CN205934861U - Mix dam structure - Google Patents
Mix dam structure Download PDFInfo
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- CN205934861U CN205934861U CN201620890811.8U CN201620890811U CN205934861U CN 205934861 U CN205934861 U CN 205934861U CN 201620890811 U CN201620890811 U CN 201620890811U CN 205934861 U CN205934861 U CN 205934861U
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Abstract
The utility model relates to a mix dam structure, the dam body that be the downstream side dam component of upstream side dam that inclined plane form, lower part distinguished by the high -modulus material and inclined plane form including upper portion, the inclined plane upper berth on upstream side dam upper portion is equipped with reinforced concrete panel, and reinforced concrete panel's low reaches are provided with bed course district and/or transition district, the lower part on upstream side dam is equipped with the concrete dam district, and concrete dam's downstream side sets up high -modulus material district, the downstream side in bed course district and/or transition district and the upper portion in high -modulus material district are provided with the rockfill material district that comprises upper reaches rockfill material district and low reaches rockfill material district, the bed course district is provided with modulus transition district between concrete dam and high -modulus material district, concrete dam's bottom is provided with consolidation grouting and curtain grouting, and dam crest portion is provided with the wave wall, the utility model provides a narrow river valley superelevation concrete face rockfill dam's feasibility problem, reliability, durability and the shock resistance of reinforcing antiseepage of dam body structure have good economy and environment ecology benefit.
Description
Technical field
This utility model belongs to water power hydraulic engineering hydraulic structure technical field and in particular to a kind of mixed dam structure.
Background technology
With water power implementation, the southwest enriched in hydraulic power potentials, the Northwest, large quantities of high dams are built, building
Or it is 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 built
More than the 95% of dam sum.The earth and rockfill dam more than 15m for the whole world height of dam has more than 29000, and wherein China has more than 15000 seats,
Main inclusion homogeneous earth dam, core wall dam and CFRD 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, and it is in reality
Safety, economy, easy construction and the good feature of adaptability is embodied although starting late but have developed rapidly in trampling, deep
Favored by Ba Gongjie.By in September, 2011, built in the world, in the rock built and plan to build, from engineering quantity, dam
Height is all occupied the forefront to project scale.China is built so far and has more than 270 building rock, and sum accounts for global 50%.
Accumulation with Dam Construction experience and the raising of design level, the height of rock also increases continuous, water cloth
A strip of land between hills dam is up to 233m, for built highest rock in the world, also becomes the successful case of 250m level high CFRD.
The 250 300m level superelevation rocks that great Shi gorge, thatch Ha Xia etc. plan to build are at present also in the middle of project study.
The safety issue of dam work bound pair superelevation rock, is primarily present following worry：（1）Can not correctly predicted surpass
High face dam dam settlement and the sedimentation panel deformation, stress and the requirement to sealing material that lead to.（2）Existing experiment handss
Duan Caiyong material for scale model, if the thing of the correctly predicted superelevation face dam dam permeation stability problem of energy and dam material
Reason mechanical property.（3）Presence due to above-mentioned uncertain factor, if high anti-extrusion, the concrete slab of high cracking resistance can be proposed
Material and version；Whether can propose to meet joint water stop structure form and the material of superelevation face dam large deformation.
If the deflection of the deformation, panel deflection and stress, joint seal of 300m level superelevation rock planned to build
Level reaches the degree of 200m level rock, can also accept for Ba Gongjie, also just solve 300m level superelevation panel enrockment
The technical bottleneck on dam.
Utility model content
The purpose of this utility model is the technical barrier overcoming 300m level superelevation rock in prior art, fully sends out
Wave respective advantage and the comprehensive advantage of armored concrete panel, concrete dam, low compression solid material and stockpile, technically
Solve the feasibility problems of Narrow Valleys ultra-high concrete panel rock-fill dams, and the reliability of dam body seepage structure can be remarkably reinforced
Property, durability, shock resistance and safety, particularly more show superior to 300m level superelevation face dam, have good social, economical
And environmental ecological benefit.
For this reason, this utility model provides a kind of mixed dam structure, including be made up of upstream side dam and downstream side dam
Dam body, described downstream side dam is integral ramp form；Described upstream side dam top is bevel-faced form, and upstream side dam top is oblique
Armored concrete panel is equipped with face, the downstream of armored concrete panel is disposed with bed course area and transition region；Upstream
The bottom of side dam is provided with concrete dam, the downstream setting high modulus material area of concrete dam, and the downstream of transition region is provided with
The stockpile area being made up of upstream stockpile area and downstream stockpile area；Bed course area is surrounded with concrete dam, high modulus material area
Modulus transition region.
It is connected by toe board form between described armored concrete panel and concrete dam, concrete dam top is provided with convex
The portion of rising, fills formation upstream saddle weight building stones between the bottom upstream side of armored concrete panel and concrete dam top bump portion
Area and upstream apron area；The crest level in upstream saddle weight building stones area and concrete dam top bump portion are with high.
Described upstream side dam upper inclined surface slope is than for 1：1.35～1.7；Concrete dam up stream slope is than for 1：0～0.2；Mixed
Solidifying earth dam downstream slope ratio >=1：0.5；Side dam inclined-plane slope in downstream is than for 1：1.25～1.8；Modulus transition region downstream side slope is than for 1：2
～5；The demarcation line slope in upstream stockpile area and downstream stockpile area is than for 1：0～1.35；High modulus material area downstream side slope ratio
For 1：0.5～5；Described concrete dam height h1For 30m～100m, concrete dam height h1With the ratio of height of dam H be 1/5～
1/3, high modulus material area height h2Ratio with height of dam H is 0.1～0.4；The vertical thickness in upstream saddle weight building stones area is not little
In 1m, the vertical thickness in upstream apron area is not less than 5m, concrete dam top bump tile height h3Not less than 5.5m, and and upstream
The same elevation in saddle weight building stones area top.
The high modulus material area stating is bedding material or its modified materials, Transition Materials, dry lean concrete material, roller-compacting concrete material
Or modification sand gravel material.
The beneficial effects of the utility model：This mixed dam structure that this utility model provides, using armored concrete face
Plate, concrete dam and enrockment are combined into a kind of new water retaining structure.Dam body bottom is filled using low compression solid material, bottom
The upstream portion of low compression solid material is impervious body（Concrete dam and its grout curtain of bottom）, in dam body, top adopt
Stockpile fills, and arranges armored concrete panel in stockpile upstream, together with the leakage preventing structure of dam body bottom, forms closing
Seepage prevention system.This mixed dam structure, so that the stress of 300m level superelevation rock, sedimentation and parting structure
Deformation etc. safety indexes, meet existing《CFRD design specification》（DL/T5016-2011、
SL228-98）With《Concrete gravity dam design specification》（L5108-1999、SL319-2005）Requirement so that 300m level superelevation
Rock is technically feasible, and meets and make full use of local material（Stockpile）Cost-effectiveness requirement, have good
Society, economy and ecological benefits.
Brief description
Below with reference to accompanying drawing, this utility model is described in further details.
Fig. 1 is sectional schematic diagram of the present utility model.
Description of reference numerals：1st, armored concrete panel；2nd, bed course area；3rd, transition region；4th, upstream stockpile area；5th, downstream
Stockpile area；6th, high modulus material area；7th, concrete dam；8th, modulus transition region；9th, grout curtain；10th, bulwark；11st, upstream
Saddle weight building stones area；12nd, upstream apron area；13rd, Foundation Consolidation Grouting；H, height of dam；h1, concrete dam height；h2, high-moduluss material
Material area height；h3, concrete dam top bump tile height；M, upstream side dam middle and upper part dam slope slope coefficient；N, downstream side dam dam
Slope slope coefficient；W, modulus transition region downstream side slope slope coefficient；The demarcation line side slope of k, upstream rockfill area and downstream rockfill area
Coefficient；T, concrete dam upstream slope coefficient；S, concrete dam downstream slope coefficient；R, high modulus material area downstream side slope system
Number.
Specific embodiment
Embodiment 1：
The present embodiment provides a kind of mixed dam structure, as shown in figure 1, include being made up of upstream side dam and downstream side dam
Dam body, described downstream side dam is integral ramp form；Described upstream side dam top is bevel-faced form, and upstream side dam top is oblique
Armored concrete panel 1 is equipped with face, the downstream of armored concrete panel 1 is disposed with bed course area 2 and transition region 3；
The bottom of upstream side dam is provided with concrete dam 7, the downstream setting high modulus material area 6 of concrete dam 7, the downstream of transition region 3
Side is provided with the stockpile area being made up of upstream stockpile area 4 and downstream stockpile area 5；Bed course area 2 and concrete dam 7, Gao Mo
Amount material sections 6 surround modulus transition region 8；Ground under concrete dam 7 is inoculated with grout curtain 9, and grout curtain 9 is near ground
Position is inoculated with Foundation Consolidation Grouting 13, and described armored concrete panel 1, concrete dam 7 and grout curtain 9 constitute leakage preventing structure.
It is connected by toe board form between armored concrete panel 1 and concrete dam 7, concrete dam 7 top is provided with projection
Portion, fills formation upstream saddle weight building stones between the bottom upstream side of armored concrete panel 1 and concrete dam 7 top bump portion
Area 11 and upstream apron area 12, to play a protective role；The crest level in upstream saddle weight building stones area 11 is convex with concrete dam 7 top
The portion of rising is with height, and the crest level in upstream saddle weight building stones area 11 should be defined by the allowable gradient meeting upstream apron area 12.
