CN115404821A - Sand blocking dam structure of counterfort type front desilting basin - Google Patents
Sand blocking dam structure of counterfort type front desilting basin Download PDFInfo
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- CN115404821A CN115404821A CN202211130172.1A CN202211130172A CN115404821A CN 115404821 A CN115404821 A CN 115404821A CN 202211130172 A CN202211130172 A CN 202211130172A CN 115404821 A CN115404821 A CN 115404821A
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- dam
- sand blocking
- sand
- heel plate
- front heel
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- 239000004576 sand Substances 0.000 title claims abstract description 75
- 230000000903 blocking effect Effects 0.000 title claims abstract description 60
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 37
- 238000011144 upstream manufacturing Methods 0.000 claims abstract description 12
- 238000004873 anchoring Methods 0.000 claims abstract description 10
- 239000013049 sediment Substances 0.000 claims description 25
- 239000011435 rock Substances 0.000 claims description 11
- 101100366060 Caenorhabditis elegans snap-29 gene Proteins 0.000 claims description 3
- 238000010008 shearing Methods 0.000 claims description 2
- 230000000694 effects Effects 0.000 abstract description 3
- 238000000034 method Methods 0.000 abstract description 2
- 238000004062 sedimentation Methods 0.000 abstract 2
- 230000005484 gravity Effects 0.000 description 5
- 238000005299 abrasion Methods 0.000 description 3
- 238000004364 calculation method Methods 0.000 description 3
- 238000005070 sampling Methods 0.000 description 3
- 230000004888 barrier function Effects 0.000 description 2
- 238000007599 discharging Methods 0.000 description 2
- 238000005096 rolling process Methods 0.000 description 2
- 206010057175 Mass conditions Diseases 0.000 description 1
- 230000002159 abnormal effect Effects 0.000 description 1
- 238000009412 basement excavation Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000010276 construction Methods 0.000 description 1
- 230000008021 deposition Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 230000003628 erosive effect Effects 0.000 description 1
Images
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02B—HYDRAULIC ENGINEERING
- E02B7/00—Barrages or weirs; Layout, construction, methods of, or devices for, making same
- E02B7/02—Fixed barrages
- E02B7/04—Dams across valleys
- E02B7/08—Wall dams
- E02B7/10—Gravity dams, i.e. those in which the weight of the structure prevents overturning
-
- 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
-
- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/20—Hydro energy
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- Engineering & Computer Science (AREA)
- General Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Mechanical Engineering (AREA)
- Civil Engineering (AREA)
- Revetment (AREA)
Abstract
The invention discloses a sand blocking dam structure of a counterfort type front desilting basin, and belongs to the technical field of hydraulic and hydroelectric engineering. The structure comprises a sand sedimentation tank and a sand blocking dam, wherein the sand blocking dam is arranged at the downstream of the sand sedimentation tank, the sand blocking dam comprises a dam body and a front heel plate, and the front heel plate is arranged on the upstream face of the dam body. The dam body can be reduced on the basis of ensuring the stability of the dam body by fully utilizing the weight of the silt deposited on the front heel plate and the weight of water right above the front heel plate, and meanwhile, the front silt settling tank is arranged to reduce the flow velocity of water, so that the silt is settled in the tank, and the silt settling effect is improved. The method for calculating the anti-sliding stability safety coefficient K of the sand blocking dam along the base surface of the dam and the anchoring force M of the inserted bars on the sand blocking dam is provided, and the anti-sliding stability and the safety of the sand blocking dam are guaranteed.
Description
Technical Field
The invention relates to a sand blocking dam structure of a counterfort type front desilting basin, belonging to the technical field of hydraulic and hydroelectric engineering.
Background
In northern areas of China, the sand content of rivers is extremely high, silt can cause abnormal abrasion of flow passage components of the water turbine, and the silt can easily form an optional condition for gas nuclei, so that the water turbine is subjected to cavitation erosion. The relative flow velocity of the pump turbine of the pumped storage power station is larger than that of the conventional unit, and the pump turbine is more sensitive to the influence of abrasion. Therefore, in order to ensure the economy and safety of the project, treatment measures such as sand blocking, sand discharging and the like are required to be arranged according to local conditions so as to control the silting and sand content of the water before the water inlet/outlet and improve the abrasion condition of the unit.
