CN102644259B - Anchored concrete retaining wall rock-fill dam and building method thereof - Google Patents
Anchored concrete retaining wall rock-fill dam and building method thereof Download PDFInfo
- Publication number
- CN102644259B CN102644259B CN201210053912.6A CN201210053912A CN102644259B CN 102644259 B CN102644259 B CN 102644259B CN 201210053912 A CN201210053912 A CN 201210053912A CN 102644259 B CN102644259 B CN 102644259B
- Authority
- CN
- China
- Prior art keywords
- dam
- concrete
- guard wall
- concrete guard
- wall
- 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.)
- Expired - Fee Related
Links
Abstract
The invention discloses an anchored concrete retaining wall rock-fill dam, which comprises a concrete retaining wall and a plurality of anchoring body groups, wherein a rock-fill is arranged behind the concrete retaining wall, and comprises a rock-fill region and a transition region; a horizontal drainage body and a reverse filtering layer are arranged below the rock-fill region; the downstream side of a dam body is provided with a downstream revetment; the anchoring body groups are arranged in the concrete retaining wall, the transition layer and the rock-fill region; the concrete retaining wall consists of a plurality of wall sections; a construction joint is reversed between every two adjacent wall sections; and each construction joint is filled with asphalt mastic. According to the anchored concrete retaining wall rock-fill dam disclosed by the invention, the problems of large filling amount of the rock-fill, large deformation of the dam body and uncoordinated deformation between the rock-fill and anti-permeation bodies existing in the existing dam type are improved effectively. A building method of the anchored concrete retaining wall rock-fill dam comprises the following specific steps of: pouring a concrete retaining wall; filling a rock-fill; and grouting an anchoring body. The building method has the advantages of short construction period, low construction method and simple steps.
Description
Technical field
The invention belongs to hydraulic engineering technical field, be specifically related to a kind of anchoring concrete guard wall loose rock dam, also relate to the construction method of these anchoring concrete guard wall loose rock dam.
Background technology
Dam is as the existing history very remote of dash building conventional in hydraulic engineering field, and people are convenient for the retaining of dam barrage in very early, and Xing Li removes the evil.The type of dam comprehensively compares and selectes according to the natural conditions of dam site, constructional materials, construction plant, water conservancy diversion, duration, cost etc., substantially can be divided into concrete dam and the large class of earth and rockfill dam two.
Concrete dam mainly comprises gravity dam, arch dam and buttress dam three types: gravity dam is rely on the frictional force producing between dam body deadweight and basis to bear the thrust of water and maintain stable dam type, its advantage be simple in structure, construction easily, good endurance, be suitable for carrying out building of high dam on batholith, be convenient to the setting of outlet structure escape works; Arch dam is a space shell structure, in plane, be arch, dam facing is upstream protruding, utilize the effect of encircleing that born horizontal load is become to axial compression and reach two sides basement rock, two sides abut supports dam body to keep dam body stable, arch dam has higher overload capacity, at the comparatively hard complete Narrow Valleys dam site of two sides batholith, is particularly suitable for building arch dam; Buttress dam is comprised of the capping tilting and buttress, buttress is supporting capping, and water pressure is passed to buttress by capping, then passes to ground by buttress, buttress dam is one of most economical reliable dam type, compares have the advantages such as volume is little, cost is low, the ability of adaptation ground is stronger with gravity dam.
Earth and rockfill dam comprises earth dam, loose rock dam, native stone mixed dam etc., by one or more earth rock materials, through rolling to tamp to fill, formed, there is easy construction, gather materials on the spot, the many advantages such as material source is abundant, Geological Condition Requirement is low, low cost, general earth and rockfill dam is comprised of several parts such as dam body, antiseepage body, water discharging body, bank protections.The construction of earth-rock works, long history, has abundant successful experience, and the quantity of having built up is many, is a kind of dam type very important in Hydraulic and Hydro-Power Engineering.
Nonetheless, the design work of dam engineering is now a lot of or experimental, and the operating characteristic of dam body in theory still awaits further demonstration, and in actual moving process, still exists some problems urgently to be resolved hurrily.For concrete dam, the volume of general gravity dam is excessive, and cement consumption is many, and it is large that the thermal stresses of concrete casting building body is controlled difficulty; And arch dam is had relatively high expectations to ground and two sides rock, also large compared with gravity dam difficulty in construction; Buttress dam is had relatively high expectations to foundation condition, and the quantity of application is also less at present.And for earth and rockfill dam, because the main body of dam mostly is the bulk solid earth rock material of different-grain diameter, its also can adapt to the issuable differential settlement distortion of the dam foundation simultaneously largely, therefore, as the important kind of dash high dam, there is advantage significantly.But, the engineering properties of earth rock material has determined can produce larger distortion under its deadweight and water ballast(ing) effect, although the thin layer rolling technique adopting in construction at present has progressively replaced dumped rockfill in the past, improved to a great extent compactness and the modulus of elasticity of rockfill, but the problem on deformation of rockfill still exists.And the side's of filling amount of dam body is larger.Meanwhile, for the non-earth material antiseepage body dam in rolling earth-rock dam, as Concrete Face Rockfill Dam, concrete core-wall dam etc., also can exist because the excessive leakage preventing structure of rigidity and the distortion between rockfill cannot be coordinated caused series of problems.
In addition, the further investigation of the current seismic stability for dam body and dynamic characteristics thereof and failure mechanism is relative less, still lacks the engineering experience of earthquake resistance of a dam design both at home and abroad, and the seismic measures of taking lacks necessary theoretical foundation.Dam site is positioned at the dam in the higher area of earthquake intensity for meeting shockproof requirements, dam slope design is relatively slow, cause under the certain prerequisite of height of dam, dam body bottom width is larger, and this not only makes conveyance structure and outlet structure escape works length increase, and hinge is arranged compact not, what is more important causes the cross-sectional area of dam body to expand, increase the amount of fill of dam, do not reached the object of economy, saving, caused unnecessary waste.
Summary of the invention
The object of this invention is to provide a kind of anchoring concrete guard wall loose rock dam, effectively improved that the existing rockfill enrockment of the existing dam type side of filling amount is large, dam deformation is large and antiseepage body between the problem of deformation.
Another object of the present invention is to provide the construction method of above-mentioned anchoring concrete guard wall loose rock dam.
The technical solution adopted in the present invention is, a kind of anchoring concrete guard wall loose rock dam, it is characterized in that, comprise the concrete guard wall that is positioned at dam body upstream side, the rear of concrete guard wall is rockfill, rockfill comprise rockfill area and be arranged on concrete guard wall and rockfill area between transition zone, the below of rockfill area is disposed with horizontal drainage body and loaded filter from top to bottom, dam body downstream is downstream protection slope;
Also comprise according to short transverse and be evenly laid in a plurality of anchoring body groups in concrete guard wall, transition zone and rockfill area, each anchoring body group is comprised of a plurality of anchoring bodys of interval and evenly laying in the horizontal direction, and one end of each anchoring body is fixed in concrete guard wall and the other end passes transition zone and is fixed in rockfill area;
Concrete guard wall is comprised of a plurality of wall sections that distribute along axis of dam direction, between adjacent two wall sections, leaves constuction joint, in each constuction joint, is filled with bitumastic.
Each anchoring body includes sleeve pipe and is axially laid in a plurality of steel strand in this sleeve pipe, and one end that sleeve pipe is positioned at concrete guard wall is fixed with ground tackle, and the outside of ground tackle is fixed with precast concrete anchor slab; The inside, one end that sleeve pipe is positioned at rockfill area is provided with guiding cap and outer setting has end anchor slab, guiding cap is fixedly connected with end anchor slab, one end of a plurality of steel strand is fixedly connected with ground tackle and the other end is fixedly connected with guiding cap, in sleeve pipe, interval is laid with the isolating frame of a plurality of radial direction, and sleeve pipe is set with steel bushing on the position between concrete guard wall and transition zone.
On the steel bushing of each anchoring body, be all reserved with grout pipe and overfall stack, and the equal exposure in outer end of grout pipe and overfall stack is in the outside of concrete guard wall.
In each constuction joint, be provided with asphalt well, asphalt well comprises that two are split right angle grooved precast concrete form, two precast concrete forms lay respectively in the wall section of adjacent two concrete guard walls, are provided with the resistance heated rod of longitudinal direction in two precast concrete forms.
Resistance heated rod by being welded, and is provided with a plurality of stators for fixed resistance heating rod of horizontal direction by multistage reinforcing bar in its corresponding asphalt well.
Another technical scheme of the present invention is, the construction method of above-mentioned anchoring concrete guard wall loose rock dam, is characterized in that, concrete steps are as follows:
Step 1, concreting barricade
Concrete guard wall is being built along segmentation in axis of dam direction, and each wall section edge is placement layer by layer highly also; Installation position at concrete guard wall is set up template, this template height is set up the laying elevation place to anchoring body, carry out subsequently concrete building, build precast concrete anchor slab and the ground tackle of after finishing, arranging this anchoring body, and the template of proceeding next stage concrete guard wall builds with concrete and build work, in casting process, should guarantee that the grout pipe of anchoring body and the equal exposure in outer end of overfall stack are in the outside of concrete guard wall;
Wherein, carrying out concrete guard wall while building, in concrete guard wall template side, arrange in advance precast concrete form, after concrete guard wall has been built, stripping, resistance heated rod is installed between the precast concrete form of two adjacent wall sections, to form asphalt well, in this asphalt well, is poured into bitumastic subsequently; Guarantee that asphalt well, resistance heated rod, the height of bitumastic and the cast of concrete guard wall are highly consistent;
Step 2, fill rockfill
Adopt thin layer rolling method, use Transition Materials and stockpile to fill, to form transition zone and rockfill area simultaneously; When anchoring body is arranged elevation in transition zone and rockfill area rise to step 1, guarantee that anchoring body level is also fixed end anchor slab in rockfill area by densification;
Step 3, anchoring body slip casting
By grout pipe, anchoring body is carried out to slip casting, no longer exhaust and slurries overflow the standard that underflow finishes as slip casting to using overfall stack;
After slip casting completes, repeating step one, to step 3, to proceed follow-up filling construction, and guarantees scope and the scope that highly should at every turn build with concrete guard wall that each rockfill fills and is highly consistent.
The beneficial effect of anchoring concrete guard wall loose rock dam of the present invention is, the upstream side of dam body is concrete guard wall, between two adjacent wall sections of concrete guard wall, constuction joint is set, and in constuction joint, adopts bitumastic to fill, formed thus the leakage preventing structure of dam body.Rockfill is filled at rear at concrete guard wall, concrete guard wall is contacted and is integrated by anchoring body and rockfill, object be effectively to solve the existing existing dam deformation of dam type large and and antiseepage body between the problem such as deformation, strengthened the globality of dam structure.This dam type has also been dwindled dam body sectional dimension, has reduced significantly amount of fill under constitutionally stable precondition, can guarantee safety, can reduce costs again.
Anchoring concrete guard wall loose rock dam construction method of the present invention, the duration is short, cost is low, step is simple, easy to operate, and work is effective.
Accompanying drawing explanation
Fig. 1 is the structural representation of anchoring concrete guard wall loose rock dam of the present invention;
Fig. 2 is the structural representation of anchoring body in the present invention;
Fig. 3 is the structural representation of concrete guard wall in the present invention;
Fig. 4 is the plane structure schematic diagram of constuction joint and asphalt well in the present invention;
Fig. 5 is the longitudinal cross-section schematic diagram of constuction joint and asphalt well in the present invention.
In figure, 1. concrete guard wall, 2. transition zone, 3. rockfill area, 4. downstream protection slope, 5. horizontal drainage body, 6. loaded filter, 7. anchoring body, 8. ground tackle, 9. precast concrete anchor slab, 10. steel strand, 11. sleeve pipes, 12. steel bushings, 13. grout pipes, 14. overfall stacks, 15. isolating frames, 16. guiding caps, 17. end anchor slabs, 18. constuction joints, 19. bitumastics, 20. asphalt wells, 21. precast concrete forms, 22. resistance heated rods, 23. stators, 24. welding points.
The specific embodiment
As shown in Figure 1, anchoring concrete guard wall loose rock dam of the present invention, comprise the concrete guard wall 1 that is positioned at dam body upstream side, the rear of concrete guard wall 1 is rockfill, rockfill comprises rockfill area 3 and transition zone 2, transition zone 2 is arranged between concrete guard wall 1 and rockfill area 3, and the below of rockfill area 3 is disposed with horizontal drainage body 5 and loaded filter 6 from top to bottom, and dam body downstream is downstream protection slope 4.
Shown in Fig. 2, according to short transverse evenly in concrete guard wall 1, a plurality of anchoring body groups of the interior laying of transition zone 2 and rockfill area 3, each anchoring body group is comprised of a plurality of anchoring bodys 7 of interval and evenly laying in the horizontal direction, and one end of each anchoring body 7 is fixed in concrete guard wall 1 and the other end passes transition zone 2 and is fixed in rockfill area 3.Each anchoring body 7 includes sleeve pipe 11 and is axially laid in a plurality of steel strand 10 in this sleeve pipe 11.One end that sleeve pipe 11 is positioned at concrete guard wall 1 is fixed with ground tackle 8, and the outside of ground tackle 8 is fixed with precast concrete anchor slab 9, by precast concrete anchor slab 9, realizes being fixedly connected with of anchoring body 7 and concrete guard wall 1.The inside that sleeve pipe 11 is positioned at one end of rockfill area 3 is provided with guiding cap 16, and sleeve pipe 11 outer setting that is positioned at one end of rockfill area 3 has the end anchor slab 17 of concrete material, and guiding cap 16 is fixedly connected with end anchor slab 17.The design of end anchor slab 17 is steel strand 10 fixedly, can also better bring into play the bonding frictional resistance effect of anchoring body 7, strengthen the extruding reinforcement effect between anchoring body 7 and rockfill.In sleeve pipe 11, one end of a plurality of steel strand 10 is fixedly connected with ground tackle 8, and the other end of the plurality of steel strand 10 is fixedly connected with guiding cap 16.The interior interval of sleeve pipe 11 is laid with the isolating frame 15 of a plurality of radial direction, and isolating frame 15 can contribute to the steel strand 10 grown in the laying of sleeve pipe 11 inside.Sleeve pipe 11 is set with steel bushing 12 on the position between concrete guard wall 1 and transition zone 2.Steel bushing 12 contributes to the location of anchoring body 7 in the procedures of establishment, and can resist the effect of larger shearing force herein, protects the intact of anchoring body 7 internal constructions.On the steel bushing 12 of each anchoring body 7, be all reserved with grout pipe 13 and overfall stack 14, grout pipe 13 and overfall stack 14 are that anchoring body 7 slip castings are used.And the equal exposure in the outer end of grout pipe 13 and overfall stack 14 is in the outside of concrete guard wall 1.
As shown in Figure 3, concrete guard wall 1 is comprised of a plurality of wall sections that distribute along axis of dam direction, and each wall segment length is 4m～5m.Between adjacent two wall sections, leave the constuction joint 18 that width is 5cm, in each constuction joint 18, be filled with bitumastic 19.Bitumastic 19 can adapt between concrete guard wall 1 each wall section due to the caused relative sliding deformation of differential settlement, effectively improve the stress of concrete guard wall 1, simultaneously, because the material anti-permeability performance of bitumastic 19 is good, can guarantee that concrete guard wall 1 reaches predetermined requirement at the whole anti-seepage effect of retaining phase.
As shown in Figure 4 and Figure 5, in each constuction joint 18, be provided with asphalt well 20.Bitumastic 19 completes to fill by asphalt well 20 and builds.Asphalt well 20 comprises that splitting 21, two precast concrete forms 21 of right angle grooved precast concrete form for two lays respectively in the wall section of adjacent two concrete guard walls 1.In two precast concrete forms 21, be provided with the resistance heated rod 22 of longitudinal direction.Resistance heated rod 22 is that the round bar by Φ 16 forms, and should guarantee that its connection is unobstructed, and energising is good, and it is that two single cycles are arranged, by the 22 energising heating of resistance heated rod, makes bitumastic 19 meltings of periphery softening, and then is full of whole constuction joint 18.
