CN108755622B - Excavation method of large-diameter cylindrical tail water pressure regulating chamber - Google Patents
Excavation method of large-diameter cylindrical tail water pressure regulating chamber Download PDFInfo
- Publication number
- CN108755622B CN108755622B CN201810823176.5A CN201810823176A CN108755622B CN 108755622 B CN108755622 B CN 108755622B CN 201810823176 A CN201810823176 A CN 201810823176A CN 108755622 B CN108755622 B CN 108755622B
- Authority
- CN
- China
- Prior art keywords
- excavation
- pressure regulating
- layer
- regulating chamber
- tail water
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
Images
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02B—HYDRAULIC ENGINEERING
- E02B9/00—Water-power plants; Layout, construction or equipment, methods of, or apparatus for, making same
- E02B9/02—Water-ways
- E02B9/06—Pressure galleries or pressure conduits; Galleries specially adapted to house pressure conduits; Means specially adapted for use therewith, e.g. housings, valves, gates
-
- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/20—Hydro energy
Landscapes
- Engineering & Computer Science (AREA)
- General Engineering & Computer Science (AREA)
- Mechanical Engineering (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
- Underground Structures, Protecting, Testing And Restoring Foundations (AREA)
Abstract
The invention relates to an excavation method of a large-diameter cylinder type tail water pressure regulating chamber, which belongs to the technical field of construction of hydraulic and hydroelectric underground engineering, and adopts an excavation scheme of firstly penetrating a pilot tunnel, reserving a protective layer for excavation in stages, penetrating from inside to outside in a partition manner, excavating a thin layer and supporting layer by layer, so that the stage adjustment and release of the stress of surrounding rock are realized, and the severe adjustment of the stress after the excavation and unloading of the surrounding rock caused by large-dosage blasting of a deep hole bench is avoided; the fork draft tube adopts a comprehensive excavation construction scheme that prestress anchor cable reinforcing support is combined with casting of 'side wall and top arch' concrete in one period, and two adjacent draft tubes jump holes are excavated and supported along with layers, so that the bearing capacity of the reserved rock partition wall at the bottom of the fork is obviously improved. The comprehensive excavation construction scheme of two adjacent draft tubes for jumping hole excavation and supporting along with the layer is used for solving the problems that the stress state of surrounding rock after the excavation of actual engineering construction is complex, stress concentration and a large plastic area are generated at the junction part of a cavity, and the technical difficulty of construction is high.
Description
Technical Field
The invention belongs to the technical field of construction of water conservancy and hydropower underground engineering, and particularly relates to an excavation method of a large-diameter cylinder type tail water pressure regulating chamber.
Background
In order to improve the running condition and the power supply quality of the hydroelectric generating set when the load changes, the underground diversion power generation system engineering is generally provided with a tail water pressure regulating chamber, and the bottom of the tail water pressure regulating chamber is respectively communicated with a tail water pipe at the upstream side and a tail water tunnel at the downstream side. The hydraulic and hydroelectric underground engineering excavation construction adopts a full-face excavation or layered and partitioned excavation construction scheme respectively according to the design section excavation size, surrounding rock geological conditions and construction conditions.
At present, a tail water system meeting a certain underground diversion power generation project adopts a layout mode of sharing one chamber by two machines, and a structural layout scheme of a deeply buried large-diameter cylinder type pressure regulating chamber is designed. The maximum excavation diameter of the tail water pressure regulating chamber is 48m, and the bottom of the tail water pressure regulating chamber is respectively connected with 2 tail water pipes on the upstream side and 1 tail water tunnel on the lower side to form four turnouts; the method has the engineering characteristics of huge cavity scale, high excavation rate, complex geological conditions and changeable structural body types. The four-fork at the bottom of the tail water pressure regulating chamber is easy to collapse and unstably due to complex stress regulating state of surrounding rock after excavation due to a plurality of intersecting caverns, large excavation section and complex geological conditions.
