CN205444126U - Concrete panel enrockment dam structure in special topography - Google Patents
Concrete panel enrockment dam structure in special topography Download PDFInfo
- Publication number
- CN205444126U CN205444126U CN201620009620.6U CN201620009620U CN205444126U CN 205444126 U CN205444126 U CN 205444126U CN 201620009620 U CN201620009620 U CN 201620009620U CN 205444126 U CN205444126 U CN 205444126U
- Authority
- CN
- China
- Prior art keywords
- barricade
- slope
- dam
- district
- rock
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
Landscapes
- Pit Excavations, Shoring, Fill Or Stabilisation Of Slopes (AREA)
Abstract
The utility model relates to a concrete panel enrockment dam structure in special topography. The utility model aims at providing a design is simple, the construction is convenient, the concrete panel enrockment dam structure in special topography that has higher reliability simultaneously. The utility model provides a: this rock -fill dam is located on the slope, has the dam foundation drainage system who comprises a plurality of drainage holes and wash port in the slope, rock -fill dam when construction excavation forms the base face of building of step form, should build the top of base face for the main enrockment district of rock -fill dam, builds base face slope side and lays the cope level in proper order all with the transition layer of building base face top parallel and level with increase the mould and distinguish, the transition layer with increase inferior enrockment district of mould district top for meeting with main enrockment district, increase the domatic protection that top layer that mould district and time enrockment distinguished was equipped with the stone masonry structure, rock -fill dam dam body low reaches toe department is equipped with the barricade of balance weight formula, in the barricade level to bury underground with the balance weight platform of barricade with high drain pipe, the barricade front end sets up the friction pile with the bar splicing of this barricade.
Description
Technical field
This utility model relates to CFRD structure on a kind of extreme terrain, is primarily adapted for use in Hydraulic and Hydro-Power Engineering the similar engineerings such as the CFRD built on extreme terrain.
Background technology
In Hydraulic and Hydro-Power Engineering, when Dam Site is with a varied topography, coombe is grown, horizontal ditch beam is alternate, hypsography poor bigger time, build CFRD and typically can run into a control difficult problem for rockfill dam slide stabilization.CFRD engineering is built case on extreme terrain both at home and abroad less, the particularly concrete face rockfill dam engineering on slope；All there was tentative research in the country such as Brazil, Mexico to construction CFRD on slope, but was finally all replaced by other scheme；The CFRD engineering built on China slope is few, and only hydroenergy storage station upper storage reservoir in Jiangsu's is built goes into operation, and this engineering upper storage reservoir is CFRD, maximum height of dam 75m, and since self-operating, every monitoring index is good.
In extreme terrain, particularly build CFRD dam slide stabilization on slope and control to be the difficult point in design, most of engineerings the most finally select to adjust dam type dam line, or the mode of selection basis heavy excavation；Above-mentioned adjustment not only affects the integral arrangement of hinge, also increases construction investment simultaneously.
Summary of the invention
The technical problems to be solved in the utility model is: for the problem of above-mentioned existence, it is provided that a kind of design is simple, it is convenient to construct, and has CFRD structure on the extreme terrain of higher reliability simultaneously.
This utility model be the technical scheme is that CFRD structure on a kind of extreme terrain, it is characterised in that: these rock-fill dams are seated on slope, have the drain in dam foundation system being made up of some scuppers and osculum in slope；During described rock-fill dam construction, excavation forms step-like foundation plane, and the top of this foundation plane is the main rockfill area of rock-fill dams, and side, foundation plane slope is equipped with all concordant with the foundation plane top transition zone of cope level and Zeng Mo district successively；Described transition zone and top, Zeng Mo district are the secondary rockfill area connected with main rockfill area, and the top layer of Zeng Mo district and time rockfill area is provided with the slope protection of stone masonry structure；Being provided with the barricade of load retaining wall at the toe of described Rockfill Dam downstream, in barricade, level arranges the friction pile of the bar splicing with this barricade to the weight platform being embedded with barricade with high drain pipe, barricade front end.
