CN201439595U - Reinforced structure of bedrock at downstream dam toe area of dam body - Google Patents
Reinforced structure of bedrock at downstream dam toe area of dam body Download PDFInfo
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- CN201439595U CN201439595U CN2009203040876U CN200920304087U CN201439595U CN 201439595 U CN201439595 U CN 201439595U CN 2009203040876 U CN2009203040876 U CN 2009203040876U CN 200920304087 U CN200920304087 U CN 200920304087U CN 201439595 U CN201439595 U CN 201439595U
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- basement rock
- dam
- bedrock
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- dam body
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Abstract
The utility model discloses a reinforced structure of bedrock at a downstream dam toe area of a dam body which can improve the vertical compression strength of the bedrock at the downstream dam toe area of the dam body so as to strengthen the carrying capacity of the bedrock at the downstream dam toe area. The reinforced structure is characterized in that a plurality of groups of bedrock pre-tightening devices are spaced to be arranged at the middle of the bedrock at the dam toe area, and the pre-tightening direction of each group of the bedrock pre-tightening devices are inclined towards the upstream of the dam body from exterior to the interior. In the principle of multi-spindle effect, the side confining pressure of the bedrock is increased through the bedrock pre-tightening devices, so the longitudinal compression strength of the bedrock is improved, and the carrying capacity of the bedrock at the downstream dam toe area is strengthened. At the same time, the bedrock pre-tightening devices also can improve the integrity of the bedrock and favors the re-distribution of the load so as to strengthen the integrity of the bedrock body. The form of the reinforced structure is applicable to all types of the arch dam such as the normal concrete arch dam, the roller compacted concrete arch dam, the stonework arch dam and the rockfill concrete arch dam. Moreover, the reinforced structure also can be popularized in the dam toe area of the solid gravity dam.
Description
Technical field
The utility model relates to the field of building a dam, and is specifically related to the ruggedized construction of toe district, dam body downstream basement rock.
Background technology
The arch dam run duration is subjected to the effect of storehouse water pressure, and the thrust that reaches the basis is huge, causes the toe district to produce big compressive stress usually, its direction is pointed in the inclined to one side mountain, downstream, because dam foundation rock mass is subjected to joint fissure cutting more, bigger thrust may cause the surrender of toe rock mass, influences arch dam safety.
The utility model content
The technical problem that the utility model solved is: provides a kind of and can improve toe district, dam body downstream basement rock vertical compression intensity, thus the ruggedized construction of toe district, the dam body downstream basement rock of enhancing toe district, downstream basement rock supporting capacity.
The technical scheme that solves the problems of the technologies described above is: the ruggedized construction of toe district, dam body downstream basement rock, in described toe district basement rock, be provided with many group basement rock pre-tightening apparatus at interval, and the described pretension direction of basement rock pre-tightening apparatus of respectively organizing is from outward appearance to inner essence towards the dam body upstream oblique.
The beneficial effects of the utility model are: this structure increases the side direction confined pressure of basement rock according to the multiaxis effect principle by the basement rock pre-tightening apparatus, thereby improves the vertical compressive strength of basement rock, strengthens toe district, downstream basement rock supporting capacity.Simultaneously, the basement rock pre-tightening apparatus can also improve the globality of basement rock, helps redistributing of load, and then strengthens the globality of foundation plane.The application's this form of structure increases under the little situation in overall expenses, effectively promote toe district, downstream, and even the degree of safety of integral dam, compare the measure that other improve degree of safety, has less investment, the outstanding effect characteristics, and cost of design is low, control is convenient in construction, and the comprehensive technology economic indicator is better.This form of structure is suitable for using in all arch dam dam types, such as normal concrete arch dam, rolled concrete arch dam, stone-laying arch dam and rock-fill concrete arch dam, also may extend to gravity dam toe district and uses.
Description of drawings
Fig. 1 shows the arrangement form of the application's basement rock pre-tightening apparatus from the upright angle of downstream dam facing.
Fig. 2 be among Fig. 1 A-A to sectional view.
Be labeled as among the figure: angle 2, toe district basement rock 3, basement rock pre-tightening apparatus 4, anchor cable 5, anchored end 6, downstream dam facing 7, upstream dam facing 8, angle α are pasted in dam body 1, downstream.
The specific embodiment
Below in conjunction with drawings and Examples the utility model is described further.
The compression-resistant structure of toe district, dam body downstream basement rock as depicted in figs. 1 and 2 is provided with many group basement rock pre-tightening apparatus 4 at interval in described toe district basement rock 3, the described pretension direction of basement rock pre-tightening apparatus 4 of respectively organizing is from outward appearance to inner essence towards the dam body upstream oblique.According to the multiaxis effect principle of concrete material, when concrete was in three pressured states, concrete compressive strength will be considerably beyond concrete uniaxial compressive strength; On the contrary, if concrete is in the triaxial tension and compression stress state, concrete compression and tensile strength all is less than concrete single shaft compression and tensile strength.According to above-mentioned principle, in the application's ruggedized construction since the pretension direction of basement rock pre-tightening apparatus 4 from outward appearance to inner essence towards the dam body upstream oblique, intersect with the principal compressive stress wide-angle, increase the side direction confined pressure of basement rock, thereby improve basement rock vertical compression intensity, strengthen toe district, downstream basement rock supporting capacity, effectively improve the Degree of Safety of dam body.Simultaneously, the basement rock pre-tightening apparatus can also improve the globality of basement rock, helps redistributing of load, and then strengthens the globality of foundation plane.