Disclosure of Invention
In order to overcome the problems in the background technology, the invention provides an excavation method of a large-diameter cylinder type tail water pressure regulating chamber, which adopts an excavation scheme of firstly penetrating a pilot tunnel, reserving a protective layer for excavating in stages, penetrating from inside to outside in a partition manner, excavating a thin layer and supporting layer by layer; the method is characterized in that the fork draft tube adopts a comprehensive excavation construction scheme of combining prestressed anchor cable reinforced support and pouring 'capping' concrete in one period, and two adjacent draft tubes jump holes to excavate and support along with layers, so that the problems that the stress state of surrounding rock after actual engineering construction excavation is complex, stress concentration and a large plastic region are generated at the junction part of a cavity, and the technical difficulty of construction is high are solved.
In order to achieve the above purpose, the invention is realized by the following technical scheme:
the excavation method of the large-diameter cylinder type tail water pressure regulating chamber comprises the following steps of:
step 1) taking a tail water tunnel 5 as a construction channel, forming a bottom middle pilot tunnel 1 by adopting a full-section drilling and blasting method, and randomly supporting the bottom middle pilot tunnel 1 so as to form a ballasting channel in the subsequent construction period;
step 2) after a channel of the pilot tunnel 1 is formed in the bottom, adopting a construction mode of jumping tunnel excavation to finish excavation and system support of a first layer above two adjacent draft tubes 6 on the upstream side of the tail water tunnel 5, and reserving excavation layering of the part below the first layer of the draft tubes 6;
step 3) after the first layer of excavation supporting of the draft tube 6 in the step 2) is finished, casting concrete on the first layer of excavation surface immediately to form a first period of side wall and top arch concrete layer 9;
after the step 4) is completed, excavating a slag chute shaft 3 above the intersection of the two draft tubes 6 and the tail water tunnel 5, wherein a tail water pressure regulating chamber through partition 4 is arranged on the periphery of the lower part of the slag chute shaft 3, and a reserved protective layer 2 is arranged on the lower part of the tail water pressure regulating chamber through partition 4;
step 5) after the slag chute shaft 3 is formed, taking the central axis of the slag chute shaft 3 as the axis, adopting a full-section partition excavation mode to excavate from top to bottom layer by layer and constructing system support until a designed through elevation forms a pressure regulating chamber 10;
step 6) after the pressure regulating chamber 10 is excavated to a designed through elevation, finishing excavation of a tail water pressure regulating chamber through partition 4 of the bottom middle pilot tunnel 1 in a mode of partition blasting from inside to outside from a slag chute vertical shaft 3 to a tail water tunnel 5 and a tail water pipe 6 at the central axis position of the pressure regulating chamber 10, and finishing residual excavation and system support at the lower part of the pressure regulating chamber 10 layer by layer from top to bottom after the bottom tail water pressure regulating chamber is excavated through partition 4;
and 7) after the construction of locking the side wall of the pressure regulating chamber 10 through the countersunk anchor rod 7 is completed, the excavation supporting of the protective layer 2 and the rest part of the draft tube 6 is completed at the bottom of the pressure regulating chamber 10 by adopting a mode of excavating a hand drill thin layer and supporting along with the layer.
In the step 3), in the process of pouring the concrete layer 9, guiding steel pipes are pre-buried in the concrete, and after the first-stage 'side wall and top arch' concrete layer 9 is poured, the pre-stressed anchor cables 8 are additionally arranged in the pre-buried guiding steel pipes in the concrete, so that the reinforced support construction is completed.
Further, in step 5), the through elevation is a position from top to bottom where the surge tank 10 is excavated to the designed tail water surge tank through the top surface of the height of the partition 4.
Further, in the step 3) and the step 7), the excavation layering of the part below the first layer of the draft tube 6 is consistent with the excavation layering height of the reserved protective layer 2 at the bottom of the pressure regulating chamber 10, and the excavation and supporting construction of the rest parts of the two adjacent draft tubes 6 are completed in a jump hole excavation mode.
The invention has the beneficial effects that:
1. the construction scheme that the middle pilot tunnel penetrates through the bottom of the pressure regulating chamber and the reserved protective layer is excavated in two stages is adopted, so that the requirement of a lower ballasting channel during construction of a vertical shaft of the pressure regulating chamber is met, the maximum span of one-time excavation molding of a fork section at the bottom of the pressure regulating chamber is reduced, the safety of the channel during construction of the pressure regulating chamber is ensured, and the random supporting engineering quantity is reduced.