Described scupper is arranged in slope below phreatic line and relative misalignment is arranged on elevation；Described osculum is pushed up by scupper hole wall or hole upwards to be squeezed in slope more than phreatic line.
Height H=8～15m of every grade of step of described foundation plane, every grade of platform wide 3～5m.
The degree of depth of described friction pile is 10～20m, cross dimensions preferably 3 × 3m, and arrangement pitch is 3～5m；The reinforcing steel bars exposed a length of 0.5～1.0m of friction pile, and fully overlap with the reinforcing bar of top barricade.
Described drain pipe uses the pvc pipe of a diameter of 150mm, and arrangement pitch is 3～5m, and one end that drain pipe contacts with transition zone uses geotextiles parcel.
Described transition zone uses the fresh rock of mild wind, thickness D=3～5m, and maximum particle diameter is 30cm, the granule content of a diameter of 0.075mm<granule content of 4.5%, a diameter of 4.75mm<20%, and Construction control porosity<20%, infiltration coefficient>=1～5 10-2；Described Zeng Mo district uses the bigger gravel embankment of modulus of compressibility to form, and maximum particle diameter is 60cm, the granule content of a diameter of 0.075mm<granule content of 5%, a diameter of 4.75mm<20%, and Construction control porosity<20%, infiltration coefficient>=1～5 10-1。
Described slope protection uses stone masonry structure, and stone masonry thickness >=40cm, stone masonry bottom arranges crushed stone cushion, and thickness is 20cm.
The construction method of CFRD structure on a kind of extreme terrain, it is characterised in that comprise the following steps:
A, the enforcement of drain in dam foundation system: drain in dam foundation system is made up of scupper and osculum, scupper is arranged in slope below phreatic line and relative misalignment is arranged on elevation, upwards beat osculum by pushing up in scupper hole wall or hole, make osculum be passed through in slope more than phreatic line；
B, the excavation of foundation plane: slope section foundation plane excavation stepped, height H=8～15m of every grade of step, every grade of platform wide 3～5m；
C, the pouring of barricade: at the toe of Rockfill Dam downstream, pour the barricade of load retaining wall；
D, the construction of friction pile: in the front end of concrete guard wall, friction pile is set, the reinforcing steel bars exposed a length of 0.5～1.0m of friction pile, it is easy to the reinforcing bar with barricade fully overlap, the degree of depth of friction pile is 10～20m, cross dimensions is (2～3.5) × (2～3.5) m, is arranged as spacing 3～5m；
E, barricade internal drainage pipe are buried underground: bury drain pipe in barricade underground, and this drain pipe uses the pvc pipe of a diameter of 150mm, and arrangement pitch is 3～5m；Drain pipe and the same elevation of weight platform of barricade；Using geotextiles to wrap up in drain pipe end prevents drain pipe from blocking with transition region contact site；
F, reduction dam body settlement measure are implemented: reduce settlement deformation measure, be included in slope section and arrange transition zone and Zeng Mo district；Transition region and Zeng Mo district are set in the side, slope of foundation plane；Transition zone uses the fresh rock of mild wind, thickness D=3～5m, and maximum particle diameter is 30cm, the granule content of a diameter of 0.075mm<granule content of 4.5%, a diameter of 4.75mm<20%, and Construction control porosity<20%, infiltration coefficient>=1～5 10-2；Zeng Mo district uses the bigger gravel embankment of modulus of compressibility to form, and maximum particle diameter is 60cm, the granule content of a diameter of 0.075mm<granule content of 5%, a diameter of 4.75mm<20%, and Construction control porosity<20%, infiltration coefficient>=1～5 10-1；
G, downstream dam slope and slope protection: foundation plane top is the main rockfill area of rock-fill dams, transition zone and the secondary enrockment that top, Zeng Mo district is rock-fill dams, it is provided with slope protection on the top layer of secondary rockfill area Yu Zeng Mo district, this slope protection uses stone masonry structure, stone masonry thickness >=40cm, stone masonry bottom arranges crushed stone cushion, and thickness is 20cm.
