CN112359784A - High-soil core wall dam bank edge contact clay space difference setting type - Google Patents
High-soil core wall dam bank edge contact clay space difference setting type Download PDFInfo
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- CN112359784A CN112359784A CN202011282854.5A CN202011282854A CN112359784A CN 112359784 A CN112359784 A CN 112359784A CN 202011282854 A CN202011282854 A CN 202011282854A CN 112359784 A CN112359784 A CN 112359784A
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- 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
- E02B7/06—Earth-fill dams; Rock-fill dams
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Abstract
The invention relates to the technical field of water conservancy and hydropower design and construction processes, and aims to solve the problems that contact clay with the same thickness is easy to cause potential deformation and damage in local areas and waste earth materials, in particular to a space difference arrangement type of contact clay at the edge of a dam bank of a high earth core wall, which comprises a core wall, the dam bank and contact clay, wherein a contact clay arrangement area is arranged between the core wall and the dam bank, the contact clay arrangement area comprises an area I, an area II and an area III, the area I is positioned in the area from the bottom of the core wall to the height of 1/3 dam, the area II is positioned in the area from the height of 1/3 dam to the height of 2/3 dam, and the area III is positioned in the area from the height of 2/3 dam to. By adopting the mode, the risk of deformation and damage of the local area can be reduced, and the using amount of soil materials is reduced to a certain extent.
Description
Technical Field
The invention relates to the technical field of water conservancy and hydropower design and construction processes, in particular to a space difference arrangement type of contact clay at the bank edge of a high-earth core wall.
Background
The core-wall rock-fill dam has the advantages of convenience in local material taking, good adaptability to terrain and geological conditions, simplicity in construction, good earthquake resistance and the like, and occupies an important position in dam construction at home and abroad. However, under the influence of the valley topography (especially the narrow valley and the steep side slope), the core wall material of the high earth core wall dam adjacent to the bank slope area can generate uncoordinated deformation including shear deformation along the bank slope and cross river tension deformation during the construction period and the operation period. If the inconsistent deformation of the core wall and the bank slope is too large, the seepage-proofing effect of the core wall soil materials in the area adjacent to the bank slope can be weakened or even destroyed. In engineering practice, it is common to coordinate the deformation between the impervious body and the two banks of bedrock by arranging contact clay between the core wall and the two banks of bedrock or the cover plate, the bank contact clay being arranged in the form of: concrete cover plates with certain thickness are arranged on the surfaces of the bank slopes, in contact with the two banks, of the core walls, and horizontal clay with the same thickness is laid at the joints of the core walls and the cover plates.
In the prior art, contact clay is arranged between a core wall and a concrete cover plate arranged on a shore bedrock in an equal thickness, and main physical indexes (such as plasticity index, permeability coefficient, permeability failure ratio reduction and the like) of the contact clay are basically consistent. According to research, the sedimentation difference between the core wall and the bank edge shows a spatial distribution rule that the middle part is larger and the sedimentation difference between the high elevation and the low elevation of the dam body is smaller under the filling and water load effects. The prior art arrangement has the following disadvantages: the contact clay is arranged according to experience, and the main physical indexes of the contact clay arranged along the height with the same thickness and the contact clay required according to the same standard can cause waste of soil or increase the risk of deformation and damage of a local area.
Disclosure of Invention
In order to reduce the use of soil materials and reduce the risk of potential deformation damage of local areas, the invention provides a space difference setting mode for contacting clay on the bank edge of a high-soil core wall.
The technical scheme adopted by the invention for solving the problems is as follows:
a space difference setting type of contact clay at the edge of a high-soil core wall dam bank comprises a core wall, the dam bank and contact clay, wherein a contact clay setting area is arranged between the core wall and the dam bank, the contact clay setting area comprises an area I, an area II and an area III, the area I is located in an area from the bottom of the core wall to the height of 1/3 dams, the area II is located in an area from the height of 1/3 dams to the height of 2/3 dams, the area III is located in an area from the height of 2/3 dams to the top of the core wall, the thickness of the contact clay in the area II is the largest, and the thickness of the area I is the smallest in the area III.
Further, the contact clay has a minimum thickness of not less than 2.5 m.
Further, the contact clay compactness of the zone II is more than 98 percent, and the contact clay compactness of the zones I and III is not less than 94 percent.
Furthermore, the plasticity index of each zone is not lower than that of the core wall, and the plasticity index of the zone II is larger than that of the zones I and III.
Further, the region I is divided into 3 subregions, i.e., the region I1, the region I2 and the region I3, from upstream to downstream, and the region II is divided into 2 subregions, i.e., the region II 1 and the region II 2, from upstream to downstream.
