CN104120686B - A kind of high-elastic die-cushion A seating compound dam - Google Patents
A kind of high-elastic die-cushion A seating compound dam Download PDFInfo
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- CN104120686B CN104120686B CN201410361477.2A CN201410361477A CN104120686B CN 104120686 B CN104120686 B CN 104120686B CN 201410361477 A CN201410361477 A CN 201410361477A CN 104120686 B CN104120686 B CN 104120686B
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Abstract
The invention belongs to water power hydraulic engineering hydraulic structure technical field, specifically provide a kind of high-elastic die-cushion A seating compound dam, comprise set gradually from upstream to downstream concrete slab, bed course district, transition region, main rockfill area, upstream and downstream time rockfill area, the bottom of described concrete slab, bed course district, transition region is provided with High-toe wall district, the bottom of main rockfill area, described upstream and downstream time rockfill area is provided with low compression district, described low compression district be placed in High-toe wall district downstream and below the crest level in High-toe wall district.The setting in this invention High-toe wall district and low compression district, reduces distortion and the stress of dam body and concrete slab, reaches the standard of 200m level rock, make 300m level rock technical feasibility, economic security.
Description
Technical field
The invention belongs to water power hydraulic engineering hydraulic structure technical field, be specifically related to a kind of high-elastic die-cushion A seating compound dam.
Background technology
Along with water power implementation, in the abundant southwest of hydraulic power potentials, the Northwest, large quantities of high dam is built, building or yet to be built.Earth and rockfill dam is modal a kind of dam type in current Dam constructions, is also a kind of dam type with fastest developing speed, accounts for more than 95% of built dam sum.Whole world height of dam has more than 29000 more than the earth and rockfill dam of 15m, and wherein China has more than 15000 seats, mainly comprises homogeneous earth dam, core wall dam and Concrete Face Rockfill Dam etc.
Reinforced concrete face rockfill dam is the new dam type of the one later stage seventies in last century starting to grow up, it embodies the good feature of safety, economy, easy construction and compliance in practice, develop very fast although start late, the dark favor by Ba Gongjie.According to incompletely statistics, by September, 2011, in the world built, at the rock built and plan to build, all occupy the forefront from engineering quantity, height of dam to project scale.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, up to 233m, is built most high CFRD in the world, also becomes the successful case of 250m level high CFRD.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 exist to worry below: (1) can not correct Prediction superelevation face dam dam settlement and sedimentation cause panel deformation, stress and the requirement to sealing material; (2) whether existing laboratory facilities adopt material for scale model, can the physico-mechanical properties of correct Prediction superelevation face dam dam permeation stability problem and dam material; Due to the existence of above-mentioned uncertain factor, whether the concrete slab materials and structures form of high anti-extrusion, high cracking resistance can be proposed, whether can propose the joint water stop structure form and the material that meet 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 becoming 250m level high CFRD, with accept by Ba Gong circle.If the distortion magnitude of the distortion of the 300m level superelevation rock planned to build, panel deflection and stress, joint seal reaches the degree of 200m level rock, can also accept for Ba Gongjie, also just solve 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 the distortion of 300m level superelevation rock in prior art, panel deflection and stress.
For this reason, the invention provides a kind of high-elastic die-cushion A seating compound dam, comprise set gradually from upstream to downstream concrete slab, bed course district, transition region, main rockfill area, upstream and downstream time rockfill area, the bottom of described concrete slab, bed course district, transition region is provided with High-toe wall district, the bottom of main rockfill area, described upstream and downstream time rockfill area is provided with low compression district, described low compression district be placed in High-toe wall district downstream and below the crest level in High-toe wall district.
Above-mentioned concrete slab and High-toe wall district upstream side are 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 10m bottom low compression district.
The thickness in the above bedding district of head upstream side point of above-mentioned High-toe wall district is not less than 10m.
Above-mentioned High-toe wall district upstream side slope ratio is 1:t, and the span of t is 0 ~ 0.2, and downstream, High-toe wall district is 1:S with the subregion slope ratio in low compression district, and S is not less than 0.5.
