CN102644259A - 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
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- CN102644259A CN102644259A CN2012100539126A CN201210053912A CN102644259A CN 102644259 A CN102644259 A CN 102644259A CN 2012100539126 A CN2012100539126 A CN 2012100539126A CN 201210053912 A CN201210053912 A CN 201210053912A CN 102644259 A CN102644259 A CN 102644259A
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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 the 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 commonly used in the 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 according to the natural conditions of dam site, constructional materials, construction plant, water conservancy diversion, duration, cost etc. and is selected, can be divided into concrete dam and earth and rockfill dam two big classes basically.
Coagulate earth dam and mainly comprise three types of gravity dam, arch dam and buttress dams: gravity dam is to rely on the frictional force that produces between dam body deadweight and basis to bear the thrust of water and keep stable dam type; Its advantage be simple in structure, construction easily, good endurance, be suitable for carrying out building of high dam on the batholith, be convenient to the setting of outlet structure escape works; Arch dam is a space shell structure; Be arch on the plane, dam facing is upstream protruding, utilizes the effect of encircleing that the horizontal load of being born is become axial compression and reaches the two sides basement rock; The two sides abut supports dam body to keep dam body stable; Arch dam has higher overload capacity, and the comparatively hard complete narrow river valley dam site of batholith is particularly suitable for building arch dam in two sides; Buttress dam is made up of the capping and the buttress that tilt; Buttress is supporting capping, and water pressure is passed to buttress by capping, passes to ground by buttress again; Buttress dam is one of most economical reliable dam type, compares with gravity dam to have advantages such as volume is little, cost is low, the ability of adaptation ground is stronger.
Earth and rockfill dam comprises earth dam, loose rock dam, native stone mixed dam etc.; Form through rolling to tamp to fill by one or more native stone materials; Have easy construction, gather materials on the spot, many advantages such as material source is abundant, the geological conditions requirement is low, inexpensive, general earth and rockfill dam is made up of several parts such as dam body, antiseepage body, water discharging body, bank protections.The construction of earth-rock works, historical remote, abundant successful experience is arranged, the quantity of having built up is many, is a kind of dam type very important in the Hydraulic and Hydro-Power Engineering.
Nonetheless, the design work of dam engineering now is much still experimental, and the operating characteristic of dam body in theory still awaits further demonstration, and in actual moving process, still exists some problems to need to be resolved hurrily.For concrete dam, the volume of general gravity dam is excessive, and cement consumption is many, and the thermal stresses control difficulty of concreting body is big; And arch dam is had relatively high expectations to ground and two sides rock, and is also big than the gravity dam difficulty in the construction; Buttress dam is had relatively high expectations to foundation condition, and the quantity of using at present is also less.And to earth and rockfill dam, because mostly the main body of dam is the bulk solid soil stone material of different-grain diameter, its also can adapt to the issuable differential settlement distortion of the dam foundation simultaneously largely, therefore, has advantage significantly as the important kind of dash high dam.But; The engineering properties of soil stone material has determined under its deadweight and water ballast(ing) effect, can produce bigger distortion; Although the thin layer rolling technique that in construction, is adopted has at present progressively replaced dumped rockfill in the past; Improved the compactness and the modulus of elasticity of rockfill to a great extent, but the problem on deformation of rockfill exists still.And the side's of filling amount of dam body is bigger.Simultaneously, for the non-earth material antiseepage body dam in the rolling earth-rock dam,, also can exist because excessive leakage preventing structure of rigidity and the distortion between the rockfill can't be coordinated a series of problems of being caused like CFRD, concrete core-wall dam etc.
In addition, the further investigation of current seismic stability and dynamic characteristics and failure mechanism to dam body is less relatively, still lacks the engineering experience of dam seismic design both at home and abroad, and the seismic measures of being taked lacks the theoretical foundation of necessity.Dam site is positioned at the dam in the higher area of earthquake intensity for satisfying shockproof requirements, and the dam slope design is more slow relatively, causes under the certain prerequisite of height of dam; The dam body bottom width is bigger, and this not only makes conveyance structure and outlet structure escape works length increase, and hinge is arranged compact inadequately; What is more important causes the cross-sectional area of dam body to enlarge; Increase the amount of fill of dam, do not reached the purpose of economy, saving, caused unnecessary waste.
Summary of the invention
The purpose of this invention is to provide a kind of anchoring concrete guard wall loose rock dam, improve effectively that the existing existing rockfill of the dam type side of filling amount is big, dam deformation is big and and the antiseepage body between be out of shape inharmonic problem.
Another object of the present invention provides the construction method of above-mentioned anchoring concrete guard wall loose rock dam.
The technical scheme that the present invention adopted is; A kind of anchoring concrete guard wall loose rock dam is characterized in that, comprise the concrete guard wall that is positioned at the dam body upstream side; The rear of concrete guard wall is a rockfill; Rockfill comprise the enrockment district and be arranged on concrete guard wall and the enrockment district between transition zone, the below in enrockment district is disposed with horizontal rows water body and loaded filter from top to bottom, the dam body downstream is a downstream protection slope;
Also comprise according to short transverse and evenly be laid in a plurality of anchoring body groups in concrete guard wall, transition zone and the enrockment district; Each anchoring body group by in the horizontal direction at interval and a plurality of anchoring bodys of evenly laying forms, an end of each anchoring body is fixed on the interior and other end of concrete guard wall and passes transition zone and be fixed in the enrockment district;
Concrete guard wall is made up of a plurality of wall sections that distribute along axis of dam direction, leaves constuction joint between adjacent two wall sections, is filled with bitumastic in each constuction joint.
Each anchoring body includes sleeve pipe and axially is laid in a plurality of steel strand in this sleeve pipe, and the end that sleeve pipe is positioned at concrete guard wall is fixed with ground tackle, and the outside of ground tackle is fixed with the precast concrete anchor slab; The end set inside that sleeve pipe is positioned at the enrockment district has guiding cap and outer setting that the end anchor slab is arranged; Guiding cap is fixedly connected with the 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; Be laid with the isolating frame of a plurality of radial direction in the sleeve pipe at interval, sleeve pipe is set with steel bushing on the position between concrete guard wall and the transition zone.
All be reserved with grout pipe and overfall stack on the steel sleeve of each anchoring body, and the equal exposure in outer end of grout pipe and overfall stack is in the outside of concrete guard wall.
Be provided with asphalt well in each constuction joint; 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, in two precast concrete forms, are provided with the resistance heated rod of longitudinal direction.
The resistance heated rod through being welded, and is provided with a plurality of stators that are used for fixing the resistance heated rod of horizontal direction by the multistage reinforcing bar in its corresponding asphalt well.
Another technical scheme that the present invention adopted is that the construction method of above-mentioned anchoring concrete guard wall loose rock dam is characterized in that concrete steps are following:
Concrete guard wall is being built along segmentation on the 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 concrete building subsequently; Build and finish precast concrete anchor slab and the ground tackle that this anchoring body is arranged in the back, and the template of proceeding the next stage concrete guard wall builds with concrete and build work, the equal exposure in outer end of building the grout pipe that should guarantee anchoring body in the process and overfall stack is in the outside of concrete guard wall;
Wherein, Carrying out concrete guard wall when building, after concrete guard wall template side is arranged precast concrete form in advance, treated that concrete guard wall is built completion; Stripping; The resistance heated rod is installed between the precast concrete form of two adjacent wall sections,, in this asphalt well, is poured into bitumastic subsequently to constitute asphalt well; The height of assurance asphalt well, resistance heated rod, bitumastic and the cast of concrete guard wall are highly consistent;
Step 2, fill rockfill
Adopt the thin layer rolling method, use transition material and stockpile to fill simultaneously, to constitute transition zone and enrockment district; Rise to when anchoring body is arranged elevation in the step 1 in transition zone and enrockment district, guarantee that the anchoring body level is also fixed the end anchor slab by densification in the enrockment district;
Step 3, anchoring body slip casting
Through grout pipe anchoring body is carried out slip casting, no longer exhaust and slurries overflow the standard that underflow finishes as slip casting with the overfall steam vent;
After slip casting was accomplished, repeating step one was to step 3, proceeding follow-up filling construction, and guaranteed the scope that scope that each rockfill fills and height should be built with concrete guard wall at every turn and highly was consistent.
The beneficial effect of anchoring concrete guard wall loose rock dam of the present invention is; The upstream side of dam body is a concrete guard wall; Between two adjacent wall sections of concrete guard wall constuction joint is set, and in constuction joint, adopts bitumastic to fill, constituted the leakage preventing structure of dam body thus.Rockfill is filled at rear at concrete guard wall; Concrete guard wall is got in touch through anchoring body and rockfill and is one; Purpose be to solve effectively the existing existing dam deformation of dam type big and and the antiseepage body between problems such as distortion is inharmonious, strengthened the globality of dam structure.This dam type has also been dwindled the dam body sectional dimension, under constitutionally stable precondition, has reduced amount of fill significantly, can guarantee safety, can reduce cost 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 construction effect is good.
Description of drawings
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 among the present invention;
Fig. 3 is the structural representation of concrete guard wall among the present invention;
Fig. 4 is the plane structure sketch map of constuction joint and asphalt well among the present invention;
Fig. 5 is the longitudinal cross-section sketch map of constuction joint and asphalt well among the present invention.
Among the figure, 1. concrete guard wall, 2. transition zone, 3. enrockment district, 4. downstream protection slope, 5. horizontal rows water 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 pipe, 14. overfall stacks, 15. isolating frames, 16. guiding caps, 17. end anchor slabs, 18. constuction joints; 19. bitumastic, 20. asphalt wells, 21. precast concrete forms, 22. resistance heated rod, 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 the dam body upstream side, and the rear of concrete guard wall 1 is a rockfill; Rockfill comprises enrockment district 3 and transition zone 2; Transition zone 2 is arranged between concrete guard wall 1 and the enrockment district 3, and the below in enrockment district 3 is disposed with horizontal rows water body 5 and loaded filter 6 from top to bottom, and the dam body downstream is a downstream protection slope 4.
In conjunction with shown in Figure 2; Evenly in concrete guard wall 1, transition zone 2 and enrockment district 3, lay a plurality of anchoring body groups according to short transverse; Each anchoring body group by in the horizontal direction at interval and a plurality of anchoring bodys 7 of evenly laying forms, an end of each anchoring body 7 is fixed on the interior and other end of concrete guard wall 1 and passes transition zone 2 and be fixed in the enrockment district 3.Each anchoring body 7 includes sleeve pipe 11 and axially is laid in a plurality of steel strand 10 in this sleeve pipe 11.The 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, realizes being fixedly connected of anchoring bodys 7 and concrete guard wall 1 through precast concrete anchor slab 9.The set inside that sleeve pipe 11 is positioned at an end in enrockment district 3 has guiding cap 16, and sleeve pipe 11 outer setting that is positioned at an end in enrockment district 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 the rockfill.In sleeve pipe 11, an end of a plurality of steel strand 10 is fixedly connected with ground tackle 8, and the other end of these a plurality of steel strand 10 is fixedly connected with guiding cap 16.Be laid with the isolating frame 15 of a plurality of radial direction in the sleeve pipe 11 at interval, isolating frame 15 can help the laying of long steel strand 10 in sleeve pipe 11 inside.Sleeve pipe 11 is set with steel bushing 12 on the position between concrete guard wall 1 and the transition zone 2.Steel bushing 12 helps the location of anchoring body 7 in the laying process, and can resist the effect of bigger shearing force here, protects the intact of anchoring body 7 internal constructions.All be reserved with grout pipe 13 and overfall stack 14 on the steel bushing 12 of each anchoring body 7, grout pipe 13 is that anchoring body 7 slip castings are used with 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.
As shown in Figure 3, concrete guard wall 1 is made up of a plurality of wall sections that distribute along axis of dam direction, and each wall segment length is 4m～5m.Leave the constuction joint 18 that width is 5cm between adjacent two wall sections, be filled with bitumastic 19 in each constuction joint 18.Bitumastic 19 can adapt between concrete guard wall 1 each wall section because the caused relative changing of the relative positions distortion of differential settlement; Improve the stress of concrete guard wall 1 effectively; 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.
Like Fig. 4 and shown in Figure 5, be provided with asphalt well 20 in each constuction joint 18.Bitumastic 19 is accomplished to fill through asphalt well 20 and is built.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 constitutes, and should guarantee that its connections is unobstructed, and energising is good, and it is that two single cycles are arranged, through to the 22 energising heating of resistance heated rod, makes bitumastic 19 fusions of periphery softening, and then is full of whole construction and stitches 18.
Resistance heated rod 22 in the asphalt well 20 is that the reinforcing bar by the plurality of sections certain-length is welded along the segmentation of height of dam direction; The position that is connected between two sections resistance heated rod 22 is a 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, the energising heating function is intact.
In asphalt well 20, be provided with a plurality of stators 23 that are used for fixing resistance heated 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 takes place effectively.Stator 23 is processed 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 following:
Wherein, build when preceding carrying out concrete guard wall 1, arrange precast concrete form 21 in advance in concrete guard wall 1 template side.After treating that concrete guard wall 1 is built completion, stripping is installed resistance heated rod 22 between the precast concrete form 21 of two adjacent wall sections, to constitute asphalt well 20.In this asphalt well 20, pour into bitumastic 19 subsequently.The height of assurance asphalt well 20, resistance heated rod 22, 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 replenishes along with the carrying out of construction, can filled closely knit by the bitumastic 19 of inside to guarantee constuction joint 18.
Adopting bitumastic is because plain asphalt viscosity is lower; Under the hot climate condition, be prone to softening flowing; Bring difficulty to construction; In the pitch of fusion, mix a certain proportion of cement powder and process bitumastic, material viscosity under the constant situation of boiling point is increased, flowing collapses collapses to guarantee when weather is hot, not take place.
Step 2, fill rockfill
After wall section of concrete guard wall 1 is accomplished building of certain altitude and maintenance and finished, carry out the work of filling of rockfill behind the wall.Adopt the thin layer rolling method, use transition material and stockpile to fill simultaneously, put down construction, evenly rise, to constitute transition zone 2 and enrockment district 3.Rise to when anchoring body 7 is arranged elevations in the step 1 in transition zone 2 and enrockment district 3, guarantee that anchoring body 7 levels are also fixed end anchor slab 17 by densification in enrockment district 3.
Step 3, anchoring body 7 slip castings
Carry out slip casting through 13 pairs of anchoring bodys of grout pipe 7, no longer exhaust and slurries overflow the standard that underflow finishes as slip casting with overfall steam vent 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 is carried out according to elevation and said procedure circulation.
After slip casting was accomplished, repeating step one was to step 3, proceeding follow-up filling construction, and guaranteed the scope that scope that each rockfill fills and height should be built with concrete guard wall 1 at every turn and highly was consistent.
The invention solves that the existing material usage in existing concrete dam is excessive, the unmanageable problem of thermal stresses; Simultaneously because the existence of anchoring body; Reduced to roll the distortion difference under deadweight and external load effect between rockfill and the concrete guard wall; Control since rockfill distortion cause himself with the 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 each wall intersegmental differential settlement and distortion, has also guaranteed the anti-seepage effect of concrete guard wall.Upper reaches upstream face is similar to the concrete guard wall of stalk formula structure, rolls behind the wall and fills rockfill, behind concrete guard wall and wall, adopts anchoring body to be connected between the rockfill; The globality of dam structure is strengthened; The dam section configuration is approximate at right angles trapezoidal, can guarantee to save a large amount of amounts of fill under the constitutionally stable precondition like this; Reduce engineering cost, reach safe, economic purpose.
Claims (6)
1. anchoring concrete guard wall loose rock dam; It is characterized in that; Comprise the concrete guard wall (1) that is positioned at the dam body upstream side, the rear of said concrete guard wall (1) is a rockfill, said rockfill comprise enrockment district (3) and be arranged on concrete guard wall (1) and enrockment district (3) between transition zone (2); The below in said enrockment district (3) is disposed with horizontal rows water body (5) and loaded filter (6) from top to bottom, and the dam body downstream is downstream protection slope (4);
Also comprise according to short transverse and evenly be laid in a plurality of anchoring body groups in concrete guard wall (1), transition zone (2) and enrockment district (3); Said each anchoring body group by in the horizontal direction at interval and a plurality of anchoring bodys (7) of evenly laying forms, an end of said each anchoring body (7) is fixed on the interior and other end of concrete guard wall (1) and passes transition zone (2) and be fixed in the enrockment district (3);
Said concrete guard wall (1) is made up of a plurality of wall sections that distribute along axis of dam direction, leaves constuction joint (18) between said adjacent two wall sections, is filled with bitumastic (19) in said each constuction joint (18).
2. according to the described anchoring concrete guard wall of claim 1 loose rock dam; It is characterized in that; Said each anchoring body (7) includes sleeve pipe (11) and axially is laid in a plurality of steel strand (10) in this sleeve pipe (11); The end that said sleeve pipe (11) is positioned at concrete guard wall (1) is fixed with ground tackle (8), and the outside of said ground tackle (8) is fixed with precast concrete anchor slab (9); The end set inside that said sleeve pipe (11) is positioned at enrockment district (3) has guiding cap (16) and outer setting that end anchor slab (17) is arranged; Said guiding cap (16) is fixedly connected with end anchor slab (17); One end of said a plurality of steel strand (10) is fixedly connected with ground tackle (8) and the other end is fixedly connected with guiding cap (16); Be laid with the isolating frame (15) of a plurality of radial direction in the said sleeve pipe (11) at interval, said sleeve pipe (11) is positioned on the position between concrete guard wall (1) and the transition zone (2) and is set with steel bushing (12).
3. according to the described anchoring concrete guard wall of claim 2 loose rock dam; It is characterized in that; All be reserved with grout pipe (13) and overfall stack (14) on the steel sleeve (12) of said each anchoring body (7), and the equal exposure in outer end of grout pipe (13) and overfall stack (14) is in the outside of concrete guard wall (1).
4. according to the described anchoring concrete guard wall of claim 3 loose rock dam; It is characterized in that; Be provided with asphalt well (20) in said each constuction joint (18); Said asphalt well (20) comprises that two are split right angle grooved precast concrete form (21), and said two precast concrete forms (21) lay respectively in the wall section of adjacent two concrete guard walls (1), in said two precast concrete forms (21), is provided with the resistance heated rod (22) of longitudinal direction.
5. according to the described anchoring concrete guard wall of claim 4 loose rock dam; It is characterized in that; Said resistance heated rod (22) through being welded, and is provided with a plurality of stators (23) that are used for fixing resistance heated rod (22) of horizontal direction by the multistage reinforcing bar in its corresponding asphalt well (20).
6. according to the construction method of claim 1,2,3,4 or 5 said anchoring concrete guard wall loose rock dam, it is characterized in that concrete steps are following:
Step 1, concreting barricade (1)
Said concrete guard wall (1) is being built along segmentation on the axis of dam direction, and each wall section edge is placement layer by layer highly also; Installation position at said concrete guard wall (1) is set up template; This template height is set up the laying elevation place to anchoring body (7); Carry out concrete building subsequently; Build and finish precast concrete anchor slab (9) and the ground tackle (8) that this anchoring body (7) is arranged in the back; And the template of proceeding next stage concrete guard wall (1) builds with concrete and builds work, and the equal exposure in outer end of building the grout pipe (13) that should guarantee said anchoring body (7) in the process and overfall stack (14) is in the outside of concrete guard wall (1);
Wherein, Carrying out concrete guard wall (1) when building, arranging precast concrete form (21) in advance in said concrete guard wall (1) template side, treat that concrete guard wall (1) is built completion after; Remove said template; Resistance heated rod (22) is installed between the precast concrete form (21) of two adjacent wall sections,, in this asphalt well (20), is poured into bitumastic (19) subsequently to constitute asphalt well (20); The cast of height and concrete guard wall (1) that guarantees said asphalt well (20), resistance heated rod (22), bitumastic (19) is highly consistent;
Step 2, fill rockfill
Adopt the thin layer rolling method, use transition material and stockpile to fill simultaneously, to constitute said transition zone (2) and enrockment district (3); When rising to anchoring body in the step 1 (7) in said transition zone (2) and enrockment district (3) and arranging elevation, guarantee this anchoring body (7) level and end anchor slab (17) is fixed by densification in enrockment district (3);
Step 3, anchoring body (7) slip casting
Through said grout pipe (13) anchoring body (7) is carried out slip casting, no longer exhaust and slurries overflow the standard that underflow finishes as slip casting with overfall steam vent (14);
After slip casting was accomplished, repeating step one was to step 3, proceeding follow-up filling construction, and guaranteed the scope that scope that each rockfill fills and height should be built with concrete guard wall (1) at every turn and highly was consistent.
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| CN201210053912.6A CN102644259B (en) | 2012-03-05 | 2012-03-05 | Anchored concrete retaining wall rock-fill dam and building method thereof |
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Cited By (8)
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| 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 |
| CN103306283A (en) * | 2013-06-25 | 2013-09-18 | 青岛理工大学 | Method for improving shear strength of nonmetal anti-floating anchor |
| CN104058190A (en) * | 2014-06-09 | 2014-09-24 | 河海大学 | Heating device and heating method for asphalt in asphalt well |
| 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 |
| CN107447731A (en) * | 2017-07-28 | 2017-12-08 | 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 |
| CN110852013A (en) * | 2019-11-14 | 2020-02-28 | 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 |
| CN112900383A (en) * | 2021-01-21 | 2021-06-04 | 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 |
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