Furthermore, the permeability coefficient of each zone is not lower than that of the core wall, and the permeability coefficient relationship of each subregion is as follows: the I1 region is not less than II 1 region not less than I2 region not less than II 2 region not less than I3 region not less than III region.
Further, the zones meet at a gradual transition in clay thickness to achieve overlap.
Compared with the prior art, the invention has the beneficial effects that: according to the method, a space difference type setting mode of the shore-side contact clay of the high core wall earth-rock dam is set according to the settlement difference, and compared with the traditional setting mode, the space difference type setting mode can give full play to the deformation coordination function of the contact clay, and the deformation damage risk caused by the incongruity of the deformation of the core wall and the bank slope is reduced; because the contact clay thickness that each district set up is different, compare with the contact clay that the uniform thickness set up, can practice thrift the use amount of soil material to a certain extent.
Drawings
FIG. 1 is a schematic plan view of a partition of a core wall and shore contact clay;
FIG. 2 is a schematic cross-sectional view of a core wall and bank contact clay;
FIG. 3 is a schematic diagram of the difference of core wall and bank settlement as a function of elevation.
Detailed Description
In order to make the objects, technical solutions and advantages of the present invention more apparent, the present invention will be described in further detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely illustrative of the invention and are not intended to limit the invention.
According to research, the sedimentation difference between the core wall and the bank edge shows a spatial distribution rule that the sedimentation difference between the high elevation and the low elevation of the dam body is larger in the middle part and smaller under the filling and water load effects, as shown in fig. 3. According to the law, the inventor sets contact clay subareas along the elevation according to the influence of filling load and vertical water load, as shown in fig. 1 and fig. 2, specifically, the space difference setting type of the contact clay at the edge of the dam bank of the high-soil core wall comprises a core wall, the dam bank and the contact clay, the contact clay setting area is arranged between the core wall and the dam bank, the contact clay setting area comprises an area I, an area II and an area III, the area I is positioned in the area from the bottom of the core wall to the height of 1/3, the area II is positioned in the area from the height of 1/3 to the height of 2/3, the area III is positioned in the area from the height of 2/3 to the top of the core wall, the thickness of the contact clay is the largest in the area II, and the thickness of the area I is the smallest in the area III.
Because the settlement difference between the core wall and the bank presents a spatial distribution rule that the middle part is larger and the settlement difference between the height and the low height of the dam body is smaller, the inventor divides the whole clay setting area into an area I, an area II and an area III, and sets clays with different thicknesses according to the settlement difference of the areas, wherein the clay thickness of the large area with the settlement difference is large, and the clay thickness of the small area with the settlement difference is small.
For facilitating mechanical construction, the minimum thickness of the contact clay should be not less than 2.5m, and the maximum thickness should be determined comprehensively based on indoor and outdoor tests, numerical simulation and other means, which are not limited herein.
Furthermore, when the contact clay compaction is carried out, the contact clay compaction degree of the area II is more than 98 percent, and the contact clay compaction degrees of the area I and the area III are not less than 94 percent. In order to avoid stress and deformation mutation, the thickness of the contact clay in each area is gradually transited to realize lap joint under the condition of convenient construction, so that the contact clay compactness in the area II is more than 98 percent, the contact clay compactness in the area I is 94-103 percent, and the contact clay compactness in the area III is 94-100 percent. The degree of compaction should satisfy both the deformation requirement and the strength requirement, and the degree of compaction should be lower under the same conditions, so that the degree of compaction should be within a range to satisfy both the degree of compaction and the strength.
In addition, the plasticity index of each region is not lower than that of the core-wall soil, and the plasticity index of the region II is larger than that of the regions I and III under the same condition, and the plasticity index of the region I is not smaller than that of the region III. Since the stress levels in zones I and III are relatively small compared to zone II, the plasticity index can also be set relatively small.
Preferably, due to horizontal water loading and reservoir water permeability effects, the zone i is divided into 3 subregions from upstream to downstream, i.e., zone i 1, zone i 2 and zone i 3, and the zone ii is divided into 2 subregions from upstream to downstream, i.e., zone ii 1 and zone ii 2, with the relationship between the permeability coefficients of the subregions being: the I1 area is more than or equal to the II 1 area, more than or equal to the I2 area, more than or equal to the I3 area, more than or equal to the III area, and the permeability coefficient of each area is not lower than that of the core wall soil. The whole contact clay setting area is divided into a plurality of small areas, and the clay with different compactibility and permeability is filled according to the environmental factors to enable each area to be more suitable for water load and reservoir water permeability, so that the aims of saving soil materials and reducing deformation and damage risks are fulfilled.
