CN209429054U - Seepage prevention of dam founda structure in ultra-deep thick-covering - Google Patents
Seepage prevention of dam founda structure in ultra-deep thick-covering Download PDFInfo
- Publication number
- CN209429054U CN209429054U CN201821949402.6U CN201821949402U CN209429054U CN 209429054 U CN209429054 U CN 209429054U CN 201821949402 U CN201821949402 U CN 201821949402U CN 209429054 U CN209429054 U CN 209429054U
- Authority
- CN
- China
- Prior art keywords
- cut
- wall section
- phase
- pff wall
- covering
- 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.)
- Withdrawn - After Issue
Links
Abstract
The utility model belongs to hydraulic and hydroelectric engineering technical field, specifically discloses the seepage prevention of dam founda structure in a kind of preferable ultra-deep thick-covering of barrier performance.Seepage prevention of dam founda structure in the ultra-deep thick-covering, including suspended cut-off wall and construction gallery；Suspended cut-off wall includes I phase of bank slope cut-pff wall section, I phase of the riverbed cut-pff wall section on the upside of riverbed and the II phase transition cut-pff wall section being set between I phase of bank slope cut-pff wall section and I phase of riverbed cut-pff wall section on the upside of bank slope basement rock.It is conducive to complete II phase transition cut-pff wall section of constructing after the deformation of dam foundation coating is basicly stable in dam embankment by setting construction gallery, so that suspended cut-off wall is mainly made of I phase of bank slope cut-pff wall section, I phase of riverbed cut-pff wall section and II phase transition cut-pff wall section, it can adapt to the deformation generated under the load effect such as dam body self weight by the differential settlement of ultra-deep thick-covering, improve the stress state of cut-pff wall, guarantee its barrier performance, meets antiseepage safety requirements.
Description
Technical field
The utility model belongs to hydraulic and hydroelectric engineering technical field, and in particular to the dam foundation in a kind of ultra-deep thick-covering is anti-
Seep structure.
Background technique
China's hydraulic power potentials is mainly distributed on west area, during the hydroelectric development to China, river, western part, largely
Riverbed drilling disclose, the generally existing very deep coating in the riverbed of each trunk river, thickness is generally tens of rice extremely
Over one hundred rice, local section is up to hundreds of meters.Ultra-deep thick-covering is commonly referred to as with a thickness of the coating of 150m or more.Concrete
Cut-pff wall is the main measure that Dam Foundation Seepage control in dam is built on coating, but builds dam on ultra-deep thick-covering, existing to apply
Work technical level, which is difficult to, completely encloses cut-pff wall by ultra-deep thick-covering.Gao Tushi is built on ultra-deep thick-covering
Dam, the general suspension type concrete cut using integral structure carry out antiseepage；Cut-pff wall portion on the upside of bank slope basement rock
Divide and be equivalent to end-bearing pile, the cut-pff wall part on the upside of riverbed is equivalent to friction pile；After the completion of dam embankment, it is self-possessed in dam body
Etc. load effect under, ultra-deep thick-covering generate differential settlement, in bank slope between riverbed cut-pff wall part exist not
Homogeneous deformation, the partial barrier wall are the region that compression and tensile stress are all concentrated, and the drawing being subject to, compression have been more than concrete
The feasible value of structure is also easy to produce destruction, and the barrier performance of seepage control system is caused to reduce.
Such as: some hydropower station barrage dam is gravelly soil core wall rockfill dam, and height of dam 150m, axis of dam length is more than 2km, dam
Base overburden cover is more than 500m, belongs to ultra-deep thick-covering, and dam foundation coating top is the Extra-fine sand based on fine grained
Layer, seepage prevention of dam founda structure use suspended cut-off wall.Three-dimensional finite element stress deformation calculation shows that, on top dam body self weight etc. carry
Dam foundation coating generates the settling amount of remote super common engineering under the action of lotus, and suspended cut-off wall is restrained sedimentation downwards, but two
Because bottom is smaller by bank slope basement rock constraint settling amount, it is big that the deformation of cut-pff wall is presented river-bed section for cut-pff wall at bank base rock, and two
The small U-typed distribution of bank, there are apparent inhomogeneous deformation, the antiseepages of left and right bank slope in the changeover portion of bank slope to riverbed for cut-pff wall
For wall there are the region that compression and tensile stress are all concentrated, the drawing of cut-pff wall, compression have been more than the feasible value of concrete structure.