The beneficial effects of the utility model are: this utility model is in view of building the difficult problem that CFRD dam slide stabilization controls on slope, successful experience in conjunction with relevant similar engineering, and the achievement in research of test, it is proposed that CFRD structure and construction method thereof on a kind of extreme terrain；This utility model design is simple, it is convenient to construct, and has higher reliability simultaneously, and whole method system is full and accurate, can be that similar engineering is offered reference.
Accompanying drawing explanation
Fig. 1 is section layout drawing of the present utility model.
Detailed description of the invention
As shown in Figure 1, the present embodiment is CFRD structure and construction method thereof on a kind of extreme terrain, these rock-fill dams are seated on slope and have the drain in dam foundation system being made up of some scuppers 1 and osculum 2, scupper 1 be arranged at below phreatic line and on elevation relative misalignment arrange, osculum 2 is pushed up more than waterline of being upwards driven underground by scupper 1 hole wall or hole；End during this rock-fill dam construction and form step-like foundation plane 3, the top of this foundation plane is the main rockfill area 101 of rock-fill dams, side, foundation plane slope is followed successively by that transition zone 7 and Zeng Mo district 8, transition zone 7 and Zeng Mo district 8 cope level are all concordant with foundation plane 3 top, be the secondary rockfill area 102 adjacent with main rockfill area 101；The slope protection 9 of stone masonry structure it is provided with on the top layer, rock-fill dams slope of secondary rockfill area 102 with the formation in Zeng Mo district 8；It is provided with the barricade 4 of load retaining wall at the toe of Rockfill Dam downstream, is embedded with the weight platform with barricade in barricade and can wrap up with high drain pipe 6, one end employing geotextiles that drain pipe 6 contacts with transition zone 7；Barricade front end is used to be equipped with the friction pile 5 of the bar splicing with this barricade.
In the present embodiment, height H=8～15m of every grade of step of foundation plane 3, every grade of platform wide 3～5m；The degree of depth of friction pile 5 is 10～20m, and cross dimensions is (2～3.5) × (2～3.5) m, is arranged as spacing 3～5m, the reinforcing steel bars exposed a length of 0.5～1.0m of friction pile, and fully overlaps with the reinforcing bar of top barricade 4；Drain pipe 6 uses the pvc pipe of a diameter of 150mm, and arrangement pitch is 3～5m；Transition zone 7 uses the fresh rock of mild wind, thickness D=3～5m, and maximum particle diameter is 30cm, the granule content of a diameter of 0.075mm<granule content of 4.5%, a diameter of 4.75mm<20%, and Construction control porosity<20%, infiltration coefficient>=1～5 10-2；The gravel embankment that Zeng Mo district 8 uses modulus of compressibility bigger forms, and maximum particle diameter is 60cm, the granule content of a diameter of 0.075mm<granule content of 5%, a diameter of 4.75mm<20%, and Construction control porosity<20%, infiltration coefficient>=1～5 10-1；Slope protection 9 uses stone masonry structure, stone masonry thickness > 40cm, stone masonry bottom arranges crushed stone cushion, and thickness is 20cm.