Above-mentioned High-toe wall district is consistent with the height in low compression district, and its height is 0.1 ~ 0.4 with the ratio of the height of dam on compound dam.
The bottom in above-mentioned High-toe wall district is provided with High-toe wall Foundation Consolidation Grouting floor.
In above-mentioned High-toe wall district, irrigation gallery is set, curtain grouting layer is set in irrigation gallery.
The slope of above-mentioned concrete slab, bed course district and transition region, than identical, be 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 time rockfill area, downstream is 1:k, and the span of k is 0 ~ 1.35.
Beneficial effect of the present invention is as follows:
(1) the low compression district arranged bottom high-elastic die-cushion A seating compound dam dam body, the High-toe wall Foundation Consolidation Grouting floor of High-toe wall district and bottom thereof and curtain grouting floor with in dam body, top arrange main rockfill area, upstream, time rockfill area, downstream together with concrete slab, define closed seepage prevention system.
(2) the high-elastic die-cushion A seating compound dam of the present invention's proposition, the stress of 300m level superelevation rock, sedimentation and the distortion dividing crack structure etc. safety indexes can be made, meet the requirement of existing " Concrete Face Rockfill Dam design specifications " (DL/T5016-2011, SL228-98) and " concrete gravity dam design specifications " (L5108-1999, SL319-2005), make 300m level superelevation rock feasible technically.
(3) the high-elastic die-cushion A seating compound dam 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 present invention's high-elastic die-cushion A seating compound dam.
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, High-toe wall district; 7, High-toe wall Foundation Consolidation Grouting layer; 8, curtain grouting layer; 9, low compression district; 10, bedding district; 11, ballast district.
Detailed description of the invention
Embodiment 1:
In order to overcome the distortion of 300m level superelevation rock in prior art, the technical feasibility problems such as panel deflection and stress, present embodiments provide a kind of high-elastic die-cushion A seating compound dam as shown in Figure 1, comprise the concrete slab 1 set gradually to downstream from upstream, bed course district 2, transition region 3, main rockfill area 4, upstream and time rockfill area 5, downstream, described concrete slab 1, bed course district 2, the bottom of transition region 3 is provided with High-toe wall district 6, the bottom of main rockfill area 4, described upstream and time rockfill area 5, downstream is provided with low compression district 9, described low compression district 9 be placed in High-toe wall district 6 downstream and below the crest level in High-toe wall district 6.
Wherein, High-toe wall district 6 is according to design of gravity dam, and design standard observes the relevant regulations of " concrete gravity dam design specifications " (L5108-1999, SL319-2005).The height in High-toe wall district 6, according to reducing the stress of concrete slab 1, being deformed into the magnitude of 200m level rock; The setting in High-toe wall district 6, can effectively reduce the static stress and 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 High-toe wall district 6 that is arranged so that in low compression district 9 meets the requirement of related specifications and stress stable to it, simultaneously, the setting in low compression district 9, distortion and the stress of dam body and concrete slab 1 can be reduced, 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 compression district 9 can adopt a kind of low compression material, bedding material in such as conventional design or its modified materials, Transition Materials, dry lean concrete material, roller-compacting concrete material, modification sand gravel material etc., also the combination of above-mentioned different materials can be adopted, low compression district 9 selects the material that in above-mentioned material, construction is simple, cost is low as far as possible, meets cost-effectiveness requirement.
Embodiment 2:
On the basis of embodiment 1, in order to play a protective role to concrete slab 1 and High-toe wall district 6, described concrete slab 1 and High-toe wall district 6 upstream side are disposed with ballast district 11 and bedding district 10 by upstream to downstream; The end elevation in described ballast district 11 and bedding district 10 is higher than more than 10m bottom low compression district 9; The thickness in the above bedding district 10 of head upstream side point of described High-toe wall district 6 is not less than 10m, and meets the allowable gradient requirement in bedding district 10.
And described High-toe wall district 6 upstream side slope is than being 1:t, and the span of t is 0 ~ 0.2, and downstream, High-toe wall district 6 is 1:S with the subregion slope ratio in low compression district 9, and S is not less than 0.5, and determines according to engineering is actual.Described High-toe wall district 6 is consistent with the height in low compression district 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 determines according to engineering is actual.
The bottom in described High-toe wall district 6 is provided with High-toe wall Foundation Consolidation Grouting floor 7; In described High-toe wall district 6, irrigation gallery is set, curtain grouting layer 8 is set in irrigation gallery; Concrete slab 1, High-toe wall district 6, High-toe wall Foundation 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, be 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 ratio of main rockfill area 4, described upstream and time rockfill area 5, downstream is 1:k, and the span of k is 0 ~ 1.35, and determines according to engineering is actual, 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 11 and bedding district 10 all can adopt rockfill materials to fill, and comprise built-up area excavated material, stock ground block 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 dam construction to the impact of environment, reduces construction costs, improve the economic indicator of dam body and hinge, have 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 structure, dam body settlement, distortion, stress and panel deflection and stress, periphery fissure, vertical lap seam displacement etc. must be checked, meet the regulation of " Concrete Face Rockfill Dam design specifications " (DL/T5016-2011, SL228-98); The stress of High-toe wall must be checked and stablize, meeting the relevant regulations of " concrete gravity dam design specifications " (L5108-1999, SL319-2005); The osmotic stability of dam body Ge Liao district (comprising low compression district) must be checked.The leakage preventing structure of High-toe wall district 6 as low compression district 9 and the key components of dam body seepage structure, adopt concreting, and arrange closed water-stopping system.Low compression district 9 selects the materials such as bedding material, Transition Materials, roller compacted concrete or modification sand gravel material, adopts compaction type construction method.
More than exemplifying is only illustrate of the present invention, does not form the restriction to protection scope of the present invention, everyly all belongs within protection scope of the present invention with the same or analogous design of the present invention.
Claims (1)
1. a high-elastic die-cushion A seating compound dam, comprise the concrete slab (1) set gradually to downstream from upstream, bed course district (2), transition region (3), main rockfill area, upstream (4) and time rockfill area (5), downstream, it is characterized in that: described concrete slab (1), bed course district (2), the bottom of transition region (3) is provided with High-toe wall district (6), the bottom of main rockfill area, described upstream (4) and time rockfill area (5), downstream is provided with low compression district (9), described low compression district (9) be placed in High-toe wall district (6) downstream and below the crest level of High-toe wall district (6),
Described concrete slab (1) and High-toe wall district (6) upstream side are disposed with ballast district (11) and bedding district (10) by upstream to downstream;
The end elevation of described ballast district (11) and bedding district (10) is higher than low compression district (9) bottom more than 10m;
The thickness of the above bedding district (10) of described High-toe wall district (6) head upstream side point is not less than 10m;
Described High-toe wall district (6) upstream side slope ratio is 1:t, and the span of t is 0 ~ 0.2, and the subregion slope ratio of (6) downstream, High-toe wall district and low compression district (9) is 1:S, and S is not less than 0.5;
Described High-toe wall district (6) is consistent with the height of low compression district (9), and its height is 0.1 ~ 0.4 with the ratio of the height of dam on compound dam;
The bottom of described High-toe wall district (6) is provided with High-toe wall Foundation Consolidation Grouting floor (7);
In described High-toe wall district (6), irrigation gallery is set, curtain grouting layer (8) is set in irrigation gallery
The slope of described concrete slab (1), bed course district (2) and transition region (3), than identical, be 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 ratio of main rockfill area, described upstream (4) and time rockfill area (5), downstream is 1:k, and the span of k is 0 ~ 1.35.
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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 |
| CN105064289B (en) * | 2015-08-04 | 2017-03-22 | 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 |
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| CN106284215B (en) * | 2016-08-17 | 2019-03-15 | 中国电建集团西北勘测设计研究院有限公司 | A kind of mixed 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 |
| 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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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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