2. Compared with the conventional construction scheme, the bottom of the pressure regulating chamber adopts the excavation method of gradually penetrating from inside to outside in the divided areas and excavating in the thin layer and supporting layer by layer, so that the staged adjustment and release of the stress of the surrounding rock are realized, and the severe adjustment of the stress after the excavation and unloading of the surrounding rock caused by the large-dosage blasting of the deep hole bench is avoided.
3. The construction technology of pre-locking the mouth through the countersunk anchor rod is adopted in the excavation of the runner at the bottom of the pressure regulating chamber, compared with the conventional construction scheme, the excavation forming quality of the side wall at the runner position is improved, the backfill amount of concrete at the later stage is reduced, and the engineering investment is saved.
4. The fork draft tube adopts a reinforced supporting scheme of combining the prestressed anchor cable with the casting of the concrete of the side wall and the top arch in one period, and the bearing capacity of the reserved rock partition wall of the bottom fork is obviously improved. The two adjacent draft tubes adopt a jump hole excavation and layer supporting excavation method, so that partial confining pressure can be provided for the rock mass after excavation and unloading in time, and the stabilization of surrounding rock is facilitated.
Drawings
FIG. 1 is a schematic illustration of an excavation scheme of the present invention;
FIG. 2 is a cross-sectional view of the excavation method A-A of the present invention;
FIG. 3 is a sectional view of the excavation method B-B of the present invention;
fig. 4 is a sectional view of the excavation method C-C of the present invention.
In the figure, a 1-middle pilot tunnel, a 2-reserved protective layer, a 3-slag shaft, a 4-tail water pressure regulating chamber through partition, a 5-tail water tunnel, a 6-tail water pipe, a 7-countersunk anchor rod, an 8-prestressed anchor rope, a 9-concrete layer and a 10-pressure regulating chamber are arranged.
Detailed Description
The following description of the embodiments of the present invention will be made clearly and fully with reference to the accompanying drawings, in which it is evident that the embodiments described are only some, but not all embodiments of the invention. All other embodiments, which can be made by those skilled in the art based on the embodiments of the invention without making any inventive effort, are intended to be within the scope of the invention.
Examples
The excavation method of the large-diameter cylinder type tail water pressure regulating chamber comprises the following steps of:
and 1) taking the tail water tunnel 5 as a construction channel, forming a bottom middle pilot tunnel 1 by adopting a full-section drilling and blasting method, and randomly supporting the bottom middle pilot tunnel 1 so as to form a ballasting channel in the subsequent construction period.
And 2) after the channel of the pilot tunnel 1 is formed in the bottom, the construction mode of jumping tunnel excavation is adopted to finish the excavation and system support of the first layer above two adjacent draft tubes 6 on the upstream side of the tail water tunnel 5, and the reserved excavation layering of the part below the first layer of the draft tubes 6.
Step 3) after the first layer of excavation supporting of the draft tube 6 in the step 2) is finished, casting concrete on the first layer of excavation surface immediately to form a first period of side wall and top arch concrete layer 9; in the process of pouring the concrete layer 9, guiding steel pipes are pre-buried in the concrete, and after the first-period side wall and top arch concrete layer 9 is poured, the reinforced support construction is completed by adding pre-stressed anchor cables 8 in the pre-buried guiding steel pipes in the concrete.
After the step 4) is completed, the excavation of the slag chute shaft 3 is started above the intersection of the two draft tubes 6 and the tail water tunnel 5, the periphery of the lower part of the slag chute shaft 3 is provided with a tail water pressure regulating chamber through partition 4, and the lower part of the tail water pressure regulating chamber through partition 4 is provided with a reserved protective layer 2.
Step 5) after the slag chute shaft 3 is formed, taking the central axis of the slag chute shaft 3 as the axis, adopting a full-section partition excavation mode to excavate from top to bottom layer by layer and constructing system support until a designed through elevation forms a pressure regulating chamber 10; the through elevation is the position from top to bottom of the pressure regulating chamber 10 to the designed height top surface of the tail water pressure regulating chamber through partition 4.