The Specific construction step of the present embodiment is as follows:
A, the enforcement of drain in dam foundation system: owing to rock-fill dams are seated on slope, it is to be ensured that stablizing of dam slope, first have to ensure stablizing of slope；Drain in dam foundation system can be effectively reduced the phreatic line in Inclination body, stablizes slope highly beneficial；Additionally, only got rid of by the water body in Inclination body, just can ensure that being dried of downstream rockfill, the intensity of rockfill just can give full play to, and beneficially dam slope is steady；.Drain in dam foundation system is made up of some scuppers 1 and osculum 2, and scupper is arranged at below phreatic line, upwards beats osculum 2 by pushing up at the hole wall of scupper 1 or hole, forms the integration drainage system of the dam foundation；Scupper 1 should be staggeredly arranged on elevation, and spacing determines according to information summaries such as the distributions of subsoil water, and scupper 1 size should meet the operation needs of construction time equipment；Osculum 2 generally enters more than phreatic line；
B, the excavation of foundation plane 3: for strengthening the contact area of foundation plane 3 and rockfill, thus effectively increase the anti-skid power of rockfill, strengthen the stability against sliding of rockfill, foundation plane 3 is excavated stepped；Height H=8～15m of every grade of step, every grade of platform wide 3～5m, the gradient of foundation plane 3 comprehensively determines according to the mechanical index of rock mass；The excavation gradient of foundation plane 3 slope section should meet construction time and runtime stable requirement, supporting measure is taked if desired according to field condition, i.e. when carrying out the excavation of foundation plane 3 slope section, keep the concavo-convex fluctuating of excavation face as far as possible, the difference that rises and falls general control is 5～10cm, thus increases rockfill and the shearing strength of foundation plane and gmatjpdumamics；Field test research shows, when the bedrock surface concavo-convex fluctuating discrepancy in elevation increases to 1～3cm from 0cm, and shearing strength internal friction angleImproving 4～6 °, gmatjpdumamics c improves 13～45kPa；When the bedrock surface concavo-convex fluctuating discrepancy in elevation increases to 4～8cm from 1～3cm, shearing strength internal friction angleImproving 3～5 °, gmatjpdumamics c improves 24～64kPa；
C, the pouring of barricade 4: the barricade 4 of load retaining wall is set at toe position, dam body downstream, predominantly strengthen stablizing of downstream rockfill, barricade is typically designed as load retaining wall, mainly utilizing weight platform cladding earth pressure to increase the stability of barricade, the height of barricade, build etc. comprehensively should determine after carrying out technology and economy comparison in conjunction with downstream dam slope；
D, the construction of friction pile 5: in the front end of concrete guard wall 4, friction pile 5 is set, to increase the stability against sliding of barricade, the projected depth of friction pile determines according to geological conditions, the degree of depth of friction pile 5 is 10～20m, cross dimensions is (2～3.5) × (2～3.5) m, it is arranged as spacing 3～5m, the reinforcing steel bars exposed a length of 0.5～1.0m of friction pile 5, it is simple to fully overlap with the reinforcing bar of barricade 4；
E, barricade 4 internal drainage pipe 6 are buried underground: for infiltration possible for dam body being got rid of, and bury drain pipe 6, drain pipe 6 and the same elevation of weight platform in barricade 4 underground；Generally, drain pipe uses the pvc pipe of diameter about 150mm, spacing 3～5m；For preventing the contact site blocking of drain pipe 6 and transition zone 7, geotextiles is used to wrap up in the end of drain pipe 6；
F, reduction dam body settlement measure are implemented: for the stability of CFRD dam slope on slope, with settlement deformation close relation, therefore, reducing settlement deformation is the key controlling dam slide stabilization；The practice of correlation engineering shows with research, arranges transition zone 7 and Zeng Mo district 8 at slope section notable to the sedimentation and deformation effect of suppression downstream rockfill；Transition zone 7 is arranged between foundation plane and downstream rockfill, i.e. the side, slope at foundation plane 3 sets gradually transition zone 7 and Zeng Mo district 8；The gravel embankment that Zeng Mo district 8 uses modulus of compressibility bigger forms, and crest level is concordant with non-slope section foundation plane, as the basis of the secondary rockfill area 102 of rock-fill dams；In work progress, in strict accordance with These parameters, the construction quality in transition zone 7 and Zeng Mo district 8 should be controlled as strict as possible；The Transition Materials of transition zone 7 is generally the fresh rock of mild wind, thickness D=3～5m, and maximum particle diameter is 30cm, particle diameter is that 0.075mm granule content answers<4.5%, particle diameter be 4.75mm granule content should<20%, Construction control porosity<20%, infiltration coefficient>=1～5 10-2；The gravel embankment that Zeng Mo district 8 uses modulus of compressibility bigger forms, and crest level is concordant with non-slope section foundation plane, and its maximum particle diameter is 60cm, particle diameter is that 0.075mm granule content answers<5%, particle diameter be 4.75mm granule content should<20%, Construction control porosity<20%, infiltration coefficient>=1～5 10-1；
G, downstream dam slope and slope protection 9: downstream dam slope should determine according to COMPREHENSIVE CALCULATING analyses such as main rockfill area, secondary rockfill area, Zeng Mo district, barricades；Owing on slope, the situation of CFRD is special, therefore, the stability in the large of dam body should be by determining after multiple computational methods (typically cutting palm-rubbing technique, shear strength deposit method, component factor method, segment calculation) com-parison and analysis；The main rockfill area 101 of rock-fill dams is set at foundation plane 3 top heap, transition zone 7 and Zeng Mo district 8 top heap sets the secondary enrockment 102 adjacent with main rockfill area 101, it is provided with slope protection 9 on the top layer of secondary rockfill area 102 with Zeng Mo district 8, owing to downstream rockfill infiltration coefficient is bigger, therefore, being penetrated into by dam adverse grade for anti-water-stop body, slope protection 9 uses stone masonry structure, stone masonry thickness > 40cm；Stone masonry bottom arranges crushed stone cushion, and thickness is at about 20cm.
