CN107354917A - A kind of gravity rock and its construction method - Google Patents
A kind of gravity rock and its construction method Download PDFInfo
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- CN107354917A CN107354917A CN201710629529.3A CN201710629529A CN107354917A CN 107354917 A CN107354917 A CN 107354917A CN 201710629529 A CN201710629529 A CN 201710629529A CN 107354917 A CN107354917 A CN 107354917A
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- 238000010276 construction Methods 0.000 title claims abstract description 37
- 239000011435 rock Substances 0.000 title claims abstract description 31
- 230000005484 gravity Effects 0.000 title claims abstract description 23
- 239000004567 concrete Substances 0.000 claims abstract description 108
- 238000011144 upstream manufacturing Methods 0.000 claims abstract description 16
- 230000008595 infiltration Effects 0.000 claims abstract description 5
- 238000001764 infiltration Methods 0.000 claims abstract description 5
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 13
- 230000015271 coagulation Effects 0.000 claims description 7
- 238000005345 coagulation Methods 0.000 claims description 7
- 230000000903 blocking effect Effects 0.000 claims description 5
- 239000002245 particle Substances 0.000 claims description 3
- 239000011376 self-consolidating concrete Substances 0.000 claims description 3
- 230000000694 effects Effects 0.000 description 5
- 230000003044 adaptive effect Effects 0.000 description 3
- 230000006378 damage Effects 0.000 description 3
- 238000005452 bending Methods 0.000 description 2
- 239000004568 cement Substances 0.000 description 2
- 230000006835 compression Effects 0.000 description 2
- 238000007906 compression Methods 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 230000006641 stabilisation Effects 0.000 description 2
- 238000011105 stabilization Methods 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000007599 discharging Methods 0.000 description 1
- 238000009510 drug design Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000001125 extrusion Methods 0.000 description 1
- 238000012423 maintenance Methods 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 239000004575 stone Substances 0.000 description 1
Classifications
-
- 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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- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Mechanical Engineering (AREA)
- Civil Engineering (AREA)
- Revetment (AREA)
- Underground Structures, Protecting, Testing And Restoring Foundations (AREA)
Abstract
The present invention relates to a kind of gravity rock and its construction method, belong to hydraulic engineering technical field.Including parts such as concrete slab, bed course, L-shaped slab, rock-fill concrete areas, concrete slab is laid on dam body upstream side upstream face, side is bed course downstream, bed course downstream is rock-fill concrete area, one of L-shaped slab is set at a certain distance along height of dam, L-shaped slab can be horizontally disposed with, plate end is towards downstream, it is deep into rock-fill concrete area, the other end is stub end, towards upstream, supports concrete slab, rock-fill concrete area downstream is main rockfill area and time rockfill area, plays a part of constraining the deformation in rock-fill concrete area；Collector drain is located in rock-fill concrete area, plays discharge dam body, the infiltration of dam foundation upstream, reduces Uplift, improve dam stability.The present invention makes full use of the advantages of gravity dam and rock, reduces the deflection of panel, reduces the probability that panel destroys, it is ensured that the safety of high CFRD.
Description
Technical field
The present invention relates to a kind of gravity rock and its construction method, belong to hydraulic engineering technical field.
Background technology
Existing rock is mainly made up of armored concrete panel and rockfill, and armored concrete panel mainly rises anti-
The effect of oozing, rockfill mainly play a part of to undertake dam body upstream side water ballast(ing) maintenance dam stabilization.Can armored concrete panel
Normal work directly determines the security performance of dam body, therefore the rational design of armored concrete panel is to determine rock
One of key factor of safety.Although armored concrete panel has many good qualities, also have disadvantages that, such as：Tensile strength
Low, category fragile material, poor plasticity, adaptive deformation ability is low etc..In order to overcome these shortcomings, at present when panel designs,
Many vertical lap seam and periphery fissure are provided with panel, to adapt to deformation of the dam body under water ballast(ing) effect.Although vertical lap seam and
The setting of periphery fissure enhances the deformability of panel, but middle panel in Practical Project still be present and showing for extruding destruction occurs
As causing panel damage to have influence on the safety of dam body.Found according to a large amount of engineering experiences, cause panel to destroy, it is main former
Because precisely due to rockfill area deformation is larger, the panel being placed on rockfill area does not adapt to this large deformation, finally destroys.Though
So ground at present using large-scale vibrating, the deformation modulus of rockfill area can be improved, but dam body is in the amount of creeping of runtime rockfill area
Still larger, the probability that panel destroys is still higher, and very big risk is brought to building for high CFRD.
The content of the invention
The technical problem to be solved in the present invention is to provide a kind of gravity rock and its construction method, it is therefore an objective to overcomes
Easily there is the problem of crack in traditional high CFRD panel, and the dam type can make full use of gravity dam to deform small, security
The advantages of high and rock have the advantages of adaptive deformation ability is strong, cement consumption is low, low cost, fundamentally solve high
Easily there is the problem of crack in rock panel, improves the safety and reliability of high CFRD.
The technical solution adopted by the present invention is：A kind of gravity rock, including concrete slab 1, bed course 2, L-shaped are thick
Plate 3, rock-fill concrete area 4, main rockfill area 5, secondary rockfill area 6, toe board 7, seepage proof curtain 8, bulwark 9, collector drain 10, dam body
Drainpipe 11, dam base drainage well 12, sump 13, drain in dam foundation pipe 14, dam abutment drainpipe 15, transverse joint 16；
Concrete slab 1 is laid on dam body upstream side upstream face, and the rock-fill concrete area 4, on ground, section is in ladder
Shape, dam bottom width, dam crest are narrow, downstream slope ratio about 1：0.2~1：0.5, transverse joint 16, coagulation are set at a certain distance along the axis of dam
Native panel 1 is placed on toe board 7, and toe board 7 is placed on basement rock and lower section and seepage proof curtain 8 are closely coupled, the edge of concrete slab 1
Height of dam sets one of L-shaped slab 3 at a certain distance, and L-shaped slab 3 is horizontally disposed, and plate end is deep into enrockment coagulation towards downstream
Inside native area 4, the other end is stub end, towards upstream, supports concrete slab 1, is set between L-shaped slab and concrete slab 1
It is equipped with measures of preventing water, the top of concrete slab 1 is closely coupled with bulwark 9, and the downstream of concrete slab 1 is bed course 2, bed course 2
Downstream is rock-fill concrete area 4, and the downstream of rock-fill concrete area 4 is main rockfill area 5, and the main downstream of rockfill area 5 is time enrockment
Area 6, the collector drain 10 are arranged on river bed dam section and need to set the rock-fill concrete area 4 of the dam abutment monolith of collector drain 10
Bottom, the top spacing arrangement drainage in dam body pipe 11 of collector drain 10, the bottom spacing arrangement dam base drainage well 12 of collector drain 10,
The dam body bottom for being not provided with the dam abutment monolith of collector drain 10 sets dam abutment drainpipe 15, the outlet of drainpipe 15 and collector drain
10 connections, sump 13 is set in the slope point that rises of river-bed section collector drain 10, for collecting the infiltration of gallery, the bottom of sump 13
Provided with the drainpipe 14 for leading to downstream, for draining the water in sump 13 automatically.
Described concrete slab 1 sets one of L-shaped slab 3 along height of dam every 100 meters, and described L-shaped slab 3 uses
More than C30 armored concrete pours, and thickness is 500 ~ 1000mm.
The plate end of described L-shaped slab 3 is deep into rock-fill concrete area 5m ~ 10m.
The stockpile in described rock-fill concrete area 4 is different from the main rock filling in main rockfill area 5, rock-fill concrete area 4
The particle diameter of stockpile be 0.2m ~ 0.8m.
Described rock-fill concrete area 4, formed by filling self-compacting concrete in enrockment.
A kind of construction method of gravity rock, comprises the following steps：
1）Clear base, riverbed alluvium is removed to design altitude, removes axis of dam two sides diluvial layer；
2）Construction toe board 7 and seepage proof curtain 8；
3）Construct rock-fill concrete area 4, sets transverse joint 16 at a certain distance along the axis of dam；
4）Construct successively main rockfill area 5 and bed course 2；
5）When dam embankment is to 10 floor elevation of collector drain, construction drainage gallery 10, door opening tee section, in collector drain 10
Dam base drainage well 12 is arranged into ground at interval of certain distance, and sump is set in the slope point that rises of river-bed section collector drain 10
13, totally 2 mouthfuls, the bottom of sump 13, which is provided with, leads to the drain in dam foundation pipe 14 in downstream, to ensure not blocking drain in dam foundation pipe during construction
14；
6）When more than dam embankment to the cope level of collector drain 10, dam body is set at a certain distance along collector drain 10
Drainpipe 11；
7）After dam construction is to design altitude, then concrete slab 1 of constructing；
8）After concrete slab 1 is constructed to design altitude, then L-shaped slab 3 of constructing, after the completion of the construction of L-shaped slab 3, then apply
The next elevation dam body of work；
9）, need to be at dam body bottom when pouring rock-fill concrete area 4 when dam construction is to the dam abutment monolith for not setting collector drain 10
The pre-buried dam abutment drainpipe 15 in portion, to ensure not blocking dam abutment drainpipe 15 during construction；
10）When dam construction is to crest elevation, then bulwark 9 of constructing.
Dam base drainage well 12, the hole of dam base drainage well 12 are arranged into ground at interval of 2 ~ 3m in described collector drain 10
Footpath is 100 ~ 150mm.
The size of described sump 13 is 2.0*2.0*2.0m3, the caliber of drain in dam foundation pipe 14 is 300 ~ 400mm,
Drainage in dam body pipe 11 is set every 3 ~ 5m on described collector drain 10, the caliber of drainage in dam body pipe 11 is 200 ~ 250mm.
The caliber of described dam abutment drainpipe 15 is 200 ~ 250mm.
The beneficial effects of the invention are as follows：
（1）Gravity dam can be made full use of with deforming small, safe and rock-fill dams with adaptive deformation ability is strong, cement consumption
The advantages of low, low cost, the advantages of playing two kinds of dam types.
（2）By setting rock-fill concrete significantly to reduce the Three-direction deformation of panel under panel；Pass through portion in the panel
One or multi-channel L-shaped slab is set, can significantly reduce the probability of the generation bending cracks at the top of panel, reduces squeezing for central panel
Compression and the probability that extruding destruction occurs.
（3）By setting bed course between rock-fill concrete area and concrete slab, panel and enrockment coagulation can be coordinated
Tu Qu deformation, further reduce the probability that concrete slab produces crack.
（4）As a result of rock-fill concrete, speed of application is fast, influences small to influenceing speed of application, cost increase is not yet
Greatly.
Brief description of the drawings
Fig. 1 is the representative section schematic diagram of the present invention；
Fig. 2, which is that the upstream of the present invention is vertical, regards schematic diagram；
Fig. 3 is the floor map of the present invention.
In figure respectively marked as：Concrete slab -1, bed course -2, L-shaped slab -3, rock-fill concrete area -4, main rockfill area -5,
Secondary rockfill area -6, toe board -7, seepage proof curtain -8, bulwark -9, collector drain -10, drainage in dam body pipe -11, dam base drainage well -
12nd, sump -13, drain in dam foundation pipe -14, dam abutment drainpipe -15, transverse joint -16.
Embodiment
With reference to the accompanying drawings and detailed description, the present invention is further illustrated.
Embodiment 1：As Figure 1-3, a kind of gravity rock, including concrete slab 1, bed course 2, L-shaped slab
3rd, rock-fill concrete area 4, main rockfill area 5, secondary rockfill area 6, toe board 7, seepage proof curtain 8, bulwark 9, collector drain 10, dam body row
Water pipe 11, dam base drainage well 12, sump 13, drain in dam foundation pipe 14, dam abutment drainpipe 15, transverse joint 16；
Concrete slab 1 is laid on dam body upstream side upstream face, and the rock-fill concrete area 4, on ground, section is in ladder
Shape, dam bottom width, dam crest are narrow, downstream slope ratio about 1：0.2~1：0.5, transverse joint 16, coagulation are set at a certain distance along the axis of dam
Native panel 1 is placed on toe board 7, and toe board 7 is placed on basement rock and lower section and seepage proof curtain 8 are closely coupled, the edge of concrete slab 1
Height of dam sets one of L-shaped slab 3 at a certain distance, and L-shaped slab 3 is horizontally disposed, and plate end is deep into enrockment coagulation towards downstream
Inside native area 4, the other end is stub end, towards upstream, supports concrete slab 1, is set between L-shaped slab and concrete slab 1
It is equipped with measures of preventing water, the top of concrete slab 1 is closely coupled with bulwark 9, and the downstream of concrete slab 1 is bed course 2, bed course 2
Downstream is rock-fill concrete area 4, and the downstream of rock-fill concrete area 4 is main rockfill area 5, and the main downstream of rockfill area 5 is time enrockment
Area 6, the collector drain 10 are arranged on river bed dam section and need to set the rock-fill concrete area 4 of the dam abutment monolith of collector drain 10
Bottom, the top spacing arrangement drainage in dam body pipe 11 of collector drain 10, the bottom spacing arrangement dam base drainage well 12 of collector drain 10,
The dam body bottom for being not provided with the dam abutment monolith of collector drain 10 sets dam abutment drainpipe 15, the outlet of drainpipe 15 and collector drain
10 connections, sump 13 is set in the slope point that rises of river-bed section collector drain 10, for collecting the infiltration of gallery, the bottom of sump 13
Provided with the drainpipe 14 for leading to downstream, for draining the water in sump 13 automatically.
Concrete slab 1 primarily serves antiseepage effect；Bed course 2, which primarily serves, coordinates concrete slab 1 and rock-fill concrete
Deformation between area 4.
The rock-fill concrete area 4, positioned at the downstream of bed course 2, primarily serve and undertake water ballast(ing) and maintain dam stabilization
Effect.The physico mechanical characteristic of rock-fill concrete has higher elasticity modulus, higher between normal concrete and main enrockment
Compression strength, relatively low porosity and compressibility, all more main rockfill area of deflection and the amount of creeping under load action is much smaller,
Therefore vertical deformation, suitable river are all smaller to deformation, river valley to deforming.Due to rock-fill concrete area 4 deform it is smaller, then be laid on
The Three-direction deformation of concrete slab 1 thereon is relatively low, can reduce the probability of the generation bending cracks at the top of concrete slab 1,
The extrusion stress of central panel can be reduced simultaneously and the probability that extruding destroys occurs.
In the L-shaped slab 3 that the middle part of concrete slab 1 is set, L-shaped slab 3 can set one or multi-channel, reduction according to height of dam
The deformation of panel, sustainable concrete slab 1 undertake its load, further reduce the deformation of concrete slab 1, and it is broken to reduce generation
Bad probability.
The main rockfill area 5, positioned at the downstream of rock-fill concrete area 4, main rockfill area 5 has plasticity big, adapts to big become
Shape ability is strong, is not likely to produce crack, while can play a part of constraining rock-fill concrete deformation, further maintains the steady of dam body
It is fixed.
The bed course 2 is arranged between concrete slab 1 and rock-fill concrete area 4, is played and is coordinated concrete slab 1 and heap
Deformation between stone concrete area 4, further reduce the probability that concrete slab 1 produces crack.
The collector drain 10 is arranged on river bed dam section and needs to set the enrockment coagulation of the dam abutment monolith of collector drain 10
The native bottom of area 4, collector drain 10 primarily serve the infiltration for excluding dam body, reduce the effect of Uplift.All monoliths are equal
Rock-fill concrete area 4 need to be set, but collector drain 10 need not all be set in all monoliths, typically dam abutment monolith head ratio compared with
Low position can is not provided with collector drain 10, so can be with convenient construction.
The top spacing arrangement drainage in dam body pipe 11 of collector drain 10, passes through the water that dam body is penetrated under panel for discharging.Row
The bottom spacing arrangement dam base drainage well 12 of water gallery 10, for draining the current oozed in the dam foundation under upstream, reduces Uplift,
Strengthen dam stability.Slope point is played in collector drain 10 sump 13 is set, for collecting catchmenting in gallery, by being laid in
Water is excreted to downstream river course by the drain in dam foundation pipe 14 that downstream is led in the bottom of sump 13.
Further, described concrete slab 1 sets one of L-shaped slab 3, described L-shaped thickness every 100 meters along height of dam
Plate 3 is poured using more than C30 armored concrete, and thickness is 500 ~ 1000mm.
Further, the plate end of described L-shaped slab 3 is deep into rock-fill concrete area 5m ~ 10m.
Further, the stockpile in described rock-fill concrete area 4 is different from the main rock filling in main rockfill area 5, enrockment
The particle diameter of the stockpile of concrete region 4 is 0.2m ~ 0.8m.
Further, described rock-fill concrete area 4, formed by filling self-compacting concrete in enrockment.
A kind of construction method of gravity rock, comprises the following steps：
1）Clear base, riverbed alluvium is removed to design altitude, removes axis of dam two sides diluvial layer；
2）Construction toe board 7 and seepage proof curtain 8；
3）Construct rock-fill concrete area 4, sets transverse joint 16 at a certain distance along the axis of dam；
4）Construct successively main rockfill area 5 and bed course 2；
5）When dam embankment is to 10 floor elevation of collector drain, construction drainage gallery 10, door opening tee section, in collector drain 10
Dam base drainage well 12 is arranged into ground at interval of certain distance, and sump is set in the slope point that rises of river-bed section collector drain 10
13, totally 2 mouthfuls, the bottom of sump 13, which is provided with, leads to the drain in dam foundation pipe 14 in downstream, to ensure not blocking drain in dam foundation pipe during construction
14；
6）When more than dam embankment to the cope level of collector drain 10, dam body is set at a certain distance along collector drain 10
Drainpipe 11；
7）After dam construction is to design altitude, then concrete slab 1 of constructing；
8）After concrete slab 1 is constructed to design altitude, then L-shaped slab 3 of constructing, after the completion of the construction of L-shaped slab 3, then apply
The next elevation dam body of work；
9）, need to be at dam body bottom when pouring rock-fill concrete area 4 when dam construction is to the dam abutment monolith for not setting collector drain 10
The pre-buried dam abutment drainpipe 15 in portion, to ensure not blocking dam abutment drainpipe 15 during construction；
10）When dam construction is to crest elevation, then bulwark 9 of constructing.
Specifically, dam base drainage well 12, drain in dam foundation are arranged into ground at interval of 2 ~ 3m in described collector drain 10
The aperture in hole 12 is 100 ~ 150mm.
Specifically, the size of described sump 13 is 2.0*2.0*2.0m3, the caliber of drain in dam foundation pipe 14 for 300 ~
400mm,
Specifically, drainage in dam body pipe 11 is set every 3 ~ 5m on described collector drain 10, the caliber of drainage in dam body pipe 11 is 200
~250mm。
Specifically, the caliber of described dam abutment drainpipe 15 is 200 ~ 250mm.
The present invention can make full use of the advantages of gravity dam and rock, reduce the deflection of panel, reduce panel hair
The raw probability destroyed, it is ensured that the safety of high CFRD.
Above in association with accompanying drawing to the present invention embodiment be explained in detail, but the present invention be not limited to it is above-mentioned
Embodiment, can also be before present inventive concept not be departed from those of ordinary skill in the art's possessed knowledge
Put that various changes can be made.
Claims (10)
- A kind of 1. gravity rock, it is characterised in that：Including concrete slab（1）, bed course（2）, L-shaped slab（3）, enrockment Concrete region（4）, main rockfill area（5）, secondary rockfill area（6）, toe board（7）, seepage proof curtain（8）, bulwark（9）, collector drain （10）, drainage in dam body pipe（11）, dam base drainage well（12）, sump（13）, drain in dam foundation pipe（14）, dam abutment drainpipe（15）、 Transverse joint（16）；Concrete slab（1）It is laid on dam body upstream side upstream face, the rock-fill concrete area（4）, on ground, section Trapezoidal, dam bottom width, dam crest are narrow, downstream slope ratio about 1：0.2~1：0.5, along the axis of dam, transverse joint is set at a certain distance （16）, concrete slab（1）It is placed on toe board（7）On, toe board（7）It is placed on basement rock and lower section and seepage proof curtain（8）Closely It is connected, concrete slab（1）One of L-shaped slab is set at a certain distance along height of dam（3）, L-shaped slab（3）It is horizontally disposed, plate End is deep into rock-fill concrete area towards downstream（4）Inside, the other end are stub end, towards upstream, support concrete slab （1）, L-shaped slab（3）With concrete slab（1）Between be provided with measures of preventing water, concrete slab（1）Top and bulwark（9） It is closely coupled, concrete slab（1）Downstream is bed course（2）, bed course（2）Downstream is rock-fill concrete area（4）, enrockment coagulation Tu Qu（4）Downstream is main rockfill area（5）, main rockfill area（5）Downstream is time rockfill area（6）, the collector drain（10）If Put in river bed dam section and need to set collector drain（10）Dam abutment monolith rock-fill concrete area（4）Bottom, collector drain （10）Top spacing arrangement drainage in dam body pipe（11）, collector drain（10）Bottom spacing arrangement dam base drainage well（12）, do not setting Put collector drain（10）Dam abutment monolith dam body bottom set dam abutment drainpipe（15）, drainpipe（15）Outlet and draining corridor Road（10）Connection, in river-bed section collector drain（10）Rise slope point set sump（13）, for collecting the infiltration of gallery, catchment Well（13）Bottom is provided with the drainpipe for leading to downstream（14）, for draining sump automatically（13）In water.
- A kind of 2. gravity rock according to claim 1, it is characterised in that：Described concrete slab（1）Edge Height of dam sets one of L-shaped slab every 100 meters（3）, described L-shaped slab（3）Poured using more than C30 armored concrete, Thickness is 500 ~ 1000mm.
- A kind of 3. gravity rock according to claim 1 or 2, it is characterised in that：Described L-shaped slab（3）'s Plate end is deep into rock-fill concrete area（4）5m~10m.
- A kind of 4. gravity rock according to claim 1, it is characterised in that：Described rock-fill concrete area（4） Stockpile be different from main rockfill area（5）In main rock filling, rock-fill concrete area（4）Stockpile particle diameter for 0.2m ~ 0.8m。
- A kind of 5. gravity rock according to claim 1, it is characterised in that：Described rock-fill concrete area（4）, Formed by filling self-compacting concrete in enrockment.
- A kind of 6. construction method of gravity rock, it is characterised in that：Comprise the following steps：1）Clear base, riverbed alluvium is removed to design altitude, removes axis of dam two sides diluvial layer；2）Construction toe board（7）And seepage proof curtain（8）；3）Construct rock-fill concrete area（4）, along the axis of dam, transverse joint is set at a certain distance（16）；4）Construct successively main rockfill area（5）And bed course（2）；5）When dam embankment to collector drain（10）During floor elevation, construction drainage gallery（10）, door opening tee section, collector drain （10）It is interior that dam base drainage well is arranged into ground at interval of certain distance（12）, and in river-bed section collector drain（10）Rise slope point Sump is set（13）, totally 2 mouthfuls, sump（13）Bottom is provided with the drain in dam foundation pipe for leading to downstream（14）, to ensure during construction Drain in dam foundation pipe is not blocked（14）；6）When dam embankment to collector drain（10）When more than cope level, dam is set at a certain distance along collector drain 10 Body drainpipe（11）；7）After dam construction is to design altitude, then concrete slab of constructing（1）；8）Work as concrete slab（1）Construct to after design altitude, then L-shaped slab of constructing（3）, in L-shaped slab（3）Construction is completed Afterwards, then next elevation dam body of constructing；9）When dam construction is not to setting collector drain（10）Dam abutment monolith when, pouring rock-fill concrete area（4）When, need to be on dam The pre-buried dam abutment drainpipe in body bottom（15）, to ensure not blocking dam abutment drainpipe during construction（15）；10）When dam construction is to crest elevation, then bulwark of constructing（9）.
- A kind of 7. construction method of gravity rock according to claim 6, it is characterised in that：Described draining corridor Road（10）It is interior that dam base drainage well is arranged into ground at interval of 2 ~ 3m（12）, dam base drainage well（12）Aperture be 100 ~ 150mm.
- A kind of 8. construction method of gravity rock according to claim 6, it is characterised in that：Described sump （13）Size be 2.0*2.0*2.0m3, drain in dam foundation pipe（14）Caliber be 300 ~ 400mm.
- A kind of 9. construction method of gravity rock according to claim 6, it is characterised in that：Described draining corridor Road（10）On every 3 ~ 5m set drainage in dam body pipe（11）, drainage in dam body pipe（11）Caliber be 200 ~ 250mm.
- A kind of 10. construction method of gravity rock according to claim 6, it is characterised in that：Described dam abutment Drainpipe（15）Caliber be 200 ~ 250mm.
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Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN109555087A (en) * | 2019-01-04 | 2019-04-02 | 长江勘测规划设计研究有限责任公司 | The two dam structures and its application method of runtime not pump drainage turn(a)round interim pump drainage |
| CN109555150A (en) * | 2019-01-17 | 2019-04-02 | 中国电建集团华东勘测设计研究院有限公司 | Concrete gravity dam drain in dam foundation pore structure and its construction method |
| CN109577287A (en) * | 2018-11-15 | 2019-04-05 | 重庆交通大学 | A kind of two sided sheetpile stone regulating barrage and its construction method with non-return valve |
| CN110106836A (en) * | 2019-04-19 | 2019-08-09 | 中国电建集团贵阳勘测设计研究院有限公司 | A kind of Face Rockfill Dam reversed construction method |
| CN110468795A (en) * | 2019-08-02 | 2019-11-19 | 昆明理工大学 | A kind of assembly concrete gravity dam and its construction method based on iterative structure |
| CN110616681A (en) * | 2019-08-27 | 2019-12-27 | 国家电网有限公司 | Construction method of face rockfill dam in karst development area |
| CN113494066A (en) * | 2021-07-22 | 2021-10-12 | 中国电建集团中南勘测设计研究院有限公司 | Concrete faced rockfill dam and construction method thereof |
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| RU2307891C1 (en) * | 2006-01-19 | 2007-10-10 | Общество с ограниченной ответственностью "Русская инжиниринговая компания" | Ground dam built on permafrost base |
| CN202969345U (en) * | 2012-12-17 | 2013-06-05 | 北京华实水木科技有限公司 | Dam body integrally poured with concrete faceplates and rock filled concrete |
| CN105297686A (en) * | 2015-11-25 | 2016-02-03 | 河海大学 | Grid type concrete faced rockfill dam |
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| CN109555150A (en) * | 2019-01-17 | 2019-04-02 | 中国电建集团华东勘测设计研究院有限公司 | Concrete gravity dam drain in dam foundation pore structure and its construction method |
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| CN110468795A (en) * | 2019-08-02 | 2019-11-19 | 昆明理工大学 | A kind of assembly concrete gravity dam and its construction method based on iterative structure |
| CN110616681A (en) * | 2019-08-27 | 2019-12-27 | 国家电网有限公司 | Construction method of face rockfill dam in karst development area |
| CN113494066A (en) * | 2021-07-22 | 2021-10-12 | 中国电建集团中南勘测设计研究院有限公司 | Concrete faced rockfill dam and construction method thereof |
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