Step 6) after the pressure regulating chamber 10 is excavated to a designed through elevation, the excavation of the through partition 4 of the tail water pressure regulating chamber of the pilot tunnel 1 in the bottom is completed in a partition blasting mode from inside to outside from the slag chute vertical shaft 3 to the tail water tunnel 5 and the tail water pipe 6 at the central axis position of the pressure regulating chamber 10, and after the excavation of the through partition 4 of the tail water pressure regulating chamber in the bottom is completed, the residual excavation and system support at the lower part of the pressure regulating chamber 10 are completed layer by layer from top to bottom.
And 7) after the side wall position of the pressure regulating chamber 10 is completed and the construction is locked through the countersunk head anchor rod 7, the excavation supporting of the protective layer 2 and the rest part of the draft tube 6 is completed by adopting a mode of hand drill thin layer excavation and layer supporting, wherein the excavation layering of the part below the first layer of the draft tube 6 in the step 3) is consistent with the excavation layering height of the protective layer 2 reserved at the bottom of the pressure regulating chamber 10, and the excavation and supporting construction of the rest parts of the two adjacent draft tubes 6 are completed by adopting a jump hole excavation mode.
The invention adopts the construction scheme that the pilot tunnel is penetrated firstly and the protective layer is reserved for excavation in two stages, thereby not only meeting the requirement of a lower ballasting channel during the construction of a vertical shaft of the pressure regulating chamber, but also reducing the maximum span of one-time excavation molding of a fork section at the bottom of the pressure regulating chamber, ensuring the safety of the channel during the construction of the pressure regulating chamber and reducing the random supporting engineering quantity.
Compared with the conventional construction scheme, the invention realizes the staged adjustment and release of the stress of the surrounding rock by adopting the excavation method of gradually penetrating the pressure regulating chamber from inside to outside and excavating the surrounding rock layer by adopting the area division and thin layer excavation, and avoids the severe adjustment of the stress after the excavation and unloading of the surrounding rock caused by the large-dosage blasting of the deep hole bench.
Compared with the conventional construction scheme, the construction method is beneficial to improving the excavation forming quality of the side wall at the flow passage part, reducing the backfill amount of concrete at the later stage and saving the engineering investment.
According to the invention, the fork draft tube adopts a reinforced supporting scheme of combining the pre-stressed anchor cable with the casting of the first-period side wall and top arch concrete layer, so that the bearing capacity of the reserved rock partition wall at the bottom fork is obviously improved. The two adjacent draft tubes adopt a jump hole excavation and layer supporting excavation method, so that partial confining pressure can be provided for the rock mass after excavation and unloading in time, and the stabilization of surrounding rock is facilitated.
Finally, it is noted that the above-mentioned embodiments illustrate rather than limit the invention, and that those skilled in the art will be understood that various changes in form and details may be made therein without departing from the scope of the invention as defined by the appended claims.
Claims (4)
1. A method for excavating a large-diameter cylinder type tail water pressure regulating chamber is characterized by comprising the following steps of: comprises the following steps:
the method comprises the steps of 1) taking a tail water tunnel (5) as a construction channel, forming a bottom middle pilot hole (1) by adopting a full-section drilling and blasting method, and randomly supporting the bottom middle pilot hole (1), so as to form a ballasting channel in the subsequent construction period;
step 2) after a channel of a pilot tunnel (1) in the bottom is formed, adopting a construction mode of jumping tunnel excavation to finish excavation and system support of a first layer above two adjacent draft tubes (6) on the upstream side of a tail water tunnel (5), and reserving excavation layering of the position below the first layer of the draft tubes (6);
step 3) after the first layer excavation supporting of the draft tube (6) in the step 2) is finished, casting concrete on the first layer excavation surface immediately to form a first period of side wall and top arch concrete layer (9);
after the step 4) is completed, excavating a slag chute shaft (3) above the intersection of the two draft tubes (6) and the tail water tunnel (5), wherein a tail water pressure regulating chamber through partition (4) is arranged on the periphery of the lower part of the slag chute shaft (3), and a reserved protective layer (2) is arranged on the lower part of the tail water pressure regulating chamber through partition (4);
after the slag sliding vertical shaft (3) is formed, taking the central axis of the slag sliding vertical shaft (3) as the axis, adopting a full-section partition excavation mode to excavate and support the system layer by layer from top to bottom until a pressure regulating chamber (10) is formed by designing a through elevation;
step 6) after the pressure regulating chamber (10) is excavated to a designed through elevation, completing excavation of a tail water pressure regulating chamber through partition (4) of a bottom middle pilot tunnel (1) in a mode of blasting from inside to outside from a slag chute vertical shaft (3) at the central axis position of the pressure regulating chamber (10) to a tail water tunnel (5) and a tail water pipe (6), and completing residual excavation and system support of the lower part of the pressure regulating chamber (10) layer by layer from top to bottom after the excavation of the bottom tail water pressure regulating chamber through partition (4) is completed;
and 7) after the construction of locking the side wall of the pressure regulating chamber (10) through the countersunk anchor rod (7), the excavation supporting of the protective layer (2) and the rest part of the draft tube (6) is finished by adopting a mode of thin layer excavation of a hand drill and supporting along with the layer.
2. The excavation method of the large-diameter cylindrical tail water pressure regulating chamber according to claim 1, wherein the excavation method comprises the following steps of: in the step 3), in the process of pouring the concrete layer (9), the guide steel pipes are pre-buried in the concrete, and after the first-stage 'side wall and top arch' concrete layer (9) is poured, the reinforced support construction is completed by adding the pre-stressed anchor cables (8) in the pre-buried guide steel pipes in the concrete.
3. The excavation method of the large-diameter cylindrical tail water pressure regulating chamber according to claim 1, wherein the excavation method comprises the following steps of: in the step 5), the through elevation is the position from top to bottom of the pressure regulating chamber (10) to the designed height top surface of the tail water pressure regulating chamber through partition (4).
4. The excavation method of the large-diameter cylindrical tail water pressure regulating chamber according to claim 1, wherein the excavation method comprises the following steps of: in the step 3 and the step 7), the excavation layering of the part below the first layer of the draft tube (6) is consistent with the excavation layering height of the reserved protective layer (2) at the bottom of the pressure regulating chamber (10), and the excavation and supporting construction of the rest parts of the two adjacent draft tubes (6) are completed in a jump hole excavation mode.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810823176.5A CN108755622B (en) | 2018-07-25 | 2018-07-25 | Excavation method of large-diameter cylindrical tail water pressure regulating chamber |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810823176.5A CN108755622B (en) | 2018-07-25 | 2018-07-25 | Excavation method of large-diameter cylindrical tail water pressure regulating chamber |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN108755622A CN108755622A (en) | 2018-11-06 |
| CN108755622B true CN108755622B (en) | 2023-05-09 |
Family
ID=63971039