Utility model content
The technical problem to be solved by the present invention is to provide the dams in a kind of preferable ultra-deep thick-covering of barrier performance
Based moisture barrier structure.
The technical scheme adopted by the utility model to solve the technical problem is as follows: the seepage prevention of dam founda knot in ultra-deep thick-covering
Structure, including the suspended cut-off wall being arranged in ultra-deep thick-covering, the ultra-deep thick-covering with a thickness of 150m or more；Also
Including the construction gallery being arranged on ultra-deep thick-covering；
The suspended cut-off wall includes I phase of bank slope cut-pff wall section on the upside of the bank slope basement rock, on the upside of riverbed
I phase of riverbed cut-pff wall section and the II phase transition cut-pff wall being set between I phase of bank slope cut-pff wall section and I phase of riverbed cut-pff wall section
Section；
The construction gallery is located at the upside of II phase transition cut-pff wall section, and one end of construction gallery is embedded in bank slope basement rock
In, the other end and I phase of riverbed cut-pff wall section connect；It is equipped at construction gallery bottom right above the II phase transition cut-pff wall section
Construction preformed hole.
Further, the suspended cut-off wall with a thickness of 0.8~1.4m.
Further, the length of the II phase transition cut-pff wall section is 4~8m.
Further, the structure that the bottom slab concreting of the II phase transition cut-pff wall Duan Weiyu construction gallery is integrated.
Further, the gallery section both ends of construction gallery corresponding with II phase transition cut-pff wall section are equipped with structure
It stitches, is provided with water sealing structure in the structural joint.
Further, the upper end of I phase of the riverbed cut-pff wall section is pierced by ultra-deep thick-covering, the end of the construction gallery
Portion is connected with the part that is pierced by of I phase of riverbed cut-pff wall section.
Further, further including clay layer, the clay layer covering is arranged in riverbed I phase cut-pff wall section and is pierced by part
On outer surface and the outer surface of construction gallery.
Further, the clay layer is filled by the clay that plasticity index is 15 or more.
The beneficial effects of the utility model are: being conducive to complete the change of dam foundation coating in dam embankment by setting construction gallery
Construction II phase transition cut-pff wall section after shape is basicly stable, so that the suspended cut-off wall in the seepage prevention of dam founda structure is mainly by bank slope
I phase cut-pff wall section, I phase of riverbed cut-pff wall section and II phase transition cut-pff wall section are constituted, and can adapt to make in load such as dam body self weights
The deformation generated with the lower differential settlement because of ultra-deep thick-covering, improves the stress state of cut-pff wall, ensure that barrier performance,
Meet antiseepage safety requirements.
Detailed description of the invention
Fig. 1 is the implementation structural schematic diagram of the utility model；
Fig. 2 is the cross-sectional view of the line A-A along Fig. 1；
Fig. 3 is the cross-sectional view of the line B-B along Fig. 1；
Fig. 4 is the cross-sectional view of the line C-C along Fig. 1；
In the figure, it is marked as ultra-deep thick-covering 100, foundation plane 110, I phase of bank slope cut-pff wall section 210, I phase of riverbed cut-pff wall
Section 220, II phase transition cut-pff wall section 230, construction gallery 300, construction preformed hole 310, structural joint 320, bank slope basement rock 400, river
Bed 500, clay layer 600.
Specific embodiment
The utility model is described in further detail with reference to the accompanying drawing.
In conjunction with shown in Fig. 1, Fig. 2 and Fig. 4, seepage prevention of dam founda structure in ultra-deep thick-covering, including setting are covered in ultra-deep thickness
Suspended cut-off wall in cap rock 100, the ultra-deep thick-covering 100 with a thickness of 150m or more；It further include being arranged in ultra-deep
Construction gallery 300 on thick-covering 100；
The suspended cut-off wall includes positioned at I phase of the bank slope cut-pff wall section 210 of 400 upside of bank slope basement rock, positioned at riverbed
I phase of the riverbed cut-pff wall section 220 of 500 upsides and be set to I phase of bank slope cut-pff wall section 210 and I phase of riverbed cut-pff wall section 220 it
Between II phase transition cut-pff wall section 230；
The construction gallery 300 is located at the upside of II phase transition cut-pff wall section 230, and one end insertion of construction gallery 300
In bank slope basement rock 400, the other end and I phase of riverbed cut-pff wall section 220 connection；Right above the II phase transition cut-pff wall section 230
Construction preformed hole 310 is equipped at 300 bottom of construction gallery.
Wherein, suspended cut-off wall is usually concrete cut, and thickness is preferably 0.8~1.4m；Bank slope I phase antiseepage
Wall section 210 and I phase of riverbed cut-pff wall section 220 complete construction usually before dam embankment, and I phase of bank slope cut-pff wall section 210 is in bank
In the ultra-deep thick-covering 100 of 400 upside of slope basement rock, the ultra-deep thickness that I phase of riverbed cut-pff wall section 220 is in 500 upside of riverbed is covered
In cap rock 100；II phase transition cut-pff wall section 230 completes construction generally after dam embankment completion, and before water storage；It applies
Work II phase transition cut-pff wall section 230 need to meet time requirement needed for concrete cut reaches design strength under water storage operating condition.
Since suspended cut-off wall is mainly by I phase of bank slope cut-pff wall section 210, I phase of riverbed cut-pff wall section 220 and II phase transition cut-pff wall
The split type structures that section 230 is constituted, and II phase transition cut-pff wall section 230 belongs to construction in later period, thus can adapt to dam body from
Guarantee its barrier performance because of the deformation that the differential settlement of ultra-deep thick-covering 100 generates under load effect again etc..
In order to facilitate construction in later period on the basis of guaranteeing suspended cut-off wall barrier performance, preferably by the transition antiseepage of II phase
Wall section 230 is designed as 4~8m.The specific length of II phase transition cut-pff wall section 230 can according to bank slope basement rock 400 in practical river with
Excessive span access location length between riverbed 500 is determined.
Construction gallery 300 is mainly used for II phase transition cut-pff wall section 230 of constructing, to suspension during can be also used for running
Formula impermeable wall monitoring, maintenance and maintenance；Bank slope grouting adit, one end of construction gallery 300 are excavated usually in bank slope basement rock 400
It is connected with bank slope grouting adit, and is provided with water sealing structure at connecting portion；It is flat that bank slope grouting adit generally comprises left bank grouting
Hole and right bank grouting adit.Preformed hole 310 of constructing is used for grouting construction II phase transition cut-pff wall section 230, general bank slope I phase antiseepage
Bottom plate at 300 bottom of construction gallery between wall section 210 and I phase of riverbed cut-pff wall section 220 right above position does not pour first, to
It completes to pour again after II phase transition cut-pff wall section 230 is constructed, by the bottom plate of construction gallery 300 and II phase transition cut-pff wall section 230
It pours and is an integral structure.
In order to enable construction gallery 300 can adapt to the deformation under the load effect such as dam body self weight, such as Fig. 1 and Fig. 4 institute
Show, the gallery section both ends of construction gallery 300 corresponding with II phase transition cut-pff wall section 230 are equipped with structural joint 320, the knot
Water sealing structure is provided in structure seam 320.Water sealing structure can be a variety of, such as: waterstop, sealing piece, waterstop and sealing piece
The structure etc. combined.There is the structural joint 320 of water sealing structure by being arranged, it is uneven heavy to generate in ultra-deep thick-covering
When drop, so that construction gallery 300 has certain adaptive deformation ability, it is not likely to produce destruction, has ensured the anti-of construction gallery 300
Performance is seeped, antiseepage safety requirements is met.
For the ease of connection, Fig. 1 and Fig. 3, the upper end of I phase of the riverbed cut-pff wall section 220 are pierced by the covering of ultra-deep thickness for another example
Layer 100, the end of the construction gallery 300 are connected with the part that is pierced by of I phase of riverbed cut-pff wall section 220.I phase of riverbed cut-pff wall section
The 220 part usually also insertion dam body core-wall that is pierced by is attached, and the upper end of I phase of riverbed cut-pff wall section 220 is traditionally arranged to be wedge
Shape structure, the depth of insertion dam body core-wall are 6~15m.
As a kind of preferred embodiment of the utility model, in conjunction with shown in Fig. 1, Fig. 2 and Fig. 3, in the ultra-deep thick-covering
Seepage prevention of dam founda structure further includes clay layer 600, and the covering of clay layer 600, which is arranged, is pierced by part in I phase of riverbed cut-pff wall section 220
Outer surface and construction gallery 300 outer surface on.600 one side of clay layer can protect I phase of riverbed cut-pff wall section 220 and be pierced by
Part and construction gallery 300 guarantee water blocking to avoid directly connecting with the stronger Transition Materials of permeability, on the other hand can be with
Coordinate dam body core-wall and I phase of riverbed cut-pff wall section 220 and the inhomogeneous deformation between dam body core-wall and construction gallery 300, improves
Antiseepage reliability and safety；Clay layer 600 is generally filled using high plastic clay, is preferably 15 or more by plasticity index
Clay fill.
The construction method of seepage prevention of dam founda structure in ultra-deep thick-covering, for constructing, any one above-mentioned ultra-deep thickness is covered
Seepage prevention of dam founda structure in cap rock；Include the following steps:
A, it constructs in the ultra-deep thick-covering 100 of bank slope basement rock 400 and the upside of riverbed 500 respectively I phase of bank slope cut-pff wall
Section 210 and I phase of riverbed cut-pff wall section 220, the upper end of I phase of the riverbed cut-pff wall section 220 are pierced by ultra-deep thick-covering 100；
B, construction gallery 300 is built on the foundation plane 110 on ultra-deep thick-covering 100, and distinguishes construction gallery 300
It is rigidly connected with I phase of bank slope cut-pff wall section 210 and I phase of riverbed cut-pff wall section 220, and in I phase of bank slope cut-pff wall section 210 and riverbed
Setting construction preformed hole 310 at 300 bottom of construction gallery between I phase cut-pff wall section 220 right above position；In order to enable construction
Gallery 300 can adapt to the deformation in the case where dam body such as is self-possessed at the load effect, in the step, with I phase of bank slope cut-pff wall section 210 and river
The gallery section both ends of the corresponding construction gallery 300 in position are equipped with structural joint 320, the knot between I phase cut-pff wall section 220 of bed
Water sealing structure is provided in structure seam 320；
C, it is pierced by the outer surface of part and the outer surface of construction gallery 300 in I phase of riverbed cut-pff wall section 220 and covers setting
Clay forms clay layer 600；
D, dam body is filled, after completing to dam embankment, before water storage, the construction by 300 bottom of construction gallery is pre-
It boxes out and 310 constructs between I phase of bank slope cut-pff wall section 210 and I phase of riverbed cut-pff wall section 220 II phase transition cut-pff wall section 230, make
It obtains I phase of bank slope cut-pff wall section 210, I phase of riverbed cut-pff wall section 220 and II phase transition cut-pff wall section 230 and is linked together composition suspension
Formula cut-pff wall.
The construction method of seepage prevention of dam founda structure in the ultra-deep thick-covering passes through I phase of bank slope cut-pff wall section 210 of first constructing
With I phase of riverbed cut-pff wall section 220, then builds construction gallery 300 and fill dam body, during dam embankment, the covering of ultra-deep thickness
I phase of riverbed cut-pff wall section 220 in layer 100 settles downwards, as dam embankment close to dam crest or reaches crest elevation, riverbed I
The sedimentation of phase cut-pff wall section 220 tends towards stability, anti-in I phase of bank slope finally by the construction preformed hole 310 of 300 bottom of construction gallery
Seep II phase transition cut-pff wall section 230 of constructing between wall section 210 and I phase of riverbed cut-pff wall section 220；Due to II phase transition antiseepage of constructing
Differential settlement before wall section 230 between I phase of bank slope cut-pff wall section 210 and I phase of riverbed cut-pff wall section 220 has been completed, therefore
The seepage prevention of dam founda structure constructed by the above process can overcome cut-pff wall caused by the differential settlement because of ultra-deep thick-covering to answer
Power concentration problem substantially improves the stress state of suspended cut-off wall, ensure that the reliability and safety of antiseepage.