Resistance heated rod 22 in asphalt well 20 is that the reinforcing bar by some sections of certain lengths is welded along the segmentation of height of dam direction, the position being connected between two sections of resistance heated rods 22 is welding point 24, the section area of welding point 24 should be greater than area of reinforcement, to guarantee that whole resistance heated rod 22 electric currents are unobstructed, energising heating function is intact.
In asphalt well 20, be provided with a plurality of stators 23 for fixed resistance heating rod 22 of horizontal direction, stator 23 can avoid resistance heated rod 22 that the situation generation that circuit fusing was turned round and caused to strand occurs effectively.Stator 23 is made by insulation materials, guarantees that two row's resistance heated rods 22 can be by fixing isolation effectively, in case be wound into the situation of the fusing that is short-circuited together.
The construction method of anchoring concrete guard wall loose rock dam, concrete steps are as follows:
Step 1, concreting barricade 1
Concrete guard wall 1 is being built along segmentation in axis of dam direction, and each wall section edge is placement layer by layer highly also.Wherein, at the installation position of concrete guard wall 1, set up template, this template height is set up the laying elevation place to anchoring body 7, carries out subsequently concrete building.Build precast concrete anchor slab 9 and the ground tackle 8 of after finishing, arranging this anchoring body 7, and the template of proceeding next stage concrete guard wall 1 is built with concrete and is built work.In casting process, should guarantee that the grout pipe 13 of anchoring body 7 and the equal exposure in outer end of overfall stack 14 are in the outside of concrete guard wall 1, so that carrying out smoothly of follow-up slip casting work, through maintenance after a while, starts the construction of next stage.
Wherein, carry out concrete guard wall 1 build before time, in concrete guard wall 1 template side, arrange in advance precast concrete form 21.After concrete guard wall 1 has been built, stripping is installed resistance heated rod 22 between the precast concrete form 21 of two adjacent wall sections, to form asphalt well 20.In this asphalt well 20, pour into bitumastic 19 subsequently.Guarantee that asphalt well 20, resistance heated rod 22, the height of bitumastic 19 and the cast of concrete guard wall 1 are highly consistent.That is: in work progress, the height of asphalt well 20 is along with the increase of dam body height increases, resistance heated rod 22 is the constantly welding prolongation along with the increase of asphalt well 20 height also, bitumastic 19 also constantly supplements along with the carrying out of construction, to guarantee that constuction joint 18 can be closely knit by 19 fillings of inner bitumastic.
Adopting bitumastic is because plain asphalt viscosity is lower, easily softening mobile under hot climate condition, to construction, bring difficulty, in the pitch of melting, mix a certain proportion of cement powder and make bitumastic, can make material viscosity in the situation that boiling point is constant increase, to guarantee not occur when the heat, flowing collapses collapses.
Step 2, fill rockfill
After a wall section of concrete guard wall 1 completes building of certain altitude maintenance and finishes, carry out the work of filling of rockfill after wall.Adopt thin layer rolling method, use Transition Materials and stockpile to fill simultaneously, put down construction, evenly rise, to form transition zone 2 and rockfill area 3.When anchoring body 7 is arranged elevation in transition zone 2 and rockfill area 3 rise to step 1, guarantee anchoring body 7 levels and end anchor slab 17 3 is interiorly fixed by densification in rockfill area.
Step 3, anchoring body 7 slip castings
By 13 pairs of anchoring bodys of grout pipe 7, carry out slip casting, no longer exhaust and slurries overflow the standard that underflow finishes as slip casting to using overfall stack 14.
Said process is the step that one group of anchoring body 7 is set, and the step that many group anchoring bodys 7 are set loops according to elevation and said procedure.
After slip casting completes, repeating step one, to step 3, to proceed follow-up filling construction, and guarantees scope and the scope that highly should at every turn build with concrete guard wall 1 that each rockfill fills and is highly consistent.
The invention solves that the existing material usage in existing concrete dam is excessive, the unmanageable problem of thermal stresses, while is due to the existence of anchoring body, reduced to roll the distortion difference under deadweight and external load effect between rockfill and concrete guard wall, control cause due to rockfill distortion himself with antiseepage body between the relative changing of the relative positions, the seismic stability of raising dam body.Bitumastic can play good coordination, cushioning effect to the intersegmental differential settlement of each wall and distortion, has also guaranteed the anti-seepage effect of concrete guard wall.Upstream upstream face is similar to the concrete guard wall of straight wall type structure, rolling and placement rockfill after wall, between concrete guard wall and rockfill after wall, adopt anchoring body to be connected, the globality of dam structure is strengthened, dam section configuration is approximate at right angles trapezoidal, can guarantee, under constitutionally stable precondition, to save a large amount of amounts of fill like this, reduce engineering cost, reach safe, economic object.
Claims (2)
1. anchoring concrete guard wall loose rock dam, it is characterized in that, comprise the concrete guard wall (1) that is positioned at dam body upstream side, the rear of described concrete guard wall (1) is rockfill, described rockfill comprise rockfill area (3) and be arranged on concrete guard wall (1) and rockfill area (3) between transition zone (2), the below of described rockfill area (3) is disposed with horizontal drainage body (5) and loaded filter (6) from top to bottom, and dam body downstream is downstream protection slope (4);
Also comprise according to short transverse and be evenly laid in a plurality of anchoring body groups in concrete guard wall (1), transition zone (2) and rockfill area (3), described each anchoring body group is comprised of a plurality of anchoring bodys (7) of interval and evenly laying in the horizontal direction, and one end of described each anchoring body (7) is fixed in concrete guard wall (1) and the other end passes transition zone (2) and is fixed in rockfill area (3); Described each anchoring body (7) includes sleeve pipe (11) and is axially laid in a plurality of steel strand (10) in this sleeve pipe (11), one end that described sleeve pipe (11) is positioned at concrete guard wall (1) is fixed with ground tackle (8), and the outside of described ground tackle (8) is fixed with precast concrete anchor slab (9); The inside, one end that described sleeve pipe (11) is positioned at rockfill area (3) is provided with guiding cap (16) and outer setting has end anchor slab (17), described guiding cap (16) is fixedly connected with end anchor slab (17), one end of described a plurality of steel strand (10) is fixedly connected with ground tackle (8) and the other end is fixedly connected with guiding cap (16), the interior interval of described sleeve pipe (11) is laid with the isolating frame (15) of a plurality of radial direction, and described sleeve pipe (11) is positioned on the position between concrete guard wall (1) and transition zone (2) and is set with steel bushing (12); On described each steel bushing (12), be all reserved with grout pipe (13) and overfall stack (14), and the equal exposure in outer end of grout pipe (13) and overfall stack (14) is in the outside of concrete guard wall (1);
Described concrete guard wall (1) is comprised of a plurality of wall sections that distribute along axis of dam direction, between described adjacent two wall sections, leave constuction joint (18), in described each constuction joint (18), be filled with bitumastic (19), in described each constuction joint (18), be provided with asphalt well (20), described asphalt well (20) comprises that two are split right angle grooved precast concrete form (21), described two precast concrete forms (21) lay respectively in the wall section of adjacent two concrete guard walls (1), in described two precast concrete forms (21), be provided with the resistance heated rod (22) of longitudinal direction, described resistance heated rod (22) by being welded, and is provided with a plurality of stators (23) for fixed resistance heating rod (22) of horizontal direction by multistage reinforcing bar in its corresponding asphalt well (20).
2. according to the construction method of anchoring concrete guard wall loose rock dam described in claim 1, it is characterized in that, concrete steps are as follows:
Step 1, concreting barricade (1)
Described concrete guard wall (1) is being built along segmentation in axis of dam direction, and each wall section edge is placement layer by layer highly also; Installation position at described concrete guard wall (1) is set up template, this template height is set up the laying elevation place to anchoring body (7), carry out subsequently concrete building, build precast concrete anchor slab (9) and the ground tackle (8) of after finishing, arranging this anchoring body (7), and the template of proceeding next stage concrete guard wall (1) builds with concrete and build work, in casting process, should guarantee that the grout pipe (13) of described anchoring body (7) and the equal exposure in outer end of overfall stack (14) are in the outside of concrete guard wall (1);
Wherein, carrying out concrete guard wall (1) while building, in described concrete guard wall (1) template side, arrange in advance precast concrete form (21), after concrete guard wall (1) has been built, remove described template, between the precast concrete form (21) of two adjacent wall sections, resistance heated rod (22) is installed, to form asphalt well (20), in this asphalt well (20), is poured into subsequently bitumastic (19); The height that guarantees described asphalt well (20), resistance heated rod (22), bitumastic (19) is highly consistent with the cast of concrete guard wall (1);
Step 2, fill rockfill
Adopt thin layer rolling method, use Transition Materials and stockpile to fill, to form described transition zone (2) and rockfill area (3) simultaneously; When anchoring body (7) is arranged elevation in described transition zone (2) and rockfill area (3) rise to step 1, guarantee this anchoring body (7) level and end anchor slab (17) is fixed by densification in rockfill area (3);
Step 3, anchoring body (7) slip casting
By described grout pipe (13), anchoring body (7) is carried out to slip casting, no longer exhaust and slurries overflow the standard that underflow finishes as slip casting to using overfall stack (14);
After slip casting completes, repeating step one, to step 3, to proceed follow-up filling construction, and guarantees scope and the scope that highly should at every turn build with concrete guard wall (1) that each rockfill fills and is highly consistent.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201210053912.6A CN102644259B (en) | 2012-03-05 | 2012-03-05 | Anchored concrete retaining wall rock-fill dam and building method thereof |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201210053912.6A CN102644259B (en) | 2012-03-05 | 2012-03-05 | Anchored concrete retaining wall rock-fill dam and building method thereof |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN102644259A CN102644259A (en) | 2012-08-22 |
| CN102644259B true CN102644259B (en) | 2014-11-26 |
Family
ID=46657322
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201210053912.6A Expired - Fee Related CN102644259B (en) | 2012-03-05 | 2012-03-05 | Anchored concrete retaining wall rock-fill dam and building method thereof |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN102644259B (en) |
Families Citing this family (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102912768A (en) * | 2012-11-02 | 2013-02-06 | 中国水电顾问集团华东勘测设计研究院 | Earthquake resistant structure of high earth-rock dam in earthquake region |
| CN103306283B (en) * | 2013-06-25 | 2015-09-09 | 青岛理工大学 | A kind of method improving nonmetal anti-float anchor rod shear strength |
| CN104058190B (en) * | 2014-06-09 | 2016-04-13 | 河海大学 | A kind of heating arrangement of asphalt well medium pitch and method of heating |
| CN104652372A (en) * | 2015-01-23 | 2015-05-27 | 天津大学 | Upstream-oriented seepage-proofing and crack-resisting roller-compacted concrete gravity dam |
| CN105155476A (en) * | 2015-09-24 | 2015-12-16 | 中国电建集团成都勘测设计研究院有限公司 | Meizoseismal-area high earth-rock dam aseismic structure and construction method thereof |
| CN107447731B (en) * | 2017-07-28 | 2019-09-03 | 中国科学院、水利部成都山地灾害与环境研究所 | A kind of mixed dam and its construction method |
| CN110852013B (en) * | 2019-11-14 | 2021-08-31 | 中国水利水电科学研究院 | New and old concrete load sharing calculation method for heightened gravity dam based on structural mechanics method |
| CN112900383B (en) * | 2021-01-21 | 2023-02-28 | 中国电建集团华东勘测设计研究院有限公司 | Combined structure type of flow surface of water release structure and construction method thereof |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| FR1209019A (en) * | 1955-04-20 | 1960-02-26 | Cofferdams or dams in prefabricated blocks | |
| CN1587536A (en) * | 2004-07-15 | 2005-03-02 | 国家电力公司华东勘测设计研究院 | Back ward water draining system of face plate rock-fill dam dam body and its construction method |
| CN101672026A (en) * | 2009-09-18 | 2010-03-17 | 中国水电顾问集团华东勘测设计研究院 | Face plate rock-fill dam structure of reasonably utilizing sand gravel material and construction method thereof |
| CN102296571A (en) * | 2011-06-08 | 2011-12-28 | 西安理工大学 | Rock-fill dam of anchoring panel and construction method thereof |
Family Cites Families (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101718086B (en) * | 2009-11-05 | 2012-04-11 | 河海大学 | Concrete-enrockment mixed dam and construction method thereof |
-
2012
- 2012-03-05 CN CN201210053912.6A patent/CN102644259B/en not_active Expired - Fee Related
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| FR1209019A (en) * | 1955-04-20 | 1960-02-26 | Cofferdams or dams in prefabricated blocks | |
| CN1587536A (en) * | 2004-07-15 | 2005-03-02 | 国家电力公司华东勘测设计研究院 | Back ward water draining system of face plate rock-fill dam dam body and its construction method |
| CN101672026A (en) * | 2009-09-18 | 2010-03-17 | 中国水电顾问集团华东勘测设计研究院 | Face plate rock-fill dam structure of reasonably utilizing sand gravel material and construction method thereof |
| CN102296571A (en) * | 2011-06-08 | 2011-12-28 | 西安理工大学 | Rock-fill dam of anchoring panel and construction method thereof |
Non-Patent Citations (4)
| Title |
|---|
| 余锡光等.三、钢筋混凝土面板设计.《水利水电规划设计与施工》.科学技术文献出版社,1994,第293页. * |
| 周世明.四、沥青井施工.《水工混凝土预埋件设计与施工》.水利电力出版社,1989,第114-117页. * |
| 马长顺等.第三节 贫混凝土固坡挡墙新技术试验成果.《混凝土面板堆石坝施工质量控制指南——淇河盘石头水库工程施工质量控制研究与实践》.中国水利水电出版社,2004,第129页. * |
| 黄河水利学校.三、填料及止水施工.《水利工程施工》.水利出版社,1980,第379-380页. * |
Also Published As
| Publication number | Publication date |
|---|---|
| CN102644259A (en) | 2012-08-22 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN102644259B (en) | Anchored concrete retaining wall rock-fill dam and building method thereof | |
| CN102296571B (en) | Rock-fill dam of anchoring panel and construction method thereof | |
| CN105040829B (en) | A kind of precast concrete primary-secondary beam attachment structure and its construction method | |
| CN105926802B (en) | A kind of reinforcement structure of 3D printing reinforced masonry shear wall structure | |
| CN104120686B (en) | A kind of high-elastic die-cushion A seating compound dam | |
| CN203080430U (en) | Assembly and cast-in-place combined type reinforced concrete pipe type culvert | |
| CN104453015A (en) | Reinforcing bar splicing connection component comprising thin-wall sleeves constrained by spiral bars | |
| CN103790182A (en) | Hydraulic engineering vertical water stop structure and manufacturing and construction method thereof | |
| CN105648892A (en) | Arch bridge structure adopting foam concrete and corrugated steel sheets and construction method of arch bridge structure | |
| CN104631440A (en) | Stiffening core lengthening foundation pit support structure for existing large-diameter bored concrete pile and construction method | |
| CN104652371A (en) | Overflow cemented rock-fill dam established based on old dam and construction method thereof | |
| CN201891133U (en) | Manual assembled type self-waterproof late poured band prefabricated slab of basement outer wall | |
| CN105220714A (en) | Core compound prestress pile tube float Structure construction method filled with by built-in anchor cable | |
| CN108222656B (en) | The construction method of Prefabricated enclosure wall | |
| CN108643133B (en) | Detachable arch dam and construction and dismantling method thereof | |
| CN204059380U (en) | Deep-well precipitation well head well-sealing device in underground garage foundation ditch | |
| CN107268675A (en) | The laying method and structure of a kind of many storehouse underground pipe galleries of combined type | |
| CN105649106A (en) | Earth-retaining wall structure with steel tube reinforcing ribs and construction method for earth-retaining wall structure | |
| CN102937024B (en) | A kind of pick block method of waterproof lock room | |
| CN115961647A (en) | Basement roof post-cast strip advanced sealing structure, construction structure and construction method | |
| CN106245546A (en) | A kind of corrugated steel Pipe rack | |
| CN107503324B (en) | Artificial dam anti-seepage reinforcing device and anti-seepage reinforcement method | |
| CN107268617A (en) | Construction technology and device after a kind of anti-float anchor rod | |
| CN203403434U (en) | Basement | |
| CN103046516B (en) | Method for filling bottom of gravelly soil core wall of stone dam |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20141126 Termination date: 20200305 |
|
| CF01 | Termination of patent right due to non-payment of annual fee |