Claims (7)
1. A space difference setting type of contact clay at the edge of a high-soil core wall dam bank comprises a core wall, the dam bank and contact clay, wherein a contact clay setting area is arranged between the core wall and the dam bank, and the space difference setting type is characterized in that the contact clay setting area comprises an area I, an area II and an area III, the area I is located in an area from the bottom of the core wall to the height of 1/3, the area II is located in an area from the height of 1/3 to the height of 2/3, the area III is located in an area from the height of 2/3 to the top of the core wall, the thickness of the contact clay in the area II is the largest, and the thickness of the area I is the smallest in the area III.
2. A high core dam bank edge contact clay space difference setting pattern according to claim 1, wherein the minimum contact clay thickness is not less than 2.5 m.
3. A high core dam bank edge contact clay space differential setting pattern as claimed in claim 1 wherein said zone ii contact clay compaction is greater than 98% and zone i and zone iii contact clay compaction is not less than 94%.
4. A high earth core dam bank edge contact clay space difference setting pattern as claimed in claim 1 wherein each zone has a plasticity index no lower than that of the core and zone ii has a plasticity index greater than that of zones i and iii.
5. A high core dam bank edge contact clay space difference setting pattern according to claim 1 wherein said zone i is divided into 3 subregions i 1, i 2 and i 3 from upstream to downstream and said zone ii is divided into 2 subregions ii 1 and ii 2 from upstream to downstream.
6. A high earth core dam bank edge contact clay space difference setting pattern as claimed in claim 5 wherein the permeability coefficient of each zone is not lower than the permeability coefficient of the core and the permeability coefficient relationship of each sub-zone is: the I1 region is not less than II 1 region not less than I2 region not less than II 2 region not less than I3 region not less than III region.
7. The high-earth core dam bank edge contact clay space difference setting type according to any one of claims 1 to 6, wherein the contact clay thickness of each zone is gradually transited to realize overlapping.
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| CN202011282854.5A CN112359784A (en) | 2020-11-17 | 2020-11-17 | High-soil core wall dam bank edge contact clay space difference setting type |
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| CN202011282854.5A CN112359784A (en) | 2020-11-17 | 2020-11-17 | High-soil core wall dam bank edge contact clay space difference setting type |
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Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH07247535A (en) * | 1994-03-09 | 1995-09-26 | Maeda Corp | Rock-fill dam construction tent device and construction method of rock-fill dam |
| CN101538839A (en) * | 2009-03-26 | 2009-09-23 | 中国水利水电第七工程局有限公司 | Method for constructing highly plastic clay core wall |
| CN101581087A (en) * | 2009-06-13 | 2009-11-18 | 中国葛洲坝集团股份有限公司 | High concrete slab rock-fill dam dam-filling space-time pre-settlement control method |
| CN106801369A (en) * | 2017-01-23 | 2017-06-06 | 合肥工业大学 | A kind of hard and soft basic unit's double slanted transition structure and its construction method |
| CN208578002U (en) * | 2018-07-05 | 2019-03-05 | 河海大学 | Composite structure of banketing is changed in a kind of control heightening and thickening dike relative settlement |
-
2020
- 2020-11-17 CN CN202011282854.5A patent/CN112359784A/en active Pending
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH07247535A (en) * | 1994-03-09 | 1995-09-26 | Maeda Corp | Rock-fill dam construction tent device and construction method of rock-fill dam |
| CN101538839A (en) * | 2009-03-26 | 2009-09-23 | 中国水利水电第七工程局有限公司 | Method for constructing highly plastic clay core wall |
| CN101581087A (en) * | 2009-06-13 | 2009-11-18 | 中国葛洲坝集团股份有限公司 | High concrete slab rock-fill dam dam-filling space-time pre-settlement control method |
| CN106801369A (en) * | 2017-01-23 | 2017-06-06 | 合肥工业大学 | A kind of hard and soft basic unit's double slanted transition structure and its construction method |
| CN208578002U (en) * | 2018-07-05 | 2019-03-05 | 河海大学 | Composite structure of banketing is changed in a kind of control heightening and thickening dike relative settlement |
Non-Patent Citations (3)
| Title |
|---|
| 杨智勇: "某水电站心墙坝和面板坝沉降变形比选研究", 《地质灾害与环境保护》 * |
| 涂扬举等: "瀑布沟砾石土心墙堆石坝施工期监测分析", 《水力发电》 * |
| 陈宝璠: "《土木工程材料》", 30 November 2008, 中国建材工业出版社 * |
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