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201810823176.5A Active CN108755622B (en) | 2018-07-25 | 2018-07-25 | Excavation method of large-diameter cylindrical tail water pressure regulating chamber |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN108755622B (en) |
Families Citing this family (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109853494A (en) * | 2019-03-12 | 2019-06-07 | 中国电建集团中南勘测设计研究院有限公司 | Cha Dong and surge-chamber integral structure and its construction method |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104294805A (en) * | 2014-10-22 | 2015-01-21 | 长江勘测规划设计研究有限责任公司 | Semi-cylindrical surge chamber |
| CN105317028A (en) * | 2015-04-14 | 2016-02-10 | 贵州省水利水电勘测设计研究院 | Surge chamber structure applicable to long-distance pressure diversion tunnel and construction method |
| CA2975079A1 (en) * | 2015-01-30 | 2016-08-04 | Progenesys | Hydropower installation |
| CN106194223A (en) * | 2016-07-21 | 2016-12-07 | 中国水利水电第十四工程局有限公司 | The excavation method of large-scale down stream surge-chamber dome under a kind of complex geological condition |
| CN107190713A (en) * | 2017-07-24 | 2017-09-22 | 重庆交通大学 | Karst funnel reservoir and its flood-discharge tunnel and excavation method |
-
2018
- 2018-07-25 CN CN201810823176.5A patent/CN108755622B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104294805A (en) * | 2014-10-22 | 2015-01-21 | 长江勘测规划设计研究有限责任公司 | Semi-cylindrical surge chamber |
| CA2975079A1 (en) * | 2015-01-30 | 2016-08-04 | Progenesys | Hydropower installation |
| CN105317028A (en) * | 2015-04-14 | 2016-02-10 | 贵州省水利水电勘测设计研究院 | Surge chamber structure applicable to long-distance pressure diversion tunnel and construction method |
| CN106194223A (en) * | 2016-07-21 | 2016-12-07 | 中国水利水电第十四工程局有限公司 | The excavation method of large-scale down stream surge-chamber dome under a kind of complex geological condition |
| CN107190713A (en) * | 2017-07-24 | 2017-09-22 | 重庆交通大学 | Karst funnel reservoir and its flood-discharge tunnel and excavation method |
Non-Patent Citations (3)
| Title |
|---|
| 张永岗 ; 黄金凤 ; .不良地质条件下尾水调压室开挖支护施工技术.水利水电施工.2018,(第01期),第23-26页. * |
| 王明 ; 张敏 ; .小湾水电站尾水隧洞开挖支护的技术优化.云南水力发电.2006,(第03期),第44-48、64页. * |
| 胡香伟 ; 段汝健 ; .阻抗式调压室下部五岔口开挖支护施工.水利水电施工.2011,(第03期),第45-46、53页. * |
Also Published As
| Publication number | Publication date |
|---|---|
| CN108755622A (en) | 2018-11-06 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN102134998B (en) | Construction method for wind-blown sand tunnel | |
| CN108708743B (en) | Method for treating tunnel collapse by grouting | |
| CN210163913U (en) | Asymmetric double-row pile-anchor rod combined supporting structure | |
| CN103256060A (en) | Moisture rich and weak mylonite large section tunnel surrounding rock consolidation and excavation method | |
| CN103628885A (en) | Tunnel exit cover-excavation construction method of Ultra-shadow buried tunnel | |
| CN109026020B (en) | Water-rich tunnel karst cave treatment and excavation method | |
| CN102051879B (en) | Process for constructing soil anchor | |
| CN110593890B (en) | Tunnel corrugated steel double-layer primary lining supporting method | |
| CN102071953B (en) | Method for casting surrounding concrete of lined steel pipe of shield tunnel | |
| CN102817621B (en) | Comprehensive construction method applicable to controlling arch basement sedimentation for tunnel in unfavorable geological conditions | |
| CN105544575A (en) | Underwater bottom sealing concrete construction method using steel truss for reinforcement | |
| CN108755622B (en) | Excavation method of large-diameter cylindrical tail water pressure regulating chamber | |
| CN114109442A (en) | Tunnel karst broken zone collapse half-section curtain forward grouting reinforcement treatment method | |
| CN112900384A (en) | Hydropower station water diversion inclined shaft arrangement structure and method suitable for TBM construction | |
| CN112081158B (en) | Construction method for forming reinforced composite pile foundation by advanced grouting of high-rise building | |
| CN104947689A (en) | Hole collapse preventive trenching construction method of underground diaphragm wall | |
| CN112145203A (en) | Full-face advancing type sectional grouting construction method and overlapped tunnel construction method | |
| CN101525875B (en) | Reinforced concrete bifurcated pipe structure under action of high pressure water and construction method | |
| CN110761795A (en) | Construction method of shallow tunnel in loess gully | |
| CN114776323B (en) | Method for controlling double compensation of stratum and stress loss of shield tunnel | |
| CN113356889B (en) | Box type reinforcing method for advanced drill pipe right above tunnel | |
| CN111677512B (en) | Shaft type diversion tunnel excavation method | |
| CN112443331B (en) | Disturbance sensitive stratum ultra-small clear distance large section group-hole parallel subway tunnel construction method | |
| CN203834486U (en) | Rear reinforcement support pile structure | |
| CN112343105B (en) | High-speed railway pier reinforcing and lifting method |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |