CN104120686A - High elastic die cushion type composite dam - Google Patents
High elastic die cushion type composite dam Download PDFInfo
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Abstract
The invention belongs to the technical field of hydroelectric and hydraulic engineering hydraulic structures, and particularly provides a high elastic die cushion type composite dam. The composite dam comprises a concrete face plate, a cushion layer area, a transition area, an upstream major stone pile area and a downstream minor stone pile area, wherein the concrete face plate, the cushion layer area, the transition area, the upstream major stone pile area and the downstream minor stone pile area are sequentially arranged from an upstream region to a downstream region; a high toe wall area is arranged at the bottom of the concrete face plate, the bottom of the cushion layer area and the bottom of the transition area; a lower compression area is arranged at the bottom of the upstream major stone pile area and the bottom of the downstream minor stone pile area; the lower compression area is arranged at the downstream position of the high toe wall area and below the crest level of the high toe wall area. The high toe wall area and the lower compression area are arranged, so that transformation and stress of a dam body and the concrete face plate are reduced, the standards of stone pile dams with 200 m level face plates are reached, and the technology for stone pile dams with 300 m level face plates is feasible, economical and safe.
Description
Technical field
The invention belongs to water power hydraulic engineering hydraulic structure technical field, be specifically related to the compound dam of a kind of high-elastic die-cushion seat formula.
Background technology
Along with water power implementation, in the abundant southwest of hydraulic power potentials, the Northwest, large quantities of high dams are built, building or yet to be built.Earth and rockfill dam is modal a kind of dam type during current dam work is built, and is also a kind of dam type with fastest developing speed, accounts for the more than 95% of built dam sum.The earth and rockfill dam that whole world height of dam surpasses 15m has more than 29000, and wherein China has more than 15000, mainly comprises homogeneous earth dam, core wall dam and Concrete Face Rockfill Dam etc.
Reinforced concrete face rockfill dam is a kind of new dam type that the later stage seventies in last century starts to grow up, it embodies the good feature of safety, economy, easy construction and compliance in practice, although start late but develop very fast, the favor of Shen Shouba work circle.According to incompletely statistics, by September, 2011, in the world built, at the rock of building and planning to build, from engineering quantity, height of dam, to project scale, all occupy the forefront.China is built and have more than 270 building rock so far, and sum accounts for global 50%.Along with the accumulation of Dam Construction experience and the raising of design level, the height of rock is also in continuous increase, and Shuibuya Dam is up to 233m, is the highest built rock in the world, also becomes the successful case of the high rock of 250m level.250～300m level superelevation rock that great Shi gorge, Ci Haxia, Gu Shui, Ma Ji, Ru Mei etc. plan to build is at present also in the middle of project study, the safety issue of dam work bound pair superelevation rock, main existence worried below: (1) can not correct Prediction superelevation face dam dam settlement and the sedimentation panel deformation, stress and the requirement to sealing material that cause; (2) whether existing laboratory facilities adopt material for scale model, can correct Prediction superelevation face dam dam permeation stability problem and the physico-mechanical properties of dam material; Existence due to above-mentioned uncertain factor, whether concrete surface plate material and the form of structure of high resistance to extruding, high cracking resistance can be proposed, whether can propose to meet joint seal form of structure and the material of the large deformation of superelevation face dam, become present Ba Gongjie and studied more problem.
But, water cloth a strip of land between hills build up the successful case that becomes the high rock of 250m level, Yi Beiba work circle is accepted.If distortion, panel deflection and the stress of 300m level superelevation rock planned to build are, the distortion magnitude of joint seal reaches the degree of 200m level rock, can also Wei Ba work circle accept, also just solved the technical bottleneck of 300m level superelevation rock.
Summary of the invention
The object of the invention is to overcome the technical feasibility problems such as distortion, panel deflection and stress of 300m level superelevation rock in prior art.
For this reason, the invention provides the compound dam of a kind of high-elastic die-cushion seat formula, comprise concrete slab, bed course district, transition region, main rockfill area, upstream and the downstream time rockfill area setting gradually to downstream from upstream, the bottom of described concrete slab, bed course district, transition region is provided with Gao Zhiqiang district, the bottom of main rockfill area, described upstream and downstream time rockfill area is provided with low compressional zone, and described low compressional zone is placed in below the crest level in Qie Gaozhi wall district, downstream in Gao Zhiqiang district.
Above-mentioned concrete slab He Gaozhiqiang district upstream side is disposed with ballast district and bedding district by upstream to downstream.
The end elevation in above-mentioned ballast district and bedding district is higher than more than low compressional zone bottom 10m.
The thickness that above-mentioned Gao Zhiqiang district head upstream side is put above bedding district is not less than 10m.
Above-mentioned Gao Zhiqiang district upstream side slope is than being 1:t, and the span of t is 0～0.2, and the subregion slope of Yu Di compressional zone, downstream, Gao Zhiqiang district is than being 1:S, and S is not less than 0.5.
The height of He Di compressional zone, above-mentioned Gao Zhiqiang district is consistent, and its height is 0.1～0.4 with the ratio of the height of dam on compound dam.
The bottom in above-mentioned Gao Zhiqiang district is provided with high toe foundation of wall consolidation grouting floor.
Above-mentioned Gao Zhiqiang arranges irrigation gallery in district, and curtain grouting layer is set in irrigation gallery.
The slope of above-mentioned concrete slab, bed course district and transition region, than identical, is 1:m, and the span of m is 1.35～1.7; The downstream side slope ratio of time rockfill area, downstream is 1:n, and the span of n is 1.25～1.8.
The subregion slope ratio of main rockfill area, above-mentioned upstream and downstream time rockfill area is 1:k, and the span of k is 0～1.35.
Beneficial effect of the present invention is as follows:
(1) the low compressional zone that dam body bottom in the compound dam of high-elastic die-cushion seat formula arranges, the high toe foundation of wall consolidation grouting floor of Gao Zhiqiang district and bottom thereof and curtain grouting floor with in dam body, the main rockfill area, upstream that arranges, top, time rockfill area, downstream together with concrete slab, formed the seepage prevention system of sealing.
(2) the compound dam of high-elastic die-cushion seat formula that the present invention proposes, can be so that the stress of 300m level superelevation rock, the distortion of sedimentation and minute crack structure etc. safety indexes, meet existing < < Concrete Face Rockfill Dam design specifications > > (DL/T5016-2011, SL228-98) and < < concrete gravity dam design specifications > > (L5108-1999, SL319-2005) requirement, make 300m level superelevation rock feasible technically.
(3) the compound dam of high-elastic die-cushion seat formula that the present invention proposes makes full use of local building rockfill materials, meets the requirement of economy, has good society, economy and ecological benefits.
Below with reference to accompanying drawing, the present invention is described in further details.
Accompanying drawing explanation
Fig. 1 is the section structure schematic diagram on the compound dam of the high-elastic die-cushion seat formula of the present invention.
Description of reference numerals: 1, concrete slab; 2, bed course district; 3, transition region; 4, main rockfill area, upstream; 5, time rockfill area, downstream; 6, Gao Zhiqiang district; 7, high toe foundation of wall consolidation grouting layer; 8, curtain grouting layer; 9, low compressional zone; 10, bedding district; 11, ballast district.
The specific embodiment
Embodiment 1:
In order to overcome the distortion of 300m level superelevation rock in prior art, the technical feasibility problem such as panel deflection and stress, the present embodiment provides a kind of compound dam of high-elastic die-cushion seat formula as shown in Figure 1, comprise the concrete slab 1 setting gradually to downstream from upstream, bed course district 2, transition region 3, main rockfill area 4, upstream and downstream time rockfill area 5, described concrete slab 1, bed course district 2, the bottom of transition region 3 is provided with Gao Zhiqiang district 6, the bottom of main rockfill area 4, described upstream and downstream time rockfill area 5 is provided with low compressional zone 9, described low compressional zone 9 is placed in below the crest level in Qie Gaozhi wall district, downstream 6 in Gao Zhiqiang district 6.
Wherein, Gao Zhiqiang district 6 is according to design of gravity dam, and design standard is observed the relevant regulations of < < concrete gravity dam design specifications > > (L5108-1999, SL319-2005).The height in Gao Zhiqiang district 6, according to reduce concrete slab 1 stress, be deformed into the magnitude of 200m level rock; The setting in Gao Zhiqiang district 6, can effectively reduce stress and the distortion of concrete slab 1; The structure of concrete slab 1 and water-stopping structure thereof and material are selected according to the requirement of 200m level rock.
And the Gao Zhiqiang district 6 that is arranged so that of low compressional zone 9 meets the requirement of related specifications and stress stable to it, simultaneously, the setting of low compressional zone 9, can reduce distortion and the stress of dam body and concrete slab 1, reach the standard of 200m level rock, make 300m level rock technical feasibility, economic security, 300m level rock can be accepted by people.
In addition, low compressional zone 9 can adopt a kind of low compression material, such as the bedding material in conventional design or its modified materials, Transition Materials, dry lean concrete material, roller-compacting concrete material, modification sand gravel material etc., also can adopt the combination of above-mentioned different materials, low compressional zone 9 is selected the material that in above-mentioned material, construction is simple, cost is low as far as possible, meets economy requirement.
Embodiment 2:
On the basis of embodiment 1, for concrete slab 1 He Gaozhiqiang district 6 is played a protective role, described concrete slab 1 He Gaozhiqiang district 6 upstream sides are disposed with ballast district 11He bedding district 10 by upstream to downstream; The end elevation in described ballast district 11He bedding district 10 is higher than more than low compressional zone 9 bottom 10m; The thickness that described Gao Zhiqiang district 6 head upstream sides are put above bedding district 10 is not less than 10m, and meets the permission gradient requirement in bedding district 10.
And described Gao Zhiqiang district 6 upstream side slopes are than being 1:t, and the span of t is 0～0.2, and the subregion slope of 6 Yu Di compressional zones, downstream 9, Gao Zhiqiang district is than being 1:S, and S is not less than 0.5, and actual definite according to engineering.Described Gao Zhiqiang district 6 is consistent with the height of low compressional zone 9, and its height is 0.1～0.4 with the ratio of the height of dam on compound dam, and its ratio is the smaller the better, and actual definite according to engineering.
The bottom in described Gao Zhiqiang district 6 is provided with high toe foundation of wall consolidation grouting floor 7; The interior irrigation gallery that arranges in described Gao Zhiqiang district 6 arranges curtain grouting layer 8 in irrigation gallery; Concrete slab 1, Gao Zhiqiang district 6, high toe foundation of wall consolidation grouting floor 7 and curtain grouting floor 8 are as the leakage preventing structure of this dam body.
The slope of described concrete slab 1, bed course district 2 and transition region 3, than identical, is 1:m, and the span of m is 1.35～1.7; The downstream side slope ratio of time rockfill area 5, downstream is 1:n, and the span of n is 1.25～1.8; The subregion slope of main rockfill area 4, described upstream and downstream time rockfill area 5 is than being 1:k, and the span of k is 0～1.35, and actual definite according to engineering, generally gets 0.2.
In addition, in the present embodiment, bed course district 2, transition region 3, main rockfill area 4, upstream, time rockfill area 5, downstream, ballast district 11He bedding district 10 all can adopt rockfill materials to fill, and comprise built-up area excavated material, stock ground piece building stones and stock ground sand gravel material etc.The selection of rockfill materials must meet the related request of < < Concrete Face Rockfill Dam design specifications > > (DL/T5016-2011, SL228-98).The present embodiment makes full use of the excavated material of building, reduces the area of rejected material and slag field, reduces the impact of dam construction on environment, reduces construction costs, improves the economic indicator of dam body and hinge, has good economy, society and environmental ecological benefit.
It should be noted that the above-mentioned parameter in the present embodiment must meet the requirement of < < Concrete Face Rockfill Dam design specifications > > (DL/T5016-2011, SL228-98) and < < concrete gravity dam design specifications > > (L5108-1999, SL319-2005).Main rockfill area 4, upstream and downstream time rockfill area 5 dam structures, must check dam body settlement, distortion, stress and panel deflection and stress, all side seams, vertical lap seam displacement etc., meet the regulation of < < Concrete Face Rockfill Dam design specifications > > (DL/T5016-2011, SL228-98); Must check the stress of high toe wall and stablize, meeting the relevant regulations of < < concrete gravity dam design specifications > > (L5108-1999, SL319-2005); Must check the dam body Ge Liao district osmotic stability of (comprising low compressional zone).Gao Zhiqiang district 6, as the leakage preventing structure of low compressional zone 9 and the key components of dam body seepage structure, adopts concreting, and the water-stopping system of sealing is set.The materials such as bedding material, Transition Materials, roller compacted concrete or modification sand gravel material are selected in low compressional zone 9, adopt compaction type construction method.
More than exemplifying is only to illustrate of the present invention, does not form the restriction to protection scope of the present invention, within the every and same or analogous design of the present invention all belongs to protection scope of the present invention.
Claims (10)
1. the compound dam of high-elastic die-cushion seat formula, comprise concrete slab (1), bed course district (2), transition region (3), main rockfill area, upstream (4) and the downstream time rockfill area (5) setting gradually to downstream from upstream, it is characterized in that: the bottom of described concrete slab (1), bed course district (2), transition region (3) is provided with Gao Zhiqiang district (6), the bottom of main rockfill area, described upstream (4) and downstream time rockfill area (5) is provided with low compressional zone (9), and described low compressional zone (9) is placed in below the crest level in Qie Gaozhi wall district, downstream (6) in Gao Zhiqiang district (6).
2. the compound dam of high-elastic die-cushion seat formula as claimed in claim 1, is characterized in that: described concrete slab (1) He Gaozhiqiang district (6) upstream side is disposed with ballast district (11) and bedding district (10) by upstream to downstream.
3. the compound dam of high-elastic die-cushion seat formula as claimed in claim 2, is characterized in that: the end elevation of described ballast district (11) and bedding district (10) is higher than more than low compressional zone (9) bottom 10m.
4. the compound dam of high-elastic die-cushion seat formula as claimed in claim 2, is characterized in that: the thickness that described Gao Zhiqiang district (6) head upstream side is put above bedding district (10) is not less than 10m.
5. the compound dam of high-elastic die-cushion seat formula as claimed in claim 1, it is characterized in that: described Gao Zhiqiang district (6) upstream side slope is than being 1:t, and the span of t is 0～0.2, the subregion slope ratio of Yu Di compressional zone, downstream, Gao Zhiqiang district (6) (9) is 1:S, and S is not less than 0.5.
6. the compound dam of high-elastic die-cushion seat formula as claimed in claim 1, is characterized in that: described Gao Zhiqiang district (6) is consistent with the height of low compressional zone (9), and its height is 0.1～0.4 with the ratio of the height of dam on compound dam.
7. the compound dam of high-elastic die-cushion seat formula as claimed in claim 1, is characterized in that: the bottom in described Gao Zhiqiang district (6) is provided with high toe foundation of wall consolidation grouting floor (7).
8. the compound dam of high-elastic die-cushion seat formula as claimed in claim 1, is characterized in that: in described Gao Zhiqiang district (6), irrigation gallery is set, curtain grouting layer (8) is set in irrigation gallery.
9. the compound dam of high-elastic die-cushion seat formula as claimed in claim 1, is characterized in that: the slope of described concrete slab (1), bed course district (2) and transition region (3), than identical, is 1:m, and the span of m is 1.35～1.7; The downstream side slope ratio of time rockfill area (5), downstream is 1:n, and the span of n is 1.25～1.8.
10. the compound dam of high-elastic die-cushion seat formula as claimed in claim 1, is characterized in that: the subregion slope ratio of main rockfill area, described upstream (4) and downstream time rockfill area (5) is 1:k, and the span of k is 0～1.35.
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| CN201410361477.2A CN104120686B (en) | 2014-07-28 | 2014-07-28 | A kind of high-elastic die-cushion A seating compound dam |
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| CN201410361477.2A CN104120686B (en) | 2014-07-28 | 2014-07-28 | A kind of high-elastic die-cushion A seating compound dam |
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| CN104120686B CN104120686B (en) | 2016-04-13 |
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Cited By (11)
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| CN104695386A (en) * | 2015-04-09 | 2015-06-10 | 中国电建集团成都勘测设计研究院有限公司 | Blocking and discharge structure and method for ditch water treatment |
| CN105064289A (en) * | 2015-08-04 | 2015-11-18 | 中国电建集团华东勘测设计研究院有限公司 | Concrete panel structure applied to high-toe wall and construction method |
| CN105155470A (en) * | 2015-06-23 | 2015-12-16 | 武汉大学 | Self-healing anti-seepage structure for concrete faced rockfill dam |
| CN105297685A (en) * | 2015-11-23 | 2016-02-03 | 中国电建集团贵阳勘测设计研究院有限公司 | Base concrete panel rock-fill dam and construction method thereof |
| CN105672191A (en) * | 2016-01-15 | 2016-06-15 | 河海大学 | Mixed dam model test device and use method |
| CN106120662A (en) * | 2016-08-17 | 2016-11-16 | 中国电建集团西北勘测设计研究院有限公司 | High-modulus rock-faced dam dam, a kind of local |
| CN106284215A (en) * | 2016-08-17 | 2017-01-04 | 中国电建集团西北勘测设计研究院有限公司 | A kind of mixed dam |
| CN106638487A (en) * | 2017-01-19 | 2017-05-10 | 中国电力建设股份有限公司 | Combined water retaining dam and construction method of combined water retaining dam |
| CN106836144A (en) * | 2017-01-25 | 2017-06-13 | 中国电建集团西北勘测设计研究院有限公司 | A kind of method of the maintenanceability of buttress type duplex face dam and raising panel |
| CN110939108A (en) * | 2019-12-27 | 2020-03-31 | 中水北方勘测设计研究有限责任公司 | Structure for preventing concrete face dam high-toe wall from being damaged |
| CN112921900A (en) * | 2021-01-29 | 2021-06-08 | 中国电建集团华东勘测设计研究院有限公司 | Seepage-proofing structure for double-channel anchoring of geomembrane and asphalt concrete panel |
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Cited By (14)
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| CN104695386A (en) * | 2015-04-09 | 2015-06-10 | 中国电建集团成都勘测设计研究院有限公司 | Blocking and discharge structure and method for ditch water treatment |
| CN105155470A (en) * | 2015-06-23 | 2015-12-16 | 武汉大学 | Self-healing anti-seepage structure for concrete faced rockfill dam |
| CN105064289A (en) * | 2015-08-04 | 2015-11-18 | 中国电建集团华东勘测设计研究院有限公司 | Concrete panel structure applied to high-toe wall and construction method |
| CN105297685A (en) * | 2015-11-23 | 2016-02-03 | 中国电建集团贵阳勘测设计研究院有限公司 | Base concrete panel rock-fill dam and construction method thereof |
| CN105672191B (en) * | 2016-01-15 | 2017-06-16 | 河海大学 | A kind of mixed dam model test apparatus and application method |
| CN105672191A (en) * | 2016-01-15 | 2016-06-15 | 河海大学 | Mixed dam model test device and use method |
| CN106120662A (en) * | 2016-08-17 | 2016-11-16 | 中国电建集团西北勘测设计研究院有限公司 | High-modulus rock-faced dam dam, a kind of local |
| CN106284215A (en) * | 2016-08-17 | 2017-01-04 | 中国电建集团西北勘测设计研究院有限公司 | A kind of mixed dam |
| CN106638487A (en) * | 2017-01-19 | 2017-05-10 | 中国电力建设股份有限公司 | Combined water retaining dam and construction method of combined water retaining dam |
| CN106638487B (en) * | 2017-01-19 | 2019-10-25 | 中国电力建设股份有限公司 | A kind of construction method combining checkdam and the combined dam |
| CN106836144A (en) * | 2017-01-25 | 2017-06-13 | 中国电建集团西北勘测设计研究院有限公司 | A kind of method of the maintenanceability of buttress type duplex face dam and raising panel |
| CN110939108A (en) * | 2019-12-27 | 2020-03-31 | 中水北方勘测设计研究有限责任公司 | Structure for preventing concrete face dam high-toe wall from being damaged |
| CN112921900A (en) * | 2021-01-29 | 2021-06-08 | 中国电建集团华东勘测设计研究院有限公司 | Seepage-proofing structure for double-channel anchoring of geomembrane and asphalt concrete panel |
| CN112921900B (en) * | 2021-01-29 | 2022-06-07 | 中国电建集团华东勘测设计研究院有限公司 | Geomembrane and asphalt concrete panel double-channel anchoring anti-seepage structure |
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Inventor after: Yao Shuanxi Inventor after: Wang Junli Inventor after: Pang Xiulan Inventor after: Wu Junfeng Inventor after: Su Xiaojun Inventor after: Xu Jianjun Inventor after: Li Feng Inventor after: Liu Shilong Inventor after: Zhang Wei Inventor after: Li Xiaogang Inventor after: Xie Xiaoping Inventor after: Cai Xinhe Inventor after: Yang Cunlong Inventor after: Lei Yan Inventor after: Sun Yujun Inventor after: Hao Lisha Inventor after: Zhang Xiaojiang Inventor after: Wei Jianzheng Inventor before: Cai Xinhe Inventor before: Yao Shuanxi Inventor before: Lei Yan Inventor before: Hao Lisha Inventor before: Zhang Xiaojiang Inventor before: Wei Jianzheng Inventor before: Wang Junli Inventor before: Wu Junfeng Inventor before: Li Feng |
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Effective date of registration: 20160307 Address after: 710065 Shaanxi Province, Xi'an City Road eight No. 18 survey and Design Institute of the northwest department of science and technology Applicant after: Co., Ltd of northwest survey and design research institute of electricity Jian group of China Applicant after: Huanghe Hydropower Development Co., Ltd. Address before: 710065 Shaanxi Province, Xi'an City Road eight No. 18 survey and Design Institute of the northwest department of science and technology Applicant before: Co., Ltd of northwest survey and design research institute of electricity Jian group of China |
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