Concrete dam 7 is observed according to design of gravity dam, design standard《Concrete gravity dam design specification》（L5108-
1999、SL319-2005）Relevant regulations.Setting irrigation gallery in concrete dam 7, implements curtain during dam embankment and fills
Slurry 9, improves work efficiency, reduces construction interference, saves the duration.The height of concrete dam 7, according to reduction armored concrete face
The stress of plate 1, be deformed into 200m level rock magnitude be standard；The presence of concrete dam 7, can effectively reduce reinforcing bar and mix
The stress of solidifying soil panel 1 and deformation.The structure of armored concrete panel 1 and its water sealing structure and material are according to 200m level panel heap
The requirement of masonry dam is selected.
Stockpile area dam structure in Fig. 1 it is necessary to checking computations dam body settlement, deformation, stress and panel deflection and stress,
Periphery fissure, vertical lap seam displacement etc., meet《CFRD design specification》（DL/T5016-2011、SL228-98）'s
Regulation；The stress of concrete dam and stable, satisfaction must be checked《Concrete gravity dam design specification》（L5108-1999、
SL319-2005）Relevant regulations；Dam body Ge Liao area must be checked（Including high modulus material area）Osmotic stability.
Concrete dam concrete in Fig. 1, the key of the leakage preventing structure as high modulus material area and dam body seepage structure
Ingredient, using concreting, and arranges the water-stopping system of closing.High modulus material area selects bedding material, Transition Materials, stone roller
The material such as pressure concrete or modified sand gravel material, using compaction type construction method, various stockpiles adopt rock heap
The construction method construction of building stones.
Embodiment 2：
The present embodiment is further illustrated on the basis of embodiment 1, in the present embodiment, in dam body, in the side dam of upstream
Portion inclined-plane slope slope coefficient m is 1.35～1.7；Concrete dam 7 up stream slope slope coefficient t is 0～0.2；Concrete dam 7 downstream slope
Slope coefficient S >=0.5, and according to the actual determination of engineering, axis on plane figure for the concrete dam can be straight line, broken line
Or camber line；Side dam inclined-plane slope slope coefficient n in downstream is 1.25～1.8, and according to the actual determination of engineering；Modulus transition region 8 downstream
Side slope slope coefficient w is 2～5, and according to the actual determination of engineering；Upstream stockpile area 4 and the demarcation line slope in downstream stockpile area 5
Slope coefficient k is 0～1.35, and according to the actual determination of engineering, typically takes 0.2；High modulus material area 6 downstream side slope slope coefficient
R is 0.5～5, and according to the actual determination of engineering, the contact surface position of this area downstream and enrockment is according to the actual determination of engineering；Mixed
Solidifying earth dam 7 height h1For 30m（Height of dam H=150m）～100m（Height of dam H=300m）, the smaller the better, concrete dam 7 height h1With dam
The ratio of high H is 1/5～1/3, and according to the actual determination of engineering, high modulus material area 6 height h2Ratio with height of dam H is 0.1
～0.4, the smaller the better；The vertical thickness in upstream saddle weight building stones area 11 is not less than 1m, and the vertical thickness in upstream apron area 12 is not
Less than 5m, concrete dam 7 top bump tile height h3Not less than 5.5m, and the same elevation with upstream saddle weight building stones area 11 top.
Above-mentioned parameter must is fulfilled for《CFRD design specification》（DL/T5016-2011、SL228-98）With
《Concrete gravity dam design specification》（L5108-1999、SL319-2005）Requirement.
Embodiment 3：
Bed course area 2, transition region 3, upstream stockpile area 4, downstream stockpile area 5, upstream saddle weight building stones area 11 and upstream
Bedding area 12 fills for rockfill materials, and modulus transition region 8 is using modified stockpile.
Rockfill materials are built-up area excavated material, stock ground block building stones and stock ground sand gravel material.
Bed course area 2 of the present utility model, transition region 3, upstream stockpile area 4, downstream stockpile area 5, upstream saddle weight stone
Concretely rockfill materials fill for material area 11 and upstream apron area 12, and modulus transition region 8 can be using modified stockpile.
The selection of stockpile must meet《CFRD design specification》（DL/T5016-2011、SL228-98）
Related request.Above-mentioned material area can make full use of the excavated material of building, reduces the area of rejected material and slag field, reduce dam and apply
The impact to environment for the work, reduces construction costs, improves the economic indicator of dam body and hinge, has good economic, social and ring
Border ecological benefits.
In the present embodiment, high modulus material area 6 is low pressure compression material, and low pressure compression material is bedding material or its modified materials, mistake
Cross material, dry lean concrete material, roller-compacting concrete material or modified sand gravel material.
The low pressure compression material of the present embodiment concretely bedding material or its modified materials, Transition Materials, dry lean concrete material, roll
Concrete material or modified sand gravel material.High modulus material area 6 can help concrete dam 7 meet related specifications to its stable and
The requirement of stress.The employing in high modulus material area 6, can reduce deformation, the stress of dam body and panel, reach 200m level panel heap
The standard of masonry dam is so that 300m level rock technical feasibility, economic security are so that 300m level rock can be people
Accepted.
In sum, this utility model provide this mixed dam structure, using armored concrete panel, concrete dam and
Enrockment is combined into a kind of new water retaining structure.Dam body bottom is filled using low compression solid material, bottom low compression solid material
The upstream portion of material is impervious body（Concrete dam and its grout curtain of bottom）, in dam body, top filled using stockpile, and
Armored concrete panel is set in stockpile upstream, together with the leakage preventing structure of dam body bottom, forms the seepage prevention system of closing.This
Plant mixed dam structure, so that deformation of stress, sedimentation and parting structure of 300m level superelevation rock etc. peace
Full property index, meets existing《CFRD design specification》（DL/T5016-2011、SL228-98）With《Coagulation
Native design of gravity dam specification》（L5108-1999、SL319-2005）Requirement so that 300m level superelevation rock is in technology
Upper feasible, and meet and make full use of local material（Stockpile）Cost-effectiveness requirement, there is good society, economy and Ecological Effect
Benefit.
Exemplified as above is only to illustration of the present utility model, does not constitute to protection domain of the present utility model
Limit, the every and same or analogous design of this utility model belongs within protection domain of the present utility model.
Claims (4)
1. a kind of mixed dam structure, including the dam body being made up of upstream side dam and downstream side dam it is characterised in that：Under described
Trip side dam is integral ramp form；Described upstream side dam top is bevel-faced form, and upstream side dam upper inclined surface is equipped with steel
Reinforced concrete panel（1）, armored concrete panel（1）Downstream be disposed with bed course area（2）And transition region（3）；Upstream
The bottom of side dam is provided with concrete dam（7）, concrete dam（7）Downstream setting high modulus material area（6）, transition region（3）'s
Downstream is provided with by upstream stockpile area（4）With downstream stockpile area（5）The stockpile area constituting；Bed course area（2）With coagulation
Earth dam（7）, high modulus material area（6）Surround modulus transition region（8）.
2. mixed dam structure as claimed in claim 1 it is characterised in that：Described armored concrete panel（1）With concrete
Dam（7）Between connected by toe board form, concrete dam（7）Top is provided with lobe, armored concrete panel（1）Bottom on
Trip side and concrete dam（7）Formation upstream saddle weight building stones area is filled between top bump portion（11）With upstream apron area（12）；
Upstream saddle weight building stones area（11）Crest level and concrete dam（7）Top bump portion is with high.
3. mixed dam structure as claimed in claim 1 or 2 it is characterised in that：Described upstream side dam upper inclined surface slope ratio is
1：1.35～1.7；Concrete dam（7）Up stream slope is than for 1：0～0.2；Concrete dam（7）Downstream slope ratio >=1：0.5；Downstream side dam
Inclined-plane slope is than for 1：1.25～1.8；Modulus transition region（8）Downstream side slope is than for 1：2～5；Upstream stockpile area（4）With downstream heap
Building stones area（5）Demarcation line slope than for 1：0～1.35；High modulus material area（6）Downstream side slope is than for 1：0.5～5；Described is mixed
Solidifying earth dam（7）Height h1For 30m～100m, concrete dam（7）Height h1Ratio with height of dam H is 1/5～1/3, high modulus material
Area（6）Height h2Ratio with height of dam H is 0.1～0.4；Upstream saddle weight building stones area（11）Vertical thickness be not less than 1m, on
Trip bedding area（12）Vertical thickness be not less than 5m, concrete dam（7）Top bump tile height h3Not less than 5.5m, and and upstream
Saddle weight building stones area（11）The same elevation in top.
4. mixed dam structure as claimed in claim 1 it is characterised in that：Described high modulus material area（6）For bedding material or
Its modified materials, Transition Materials, dry lean concrete material, roller-compacting concrete material or modified sand gravel material.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201620890811.8U CN205934861U (en) | 2016-08-17 | 2016-08-17 | Mix dam structure |
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| Application Number | Priority Date | Filing Date | Title |
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| CN201620890811.8U CN205934861U (en) | 2016-08-17 | 2016-08-17 | Mix dam structure |
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| CN205934861U true CN205934861U (en) | 2017-02-08 |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| 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 |
-
2016
- 2016-08-17 CN CN201620890811.8U patent/CN205934861U/en active Active
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| 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 |
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