Claims (7)
1. CFRD structure on an extreme terrain, it is characterised in that: these rock-fill dams are seated on slope, have the drain in dam foundation system being made up of some scuppers (1) and osculum (2) in slope；During described rock-fill dam construction, excavation forms step-like foundation plane (3), the top of this foundation plane is the main rockfill area (101) of rock-fill dams, and side, foundation plane slope is equipped with all concordant with the foundation plane top transition zone of cope level (7) and Zeng Mo district (8) successively；Described transition zone (7) and Zeng Mo district (8) top are the secondary rockfill area (102) connected with main rockfill area (101), and the top layer of Zeng Mo district (8) and time rockfill area (102) is provided with the slope protection (9) of stone masonry structure；Being provided with the barricade (4) of load retaining wall at the toe of described Rockfill Dam downstream, in barricade, level arranges the friction pile (5) of the bar splicing with this barricade to the weight platform being embedded with barricade with high drain pipe (6), barricade front end.
CFRD structure on a kind of extreme terrain the most according to claim 1, it is characterised in that: described scupper (1) is arranged in slope below phreatic line and relative misalignment is arranged on elevation；Described osculum (2) is pushed up by scupper (1) hole wall or hole upwards to be squeezed in slope more than phreatic line.
CFRD structure on a kind of extreme terrain the most according to claim 2, it is characterised in that: height H=8～15m of every grade of step of described foundation plane (3), every grade of platform wide 3～5m.
CFRD structure on a kind of extreme terrain the most according to claim 3, it is characterised in that: the degree of depth of described friction pile (5) is 10～20m, cross dimensions preferably 3 × 3m, is arranged as spacing 3～5m；The reinforcing steel bars exposed a length of 0.5～1.0m of friction pile, and fully overlap with the reinforcing bar of top barricade (4).
CFRD structure on a kind of extreme terrain the most according to claim 4, it is characterized in that: described drain pipe (6) uses the pvc pipe of a diameter of 150mm, arrangement pitch is 3～5m, and one end that drain pipe contacts with transition zone (7) uses geotextiles parcel.
CFRD structure on a kind of extreme terrain the most according to claim 5, it is characterized in that: described transition zone (7) uses the fresh rock of mild wind, thickness D=3～5m, maximum particle diameter is 30cm, the granule content<4.5% of a diameter of 0.075mm, the granule content of a diameter of 4.75mm<20%, and Construction control porosity<20%, infiltration coefficient>=1～5 10-2；Described Zeng Mo district (8) uses the gravel embankment that modulus of compressibility is bigger to form, maximum particle diameter is 60cm, the granule content<granule content<20% of 5%, a diameter of 4.75mm of a diameter of 0.075mm, Construction control porosity<20%, infiltration coefficient>=1～5 10-1。
CFRD structure on a kind of extreme terrain the most according to claim 5, it is characterised in that: described slope protection (9) uses stone masonry structure, and stone masonry thickness >=40cm, stone masonry bottom arranges crushed stone cushion, and thickness is 20cm.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201620009620.6U CN205444126U (en) | 2016-01-04 | 2016-01-04 | Concrete panel enrockment dam structure in special topography |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201620009620.6U CN205444126U (en) | 2016-01-04 | 2016-01-04 | Concrete panel enrockment dam structure in special topography |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN205444126U true CN205444126U (en) | 2016-08-10 |
Family
ID=56601144
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201620009620.6U Active CN205444126U (en) | 2016-01-04 | 2016-01-04 | Concrete panel enrockment dam structure in special topography |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN205444126U (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105464054A (en) * | 2016-01-04 | 2016-04-06 | 中国电建集团华东勘测设计研究院有限公司 | Concrete-faced rockfill dam structure on special terrain and construction method of concrete-faced rockfill dam structure |
| CN114561914A (en) * | 2022-03-04 | 2022-05-31 | 中国电建集团西北勘测设计研究院有限公司 | Drainage structure in concrete panel rock-fill dam cushion zone in cold region |
-
2016
- 2016-01-04 CN CN201620009620.6U patent/CN205444126U/en active Active
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105464054A (en) * | 2016-01-04 | 2016-04-06 | 中国电建集团华东勘测设计研究院有限公司 | Concrete-faced rockfill dam structure on special terrain and construction method of concrete-faced rockfill dam structure |
| CN114561914A (en) * | 2022-03-04 | 2022-05-31 | 中国电建集团西北勘测设计研究院有限公司 | Drainage structure in concrete panel rock-fill dam cushion zone in cold region |
| CN114561914B (en) * | 2022-03-04 | 2024-01-19 | 中国电建集团西北勘测设计研究院有限公司 | Drainage structure for bedding layer area of concrete face rockfill dam in cold area |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN102635124B (en) | Construction method aiming to large open caisson in weak soil area | |
| CN104480974B (en) | Reverse seepage drain system suitable for upstream type tailings pond and upstream type tailings pond | |
| CN111139840B (en) | Ecological restoration method for tableland slope of fixed ditch in gully region of loess plateau of longdong | |
| CN106759133A (en) | The mixing structure of dam type and construction method of a kind of homogeneous earth and rockfill dam and rock | |
| CN106149673A (en) | Soak heavy-tamping method in advance in collapsible loess deep | |
| CN108570994A (en) | Deep earthen fill zone gravity type and reinforced earth bulkhead combined support structure | |
| CN110468933A (en) | The mounting structure and its mounting process of drainage pipeline | |
| CN205444126U (en) | Concrete panel enrockment dam structure in special topography | |
| CN104541643B (en) | A kind of sinking land in coalmining areas land control method of region of no relief | |
| CN107119624A (en) | The countermeasure system and implementation of large-scale Dumping Sites in a kind of debris flow gully | |
| CN102493485B (en) | Method for building slope protection retaining wall during filling | |
| CN207228038U (en) | The countermeasure system of large-scale Dumping Sites in a kind of debris flow gully | |
| CN207646754U (en) | A kind of pile body penetration type bankets body reinforcement bearing structure | |
| CN206385525U (en) | A kind of timber structure for preventing the high backfill earthwork from sinking | |
| CN203547763U (en) | High backfilling anti-sliding open cut tunnel structure | |
| CN202492856U (en) | Reinforced concrete pile type buttress retaining wall | |
| CN208472741U (en) | Deep earthen fill zone gravity type and reinforced earth bulkhead combined support structure | |
| CN204491683U (en) | A kind of ruggedized construction to municipal piping lane existing within the scope of deep pit digging | |
| CN105464054A (en) | Concrete-faced rockfill dam structure on special terrain and construction method of concrete-faced rockfill dam structure | |
| CN214194751U (en) | Intercepting drain structure suitable for steep rock slope | |
| CN115198793A (en) | Side slope open cut tunnel supporting structure and construction method thereof | |
| CN101718095B (en) | Minimal invasion healing management method for landslide | |
| CN209703448U (en) | A kind of spillway | |
| CN209816895U (en) | Soft soil foundation structure for reducing post-construction settlement | |
| CN207988083U (en) | The orthogonal anti-structure of drainning off floodwaters of Gobi Region solar energy optical-thermal place |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant |