, crest elevation 8.0m, water level has reached the 7.6m check flood level on the dam, according to short-period forecast, still have big discharge process following 3 days upstreams, it is discarded that earth and rockfill dam 1 original flood discharge passage is long neglected and in disrepair, estimates that casual top will take place earth and rockfill dam after 5 hours, needs to make up in 5 hours emergent earial drainage facility.
(1) according to result of calculation, the dredging flow groove 1-2 at the wide 5m crest level 7.5m of dam crest middle part design sees Fig. 1.Dredging flow groove utilizes the short-delay blasting construction, the three-dimensional compound filter bed of dam facing grappling water proof type geotextile under the dredging flow groove,
(2) utilize continuous anchor pole at the predetermined dredging flow groove groove body position grappling water proof type geotextile of downstream dam slope;
A. grappling elevation scope is that downstream, dam water surface 2.5m elevation is to predetermined dam crest dredging flow groove lower edge 7.5m elevation;
B. the grappling horizontal extent is: W
H≧ 2～3B, wherein H
Dam crest=8m, B=5m, H=2.5m～7.5m, its horizontal grappling scope is W from top to bottom
H≧ 10m～15m; Because whole dam facing need be protected, therefore final selected level grappling scope is decided to be 15m, and selecting width for use is the three-dimensional compound filter bed 1-3 of 5m, and selecting width for use is the turtle shell anchor 4 of 30cm;
C. because height of dam is 8m, adopts and arrange through collimation method; Be arranged as the compound filter bed warp-wises of four three-dimensionals and lay, the three-dimensional compound filter bed in the middle of the construction is at first pressed about then and is foldedly progressively laid.Two with the centre are superimposed together, then this two Zhang San is tieed up an end grappling 7.5m elevation position of compound filter bed, then the compound filter bed roller bearing of three-dimensional is tumbled along the downstream dam facing, in kind lay the three-dimensional compound filter bed grappling seam again of both sides then respectively, two seam crossings are superimposed to be not less than 2 times of anchor width 0.6m.
(3) at last at the rock revetment 1-4 of toe place, see Fig. 2.
(4) dredging flow groove utilizes the short-delay blasting construction, forms dredging flow groove relief port door.
Construction was finished in 3 hours, and the earth and rockfill dam downstream face continues stable flood discharge in 3 days not by scour after the explosion, submerge loss is not caused in the downstream.
Embodiment two
Earth and rockfill dam 2-1 crest elevation 8m has begun to overflow the top among Fig. 3, and the dam break present situation reaches phase I downstream domatic and becomes coombe not reach second stage to form the step-like bank that falls, as shown in Figure 3.
(1) determines that according to existing crevasse width the stream slot door is of a size of 3.5m;
(2) utilize continuous anchor pole at the predetermined dredging flow groove groove body position grappling water proof type geotextile of downstream dam slope;
A. grappling elevation scope be downstream, the dam water surface to the dredging flow groove top, laying is in proper order for from top to bottom;
B. crevasse sideline the widest part is 3.5m, and the grappling horizontal extent is W
H≧ 2～3B, wherein H
Dam crest=8m, B=3.5m calculates W
H≧ 7～10.5m is 10.5m for strengthening the horizontal grappling scope of protection.Selecting width for use is the three-dimensional compound filter bed of 5m, and selecting width for use is the turtle shell anchor 4 of 30cm, utilizes the three-dimensional compound filter bed 1-3 of turtle shell anchor 4 grappling in dredging flow groove.
C. because height of dam is 8m, arrange so adopt through collimation method that be arranged as that three compound filter beds of three-dimensional are vertical to tumble laying, the grappling of double turtle shell anchor is established at the top.
(3) at last at the rock revetment 1-4 of toe place, see Fig. 4.
Construction was finished in 1 hour, and the earth and rockfill dam downstream face is not continued scour, continues stable flood discharge in 12 hours, misses the downstream flood peak, submerge loss is not caused in the downstream.
Embodiment three
Risk assessment draws earth and rockfill dam 3-1 and has high dam break risk, crest elevation 14m, storage capacity 80000m according to dam
3, water level has reached the 12.5m check flood level on the dam, according to short-period forecast, still have big discharge process following 3 days upstreams, it is discarded that the original flood discharge passage of earth and rockfill dam is long neglected and in disrepair, estimates that casual top will take place earth and rockfill dam after 8 hours, needs to make up in 8 hours emergent earial drainage facility.
(1) according to result of calculation, at the dredging flow groove of the wide 10m crest level 13m of dam crest middle part design, the three-dimensional compound filter bed of dam facing grappling water proof type geotextile is seen Fig. 5 under the dredging flow groove.
(2) utilize continuous anchor pole at the predetermined dredging flow groove groove body position grappling water proof type geotextile of downstream dam slope;
A. grappling elevation scope is that downstream, dam water surface 4m elevation is to predetermined dam crest dredging flow groove lower edge 13m elevation;
B. designing the crevasse width is 10m, and the grappling horizontal extent is W
H≧ 2～3B, wherein H
Dam crest=15m, B=10m calculates W
H≧ 20m～30m elects 30m as for strengthening the horizontal grappling scope of protection, and selecting width for use is the three-dimensional compound filter bed of 5m, and selecting width for use is the turtle shell anchor 4 of 30cm;
C. because height of dam is 14m, so adopt geographic coordinates to arrange; Be arranged as the compound filter bed 3-2 of five three-dimensionals of warp, the compound filter bed 3-3 of four three-dimensionals of parallel, its equator diaxon is arranged in that 3/4ths crevasse root edge elevations are elevation 9.75m place at the bottom of the dam, parallel in addition diaxon is arranged in that 1/4th crevasse root edge elevations are elevation 3.25m place at the bottom of the dam, parallel is laminated on the warp, sees Fig. 5.Elder generation is with an end grappling 13m elevation position of three compound filter beds of three-dimensional of warp during construction, then the compound filter bed roller bearing of three-dimensional is tumbled along the downstream dam facing, the three-dimensional compound filter bed of first and second parallel of plane is laterally laid at 1/4th crevasse root edge elevation places at the bottom of the distance dam then, laying simultaneously with the three-dimensional compound filter bed in the continuous grappling of turtle shell anchor top, two seam crossings are superimposed to be not less than 6 times of anchor width 1.8m, after laying dam body bottom diaxon, lay dam body top diaxon.
(3) at last at the rock revetment 1-4 of toe place.
(4) dredging flow groove mechanical equivalent of light excavation construction.
Construction was finished in 5 hours, and the earth and rockfill dam downstream face continues stable flood discharge in 3 days not by scour, submerge loss is not caused in the downstream.
Embodiment four
As Fig. 6, turtle shell anchor 4 shown in Figure 7 comprises anchor pole 41, anchor body 42, and anchor reduces resistance to water-flow as the turtle shell type, and anchor has anchor hole 43 on one's body, and anchor pole 41 passes anchor hole 43 and inserts earth and rockfill dam.
Claims (6)
1. passive earial drainage emergency control method of earth and rockfill dam dam break is characterized in that may further comprise the steps:
(1) determines dredging flow groove position and earial drainage slot door size;
(2) utilize continuous anchor pole at the predetermined dredging flow groove groove body position grappling water proof type geotextile of downstream dam slope;
(3) to base of dam pave the protection or riprap protection;
(4) utilize explosion or mechanical equivalent of light excavation to reduce crest elevation, form dredging flow groove relief port door;
Utilize continuous anchor pole in advance in the design dredging flow groove grappling water proof type geotextile make up the passive dredging flow groove of earth and rockfill dam and comprise following content:
A. grappling elevation scope is that downstream, the dam water surface is to predetermined dam crest dredging flow groove lower edge;
B. the grappling horizontal extent is determined according to following method:
W
H≥2～3B，
W wherein
HFor level is laid width (m),
B is design earial drainage groove width (m),
C. when height of dam was less than or equal to 10m, the water proof type geotextile adopted and arranges through collimation method;
When height of dam greater than 10m, during less than 15m, the water proof type geotextile adopts geographic coordinates to arrange.
2. the passive earial drainage emergency control method of a kind of earth and rockfill dam dam break according to claim 1, it is characterized in that: the described layout through collimation method refers to: the geotextile spool tumbles laying from top to bottom along dredging flow groove, be unidirectional successively superimposed along axis of dam direction folding method, superimposed intersection width is that 2～6 times of anchors are wide, and these geotextiles can not be glued mutually.
3. the passive earial drainage emergency control method of a kind of earth and rockfill dam dam break according to claim 1, it is characterized in that: described geographic coordinates is arranged and referred to: the geotextile spool is earlier according to being laid on through collimation method under the earial drainage slot door behind the dam slope, lay two width of cloth geotextile spools along level to each in distance dredging flow groove root edge 1/4 height of dam position and apart from the downstream water surface 1/4 height of dam position, laying length is 2～3B, two width of cloth geotextile spool folding methods are depressed on being, superimposed intersection width is that 2～6 times of anchors are wide.
4. the passive earial drainage emergency control method of a kind of earth and rockfill dam dam break according to claim 1, it is characterized in that: described continuous anchor pole is the continuous anchor of turtle shell type.
5. the passive earial drainage emergency control method of a kind of earth and rockfill dam dam break according to claim 4, it is characterized in that: the continuous anchor of described turtle shell type comprises anchor head and anchor pole.
6. the passive earial drainage emergency control method of a kind of earth and rockfill dam dam break according to claim 1, it is characterized in that: described water proof type geotextile is the strong flexible material of fluid-tight erosion resistibility.
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