CN109778859B - Concrete high dam all-dam non-bin surface consolidation grouting method and structure - Google Patents
Concrete high dam all-dam non-bin surface consolidation grouting method and structure Download PDFInfo
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- 238000000034 method Methods 0.000 title claims abstract description 69
- 238000007596 consolidation process Methods 0.000 title claims abstract description 39
- 239000011435 rock Substances 0.000 claims abstract description 65
- 238000007789 sealing Methods 0.000 claims abstract description 24
- 238000010276 construction Methods 0.000 claims abstract description 16
- 239000004568 cement Substances 0.000 claims description 17
- 238000007790 scraping Methods 0.000 claims description 14
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 12
- 239000010410 layer Substances 0.000 claims description 9
- 238000004140 cleaning Methods 0.000 claims description 8
- 238000013461 design Methods 0.000 claims description 7
- 238000009412 basement excavation Methods 0.000 claims description 6
- 239000002131 composite material Substances 0.000 claims description 6
- 238000003825 pressing Methods 0.000 claims description 6
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- 230000001105 regulatory effect Effects 0.000 claims description 3
- FGUUSXIOTUKUDN-IBGZPJMESA-N C1(=CC=CC=C1)N1C2=C(NC([C@H](C1)NC=1OC(=NN=1)C1=CC=CC=C1)=O)C=CC=C2 Chemical compound C1(=CC=CC=C1)N1C2=C(NC([C@H](C1)NC=1OC(=NN=1)C1=CC=CC=C1)=O)C=CC=C2 FGUUSXIOTUKUDN-IBGZPJMESA-N 0.000 claims description 2
- 238000011010 flushing procedure Methods 0.000 claims description 2
- 239000002002 slurry Substances 0.000 abstract description 14
- 230000000694 effects Effects 0.000 abstract description 13
- 238000009792 diffusion process Methods 0.000 abstract description 8
- 238000005422 blasting Methods 0.000 abstract description 6
- 238000005553 drilling Methods 0.000 description 4
- 230000005484 gravity Effects 0.000 description 4
- 206010057175 Mass conditions Diseases 0.000 description 2
- 239000000498 cooling water Substances 0.000 description 2
- 238000005336 cracking Methods 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000001816 cooling Methods 0.000 description 1
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Abstract
The invention relates to a method and a structure for concreting and grouting a full dam of a concrete high dam without a bin surface. The invention adopts a consolidation grouting method from the outside to the inside, firstly, a sealing condition is provided for shallow rock mass grouting by sealing surface cracks, the problem of leakage in the grouting process is prevented from influencing the grouting effect, and the slurry diffusion range is ensured to the greatest extent; then, the shallow grouting holes are encrypted, so that cracks between adjacent holes can be completely filled with slurry; and finally, the cover weight of the shallow rock mass is utilized, and the relatively high grouting pressure is adopted for the deep rock mass, so that the diffusion range of the slurry is enlarged, and the consolidation grouting quality of the dam foundation is ensured. Only the local shallow surface rock mass blasting cracks need to be further treated, a small amount of shallow guide pipe grouting holes can be used for treatment, and the grouting quality of the shallow surface rock mass is ensured. In addition, for the dam sections with the slope of the two shore building base planes larger than 50 degrees, the dam sections can be combined with the contact grouting pipeline to serve as the guide pipe pipeline, and special guide pipe pipelines are not required to be arranged, so that the construction difficulty is greatly reduced.
Description
Technical Field
The invention relates to the field of hydraulic building foundation treatment, in particular to a method and a structure for concreting and grouting a full dam of a concrete high dam without a bin surface.
Background
Concrete gravity dams and arch dams are classified into low dams, medium dams and high dams according to their dam heights. Wherein the gravity dam height is lower than 30m, 30 m-70 m is middle dam, and more than 70m is high dam; the arch dam height is 50m below, 50 m-100 m is middle dam, and 100m above is high dam.
The water load born by the concrete high dam is quite large, the dam foundation is stable and is safe for long-term operation of the dam, and the concrete high dam foundation has enough pressure resistance and certain degree of homogeneity. However, the natural rock dam foundation inevitably has poor geological conditions such as weak, broken, multi-fissure, joint development and the like, and is generally treated by a consolidation grouting method. The consolidation grouting generally uses cement as a material, and cement slurry is hydraulically conveyed into rock mass cracks by a grouting pump through a drilling or pipe burying method so as to improve the integrity and deformation resistance of the rock mass. At present, the common methods for concreting and grouting the dam foundation of the concrete high dam are 4 methods, namely, concrete cover heavy drill Kong Gujie grouting (hereinafter referred to as 'covered heavy grouting'), non-concrete cover heavy concreting grouting (hereinafter referred to as 'uncovered heavy grouting'), concrete cover heavy guiding pipe grouting (hereinafter referred to as 'guiding pipe grouting'), deep rock body cover heavy and guiding pipe grouting, and the like, which respectively have the following problems:
(1) The covered grouting method occupies the surface of the pressed concrete pouring bin and has large interference with the concrete pouring of the dam. The covered grouting method is characterized in that after the dam body is concreted to a certain height, holes are drilled on the concrete bin surface for concreting and grouting, and the method has the advantages that the method can seal the surface cracks by using the concrete cover weight, can properly improve the grouting and concreting pressure, and ensures the grouting effect; however, the defect of the method needs to occupy and press the concrete pouring warehouse surface of the dam, not only occupies the straight construction period of the concrete pouring of the dam, but also can cause the cracking of the concrete of the dam due to the intermittent warehouse surface length, and in addition, embedded parts such as cooling water pipes in the dam are easily broken during drilling, so that the water cooling effect of the concrete of the dam is affected.
(2) The method of grouting without cover is only suitable for dam sections with better geological conditions, and the grouting effect is difficult to ensure. The method of grouting without cover is to directly perform drilling grouting operation on the rock base surface, and the operation is prior to concrete pouring, so that the concrete pouring is not disturbed. However, the uncovered heavy consolidation grouting also has the weakness of the grouting itself and is generally only suitable for dam sections with good rock mass conditions. Because the concrete is not covered, the problem of slurry leakage from cracks of the foundation surface often occurs in the grouting process, so that the grouting pressure is difficult to rise to the design pressure, and the grouting effect is often unsatisfactory.
(3) The 'guide pipe grouting method' is relatively complex in construction and relatively poor in grouting effect. The guide pipe grouting method is to drill holes on a building base surface and to embed grouting pipelines to be led out of a concrete bin, and grouting is carried out by using the guide pipe pipelines after concrete is poured to a certain height, so that the guide pipe grouting method does not occupy the concrete pouring bin surface, but has the following problems: firstly, the grouting construction of the guide pipe is relatively complex, and a plurality of grouting pipelines are added; secondly, the induced pipe grouting belongs to group hole grouting, a certain section of pipeline is blocked or destroyed to cause the grouting failure of the group holes, and if a certain hole in the group holes meets large leakage, the grouting effect of other holes in the group holes is affected; thirdly, in order to prevent the dam body from lifting, the pressure of group hole grouting is not suitable to be high, and the corresponding low-pressure grouting effect is possibly poor.
(4) The grouting effect of the deep-utilization rock mass cover weight and shallow layer induced pipe grouting method can be poor, and the construction is complex. The deep rock mass is grouted by the rock mass cover weight before concrete pouring, and the shallow rock mass is grouted by the pipe guiding pipeline is embedded for the shallow rock mass after concrete pouring. It has the following problems: firstly, when the deep part is grouted by using the rock mass cover, the problem of slurry leakage from the shallow rock mass cracks still can exist, and the grouting quality can be poor; secondly, the depth of the shallow layer guide pipe is generally 2-3 m, the hole pitch of the grouting holes of the guide pipe is generally dense, and the problems of complex grouting construction of the guide pipe, relatively poor grouting effect and the like still exist.
Disclosure of Invention
In order to solve the problems, the invention provides a method and a structure for concreting and grouting the whole dam of a concrete high dam without a bin surface. The invention is applicable to high concrete gravity dams and arch dams, and completely avoids interference with concrete pouring, and has simple construction and reliable quality.
The technical scheme adopted by the invention is as follows: a concrete high dam full dam non-bin surface consolidation grouting method and structure comprises the following steps:
a. cleaning a building base surface: after the excavation of the concrete high dam foundation surface is completed, cleaning the foundation surface;
b. and (3) closing the cracks of the building base surface: sealing the base surface cracks of the bank slope parts of the two banks and the base surface cracks and the local deep groove parts of the riverbed part;
c. pre-pressing water before filling: checking the unsealed cracks before grouting, and sealing the leaking cracks after the cracks with the leaking situation are found;
d. dam foundation shallow rock mass encryption grouting: carrying out encryption consolidation grouting treatment on shallow rock mass of a dam foundation;
e. pressurizing and grouting deep rock mass of dam foundation: deepening part of subsequent holes of the shallow encrypted grouting holes to serve as deep pressurized grouting holes, and performing pressurized consolidation grouting treatment on deep rock mass;
f. a small number of guide pipe pipelines are arranged before concrete pouring of the dam body: aiming at dam sections with slope larger than 50 degrees on two bank building base surfaces, using buried contact grouting pipelines as guide pipe pipelines; burying a guide pipe pipeline aiming at a dam section with a slope of a building base surface smaller than 50 degrees;
g. and (3) performing induced pipe grouting after concrete pouring of the dam body: and after the dam body concrete is poured to a certain height and the temperature of the foundation concrete reaches a design regulated stable value, performing induced duct grouting or contact grouting construction.
Preferably, in the step a, the foundation surface is cleaned, local loose rock masses are excavated, and high-pressure water is adopted to flush cracks of the foundation surface.
Preferably, in the step b, the base surface cracks of the bank slope parts of the two banks are sealed by adopting a method of scraping quick hardening cement; sealing the base surface cracks of the river bed part by adopting a method of scraping quick hardening cement; and (5) closing the local deep groove part by combining pond filling concrete.
Further, in the step b, the sealing depth is not less than 10cm and does not exceed the elevation of the building base surface, and curing is carried out until the sealing depth reaches 50% of the design strength.
Preferably, in the step c, the method of pre-pressing water is adopted to check the unblocked cracks.
Preferably, in the step d, the hole depth of the shallow consolidation grouting hole is 3m, the hole distance is 2.5mx1.25m-3mx1.5 m, and the grouting pressure is 0.6-1.0 MPa.
Preferably, in the step e, the depth rock mass consolidation grouting hole pitch is 2.5mX2.5m-3mX3 m, and the grouting pressure is 1.0 MPa-2.5 MPa.
Preferably, in the step f, the hole distance of the contact grouting or the guide pipe grouting is 2.5mX2.5mX3 m, the hole depth is 0.3 m-0.5 m, and the guide pipe pipelines are led to the downstream of the dam body.
The utility model provides a concrete high dam all dam does not have storehouse face concretion grouting structure which characterized in that: the quick-scraping cement composite pipe comprises a quick-scraping cement composite layer, a shallow encryption grouting hole, a deep pressurization grouting hole and a guide pipe grouting pipeline, wherein the quick-scraping cement composite layer is arranged at a surface layer crack of a foundation surface; the guide pipe grouting pipeline is pre-buried in the dam body concrete, a grouting inlet of the guide pipe grouting pipeline penetrates out of the dam body concrete, a grouting outlet of the guide pipe grouting pipeline extends into the position 0.3 m-0.5 m below a building base surface, and the hole pitch of the guide pipe grouting pipeline in the building base surface is 2.5mX2.5mX3 m; the shallow layer encrypted grouting holes extend to 3m below a building base surface, the hole distance is 2.5mx1.25mx1.5m, the grouting pressure is 0.6 MPa-1.0 MPa; the deep pressurizing grouting holes extend to 10m below the building base surface, the hole distance is 2.5mX2.5mX3.3mX3 m, and the grouting pressure is 1.0 MPa-2.5 MPa.
Preferably, the deep pressurizing grouting holes are processed on the basis of shallow encrypting grouting holes
The beneficial effects obtained by the invention are as follows:
(1) The method of concreting and grouting without a bin surface is adopted, so that the problem of interference with concrete is thoroughly avoided
The method adopts a method of concreting and grouting without a bin surface, performs the works of surface crack sealing, shallow rock encryption grouting, deep rock pressurization grouting and the like after the excavation of a dam foundation surface is completed, arranges a small amount of guide pipe grouting pipelines, then performs concrete pouring construction, and performs guide pipe grouting construction after the concrete age meets the requirement, so that the problem of interference with concrete is thoroughly avoided, the linear construction period of concrete pouring of the dam is not occupied, the problem of dam concrete cracking caused by the intermittent bin surface length is avoided, and the problem of drilling and breaking embedded parts such as cooling water pipes in the dam is also avoided.
(2) Adopting the consolidation grouting method from the outside to the inside to ensure the consolidation grouting quality of the dam foundation
The method adopts a consolidation grouting method from the outside to the inside, firstly, provides a sealing condition for shallow rock mass grouting by sealing surface cracks, prevents the problem of leakage in the grouting process from influencing the grouting effect, and ensures the slurry diffusion range to the greatest extent; then, the shallow grouting holes are encrypted, so that cracks between adjacent holes can be completely filled with slurry; and finally, the cover weight of the shallow rock mass is utilized, and the relatively high grouting pressure is adopted for the deep rock mass, so that the diffusion range of the slurry is enlarged, and the consolidation grouting quality of the dam foundation is ensured.
By the treatment of the consolidation grouting method from the outside to the inside, the grouting quality of the dam foundation rock mass basically meets the requirement, only the local shallow surface rock mass blasting cracks need to be further treated, a small amount of shallow guide pipe grouting holes can be adopted for treatment, and the grouting quality of the shallow surface rock mass is ensured. In addition, for the dam sections with the slope of the two shore building base planes larger than 50 degrees, the dam sections can be combined with the contact grouting pipeline to serve as the guide pipe pipeline, and special guide pipe pipelines are not required to be arranged, so that the construction difficulty is greatly reduced.
Drawings
FIG. 1 is a schematic view of "surface closure" of a concrete high dam with no face consolidation grouting;
FIG. 2 is a schematic view of a concrete high dam full dam no-face consolidation grouting "shallow encryption";
FIG. 3 is a schematic diagram of "deep boost" of concrete high dam full dam no-face consolidation grouting;
FIG. 4 is a schematic view of a concrete high dam full dam no-face consolidation grouting 'few-guide-pipe';
reference numerals: 1. the method comprises the following steps of building basal plane cracks, 2, shallow surface rock blasting cracks, 3, shallow rock cracks, 4, deep rock cracks, 5, shallow encryption grouting holes, 6, deep pressurization grouting holes, 7, guide pipe grouting pipelines, 8, guide pipe grouting holes and 9, and concrete high dams.
Detailed Description
The invention will be further described with reference to the drawings and the specific examples.
As shown in fig. 1-4, the method and the structure for concreting and grouting the whole dam non-bin surface of the concrete high dam comprise the following steps:
a. cleaning a building base surface: after the excavation of the concrete high dam foundation surface is completed, cleaning the foundation surface, excavating partial loose rock masses, and flushing cracks of the foundation surface by adopting high-pressure water;
b. and (3) closing the cracks of the building base surface: sealing the base surface cracks of the bank slope parts of the two banks by adopting a method of scraping quick hardening cement in batches; for the fissures of the foundation surface of the river bed part, a method of scraping quick hardening cement is generally adopted for sealing, and for the local deep groove part, pond filling concrete can be combined for sealing, the sealing depth is not less than 10cm, the elevation of the foundation surface is not exceeded, and the concrete is maintained until the concrete is solidified to 50% of design strength;
c. pre-pressing water before filling: checking the unsealed cracks by adopting a pre-pressurized water method before grouting, and sealing the leaking cracks after the cracks with the leaking situation are found;
d. dam foundation shallow rock mass encryption grouting: the shallow rock mass of the dam foundation is subjected to encryption consolidation grouting treatment, the depth of the shallow encryption grouting holes is generally 3m according to different rock mass conditions, the hole pitch can be 2.5mx1.25m-3mx1.5m, and the grouting pressure can be 0.6 MPa-1.0 MPa;
e. pressurizing and grouting deep rock mass of dam foundation: deepening part of subsequent holes of the shallow encrypted grouting holes to serve as deep pressurized grouting holes; according to different conditions of the rock mass of the foundation, the hole pitch of the deep pressurized grouting holes can be 2.5mX2.5mX3.5mX3 m, and the grouting pressure can be 1.0MPa to 2.5MPa;
f. a small number of guide pipe pipelines are arranged before concrete pouring of the dam body: aiming at dam sections with slope larger than 50 degrees on two bank building base surfaces, the embedded contact grouting pipelines can be combined to serve as guide pipe pipelines; aiming at the dam section with the slope of the foundation surface smaller than 50 degrees, the guide pipe pipeline is buried. The hole distance of contact grouting or guide pipe grouting is generally 2.5mX2.5mX3 m, the hole depth is 0.3 m-0.5 m, and the guide pipe pipelines are led to the downstream of the dam body;
g. and (3) performing induced pipe grouting after concrete pouring of the dam body: and after the dam body concrete is poured to a certain height and the temperature of the foundation concrete reaches a design regulated stable value, performing induced duct grouting or contact grouting construction.
The invention relates to a method and a structure for concreting and grouting a full dam of a concrete high dam without a bin surface, which adopts the methods of surface sealing, shallow encryption, deep pressure boosting and few guide pipes, and adopts the concreting and grouting method from the outside to the inside under the condition of not occupying the bin surface of the pressed concrete, so that the relatively larger concreting and grouting pressure is used, the diffusion range of cement slurry is enlarged, and the concreting and grouting quality of a dam foundation is ensured:
(1) Meter closure
The surface is sealed, namely the cracks of the foundation surface are sealed, and the problems of leakage, pressure relief and the like in the grouting process are prevented. After the excavation of the dam foundation surface is completed, cleaning the cracks of the foundation surface, and adopting a targeted sealing method according to different parts: sealing the base surface cracks of the bank slope parts of the two banks by adopting a method of scraping quick hardening cement in batches; the river bed fissures are generally sealed by scraping quick hardening cement, and the local deep groove fissures can be sealed by combining pond filling concrete. In addition, before grouting, the method of pre-pressing water is adopted to check the unsealed cracks, and after the cracks with the leakage condition are found, the leakage cracks are sealed.
Through the treatment of 'table closure', the problems of leakage, pressure relief and the like in the grouting process can be prevented, and the diffusion range of the slurry is ensured to the greatest extent.
(2) Shallow encryption
The shallow encryption is to encrypt the shallow rock (the rock with depth of the foundation surface being less than 3m, the same applies below) to solidify the grouting holes, so that the cracks between adjacent holes can be completely filled with slurry, and the grouting effect of the shallow rock is ensured. According to relevant engineering experience and theoretical calculation, after the excavation of the dam foundation surface is completed, rock blasting unloading cracks with depth of less than 3m develop, and are key points of dam foundation consolidation grouting treatment. According to different rock conditions, the hole pitch of the shallow consolidation grouting holes can be 2.5mx1.25m-3mx1.5m, and the grouting pressure can be 0.6 MPa-1.0 MPa.
By the treatment of surface sealing and shallow encryption, the shallow rock body has better grouting effect, and the deep rock body can be grouted with higher grouting pressure due to the cover weight of the shallow rock body with perfect crack filling.
(3) Deep boosting
The deep boosting is to use the cover weight of the shallow rock mass to apply relatively high grouting pressure to the deep rock mass (the rock mass with depth below 3m of the foundation surface, the same applies below) so as to furthest enlarge the diffusion range of the slurry. According to different conditions of the rock mass of the foundation, the hole pitch of the deep rock mass consolidation grouting holes can be 2.5mX2.5mX3.5mX3 m, and the grouting pressure can be 1.0MPa to 2.5MPa.
Through the treatment of 'surface sealing', 'shallow encryption' and 'deep boosting', the grouting quality of the dam foundation rock mass basically meets the requirement, and only the local shallow surface rock mass blasting cracks exist and need further treatment.
(4) Few guide tube
The small-pilot-tube is used for blasting cracks on the local shallow surface layer of the building base surface, a small amount of shallow-pilot-tube grouting pipelines are pre-buried, grouting is performed under the concrete pressure and weight condition after concrete is poured to a certain height, leakage in the grouting process is avoided, and larger grouting pressure can be properly adopted to enlarge the slurry diffusion range. Different guiding methods are adopted according to the gradient of the building base surface: for dam segments with the slope of more than 50 degrees on the foundation surface, in order to prevent concrete shrinkage and void generation on the foundation surface, contact grouting treatment is generally required, so that the shallow surface layer can be treated by combining a contact grouting pipeline without arranging a special guide pipe grouting pipeline: aiming at the dam section with the slope of the foundation surface smaller than 50 degrees, a guide pipe pipeline is specially arranged to treat the shallow surface layer. The hole distance of contact grouting or guide tube grouting is generally 2.5mX2.5mX3.3mX3 m, the hole depth is 0.3 m-0.5 m, and the grouting pressure can be 1.0 MPa-1.5 MPa.
The concrete high dam full dam non-bin surface consolidation grouting method and structure of the invention are successfully applied to the dam foundation consolidation grouting construction of a gold sand Jiang Wudong de hydropower station dam (concrete arch dam) and a secondary dam (roller compacted concrete gravity dam), so that the grouting quality of II-level rock mass (relatively good rock mass) and III-level and IV-level rock mass (relatively poor rock mass) can meet the requirements, the dam foundation consolidation grouting quality is ensured, a series of interference problems with concrete pouring and the like are completely avoided, and the construction difficulty is greatly reduced.
The foregoing has shown and described the basic principles and main structural features of the present invention. The present invention is not limited to the above examples, and various changes and modifications may be made therein without departing from the spirit and scope of the invention as claimed. The scope of the invention is defined by the appended claims and equivalents thereof.
Claims (10)
1. A concrete high dam all-dam non-bin surface consolidation grouting method comprises the following steps:
a. cleaning a building base surface: after the excavation of the concrete high dam foundation surface is completed, cleaning the foundation surface;
b. and (3) closing the cracks of the building base surface: sealing the base surface cracks of the bank slope parts of the two banks and the base surface cracks and the local deep groove parts of the riverbed part;
c. pre-pressing water before filling: checking the unsealed cracks before grouting, and sealing the leaking cracks after the cracks with the leaking situation are found;
d. dam foundation shallow rock mass encryption grouting: carrying out encryption consolidation grouting treatment on shallow rock mass of a dam foundation;
e. pressurizing and grouting deep rock mass of dam foundation: deepening part of subsequent holes of the shallow encrypted grouting holes to serve as deep pressurized grouting holes, and performing pressurized consolidation grouting treatment on deep rock mass;
f. a small number of guide pipe pipelines are arranged before concrete pouring of the dam body: aiming at dam sections with slope larger than 50 degrees on two bank building base surfaces, using buried contact grouting pipelines as guide pipe pipelines; burying a guide pipe pipeline aiming at a dam section with a slope of a building base surface smaller than 50 degrees;
g. and (3) performing induced pipe grouting after concrete pouring of the dam body: and after the dam body concrete is poured to a certain height and the temperature of the foundation concrete reaches a design regulated stable value, performing induced duct grouting or contact grouting construction.
2. The concrete high dam all-dam no-bin-surface consolidation grouting method according to claim 1, wherein the method comprises the following steps: in the step a, cleaning the foundation surface, excavating partial loose rock masses, and flushing cracks of the foundation surface by adopting high-pressure water.
3. The concrete high dam all-dam no-bin-surface consolidation grouting method according to claim 1, wherein the method comprises the following steps: in the step b, the base surface cracks of the bank slope parts of the two banks are sealed by adopting a method of scraping quick hardening cement in batches; sealing the base surface cracks of the river bed part by adopting a method of scraping quick hardening cement; and (5) closing the local deep groove part by combining pond filling concrete.
4. The concrete high dam all-dam no-bin-surface consolidation grouting method according to claim 3, wherein the method comprises the following steps of: in the step b, the sealing depth is not less than 10cm and does not exceed the elevation of the building base surface, and curing is carried out until the curing reaches 50% of the design strength.
5. The concrete high dam all-dam no-bin-surface consolidation grouting method according to claim 1, wherein the method comprises the following steps: in the step c, the method of pre-pressing water is adopted to check the unblocked cracks.
6. The concrete high dam all-dam no-bin-surface consolidation grouting method according to claim 1, wherein the method comprises the following steps: in the step d, the depth of the shallow layer encrypted grouting holes is 3m, the hole distance is 2.5mx1.25m-3mx1.5 m, and the grouting pressure is 0.6-1.0 MPa.
7. The concrete high dam all-dam no-bin-surface consolidation grouting method according to claim 1, wherein the method comprises the following steps: in the step e, the hole pitch of the deep pressurized grouting holes is 2.5mX2.5m-3mX3 m, and the grouting pressure is 1.0-2.5 MPa.
8. The concrete high dam all-dam no-bin-surface consolidation grouting method according to claim 1, wherein the method comprises the following steps: in the step f, the hole distance of contact grouting or guide pipe grouting is 2.5mX2.5mX3 m, the hole depth is 0.3 m-0.5 m, and the guide pipe pipelines are led to the downstream of the dam body.
9. The utility model provides a concrete high dam all dam does not have storehouse face concretion grouting structure which characterized in that: the quick-scraping cement composite pipe comprises a quick-scraping cement composite layer, a shallow encryption grouting hole, a deep pressurization grouting hole and a guide pipe grouting pipeline, wherein the quick-scraping cement composite layer is arranged at a surface layer crack of a foundation surface; the guide pipe grouting pipeline is pre-buried in the dam body concrete, a grouting inlet of the guide pipe grouting pipeline penetrates out of the dam body concrete, a grouting outlet of the guide pipe grouting pipeline extends into the position 0.3 m-0.5 m below a building base surface, and the hole pitch of the guide pipe grouting pipeline in the building base surface is 2.5mX2.5mX3 m; the shallow layer encrypted grouting holes extend to 3m below a building base surface, the hole distance is 2.5mx1.25mx1.5m, the grouting pressure is 0.6 MPa-1.0 MPa; the deep pressurizing grouting holes extend to 10m below the building base surface, the hole distance is 2.5mX2.5mX3.3mX3 m, and the grouting pressure is 1.0 MPa-2.5 MPa.
10. The concrete high dam all-dam non-deck consolidation grouting structure according to claim 9, wherein: the deep pressurizing grouting holes are processed on the basis of shallow encrypting grouting holes.
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| CN210238512U (en) * | 2019-03-12 | 2020-04-03 | 长江勘测规划设计研究有限责任公司 | Concrete high dam full dam storehouse surface-free consolidation grouting structure |
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| CN210238512U (en) * | 2019-03-12 | 2020-04-03 | 长江勘测规划设计研究有限责任公司 | Concrete high dam full dam storehouse surface-free consolidation grouting structure |
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