CN106049379B - Temporary power generation method during construction lag of downstream of spillway and rockfill self-breaking dam - Google Patents
Temporary power generation method during construction lag of downstream of spillway and rockfill self-breaking dam Download PDFInfo
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- CN106049379B CN106049379B CN201610612233.6A CN201610612233A CN106049379B CN 106049379 B CN106049379 B CN 106049379B CN 201610612233 A CN201610612233 A CN 201610612233A CN 106049379 B CN106049379 B CN 106049379B
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- 238000000034 method Methods 0.000 title claims abstract description 33
- 238000010276 construction Methods 0.000 title claims abstract description 27
- 238000010248 power generation Methods 0.000 title claims abstract description 16
- 238000011144 upstream manufacturing Methods 0.000 claims abstract description 20
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 15
- 230000009172 bursting Effects 0.000 claims description 84
- 239000004746 geotextile Substances 0.000 claims description 22
- 239000007921 spray Substances 0.000 claims description 20
- 230000002787 reinforcement Effects 0.000 claims description 10
- 239000002245 particle Substances 0.000 claims description 9
- 238000005096 rolling process Methods 0.000 claims description 8
- 239000004575 stone Substances 0.000 claims description 8
- 239000011248 coating agent Substances 0.000 claims description 6
- 238000000576 coating method Methods 0.000 claims description 6
- 230000005611 electricity Effects 0.000 claims description 5
- 229910000831 Steel Inorganic materials 0.000 claims description 4
- 239000010959 steel Substances 0.000 claims description 4
- 230000009182 swimming Effects 0.000 claims description 2
- 239000000463 material Substances 0.000 description 10
- 230000008595 infiltration Effects 0.000 description 4
- 238000001764 infiltration Methods 0.000 description 4
- 239000011435 rock Substances 0.000 description 3
- 239000004576 sand Substances 0.000 description 3
- 230000008901 benefit Effects 0.000 description 2
- 238000009434 installation Methods 0.000 description 2
- 238000005507 spraying Methods 0.000 description 2
- 238000004873 anchoring Methods 0.000 description 1
- 230000007812 deficiency Effects 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 239000008187 granular material Substances 0.000 description 1
- 230000008676 import Effects 0.000 description 1
- 239000000411 inducer Substances 0.000 description 1
- 239000000203 mixture Substances 0.000 description 1
- 238000003466 welding Methods 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02B—HYDRAULIC ENGINEERING
- E02B9/00—Water-power plants; Layout, construction or equipment, methods of, or apparatus for, making same
-
- 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
-
- 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
- E02B7/16—Fixed weirs; Superstructures or flash-boards therefor
-
- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/20—Hydro energy
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- Engineering & Computer Science (AREA)
- General Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Mechanical Engineering (AREA)
- Civil Engineering (AREA)
- Revetment (AREA)
Abstract
The invention discloses a temporary power generation method and a rockfill self-breaking dam when construction at the downstream of a spillway lags behind, which are temporary power generation technical schemes adopted when dam filling progress meets the requirements of water retaining and power generation, the spillway only completes construction of an approach channel section, and construction of a downstream section of the spillway is not completed; the technical scheme is that under the condition that construction of a downstream section of a spillway is not influenced, a rockfill self-breaking dam is constructed by utilizing a finished concrete structure of the spillway, and the water level of the rockfill self-breaking dam upstream is lifted to be above a diversion tunnel of a generator set so as to meet the power generation condition of the generator set and enable the generator set to enter a power generation state in advance; after the construction of the downstream section of the spillway is finished, closing the spillway gate to enable the upstream water level to be higher than the rockfill self-break dam top, and then opening the gate to realize the automatic dam break of the rockfill self-break dam or to adopt a long-arm excavator to assist in completing the dam break process of the rockfill self-break dam at the top of the gate pier. The invention has simple structure, small section structure size and easy implementation.
Description
Technical field
Interim electricity-generating method and enrockment self bursting dam when being lagged the present invention relates to a kind of construction of spillway downstream, belongs to water conservancy
Hydroelectric project technical field.
Background technology
In existing Medium ＆ Small Earth Rock Dam Hydraulic and Hydro-Power Engineering, the classical project playout general layout that represents is rock-fill dams+open
Formula spillway+generating system by piloting water, the floor elevation of wherein spillway are generally below the floor elevation of diversion tunnel.When dam is filled out
When the progress of building meets dash and power generation requirements, because spillway concreting or gate installation progress hysteresis may cause work
Cheng Buneng impoundment aheads generate electricity, and then influence power benefit and economic indicator.Some engineerings are in order to overcome above-mentioned difficulties also to take
The measure of bulkhead gate temporary water dash, but the program due to gate installation, welding and debug time it is hurry and less economical, so
What is used in engineering is less.
The content of the invention
Interim electricity-generating method and enrockment when being lagged it is an object of the present invention to provide a kind of construction of spillway downstream are burst certainly
Dam, engineering temporary water dash had both been can ensure that to the water level elevation that generates electricity, can ensure the normal construction of downstream spillway again；And work as gate
When possessing dash condition, the automatic dam break of enrockment self bursting dam can be realized again, so as to overcome the deficiencies in the prior art.
Technical scheme：
The method to be generated electricity temporarily during a kind of spillway downstream construction hysteresis of the present invention is that this method is entered in dam filing
Degree has met dash and power generation requirements, and spillway is only completed the construction of approach channel section, and in the case of the construction of spillway tract does not complete
The interim power generation solution taken；The technical scheme be do not influenceing when spillway tract construction in the case of, using overflow
The big vast completed concrete structure in road, constructs one of enrockment self bursting dam, and enrockment self bursting dam upper pond level is promoted into generating set
Diversion tunnel more than, to meet the power generation conditions of generating set, generating set is entered generating state in advance；When under spillway
After the completion of swimming section construction, spillway gate is closed, after upper pond level is higher than enrockment self bursting dam top, then opens gate, is realized
The automatic dam break of enrockment self bursting dam, or using the dam break process of high-front shovel auxiliary completion enrockment self bursting dam at the top of gate pier.
It is described to utilize the completed concrete structure of spillway in preceding method, including the approach channel section bottom plate of spillway, draw
The gate pier of canal section both sides, the weir body of spillway；The enrockment self bursting dam is located between weir body upstream and approach channel section both sides gate pier
On approach channel section bottom plate；The height of dam of enrockment self bursting dam controls 1~2m more than level of dead water；And no more than 20 meters, enrockment self bursting dam
Width at dam crest is controlled in 3~10m.
In preceding method, the enrockment self bursting dam upstream and downstream is domatic；The domatic slope control in upstream is 1:0.5
~1:Between 1.3；The domatic slope control in downstream is 1:0.5~1:Between 1.
In preceding method, the enrockment self bursting dam includes self bursting dam filling body, and self bursting dam filling body uses to be excavated when building a dam
Rock ballast and sand gravel material out, therefrom select maximum particle diameter and be less than 60cm, building stones of the infiltration coefficient more than i × 10-1cm/s grind
Formed after pressure；Porosity after rolling is less than 22%；The downstream toe of self bursting dam filling body is provided with retaining structure, and retaining structure is adopted
With lattice guest protection pad or steel reinforcement cage；On the weir of self bursting dam filling body and approach channel section bottom plate, the gate pier of approach channel section both sides and spillway
Impervious body is provided between body.
In preceding method, the impervious body includes the blotter positioned at internal layer and the concrete spray layer positioned at outer layer；
Geotextiles are provided between blotter and concrete spray layer；
In preceding method, the blotter is rolled using rubble laying of the maximum particle diameter no more than 80mm and formed, wherein
The 25~50% of rubble point rubble total amount of the particle diameter less than 5mm, the porosity after rolling are less than 19%；The laying depth of blotter
Control is between 20~40cm.
In preceding method, the concrete spray layer uses intensity to mix spraying for C20 concrete and formed；Coating thickness be 10~
15cm；Thickeied in impervious body and the completed concrete structure contact site coating thickness of spillway to 20cm.
In preceding method, the geotextiles both sides and base and the weir body anchoring of the gate pier and spillway of approach channel section both sides connect
Connect, geotextiles top and dam crest anchor connection, connection width are not less than 50cm.
In preceding method, the self bursting dam filling body is paved using layering, and the mode of layer-by-layer rolling is laid, every layer
Paving thickness is controlled between 80~120cm.
A kind of enrockment self bursting dam of the invention formed as stated above is that the enrockment self bursting dam is located at spillway weir body
On approach channel section bottom plate between upstream and approach channel section both sides gate pier；Enrockment self bursting dam includes self bursting dam filling body, and self bursting dam fills
The downstream toe of body is provided with retaining structure, in self bursting dam filling body and approach channel section bottom plate, the gate pier of the approach channel section both sides and flood that overflows
Impervious body is provided between the weir body in road；Impervious body includes the blotter positioned at internal layer and the concrete spray layer positioned at outer layer；
Geotextiles are provided between blotter and concrete spray layer；The gate pier of geotextiles both sides and base and approach channel section both sides and excessive
The weir body anchor connection in big vast road, geotextiles top margin are connected with self bursting dam filling body top anchor, and connection width is not less than 50cm；From
Reinforcement is provided with dam break filling body.
Compared with prior art, the present invention can realize engineering generating water storage in advance, at the same by the material of self bursting dam and
Structure design realizes automatic dam break, can effectively avoid can not the contingency that brings of dam break in time, ensure engineering and the lower people
Life security and property safety.Structural shape of the present invention is simple, section structure size is small, easily arrangement, and effect is obvious, safety
Reliably, there are preferable service condition and economic advantages.
Brief description of the drawings
Fig. 1 is the structural representation of the present invention.
In figure mark for：1- self bursting dam filling bodies, 2- retaining structures, 3- approach channel section bottom plates, the gate pier of 4- approach channel sections both sides,
The weir body of 5- spillways, 6- blotters, 7- concrete spray layers, 8- geotextiles, 9- reinforcements, 10- spillway gate slotes.
Embodiment
The present invention is described in further detail with reference to the accompanying drawings and examples, but not as to any of the present invention
Limitation.
The method to be generated electricity temporarily during a kind of spillway downstream construction hysteresis of the present invention, as shown in figure 1, this method is big
Dam fills progress and has met dash and power generation requirements, and spillway is only completed the construction of approach channel section, and the construction of spillway tract is not complete
The interim power generation solution taken in the case of；The technical scheme is not being influenceed when the situation of spillway tract construction
Under, using the completed concrete structure of spillway, one of enrockment self bursting dam is constructed, enrockment self bursting dam upper pond level is promoted to
More than the diversion tunnel of generating set, to meet the power generation conditions of generating set, generating set is set to enter generating state in advance；When
After the completion of the construction of spillway tract, spillway gate is closed, after upper pond level is higher than enrockment self bursting dam top, then opens lock
Door, the automatic dam break of enrockment self bursting dam is realized, or bursting for enrockment self bursting dam is completed using high-front shovel auxiliary at the top of gate pier
Dam process.It is described to utilize the completed concrete structure of spillway, including the approach channel section bottom plate of spillway, the lock of approach channel section both sides
The weir body of pier, spillway；The enrockment self bursting dam is located on the approach channel section bottom plate between weir body upstream and approach channel section both sides gate pier；
The height of dam of enrockment self bursting dam controls 1~2m more than level of dead water；And no more than 20 meters, the width at dam crest control of enrockment self bursting dam exists
3~10m.Enrockment self bursting dam upstream and downstream is domatic；The domatic slope control in upstream is 1:0.5~1:Between 1.3；Downstream
Domatic slope control is 1:0.5~1:Between 1.Enrockment self bursting dam includes self bursting dam filling body, and self bursting dam filling body is used and built
The rock ballast and sand gravel material being excavated during dam, therefrom select maximum particle diameter and be less than 60cm, infiltration coefficient is more than i × 10-1cm/s
Building stones roll after form；Porosity after rolling is less than 22%；The downstream toe of self bursting dam filling body is provided with retaining structure, branch
Gear structure uses lattice guest protection pad or steel reinforcement cage；Self bursting dam filling body and approach channel section bottom plate, approach channel section both sides gate pier and overflow
Impervious body is provided between the weir body in big vast road.Impervious body includes the blotter positioned at internal layer and the concrete spray positioned at outer layer
Layer；Geotextiles are provided between blotter and concrete spray layer.Blotter is broken no more than 80mm using maximum particle diameter
Stone laying, which rolls, to be formed, wherein the 25~50% of rubble point rubble total amount of the particle diameter less than 5mm, and the porosity after rolling is less than
19%；The laying depth of blotter is controlled between 20~40cm.Concrete spray layer uses intensity to mix spraying for C20 concrete
Form；Coating thickness is 10~15cm；Add in impervious body and the completed concrete structure contact site coating thickness of spillway
It is thick to 20cm.Geotextiles both sides and base and the weir body anchor connection of the gate pier and spillway of approach channel section both sides, geotextiles top
With dam crest anchor connection, connection width is not less than 50cm.Self bursting dam filling body is paved using layering, and the mode of layer-by-layer rolling is carried out
Laying, every layer of paving thickness are controlled between 80~120cm.
A kind of enrockment self bursting dam of the invention formed as stated above, as shown in Figure 1：The enrockment self bursting dam is positioned at excessive
On approach channel section bottom plate between Hong Dao weirs body upstream and approach channel section both sides gate pier；Enrockment self bursting dam includes self bursting dam filling body 1, from
The downstream toe of dam break filling body 1 is provided with retaining structure 2, in self bursting dam filling body 1 and approach channel section bottom plate 3, approach channel section both sides
Impervious body 11 is provided between gate pier 4 and the weir body 5 of spillway；Impervious body 11 includes being located at the blotter 6 of internal layer and is located at
The concrete spray layer 7 of outer layer；Geotextiles 8 are provided between blotter 6 and concrete spray layer 7；The both sides of geotextiles 8 and bottom
Side and the anchor connection of weir body 5 of the gate pier 4 and spillway of approach channel section both sides, the top margin of geotextiles 8 and the top anchor of self bursting dam filling body 1
It is solidly connected, connection width is not less than 50cm；Reinforcement 9 is provided with self bursting dam filling body 1.
Embodiment
This example as shown in figure 1, including self bursting dam filling body 1, retaining structure 2, approach channel section bottom plate 3, approach channel section both sides lock
The weir body 5 etc. of pier 4, spillway.The edge of weir body 5 of spillway is provided with spillway gate slot 10.In approach channel section bottom plate 3, spillway
It is provided between weir body 5 and the gate pier 4 of approach channel section both sides by self bursting dam impervious body 11, self bursting dam filling body 1 and is filled out positioned at self bursting dam
The enrockment self bursting dam that the retaining structure 2 of the downstream toe of building body 1 forms.Wherein impervious body 11 includes the blotter 6 positioned at internal layer
With the concrete spray layer 7 positioned at outer layer；Impervious body plays the anti-Gu Po that blends and acted on, and be can contemplate for important engineering broken
Geotextiles 8 are set to combine antiseepage between stone bed course 6 and concrete spray layer 7.
Concrete spray layer 7 mixes 10~15cm of jet thickness using intensity C20 concrete, on the periphery of concrete spray layer 7 and
Concrete contact site thickness is preferably suitably thickeied to 20cm；The infiltration coefficient of blotter 6 is less than i × 10-3cm/s, maximum grain
Footpath is not more than 80mm, and less than 5mm granule contents 25~50%, horizontal structure 2~4m of width, the porosity after placement grinding is less than
19%；
Self bursting dam filling body 1 is the supporter of upstream impervious body, is the antiskid body of self bursting dam, and its filling material can be out
Rock ballast, sand gravel material are dug, infiltration coefficient is preferably greater than i × 10-1cm/s, and maximum particle diameter is less than 60cm, the hole after placement grinding
Gap rate is less than 22%, can contemplate when dam slope is relatively steep or fills material source difference and the reinforcements such as GSZ are laid inside filling body
Material, to improve the overall anti-slide performance of filling body.
The retaining structure 2 of downstream toe is primarily to adapt to limited orographic condition, it is ensured that self bursting dam structure section compared with
Between the small gate pier upstream end line and spillway gate or weir body that can be arranged in approach channel section, when such as can not meet to require, then need
Downstream toe is built according to the heap shown in the present invention, to meet the requirement of stable and skid resistance, downstream toe typically uses lattice guest
The retaining structures such as protection pad, steel reinforcement cage, material, overlap joint and the connection of retaining structure meet corresponding Regulations, downstream toe
Retaining structure can collapsed from during bursting at the top of gate pier using long-armed digging machine auxiliary.When live structure and subsurface picture are expired
During the condition of the general self bursting dam of foot, downstream toe retaining structure can be cancelled.The present invention is applied to medium and small rock-fill dams hinge work
In journey arrangement, it is adapted to temporary water dash requirement, wherein self bursting dam need to be arranged at spillway inducer；Preferably controlled from routed rock-fill dams height of dam
System is in below 20m, 3~10m of width at dam crest, crest elevation control 1~2m more than level of dead water.Upstream and downstream dam slope can basis
Spillway import gate pier, gate slot, spillway weir body and filling material etc. are comprehensive to be determined, considers use time and protection object,
Upstream dam slope slope ratio is preferably controlled 1:0.5~1:1.3, dam slope suggestion control in downstream is preferably controlled 1:0.5~1:Between 1, work as dam
Slope slope ratio is less than 1:The reinforcement in filling body is can contemplate when 0.8, improves the skid resistance of filling body.It is suitable for the ease of dam break process
Profit terminates, and can use long-armed digging machine auxiliary dam break process at the top of gate pier during dam break.
The present invention constructs according to the following steps：
（1）Blotter, the native stone of transport upstream impervious body fill layer to filling storehouse face, after the above-mentioned material that paves respectively,
In 20~40cm, native stone fills layer paving thickness and controlled in 80~120cm, is tamped for wherein blotter paving thickness control
Or roll.
（2）Heap builds downstream toe retaining structure, and physical dimension can integrate true according to site operation place and convenient construction
It is fixed.
（3）To crushed stone cushion 10~15cm of injected upstream concrete or laying geotextiles., should when using geotextiles
Ensure to be anchored between two sides gate pier or barricade, and 50cm inside semi-transparent water subfill is anchored in dam crest position.
（4）Repeat the above steps until self bursting dam construction is completed.
Embodiments of the present invention are not limited to above-described embodiment, and that is made on the premise of present inventive concept is not departed from is various
Change is belonged within protection scope of the present invention.
Claims (10)
1. a kind of method to be generated electricity temporarily during spillway downstream construction hysteresis, it is characterised in that：This method is entered in dam filing
Degree has met dash and power generation requirements, and spillway is only completed the construction of approach channel section, and in the case of the construction of spillway tract does not complete
The interim power generation solution taken；The technical scheme be do not influenceing when spillway tract construction in the case of, using overflow
The big vast completed concrete structure in road, constructs one of enrockment self bursting dam, and enrockment self bursting dam upper pond level is promoted into generating set
Diversion tunnel more than, to meet the power generation conditions of generating set, generating set is entered generating state in advance；When under spillway
After the completion of swimming section construction, spillway gate is closed, after upper pond level is higher than enrockment self bursting dam top, then opens gate, is realized
The automatic dam break of enrockment self bursting dam, or using the dam break process of high-front shovel auxiliary completion enrockment self bursting dam at the top of gate pier.
2. method according to claim 1, it is characterised in that：The utilization completed concrete structure of spillway, including
The approach channel section bottom plate of spillway, the gate pier of approach channel section both sides, the weir body of spillway；The enrockment self bursting dam be located at weir body upstream with
On approach channel section bottom plate between the gate pier of approach channel section both sides；The crest elevation of enrockment self bursting dam controls 1~2m more than level of dead water；And
Height of dam is no more than 20 meters, and the width at dam crest of enrockment self bursting dam is controlled in 3~10m.
3. method according to claim 2, it is characterised in that：The enrockment self bursting dam upstream and downstream is domatic；Upstream
Domatic slope control is 1:0.5~1:Between 1.3；The domatic slope control in downstream is 1:0.5~1:Between 1.
4. method according to claim 3, it is characterised in that：The enrockment self bursting dam includes self bursting dam filling body, self bursting dam
The downstream toe of filling body is provided with retaining structure, and retaining structure uses lattice guest protection pad or steel reinforcement cage；In self bursting dam filling body with drawing
Impervious body is provided between the weir body of canal section bottom plate, the gate pier of approach channel section both sides and spillway.
5. method according to claim 4, it is characterised in that：The impervious body includes being located at the blotter of internal layer and is located at
The concrete spray layer of outer layer；Geotextiles are provided between blotter and concrete spray layer.
6. method according to claim 5, it is characterised in that：The blotter is broken no more than 80mm using maximum particle diameter
Stone laying, which rolls, to be formed, and wherein rubble of the particle diameter less than 5mm accounts for the 25~50% of rubble total amount, and the porosity after rolling is less than
19%；The laying depth of blotter is controlled between 20~40cm.
7. method according to claim 6, it is characterised in that：The concrete spray layer uses intensity to be sprayed for C20 concrete
Form；Coating thickness is 10~15cm；Add in impervious body and the completed concrete structure contact site coating thickness of spillway
It is thick to 20cm.
8. method according to claim 7, it is characterised in that：The gate pier on the geotextiles both sides and base and approach channel section both sides
With the weir body anchor connection of spillway, geotextiles top and dam crest anchor connection, connection width are not less than 50cm.
9. method according to claim 8, it is characterised in that：The self bursting dam filling body is paved using layering, layer-by-layer rolling
Mode laid, every layer of paving thickness is controlled between 80~120cm.
A kind of 10. enrockment self bursting dam, it is characterised in that：The enrockment self bursting dam is located at spillway weir body upstream and approach channel section both sides
On approach channel section bottom plate between gate pier；Enrockment self bursting dam includes self bursting dam filling body（1）, self bursting dam filling body（1）Downstream slope
Pin is provided with retaining structure（2）, in self bursting dam filling body（1）With approach channel section bottom plate（3）, approach channel section both sides gate pier（4）And overflow
The weir body in big vast road（5）Between be provided with impervious body（11）；Impervious body（11）Including the blotter positioned at internal layer（6）With positioned at outer layer
Concrete spray layer（7）；In blotter（6）With concrete spray layer（7）Between be provided with geotextiles（8）；Geotextiles（8）Two
Side and the gate pier on base and approach channel section both sides（4）With the weir body of spillway（5）Anchor connection, geotextiles（8）Top margin and self bursting dam
Filling body（1）Top anchor connects, and connection width is not less than 50cm；Self bursting dam filling body（1）It is interior to be provided with reinforcement（9）.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610612233.6A CN106049379B (en) | 2016-07-31 | 2016-07-31 | Temporary power generation method during construction lag of downstream of spillway and rockfill self-breaking dam |
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| CN201610612233.6A CN106049379B (en) | 2016-07-31 | 2016-07-31 | Temporary power generation method during construction lag of downstream of spillway and rockfill self-breaking dam |
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| CN106049379B true CN106049379B (en) | 2018-03-27 |
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| CN110453655B (en) * | 2019-08-27 | 2024-06-11 | 上海勘测设计研究院有限公司 | Anti-sedimentation structure for connecting spillway and panel dam |
| CN111705750B (en) * | 2020-05-15 | 2021-09-03 | 宁夏基垒建设工程有限公司 | Hydraulic engineering is with preventing stifled drainage dykes and dams of dilatation type certainly |
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| CN101058974A (en) * | 2005-12-21 | 2007-10-24 | 中国水利水电第一工程局 | Once forming construction technique for concrete panel rock fill dam bedding material and slope fixing mortar |
| EP2549021A1 (en) * | 2011-07-18 | 2013-01-23 | Bauer Spezialtiefbau GmbH | Pump storage power plant and method for its production |
| CN204551378U (en) * | 2015-03-26 | 2015-08-12 | 中国电建集团贵阳勘测设计研究院有限公司 | Seepage-proofing structure of upstream surface layer of rock-fill dam |
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