As shown in Figure 1, each is organized basement rock pre-tightening apparatus 4 and pastes angle 2 outer rims along the downstream and be provided with at interval.The downstream is pasted angle 2 and is arranged on the structure in the angle zone between downstream dam facing 7 and the toe district basement rock 3, helps to improve the tension and compression stress combination phenomenon of arch dam toe periphery, and toe is played important protective effect, improves the stress distribution form at this position.Be provided with at interval by each group basement rock pre-tightening apparatus 4 is pasted angle 2 outer rims along the downstream, whole toe district, dam body 1 downstream basement rock 3 is all effectively reinforced.
As shown in Figure 2, consider the actual landform geological conditions in toe district, arch dam downstream, be difficult to pretension direction with basement rock pre-tightening apparatus 4 and just be arranged to perfect condition perpendicular to toe principal compressive stress direction, thereby can with the pretension direction of basement rock pre-tightening apparatus 4 and Yokogawa to or the angle α of vertical direction be limited in＞0 °, ≤ 30 ° scope, thus reach best gap tilt effect.
As shown in Figure 1 and Figure 2, each is organized basement rock pre-tightening apparatus 4 and is made up of the array substep many anchor cables 5 in toe district basement rock 3, and the anchored end 6 of described anchor cable 5 is cemented in the toe district basement rock 3, and outer anchor head is arranged on the surface of toe district basement rock 3.Because anchor cable 5 is relatively simple for structure, easy construction, so use cost is cheap relatively.Simultaneously, the basement rock pre-tightening apparatus of being made up of many anchor cables 54 can form powerful pretightning force, can be good at guaranteeing the side direction confined pressure of basement rock.
As shown in Figure 1 and Figure 2, in order to guarantee the unity of anchor cable 5 pretension directions, every anchor cable 5 is provided with the direction unanimity in same group of basement rock pre-tightening apparatus 4.
As shown in Figure 1 and Figure 2, the anchored end 6 of adjacent two anchor cables 5 is positioned on the different degree of depth of toe district basement rock 3 in same group of basement rock pre-tightening apparatus 4, thereby avoids the anchored end 6 of anchor cable 5 to concentrate on same elevation, and the strata structure of basement rock is damaged.
Embodiment
Above-mentioned compression-resistant structure is used in the arched concrete dam, at first requires dam body 1 to rise to certain elevation, subsides angle 2, downstream is built and is finished, and consolidation grouting finishes.When the dam body 1 beginning part dash, downstream toe district stress transfers compressive stress to by tensile stress, and compressive stress surpasses behind the certain value (such as being defined as 3MPa, this sets up construction reference according to each arch dam own characteristic) construction of ruggedized construction that can the application.As shown in Figure 2, paste the surface at angle 2 or the surface of pasting the toe district basement rock 3 at angle 2 near the downstream during construction in the downstream, from top to bottom and upstream dam facing 8 inclination certain angles are beaten the anchor cable hole, and arrange anchor cable 5.After treating that the anchored end 6 of anchor cable 5 is fixed, anchor cable 5 is stretched to the prestress value of design, break adrift is finished construction.As shown in Figure 1, the anchor cable 5 of selected fair amount is formed one group of basement rock pre-tightening apparatus 4, and each organizes basement rock pre-tightening apparatus 4 pastes angle 2 along the downstream peripheral intervals setting.
Claims (6)
1. the ruggedized construction of dam body downstream toe district basement rock is characterized in that: be provided with many group basement rock pre-tightening apparatus (4) in described toe district basement rock (3) at interval, the described pretension direction of basement rock pre-tightening apparatus (4) of respectively organizing is from outward appearance to inner essence towards the dam body upstream oblique.
2. the ruggedized construction of toe district, dam body as claimed in claim 1 downstream basement rock, it is characterized in that: each is organized basement rock pre-tightening apparatus (4) and is made up of the many anchor cables (5) of array distribution in toe district basement rock (3), the anchored end (6) of described anchor cable (5) is cemented in the toe district basement rock (3), and outer anchor head is arranged on the surface of toe district basement rock (3).
3. the ruggedized construction of toe district, dam body as claimed in claim 2 downstream basement rock is characterized in that: every anchor cable (5) is provided with the direction unanimity in the same group of basement rock pre-tightening apparatus (4).
4. the ruggedized construction of toe district, dam body as claimed in claim 2 downstream basement rock is characterized in that: the anchored end (6) of adjacent two anchor cables (5) is positioned on the different degree of depth of toe district basement rock (3) in the same group of basement rock pre-tightening apparatus (4).
5. the ruggedized construction of toe district, dam body as claimed in claim 2 downstream basement rock is characterized in that: each root anchor cable (5) is evenly distributed in the toe district basement rock (3) in the same group of basement rock pre-tightening apparatus (4).
6. as the ruggedized construction of claim 1,2,3, toe district, 4 or 5 described dam body downstream basement rock, it is characterized in that: the pretension direction of described basement rock pre-tightening apparatus (4) and Yokogawa to or the angle (α)＞0 of vertical direction ° ,≤30 °.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2009203040876U CN201439595U (en) | 2009-06-08 | 2009-06-08 | Reinforced structure of bedrock at downstream dam toe area of dam body |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2009203040876U CN201439595U (en) | 2009-06-08 | 2009-06-08 | Reinforced structure of bedrock at downstream dam toe area of dam body |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN201439595U true CN201439595U (en) | 2010-04-21 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN2009203040876U Expired - Lifetime CN201439595U (en) | 2009-06-08 | 2009-06-08 | Reinforced structure of bedrock at downstream dam toe area of dam body |
Country Status (1)
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| CN (1) | CN201439595U (en) |
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101864805A (en) * | 2010-04-26 | 2010-10-20 | 河南奥斯派克科技有限公司 | Steel dam space truss structure unit body and arch-style steel dam |
| CN102966078A (en) * | 2012-12-04 | 2013-03-13 | 中国水电顾问集团贵阳勘测设计研究院 | Method for determining inferior limit of safety coefficient of abutment stability of arch dam |
| CN105019408A (en) * | 2015-08-05 | 2015-11-04 | 中国电建集团成都勘测设计研究院有限公司 | Arch dam topography defect strengthening structure |
| CN107208392A (en) * | 2015-01-27 | 2017-09-26 | 法国国家电力企业 | Water storage pool equipment |
| CN110344376A (en) * | 2019-06-18 | 2019-10-18 | 中国电建集团华东勘测设计研究院有限公司 | A kind of toe transition structure suitable for arch dam on complex formation |
-
2009
- 2009-06-08 CN CN2009203040876U patent/CN201439595U/en not_active Expired - Lifetime
Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101864805A (en) * | 2010-04-26 | 2010-10-20 | 河南奥斯派克科技有限公司 | Steel dam space truss structure unit body and arch-style steel dam |
| CN101864805B (en) * | 2010-04-26 | 2011-07-27 | 河南奥斯派克科技有限公司 | Steel dam space truss structure unit body and arch-style steel dam |
| CN102966078A (en) * | 2012-12-04 | 2013-03-13 | 中国水电顾问集团贵阳勘测设计研究院 | Method for determining inferior limit of safety coefficient of abutment stability of arch dam |
| CN107208392A (en) * | 2015-01-27 | 2017-09-26 | 法国国家电力企业 | Water storage pool equipment |
| CN107208392B (en) * | 2015-01-27 | 2018-11-16 | 法国国家电力企业 | Water storage pool equipment |
| CN105019408A (en) * | 2015-08-05 | 2015-11-04 | 中国电建集团成都勘测设计研究院有限公司 | Arch dam topography defect strengthening structure |
| CN110344376A (en) * | 2019-06-18 | 2019-10-18 | 中国电建集团华东勘测设计研究院有限公司 | A kind of toe transition structure suitable for arch dam on complex formation |
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Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| C56 | Change in the name or address of the patentee |
Owner name: CHENGDU HYDROELECTRIC INVESTIGATION + DESIGN INSTI Free format text: FORMER NAME: CHENGDU HYDROELECTRIC INVESTIGATION + DESIGN INSTITUTE OF CHINA HYDROPOWER CONSU |
|
| CP01 | Change in the name or title of a patent holder |
Address after: 610072 Sichuan city of Chengdu province's North Road No. Patentee after: Chengdu Hydroelectric Investigation & Design Institute of SPC Address before: 610072 Sichuan city of Chengdu province's North Road No. Patentee before: Chengdu Hydroelectric Investigation & Design Institute of China Hydropower Consu |
|
| C56 | Change in the name or address of the patentee |
Owner name: CHINA POWER GROUP CHENGDU INVESTIGATION DESIGN + R Free format text: FORMER NAME: CHENGDU HYDROELECTRIC INVESTIGATION + DESIGN INSTITUTE OF SPC |
|
| CP01 | Change in the name or title of a patent holder |
Address after: 610072 Sichuan city of Chengdu province's North Road No. Patentee after: Co., Ltd of Chengdu survey and design academy of electricity Jian group of China Address before: 610072 Sichuan city of Chengdu province's North Road No. Patentee before: Chengdu Hydroelectric Investigation & Design Institute of SPC |
|
| CX01 | Expiry of patent term | ||
| CX01 | Expiry of patent term |
Granted publication date: 20100421 |