Embodiment
Certain seepage prevention of dam founda structure, including the suspended cut-off wall being arranged in ultra-deep thick-covering 100, ultra-deep thick-covering
100 with a thickness of 500m, suspended cut-off wall with a thickness of 1.4m, suspended cut-off wall most deep position in foundation plane 110 with
Lower 150m；It further include the construction gallery 300 and clay layer 600 being arranged on ultra-deep thick-covering 100；
Suspended cut-off wall includes positioned at I phase of the bank slope cut-pff wall section 210 of 400 upside of bank slope basement rock, on riverbed 500
It I phase of the riverbed cut-pff wall section 220 of side and is set between I phase of bank slope cut-pff wall section 210 and I phase of riverbed cut-pff wall section 220
II phase transition cut-pff wall section 230；The upper end of I phase of riverbed cut-pff wall section 220 is pierced by ultra-deep thick-covering 100；The transition antiseepage of II phase
Wall section 230 is the structure being integrated with the bottom slab concreting of construction gallery 300, and the length of II phase transition cut-pff wall section 230 is 6m；
Construction gallery 300 is located at the upside of II phase transition cut-pff wall section 230, and one end of construction gallery 300 is embedded in bank slope
In basement rock 400, the part that is pierced by of the other end and I phase of riverbed cut-pff wall section 220 is connected；Right above II phase transition cut-pff wall section 230
300 bottom of construction gallery at be equipped with construction preformed hole 310；Construction gallery 300 corresponding with II phase transition cut-pff wall section 230
Gallery section both ends be equipped with structural joint 320, be provided with water sealing structure in structural joint 320；
Clay layer 600, which covers, is arranged in outer surface and construction gallery 300 that I phase of riverbed cut-pff wall section 220 is pierced by part
On outer surface；Clay layer 600 is filled by the clay that plasticity index is 15 or more.
Three-dimensional finite element stress deformation calculation shows that, on top dam body self weight etc. load under the action of dam foundation coating generate
The settling amount of remote super common engineering, suspended cut-off wall, which is restrained, to be settled downwards, I phase of bank slope cut-pff wall section 210 because bottom by
The constraint settling amount of bank slope basement rock 400 is smaller, and the settling amount of I phase of riverbed cut-pff wall section 220 is larger, II phase transition cut-pff wall section of constructing
Differential settlement before 230 between I phase of bank slope cut-pff wall section 210 and I phase of riverbed cut-pff wall section 220 has been basically completed, II phase
The compression and tensile stress that transition cut-pff wall section 230 is subject to are smaller, are less than the feasible value of concrete structure, operational safety can
It leans on.
Claims (8)
1. the seepage prevention of dam founda structure in ultra-deep thick-covering, including the suspension type antiseepage being arranged in ultra-deep thick-covering (100)
Wall, the ultra-deep thick-covering (100) with a thickness of 150m or more；It is characterized by also including be arranged in ultra-deep thick-covering
(100) construction gallery (300) on；
The suspended cut-off wall includes I phase of bank slope cut-pff wall section (210) on the upside of bank slope basement rock (400), is located at riverbed
(500) I phase of riverbed cut-pff wall section (220) on the upside of and I phase of bank slope cut-pff wall section (210) and I phase of riverbed cut-pff wall are set to
II phase transition cut-pff wall section (230) between section (220)；
The construction gallery (300) is located at the upside of II phase transition cut-pff wall section (230), and one end of construction gallery (300) is embedding
Enter in bank slope basement rock (400), the connection of the other end and I phase of riverbed cut-pff wall section (220)；The II phase transition cut-pff wall section (230)
Construction preformed hole (310) is equipped at construction gallery (300) bottom of surface.
2. the seepage prevention of dam founda structure in ultra-deep thick-covering as described in claim 1, it is characterised in that: the suspension type antiseepage
Wall with a thickness of 0.8~1.4m.
3. the seepage prevention of dam founda structure in ultra-deep thick-covering as described in claim 1, it is characterised in that: the II phase transition is anti-
The length for seeping wall section (230) is 4~8m.
4. the seepage prevention of dam founda structure in ultra-deep thick-covering as described in claim 1, it is characterised in that: the II phase transition is anti-
Seeping wall section (230) is the structure being integrated with the bottom slab concreting of construction gallery (300).
5. the seepage prevention of dam founda structure in ultra-deep thick-covering as described in claim 1, it is characterised in that: with the transition antiseepage of II phase
The gallery section both ends of the corresponding construction gallery (300) of wall section (230) are equipped with structural joint (320), in the structural joint (320)
It is provided with water sealing structure.
6. the seepage prevention of dam founda structure in ultra-deep thick-covering as described in claim 1,2,3,4 or 5, it is characterised in that: described
The upper end of I phase of riverbed cut-pff wall section (220) is pierced by ultra-deep thick-covering (100), the end and riverbed of the construction gallery (300)
The part that is pierced by of I phase cut-pff wall section (220) is connected.
7. the seepage prevention of dam founda structure in ultra-deep thick-covering as claimed in claim 6, it is characterised in that: further include clay layer
(600), clay layer (600) covering, which is arranged, is pierced by outer surface and the construction gallery of part in I phase of riverbed cut-pff wall section (220)
(300) on outer surface.
8. the seepage prevention of dam founda structure in ultra-deep thick-covering as claimed in claim 7, it is characterised in that: the clay layer
(600) it is filled by the clay that plasticity index is 15 or more.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201821949402.6U CN209429054U (en) | 2018-11-23 | 2018-11-23 | Seepage prevention of dam founda structure in ultra-deep thick-covering |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201821949402.6U CN209429054U (en) | 2018-11-23 | 2018-11-23 | Seepage prevention of dam founda structure in ultra-deep thick-covering |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN209429054U true CN209429054U (en) | 2019-09-24 |
Family
ID=67968597
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201821949402.6U Withdrawn - After Issue CN209429054U (en) | 2018-11-23 | 2018-11-23 | Seepage prevention of dam founda structure in ultra-deep thick-covering |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN209429054U (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109356101A (en) * | 2018-11-23 | 2019-02-19 | 中国电建集团成都勘测设计研究院有限公司 | Seepage prevention of dam founda structure in ultra-deep thick-covering |
-
2018
- 2018-11-23 CN CN201821949402.6U patent/CN209429054U/en not_active Withdrawn - After Issue
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109356101A (en) * | 2018-11-23 | 2019-02-19 | 中国电建集团成都勘测设计研究院有限公司 | Seepage prevention of dam founda structure in ultra-deep thick-covering |
| CN109356101B (en) * | 2018-11-23 | 2023-10-20 | 中国电建集团成都勘测设计研究院有限公司 | Dam foundation seepage-proofing structure in ultra-deep coverage layer |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN1837511B (en) | Double-rowed cofferdam and method for manufacturing the same | |
| CN104404974B (en) | The thick sand-pebble layer deep basal pit of high artesian slip casting back cover structure and construction technology thereof | |
| CN105297685B (en) | A kind of pedestal CFRD and its construction method | |
| CN103758113B (en) | A kind of grid encloses the anti-liquefied foundation reinforcement means of hoop | |
| CN104805854A (en) | Method for constructing deep-water ultra-long steel plate pile cofferdam in tide environment | |
| CN204199335U (en) | A kind of pressure release well reducing PHC tube pile construction soil compaction effect | |
| CN102852121B (en) | Artificial composite foundation for building clay core rock-fill dam on deep overburden and construction method for artificial composite foundation | |
| CN106638486B (en) | High-tech zones cut-pff wall and gallery stage construction method | |
| CN106284215B (en) | A kind of mixed dam | |
| CN209429054U (en) | Seepage prevention of dam founda structure in ultra-deep thick-covering | |
| CN208219694U (en) | A kind of prefabricated barricade | |
| CN203939036U (en) | A kind of steel sheet pile cofferdam structure that is applicable to river course | |
| CN206752483U (en) | High-speed railway swelled ground slope chasm structuref | |
| CN102900092B (en) | Artificial composite foundation of concrete face rockfill dam built on deep and thick coverage layer and construction method of artificial composite foundation | |
| CN109356101A (en) | Seepage prevention of dam founda structure in ultra-deep thick-covering | |
| CN101603298B (en) | Dam joint structure and construction method thereof | |
| CN208251156U (en) | It is a kind of to reduce the grand heavy device of underground structure using building enclosure | |
| CN204252148U (en) | High artesian thick sand-pebble layer deep foundation ditch slip casting back cover structure | |
| CN205917862U (en) | Connected node on basis | |
| CN206157484U (en) | Moderate -low speed magnetic levitation traffic engineering single line location supporting beam of pile foundation formula support rail girder construction of filling | |
| CN109339081A (en) | One kind having bottom plate open caisson mechanism and its construction method | |
| CN205000296U (en) | Use concrete panel structure of high toe wall | |
| CN208830256U (en) | A kind of concrete dam grout curtain arragement construction | |
| CN113846663A (en) | Concrete continuous tooth wall structure without structural joint and construction method | |
| CN208486286U (en) | A kind of well foundation |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| GR01 | Patent grant | ||
| GR01 | Patent grant | ||
| AV01 | Patent right actively abandoned |
Granted publication date: 20190924 Effective date of abandoning: 20231020 |
|
| AV01 | Patent right actively abandoned |
Granted publication date: 20190924 Effective date of abandoning: 20231020 |
|
| AV01 | Patent right actively abandoned | ||
| AV01 | Patent right actively abandoned |