CN204435329U - A kind of debris flow dam overfall - Google Patents
A kind of debris flow dam overfall Download PDFInfo
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- CN204435329U CN204435329U CN201420701252.2U CN201420701252U CN204435329U CN 204435329 U CN204435329 U CN 204435329U CN 201420701252 U CN201420701252 U CN 201420701252U CN 204435329 U CN204435329 U CN 204435329U
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Abstract
The utility model discloses a kind of debris flow dam overfall.Described overfall comprises both sides abutment wall and is located at the bottom spillwag chute between the abutment wall of both sides; Overfall entry shape is rectangle, and entrance width B1 is greater than inlet height h1; The width of overfall end face is consistent to outlet by import, is equal to entrance width B1; Overfall outlet shapes is trapezoidal, and outlet top width equals entrance width B1, and outlet bottom width B is less than outlet top width; Spillwag chute is curved surface, and elevation and the width of spillwag chute all diminish along import gradually to Way out; Abutment wall is pinch plane structure.Compared with prior art, the utility model forms longer mud tongue after mudstone can be made to flow through dam, increases mud-rock flow and falls a distance for distance base of dam, weaken the degradation degree of mud-rock flow to movable bed behind dam, and structural style is simple, is easy to Practical.
Description
Technical field
The utility model relates to a kind of debris flow technology, particularly relates to a kind of narrow dark beam current type debris flow dam overfall.
Background technology
The topographic and geologic complicated condition in China mountain area, mud-rock flow is one of Geological Hazards threatening the mountain area people normally to produce, live.By the impact of the factor such as earthquake, extreme weather conditions, the frequency of mountain area debris flow occurrence is more and more higher, the solid matter that the mud-rock flow downstream transport of frequent activities is a large amount of, and debris dam storage capacity is very easily filled.The debris dam run under the condition of full storehouse, mud-rock flow head fall is concentrated, under when letting out flow velocity large, usually strong washing away is caused to movable bed behind dam, after a mud-rock flow, often forms very dark scour hole, the stable of debris dam self and safety certainly will be jeopardized.Therefore, under how increasing debris dam full storehouse condition, mud tongue falls a distance for distance base of dam, reduces movable bed scour depth behind dam simultaneously, and then weakens the erosion damage of mud-rock flow to base of dam, to guaranteeing that the safe operation of debris dam is significant.
During debris dam runs, except affecting by conditions such as landform, geology, constructions except, the structural style of debris dam overfall directly determines the scour depth that mud-rock flow mud tongue falls movable bed behind a distance of distance base of dam and dam.Existing overfall design form mainly rectangular cross section and trapezoidal cross-section, but such structural style makes mud-rock flow when crossing dam, presents the current feature of " wide shallow formula "; Mud when mudstone flows through dam is deeply little, flow velocity is low, and be flat slope or Small Bottom Slope paving bottom overfall, flow velocity increases not obvious, and it falls a little general close to base of dam, and scour hole constantly develops to base of dam, usually cause dam foundation exposure, and in most cases, by the restriction of topographic and geologic condition, the addressing of debris dam is not positioned on basement rock, but build on mud-rock flow loose depos-its layer, seriously wash away the safety that certainly will jeopardize whole debris dam therefore to base of dam.According to the field investigation of debris dam operation conditions, it is the major reason on debris dam stain dam that the dam foundation is washed away by the mud-rock flow fallen.Therefore, the debris dam dam foundation washes away the huge potential safety hazard brought, and is the major issue that the design of debris dam overfall must be considered.
Utility model content
The purpose of this utility model is exactly for the deficiencies in the prior art, a kind of narrow dark beam current type debris flow dam overfall is provided, longer mud tongue is formed after mudstone can be made to flow through dam, increase mud-rock flow and fall a distance for distance base of dam, weaken the degradation degree of mud-rock flow to movable bed behind dam, and structural style is simple, is easy to Practical.
For achieving the above object, the technical solution of the utility model is:
A kind of debris flow dam overfall that the utility model proposes comprises both sides abutment wall and is located at the bottom spillwag chute between the abutment wall of both sides; Overfall entry shape is rectangle, and entrance width B1 is greater than inlet height h1; The width of overfall end face is consistent to outlet by import, is equal to entrance width B1; Overfall outlet shapes is trapezoidal, and outlet top width equals entrance width B1, and outlet bottom width B is less than outlet top width; Spillwag chute is curved surface, and elevation and the width of spillwag chute all diminish along import gradually to Way out; Abutment wall is pinch plane structure (imports and exports section geometric due to overfall to change, so abutment wall needs to use pinch plane structure, be tapering type pinch plane abutment wall).
Overfall entrance is conventional wide shallow formula rectangle, and centre is tapering type line structure, exports as narrow dark formula wide at the top and narrow at the bottom is trapezoidal; Shunk by the side direction of overflow ducts, be conducive to " line " effect strengthening mud-rock flow, increase the mud bit depth of mud-rock flow, improve mud-rock flow discharge velocity, longer mud tongue is formed after making mudstone flow through dam, increase mud-rock flow and fall a distance for distance base of dam, weaken the degradation degree of mud-rock flow to movable bed behind dam; Outlet adopts trapezoidal design wide at the top and narrow at the bottom, is conducive to preventing leading top big particle in mud-rock flow to be jammed in overflow ducts further.Spillwag chute initiating terminal elevation is greater than port of export elevation, is conducive to debris flow body and accelerates in flow channels, and exit keeps curved surface level or flips.For viscosity or diluted debris flow, in order to prevent in mud-rock flow, bulky grain or block stone are to the ablation destruction effect of spillwag chute, and exit keeps curved surface level; For mountain torrents or silt carrying flow, exit keep curved surface can suitably on choose, to increase the distance of water-drop point and base of dam.
Overfall import department center line is provided with T-shaped dividing pier; Dividing pier stem width b1 is 1/5th overfall entrance width B1, dividing pier tail width b2 is 1/10th overfall entrance width B1; Can effectively stop large erratic boulder, prevent its blocking flow channels.It is increase contact area when mud-rock flow and dividing pier collide that dividing pier is set to T-shaped Main Function, weakens the erosion damage effect of mud-rock flow to dividing pier.
Spillwag chute is formed by connecting by inducer curved surface and outlet section curved surface two sections of curved surfaces, and inducer curved surface is parabolic surface or oval calotte, and outlet section curved surface is circular arc camber; Inducer curved surface and outlet section curved surface junction smoothly transit; Its main purpose is in shorter horizontal displacement distance, make mud-rock flow in the vertical direction obtain larger drop, thus the speed of mud-rock flow movement is increased rapidly.Outlet section curved surface adopts circular arc camber, its main purpose be change mud-rock flow by fixed boundary go out flow path direction, make it to obtain larger horizontal discharge velocity, reduce the vertical initial velocity of mud-rock flow (when spillwag chute outlet maintenance level, when mudstone flows out, vertical direction initial velocity is 0).
Overfall outlet bottom width B is 0.5-0.6 times of entrance width B1.For the mud-rock flow that scale is less, the suitable constriction of overfall outlet bottom width B, to increase discharge velocity, outlet bottom width B is 1/2 of entrance width B1; For larger mud-rock flow, can increase overfall outlet bottom width B, its value can reach 3/5 of entrance width B1.
Compared with prior art, the beneficial effects of the utility model are:
(1) shunk by both sides pinch plane abutment wall, change overfall flow section form, reduce the width of flow section thus be conducive to the dark increase of mud-rock flow mud, being conducive to the raising of mud-rock flow discharge velocity; And for rectangle and trapezoidal overfall, because flow section form is unchanged, so the flow velocity of turnover overfall is substantially constant.
(2) there is depth displacement in import and export, when mudstone flows through overfall, its potential energy had is kinetic energy, thus increase the flow velocity of mud-rock flow, if spillwag chute outlet maintenance level, then mainly increase the movement velocity of horizontal direction, be conducive to increasing mud tongue and fall a distance for distance base of dam, can effectively prevent washing away debris dam base of dam; And for rectangle and trapezoidal overfall, there is not depth displacement owing to importing and exporting, so the flow velocity of turnover overfall is substantially constant.