At present, the measures for blocking and discharging sand in the power station mainly comprise flood discharge and sand discharge holes or open channels, sand blocking dams and sand settling ponds. The sand blocking dam generally adopts a gravity dam, for example, chinese patent publication No. CN104099908A discloses a gravity sand blocking and guiding structure, which comprises a ridge body, a cornice and a base toe board, wherein the cornice and the base toe board are arranged on the water facing surface of the ridge body, the cornice is positioned on the base toe board, and an inward concave cavity is formed between the cornice and the base toe board. The lower layer water flow of the reservoir impacts the sand blocking and guiding ridge, and generates rotary rolling water flow in a concave cavity formed by the upper cornices and the basic toe boards, the sediment bed ballast rolls and jumps along with the rotary rolling water flow, the upper cornices prevent the sediment bed ballast from turning over the top of the sand blocking and guiding ridge, and the opportunity that the sediment bed ballast enters the diversion canal of the power station is greatly reduced.
However, the gravity dam mainly depends on the self weight of the dam body to maintain self stability, and the section of the dam body is large.
Disclosure of Invention
In order to solve the technical problem, the invention provides a sand blocking dam structure of a counterfort type front desilting basin.
The invention is realized by the following technical scheme:
the utility model provides a sediment trapping dam structure of leading desilting pond of counterfort formula, includes desilting pond and sediment trapping dam, the sediment trapping dam is established in the low reaches of desilting pond, the sediment trapping dam includes dam body and preceding heel board, preceding heel board is established on the upstream face of dam body.
The sand settling tank is arranged at the gully of the river channel.
The water passing section area of the desilting basin is A 1 The cross-sectional area of the river is A 2 And A is 1 ＞A 2 。
The middle part of the front heel plate is horizontally arranged, and both ends of the front heel plate are inclined upwards from the middle part.
The top of the front heel plate is connected with the dam body through a plurality of supporting ribs, and the space between the supporting ribs is 10-25 m.
The bottom surfaces of the front heel plates and the dam body are superposed, and the bottom surfaces of the front heel plates and the dam body are in contact with the bottom surface of the riverbed of the riverway.
The anti-skidding stability safety coefficient K of the sand blocking dam along the dam base surface is calculated according to the following formula:
K＝(f′(G+G s +G w -U)+c′A)/(H 1 +H s -H 2 )
wherein f' is the shear-resistant friction coefficient of the contact surface between the sand blocking dam concrete and the dam foundation; g is the self weight of the sand blocking dam; g s Is the weight of the silt deposited on the front heel plate; g w The weight of water right above the front heel plate; u is the lifting pressure of the dam foundation of the sand blocking dam (2); c' is the shearing-resistant cohesion of the contact surface of the sand blocking dam concrete and the dam foundation; a is the area of the contact surface of the sand blocking dam and the riverway and riverbed, namely the sum of the areas of the bottom surface of the front heel plate and the bottom surface of the dam body; h 1 The pressure of upstream water on the sand blocking dam; h s Thrust of upstream silt to the sediment storage dam; h 2 The pressure of the downstream water on the sand blocking dam.
A plurality of dowel bars are arranged at the bottoms of the dam body and the front heel plate; the diameter of the inserted bar is phi 25 or phi 28, the length L =3m, 4.5m, 6m or 9m, and the distance between a plurality of inserted bars is 2 m-3 m.
The anchoring force M provided by the plurality of the inserting bars to the sand blocking dam is calculated according to the following formula:
M＝γ′TA t ，
T＝S-L/3-30d
wherein, gamma' is the floating volume weight of the anchored rock; t is the effective depth of the anchoring foundation; a. The t The calculated area of the anchor rib bottom plate, namely the sum of the areas of the front heel plate (the bottom surface and the bottom surface of the dam body), S is the depth of the inserted ribs extending into the foundation rock, L is the distance between the inserted ribs, and d is the diameter of the inserted ribs.
The top of the dam body adopts a WES curve or other curve forms.
The invention has the beneficial effects that:
1. the dam body can be reduced on the basis of ensuring the stability of the dam body by fully utilizing the weight of the silt deposited on the front heel plate and the weight of water right above the front heel plate, and meanwhile, the front silt settling tank is arranged to reduce the flow velocity of water, so that the silt is settled in the tank, and the silt settling effect is improved.
2. The method for calculating the anti-sliding stability safety coefficient K of the sand blocking dam along the base surface of the dam and the anchoring force M of the inserted bars on the sand blocking dam is provided, and the anti-sliding stability and the safety of the sand blocking dam are guaranteed.
Drawings
FIG. 1 is a schematic top view of the present invention;
FIG. 2 is a schematic perspective view of a sand barrier according to the present invention;
FIG. 3 is a schematic front view of the structure of the inventive sediment storage dam;
fig. 4 is a right-view structural schematic diagram of the sand blocking dam of the present invention.
In the figure: 1-a desilting basin, 2-a sediment storage dam, 21-a dam body, 22-a support rib, 23-a front heel plate, 3-a river channel and 4-a dowel.
Detailed Description
The technical solution of the present invention is further described below, but the scope of the claimed invention is not limited to the described.
As shown in fig. 1 to 4, the sand blocking dam structure of the buttress type front silt basin of the present invention comprises a silt basin 1 and a sand blocking dam 2, wherein the sand blocking dam 2 is built at the downstream of the silt basin 1, the sand blocking dam 2 comprises a dam body 21 and a front heel plate 23, and the front heel plate 23 is arranged on the upstream surface of the dam body 21. When using, this structure can make full use of the sediment weight of deposit on preceding heel board 23, and the weight of the water directly over preceding heel board 23, has reduced dam body 21 section on the stable basis of assurance dam body 21, leading desilting pond 1 simultaneously to reduce the velocity of water flow, deposit silt in the pond, improved the desilting effect.
The desilting basin 1 is arranged at the gully of the river channel 3. When the device is used, the desilting tank 1 is built at a large gully as much as possible, so that silt carried by rainfall in the gully can be intercepted on one hand, and the gully can be excavated and trimmed to form the natural desilting tank 1, so that the excavation amount of the construction of the desilting tank 1 is greatly reduced. The dam site of the sand blocking dam 2 is selected according to the terrain and hydrological conditions, and is generally selected to be a certain position at the downstream of the large sluiceway.
The water passing section area of the desilting tank 1 is A 1 The cross-sectional area of the river 3 is A 2 And A is 1 ＞A 2 . When in use, if the water flow is Q, the water flow velocity at the desilting basin 1 is v 1 ＝Q/A 1 The flow velocity of the water flow of the 3 ordinary river sections of the river channel is v 2 ＝Q/A 2 Due to A 1 ＞A 2 Therefore, the flow velocity of the water flow passing through the sand-settling tank 1 is reduced, the sand-holding capacity is reduced, and the sediment is favorably settled in the tank.
The middle of the front heel plate 23 is arranged horizontally, and both ends of the front heel plate 23 are inclined upward from the middle. Facilitating the deposition of silt on the front heel plate 23.
The top of the front heel plate 23 is connected with the dam body 21 through a plurality of supporting ribs 22, and the distance between the supporting ribs 22 is 10-25 m. When the dam is used, silt deposited on the front heel plate 23 and water located right above the front heel plate 23 can increase the weight of the dam body 21, improve the resistance of the dam body 21 to overturning and sliding, and meanwhile, compared with a conventional gravity dam, the deep anti-sliding stability is improved. The dam body 21 and the front heel plate 23 are connected through the supporting ribs 22, and the supporting ribs 22 play a role in stiffening, so that the stress conditions of the dam body 21 and the front heel plate 23 are improved, the rigidity and the integrity of the structure are improved, and the deformation of the dam body 21 is reduced.
The bottom surfaces of the front heel plates 23 are superposed with the bottom surface of the dam body 21, and the bottom surfaces of the front heel plates and the bottom surface of the dam body are both contacted with the bottom surface of the riverbed of the riverway 3.
The anti-skidding stability safety factor K of the sand blocking dam 2 along the dam base surface is calculated according to the following formula:
K＝(f′(G+G s +G w -U)+c′A)/(H 1 +H s -H 2 )
f' is the shear-resistant friction coefficient of the contact surface of the concrete and the dam foundation of the sand retaining dam 2, the values of f are different according to rock body classification, the values can be taken in the range of 0.4-1.5 according to the rock integrity, the structural surface and the like of the dam foundation in the early planning stage, and the values are determined according to the test results of field sampling in the later stage; g is the dead weight of the sand blocking dam 2; g s The weight of the sediment deposited on the front heel plate 23; g w The weight of water right above the front heel plate 23; u is the uplift pressure of the dam foundation of the sand retaining dam 2 and can be determined according to the upstream and downstream water levels and the drainage condition of the dam foundation; c' is the shear-resistant cohesion of the contact surface of the dam foundation and the concrete of the sand retaining dam 2, the values of the shear-resistant cohesion are different according to rock mass classification, the values can be taken in the range of 0.05-1.5 MPa according to the rock integrity, the structural surface and the like of the dam foundation in the early planning stage, and the values are determined according to the test results of on-site sampling in the later stage; a is the contact surface area of the sand blocking dam 2 and the riverway 3 bed, namely the sum of the areas of the bottom surface of the front heel plate 23 and the bottom surface of the dam body 21; h 1 The pressure of upstream water on the sand blocking dam 2; h s Thrust of upstream silt to the sediment storage dam 2; h 2 The pressure of the downstream water on the sand barrier 2. From the known upstream and downstream water levels, H can be determined 1 、H 2 U and G w (ii) a According to the height of silt and the volume weight of silt, H can be determined s And G s (ii) a Determining A and G according to the body type of the dam body; f 'and c' are determined according to the rock mass condition. According to the calculation formula, the anti-skid stable safety coefficient of the dam base surface can be obtained, and the dam body is safe when K is larger than or equal to 3 under the working conditions of normal water storage level and design water level; and (5) checking the safety of the dam body when K is more than or equal to 2.5 under the working condition of checking the water level. A calculation method of the anti-sliding stability safety coefficient K of the sand blocking dam 2 along the dam base surface is provided, and the anti-sliding stability of the sand blocking dam 2 is ensured to meet the requirement.
The bottom parts of the dam body 21 and the front heel plate 23 are provided with a plurality of inserting ribs 4; the diameter of the inserted bar 4 is phi 25 or phi 28, the length L =3m, 4.5m, 6m or 9m, and the distance between a plurality of inserted bars 4 is 2 m-3 m.
The anchoring force M provided by the plurality of the joint bars 4 to the sediment storage dam 2 is calculated according to the following formula:
M＝γ′TA t ，
T＝S-L/3-30d
wherein gamma' is the floating volume weight of the anchored rock, is determined according to the test result of field sampling, and generally has the value range of 10-20 kN/m 3 (ii) a T is the effective depth of the anchoring foundation; a. The t The calculated area of the anchor rib bottom plate is the sum of the areas of the bottom surface of the front heel plate 23 and the bottom surface of the dam body 21; s is the depth of the inserted bar 4 extending into the foundation rock; l is the distance between the dowel bars 4; d is the diameter of the dowel 4. When the anti-skidding type sand blocking dam is used, the joint bars 4 provide certain anchoring force which is used as anti-skidding reserve force of the sand blocking dam 2 and plays a positive role in anti-skidding stability of the sand blocking dam 2. Compared with the conventional gravity type sand blocking dam, at is the sum of the areas of the bottom surface of the front heel plate 23 and the bottom surface of the dam body 21, and the calculated area of the anchor rib bottom plate is greatly increased. A calculation method is provided for the anchoring force M provided by the inserting bars 4 to the sand blocking dam 2, so that the anti-sliding stability and the safety of the sand blocking dam 2 are guaranteed.
The top of the dam body 21 adopts a WES curve or other curve forms. The water on the upper layer flows over the dam body 21 when the flood comes.
Claims (10)
1. The utility model provides a sediment trapping dam structure of leading desilting pond of counterfort formula which characterized in that: the sand blocking dam is characterized by comprising a sand settling pond (1) and a sand blocking dam (2), wherein the sand blocking dam (2) is arranged at the downstream of the sand settling pond (1), the sand blocking dam (2) comprises a dam body (21) and a front heel plate (23), and the front heel plate (23) is arranged on the upstream surface of the dam body (21).
2. The structure of the sediment-blocking dam of the buttress-type forward desilting basin according to claim 1, wherein: the desilting basin (1) is arranged at the gully of the river channel (3).
3. The structure of the sediment-blocking dam of the buttress-type forward desilting basin according to claim 1, wherein: the water passing cross-sectional area of the desilting tank (1) is A 1 The cross-sectional area of the river channel (3) is A 2 And A is 1 ＞A 2 。
4. The structure of a sediment storage dam of a buttress-type front desilting basin according to claim 1, characterized in that: the middle part of the front heel plate (23) is horizontally arranged, and both ends of the front heel plate (23) are inclined upwards from the middle part.
5. The structure of a sediment storage dam of a buttress-type front desilting basin according to claim 1, characterized in that: the top of the front heel plate (23) is connected with the dam body (21) through a plurality of supporting ribs (22), and the distance between the supporting ribs (22) is 10-25 m.
6. The structure of a sediment storage dam of a buttress-type front desilting basin according to claim 1, characterized in that: the bottom surfaces of the front heel plates (23) are superposed with the bottom surface of the dam body (21), and the bottom surfaces of the front heel plates are contacted with the bottom surface of the riverbed of the riverway (3).
7. The structure of a sediment storage dam of a buttress-type front desilting basin of claim 6, characterized in that: the anti-skidding stability safety factor K of the sand blocking dam (2) along the dam base surface is calculated according to the following formula:
K＝(f′(G+G s +G w -U)+c′A)/(H 1 +H s -H 2 )
wherein f' is the shear-resistant friction coefficient of the contact surface of the concrete and the dam foundation of the sand blocking dam (2); g is the self weight of the sand blocking dam (2); g s The weight of the sediment deposited on the front heel plate (23); g w The weight of water right above the front heel plate (23); u is the lifting pressure of the dam foundation of the sand blocking dam (2); c' is the shearing-resistant cohesion of the contact surface of the concrete and the dam foundation of the sand blocking dam (2); a is the contact surface area of the sand blocking dam (2) and the riverbed of the riverway (3), namely the sum of the areas of the bottom surface of the front heel plate (23) and the bottom surface of the dam body (21); h 1 The pressure of upstream water on the sand blocking dam (2); h s Thrust of upstream silt to the sediment storage dam (2); h 2 The pressure of downstream water on the sand blocking dam (2).
8. The structure of the sediment-blocking dam of the buttress-type forward desilting basin according to claim 1, wherein: the bottoms of the dam body (21) and the front heel plate (23) are provided with a plurality of inserting ribs (4); the diameter of the inserted ribs (4) is phi 25 or phi 28, the length L =3m, 4.5m, 6m or 9m, and the distance between the inserted ribs (4) is 2 m-3 m.
9. The structure of a sediment storage dam of a buttress-type front desilting basin of claim 8, wherein: the anchoring force M provided by the plurality of the joint bars (4) to the sediment storage dam (2) is calculated according to the following formula:
M＝γ′TA t ，
T＝S-L/3-30d
wherein gamma' is the floating volume weight of the anchored rock; t is the effective depth of the anchoring foundation; a. The t The calculated area of the anchor rib bottom plate is the sum of the areas of the bottom surface of the front heel plate (23) and the bottom surface of the dam body (21); s is the depth of the inserted bar (4) extending into the foundation rock; l is the distance between the dowel bars (4); d is the diameter of the dowel (4).
10. The structure of a sediment storage dam of a buttress-type front desilting basin according to claim 1, characterized in that: the top of the dam body (21) adopts a WES curve or other curve forms.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202211130172.1A CN115404821A (en) | 2022-09-16 | 2022-09-16 | Sand blocking dam structure of counterfort type front desilting basin |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202211130172.1A CN115404821A (en) | 2022-09-16 | 2022-09-16 | Sand blocking dam structure of counterfort type front desilting basin |
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| CN115404821A true CN115404821A (en) | 2022-11-29 |
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| CN202211130172.1A Pending CN115404821A (en) | 2022-09-16 | 2022-09-16 | Sand blocking dam structure of counterfort type front desilting basin |
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Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR20090016523A (en) * | 2007-08-07 | 2009-02-16 | 한국건설기술연구원 | Method for blocking debris and sediments in river and reservoir |
| CN204370376U (en) * | 2014-12-26 | 2015-06-03 | 兰州理工大学 | One draws anchor formula mud-rock flow to block row's structure |
| CN209798682U (en) * | 2019-03-27 | 2019-12-17 | 甘肃省科学院地质自然灾害防治研究所 | Anchoring type debris flow blocking dam |
| CN215367141U (en) * | 2020-06-19 | 2021-12-31 | 贵州兴建科技有限公司 | A sand setting trash device for ecological hydropower station is administered river course |
| CN113893584A (en) * | 2021-11-03 | 2022-01-07 | 三峡大学科技学院 | Double-layer energy dissipation and sand collection channel and method |
-
2022
- 2022-09-16 CN CN202211130172.1A patent/CN115404821A/en active Pending
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR20090016523A (en) * | 2007-08-07 | 2009-02-16 | 한국건설기술연구원 | Method for blocking debris and sediments in river and reservoir |
| CN204370376U (en) * | 2014-12-26 | 2015-06-03 | 兰州理工大学 | One draws anchor formula mud-rock flow to block row's structure |
| CN209798682U (en) * | 2019-03-27 | 2019-12-17 | 甘肃省科学院地质自然灾害防治研究所 | Anchoring type debris flow blocking dam |
| CN215367141U (en) * | 2020-06-19 | 2021-12-31 | 贵州兴建科技有限公司 | A sand setting trash device for ecological hydropower station is administered river course |
| CN113893584A (en) * | 2021-11-03 | 2022-01-07 | 三峡大学科技学院 | Double-layer energy dissipation and sand collection channel and method |
Non-Patent Citations (2)
| Title |
|---|
| 吴璋等: "滑坡灾害与防治技术研究", 31 March 2015, 中国地质大学出版社, pages: 120 - 121 * |
| 林继镛: "水工建筑物", 31 August 1981, 中国水利水电出版社, pages: 51 - 55 * |
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