(3) because outlet elevation is low, theoretical according to particle projectile, its vertical flow velocity arriving movable bed face, downstream is little, is conducive to weakening the percussion of mud-rock flow to movable bed; And for rectangle and trapezoidal overfall, higher owing to going out to flow position, the vertical flow velocity that mud-rock flow arrives movable bed face, downstream is large, so stronger to the percussion of downstream movable bed.
Accompanying drawing explanation
Fig. 1 is schematic top plan view of the present utility model.
Fig. 2 is A-A ' generalized section in Fig. 1.
Fig. 3 is C-C ' generalized section in Fig. 1.
Fig. 4 is D-D ' generalized section in Fig. 1.
Fig. 5 is layout schematic diagram of the present utility model in embodiment 1.
Number in the figure is as follows:
1 dividing pier 2 spillwag chute
3 abutment wall 4 inducer curved surfaces
5 outlet section curved surfaces
B1 entrance width B exports bottom width
H1 inlet height h2 spillwag chute imports and exports the discrepancy in elevation
D dividing pier length L overfall length
B1 dividing pier stem width b2 dividing pier tail width
Detailed description of the invention
Below in conjunction with accompanying drawing, preferred embodiment of the present utility model is further described.
Embodiment 1
As shown in Figure 1, Figure 2, shown in Fig. 3, Fig. 4, Fig. 5.Certain debris flow gully drainage area 10.5km
2, debris flow is frequent, intends in this basin, arrange that 3 check dams and 1 control type debris dam are for preventing and treating mud-stone flow disaster.Design debris dam height of dam 7.8m, width at dam crest 1.2m, axis of dam length 35.0m, arrange 4 debris flow dam overfalls continuously in the middle part of dam crest, overfall length L is 1.2m.Described overfall comprises both sides abutment wall 3 and is located at the bottom spillwag chute 2 between both sides abutment wall 3.Overfall entry shape is rectangle, and entrance width B1 is 1.0m, inlet height h1 is 0.5m; The width of overfall end face is consistent to outlet by import, is 1.0m; Overfall outlet shapes is trapezoidal, and outlet top width is 1.0m, and outlet bottom width B is 0.6m.Spillwag chute 2 is formed by connecting by inducer curved surface 4 and outlet section curved surface 5 two sections of curved surfaces, and inducer curved surface 4 is parabolic surface, and outlet section curved surface 5 is circular arc camber, and inducer curved surface 4 and outlet section curved surface 5 junction smoothly transit.Elevation and the width of spillwag chute 2 all diminish along import gradually to Way out, and it is 1.5m that spillwag chute 2 imports and exports discrepancy in elevation h2; Abutment wall 3 is pinch plane structure.Each overfall import department center line is equipped with the T-shaped dividing pier 1 that steel concrete is built, bottom it, embeds debris dam; Dividing pier 1 stem width b1 is 0.2m, and dividing pier 1 tail width b2 is 0.1m, and dividing pier 1 length d is 0.5m.
Embodiment 2
As shown in Figure 1, Figure 2, Figure 3, Figure 4.Certain debris flow gully drainage area 30.5km
2, debris flow is frequent, intends in this basin, arrange that 8 check dams and 1 control type debris dam are for preventing and treating mud-stone flow disaster.Design debris dam height of dam 18.6m, width at dam crest 3.5m, axis of dam length 65.0m, arrange 10 debris flow dam overfalls continuously in the middle part of dam crest, overfall length L is 3.5m.Described overfall comprises both sides abutment wall 3 and is located at the bottom spillwag chute 2 between both sides abutment wall 3.Overfall entry shape is rectangle, and entrance width B1 is 2.0m, inlet height h1 is 1.0m; The width of overfall end face is consistent to outlet by import, is 2.0m; Overfall outlet shapes is trapezoidal, and outlet top width is 2.0m, and outlet bottom width B is 1.0m.Spillwag chute 2 is formed by connecting by inducer curved surface 4 and outlet section curved surface 5 two sections of curved surfaces, and inducer curved surface 4 is oval calotte, and outlet section curved surface 5 is circular arc camber, and inducer curved surface 4 and outlet section curved surface 5 junction smoothly transit.Elevation and the width of spillwag chute 2 all diminish along import gradually to Way out, and it is 4.0m that spillwag chute 2 imports and exports discrepancy in elevation h2; Abutment wall 3 is pinch plane structure.Each overfall import department center line is equipped with the T-shaped dividing pier 1 that steel concrete is built, bottom it, embeds debris dam; Dividing pier 1 stem width b1 is 0.4m, and dividing pier 1 tail width b2 is 0.2m, and dividing pier 1 length d is 0.6m.
Claims (6)
1. a debris flow dam overfall, described overfall comprises both sides abutment wall (3) and is located at the bottom spillwag chute (2) between both sides abutment wall (3), it is characterized in that: overfall entry shape is rectangle, and entrance width B1 is greater than inlet height h1; The width of overfall end face is consistent to outlet by import, is equal to entrance width B1; Overfall outlet shapes is trapezoidal, and outlet top width equals entrance width B1, and outlet bottom width B is less than outlet top width; Spillwag chute (2) is curved surface, and elevation and the width of spillwag chute (2) all diminish along import gradually to Way out; Abutment wall (3) is pinch plane structure.
2. debris flow dam overfall according to claim 1, is characterized in that: overfall import department center line is provided with T-shaped dividing pier (1).
3. debris flow dam overfall according to claim 2, is characterized in that: dividing pier (1) stem width b1 is 1/5th overfall entrance width B1, and dividing pier (1) tail width b2 is 1/10th overfall entrance width B1.
4. according to the arbitrary described debris flow dam overfall of claim 1-3, it is characterized in that: spillwag chute (2) is formed by connecting by inducer curved surface (4) and outlet section curved surface (5) two sections of curved surfaces, inducer curved surface (4) is parabolic surface or oval calotte, and outlet section curved surface (5) is circular arc camber.
5. debris flow dam overfall according to claim 4, is characterized in that: inducer curved surface (4) and outlet section curved surface (5) junction smoothly transit.
6. according to the arbitrary described debris flow dam overfall of claim 1-3, it is characterized in that: overfall outlet bottom width B is 0.5-0.6 times of entrance width B1.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201420701252.2U CN204435329U (en) | 2014-11-21 | 2014-11-21 | A kind of debris flow dam overfall |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201420701252.2U CN204435329U (en) | 2014-11-21 | 2014-11-21 | A kind of debris flow dam overfall |
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| CN204435329U true CN204435329U (en) | 2015-07-01 |
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| CN201420701252.2U Expired - Fee Related CN204435329U (en) | 2014-11-21 | 2014-11-21 | A kind of debris flow dam overfall |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107806065A (en) * | 2017-09-28 | 2018-03-16 | 中国科学院、水利部成都山地灾害与环境研究所 | A kind of stage beam pattern debris flow drainage groove and its application |
| CN109211522A (en) * | 2018-10-17 | 2019-01-15 | 中国科学院、水利部成都山地灾害与环境研究所 | Mud-rock flow mud tongue is along journey spatial evolution measuring system and measurement method |
-
2014
- 2014-11-21 CN CN201420701252.2U patent/CN204435329U/en not_active Expired - Fee Related
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107806065A (en) * | 2017-09-28 | 2018-03-16 | 中国科学院、水利部成都山地灾害与环境研究所 | A kind of stage beam pattern debris flow drainage groove and its application |
| CN107806065B (en) * | 2017-09-28 | 2023-02-28 | 中国科学院、水利部成都山地灾害与环境研究所 | Stage beam flow type debris flow drainage groove and application thereof |
| CN109211522A (en) * | 2018-10-17 | 2019-01-15 | 中国科学院、水利部成都山地灾害与环境研究所 | Mud-rock flow mud tongue is along journey spatial evolution measuring system and measurement method |
| CN109211522B (en) * | 2018-10-17 | 2023-10-17 | 中国科学院、水利部成都山地灾害与环境研究所 | Mud tongue along-path spatial evolution measurement system and measurement method for mud-rock flow |
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| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20150701 Termination date: 20161121 |
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| CF01 | Termination of patent right due to non-payment of annual fee |