CN106812540B - Shield initial plain wall sealing water-stopping reinforcing structure and construction process - Google Patents
Shield initial plain wall sealing water-stopping reinforcing structure and construction process Download PDFInfo
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- CN106812540B CN106812540B CN201710166430.4A CN201710166430A CN106812540B CN 106812540 B CN106812540 B CN 106812540B CN 201710166430 A CN201710166430 A CN 201710166430A CN 106812540 B CN106812540 B CN 106812540B
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- 230000003014 reinforcing effect Effects 0.000 title claims abstract description 47
- 238000000034 method Methods 0.000 title claims abstract description 33
- 238000010276 construction Methods 0.000 title claims abstract description 26
- 238000007789 sealing Methods 0.000 title claims abstract description 11
- 238000003756 stirring Methods 0.000 claims abstract description 34
- 239000002689 soil Substances 0.000 claims abstract description 29
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 20
- 238000001556 precipitation Methods 0.000 claims description 9
- 239000007787 solid Substances 0.000 claims description 5
- 238000005507 spraying Methods 0.000 claims description 3
- 239000011435 rock Substances 0.000 claims description 2
- 230000000694 effects Effects 0.000 abstract description 5
- 238000004062 sedimentation Methods 0.000 abstract description 5
- 238000005516 engineering process Methods 0.000 description 6
- 239000004576 sand Substances 0.000 description 4
- 238000007710 freezing Methods 0.000 description 3
- 230000008014 freezing Effects 0.000 description 3
- 239000002002 slurry Substances 0.000 description 3
- 238000013019 agitation Methods 0.000 description 2
- 238000009933 burial Methods 0.000 description 2
- 230000000977 initiatory effect Effects 0.000 description 2
- 230000001376 precipitating effect Effects 0.000 description 2
- 230000002787 reinforcement Effects 0.000 description 2
- 238000005728 strengthening Methods 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000012423 maintenance Methods 0.000 description 1
- 230000002093 peripheral effect Effects 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
- E21D11/105—Transport or application of concrete specially adapted for the lining of tunnels or galleries ; Backfilling the space between main building element and the surrounding rock, e.g. with concrete
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/38—Waterproofing; Heat insulating; Soundproofing; Electric insulating
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- Mining & Mineral Resources (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Lining And Supports For Tunnels (AREA)
- Bulkheads Adapted To Foundation Construction (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The invention discloses a shield original plain wall sealing and water stopping reinforcing structure and a construction process. The water-stopping reinforced structure consists of a C15 plain concrete underground diaphragm wall (containing embedded grouting pipes), 2 rows of jet grouting piles, three-axis stirring piles and a plurality of dewatering wells, wherein the specification of the jet grouting piles is phi 800@500, the specification of the three-axis stirring piles is phi 850@600, a concave rock-entering C15 plain underground diaphragm wall is arranged on the periphery of a reinforced area, and a water-stopping curtain structure with a closed periphery is formed with the station underground diaphragm wall so as to reduce the sedimentation influence range of the dewatering in a pit on soil outside the pit and ensure an effective water-stopping effect. And (3) embedding grouting pipes inside and outside the joint of the plain concrete underground diaphragm wall so as to perform grouting leakage-stopping operation on the joint with leakage.
Description
Technical Field
The invention relates to a shield initial plain wall sealing and water-stopping reinforcing structure and a construction process, in particular to an end well plain wall sealing and water-stopping reinforcing structure for large-diameter slurry balance shield initiation and a construction process method.
Background
The shield construction technology is widely applied to the construction of urban subway tunnels in soil layers or weak surrounding rock layers, and is a very reliable tunnel construction technology. The shield launching technology is a very key link in a shield tunnel construction technology system, and whether shield launching is smooth or not directly relates to the later construction quality, the construction period and the safety of the construction process of a tunnel.
In order to ensure the stability of the shield starting well, the end of the starting well needs to be reinforced before the shield starting, and meanwhile, soil in a reinforced area needs to be treated to a certain extent. The conventional shield launching technology has complex construction procedures and lower safety performance, and the problem of water burst and sand burst can happen carelessly, thus endangering the shield launching safety.
The closest prior art is as follows:
the patent relates to a double-well type reinforcing method of a shield receiving or starting end head with the application number of 201010123683.1 and a related patent of the double-well type shield receiving method. The technology adopts a double-well type reinforcing method, a [ -shaped groove is formed outside a station enclosure wall in advance, plain concrete is poured in the groove to form an underground continuous wall, namely an outer wrapping plain wall, the outer wrapping plain wall is connected with a maintenance wall to form a forepoling, the bottom end of the forepoling is embedded into a lower watertight layer of a tunnel, the top end of the forepoling is higher than the highest underground water level, and water is blocked outside the forepoling before being extracted. When the shield is started, the shield machine firstly enters the forebay and then is excavated forwards. The technical method can effectively solve the danger brought by underground water to shield launching, but when the burial depth of a watertight layer under the shield tunnel is large, the arrangement of the advance well is difficult, and the method is not applicable any more. In addition, the construction cost is high and uneconomical.
② related patent of shallow earthing initiating method of shield tunnel with application number of 201210300855.7. The invention discloses a shield tunnel shallow soil covering starting method, which is characterized in that soil body at a shield starting section is reinforced by adopting a method of combining soil covering back pressure, local full-section stratum reinforcement and portal stratum reinforcement, and in order to prevent the tunnel face soil body from being damaged and the stratum from being loosened after a portal is opened during shield starting, slurry leakage, stratum instability, water burst and mud burst and the like in a slurry bin are caused, and a freezing method is adopted to reinforce the stratum with a certain thickness at the position where a hole is opened. The method solves the problem of stability of the stratum of the initial section under the condition of shallow earthing, and reduces the construction risks of the deep foundation pit of the initial working well and the open cut section. In the invention, the soil body which is close to the outer side of the starting well opening door within the range of 1-2 m needs to be reinforced by adopting a freezing method, but the freezing method has long construction period and high construction cost and has certain risk.
Therefore, a new shield original wall sealing and water stopping reinforcing process method is needed to solve the problems in the prior art.
Disclosure of Invention
Aiming at the defects, the invention provides the shield initial plain wall sealing and water-stopping reinforcing structure and the construction process, which can effectively reinforce the end of the initial well and avoid the problem of water burst and sand burst of the soil body in a reinforcing area. The water-stop reinforcing system consists of a C15 plain concrete underground continuous wall (comprising embedded grouting pipes), 2 rows of jet grouting piles, three-axis stirring piles and a plurality of dewatering wells, wherein the specification of the jet grouting piles is phi 800@500, the specification of the three-axis stirring piles is phi 850@600, a concave rock-entering C15 plain underground continuous wall is arranged on the periphery of a reinforcing area, and a water-stop curtain structure with a station underground continuous wall in a surrounding closed mode is formed so as to reduce the sedimentation influence range of the dewatering in a pit on soil outside the pit and ensure an effective water-stop effect. And (3) embedding grouting pipes inside and outside the joint of the plain concrete underground diaphragm wall so as to perform grouting leakage-stopping operation on the joint with leakage.
The invention relates to a shield originating plain wall sealing and water-stopping reinforced structure and a construction process technical scheme, wherein the shield originating plain wall sealing and water-stopping reinforced structure comprises a stirring pile arranged at the end of a shield originating well and used for reinforcing a soil body; three faces of plain concrete underground continuous walls are arranged on the periphery of a reinforced area of the mixing pile to form a 'concave' rock-entering plain concrete underground continuous wall, and a water-stop curtain structure with a station enclosure structure enclosure wall is formed to be enclosed around the plain concrete underground continuous wall so as to reduce the sedimentation influence range of precipitation in a pit on soil outside the pit and ensure an effective water-stop effect; 2 rows of jet grouting piles are adopted between the plain concrete underground continuous wall and the stirring piles for closing; more than one dewatering well is arranged in the reinforcing area outside the diameter of the shield tunnel.
The stirring pile adopts a phi 850@600 triaxial stirring pile.
The width is consolidated to the stirring stake for the shield tunnel scope and the outside respectively 3 meters about the tunnel structure outside, and vertical real stake reinforcing range is 5m about the shield tunnel structure.
The rock-entering of the plain concrete underground continuous wall is not less than 1 m.
The specification of the jet grouting pile is phi 800@ 500.
The plain concrete underground continuous wall is a C15 plain concrete underground continuous wall with the thickness of 800 mm.
2-4 dewatering wells are arranged outside the plain concrete underground continuous wall. Before starting, the reinforced area dewatering well is used for dewatering soil of the reinforced area, and the water level in the pit is ensured to be lowered to 2m below the tunnel structure.
And a water-stopping jet grouting pile is arranged at the joint of the plain concrete underground continuous wall and the station enclosure enclosing wall.
In order to ensure the safety of the tunnel portal during breaking, a concrete plain underground continuous wall is arranged on the outer side of the station enclosure structure enclosure wall, the depth of the concrete plain underground continuous wall is 5m below the shield tunnel structure, and the concrete plain underground continuous wall and the concave plain concrete underground continuous wall on the periphery of the reinforced area of the mixing pile form a closed mouth-shaped structure.
The construction process of the shield original plain wall closed water-stop reinforced structure comprises the following steps:
(1) arranging a C15 concave rock-entering plain concrete underground continuous wall with the thickness of 800mm outside a station enclosure structure at the end of a shield starting well, wherein the rock-entering of the plain concrete underground continuous wall is not less than 1m, and the plain concrete underground continuous wall and the station enclosure structure enclosure wall form a water-stop curtain structure with a closed periphery, and the inside of the water-stop curtain structure with the closed periphery is a reinforced area; embedding grouting pipes inside and outside the joint of the plain concrete underground diaphragm wall;
(2) arranging a water-stopping jet grouting pile at the joint of the plain concrete underground continuous wall and the station enclosure enclosing wall;
(3) reinforcing the soil body by adopting phi 850@600 triaxial stirring piles in the reinforcing area, wherein the reinforcing width of the stirring piles is 3m outside the shield tunnel structure, and the reinforcing range of the vertical solid piles is 5m above and below the shield tunnel structure;
(4) the plain concrete underground continuous wall and the stirring piles are closed by adopting 2 rows of phi 800@500 jet grouting piles;
(5) more than one dewatering well is arranged in the reinforcing area outside the diameter of the shield tunnel; before starting, the soil body of the reinforced area is subjected to precipitation by using a precipitation well, and the water level in the pit is ensured to be reduced to 2m below the tunnel structure.
In addition, in the step (1), in order to ensure the safety during the process of breaking the tunnel portal and prevent the collapse of the reinforced soil body, a C15 plain concrete underground continuous wall with the thickness of 800mm is constructed in front of the tunnel portal, and the depth of the plain concrete underground continuous wall is 5 meters below the bottom of the tunnel.
The invention has the beneficial effects that: the implementation of the process effectively reinforces and seals the soil body in a certain range of the starting end of the shield, ensures the stability of the soil body in the area, cuts off the threat of underground water to the starting of the shield, thoroughly avoids the occurrence of water burst and sand burst dangerous situation when the shield starts in a silty-fine sand stratum, powerfully ensures the smooth starting of the shield, and lays a good foundation for engineering construction. In addition, the structure and the construction process do not need to be provided with an advance well, the burial depth of an underground impervious layer does not need to be considered when the end of the starting well is reinforced, the shield starting plain wall sealing and water stopping reinforced structure can effectively reinforce the stratum and block underground water, is quick, economic and effective, and can completely avoid the construction risks of tunnel portal breaking and shield starting generally.
Description of the drawings:
FIG. 1 is a plan view of the structure of the present invention;
FIG. 2 is a schematic structural elevational view of the present invention;
FIG. 3 is a schematic diagram showing the distribution of pre-buried grouting pipes of the plain concrete underground diaphragm wall in the structure of the invention;
fig. 4 is a schematic view showing the main structure of the present invention.
In the figure: 1-plain concrete underground continuous wall; 2-jet grouting pile; 3-stirring piles; 4-dewatering well; 5-grouting pipe; 6-plain concrete underground continuous wall outside seam stagnant water jet grouting pile.
The specific implementation mode is as follows:
for better understanding of the present invention, the technical solution of the present invention will be described in detail with specific examples, but the present invention is not limited thereto.
Example 1
A shield constructs the plain wall of the original and seals the water-stopping reinforced structure, the structure includes setting up in the shield constructs the agitation pile 3 of the well head of the original well and is used for strengthening the soil body; the method is characterized in that a concave rock-entering plain concrete underground continuous wall 1 is arranged on the periphery of a reinforcing area of a mixing pile 3 and forms a water-stop curtain structure with a station enclosure structure enclosure wall, so that the sedimentation influence range of precipitation in a pit on soil outside the pit is reduced, the effective water-stop effect is ensured, and grouting pipes 5 are embedded in the inner side and the outer side of a joint of the plain concrete underground continuous wall 1, so that grouting leakage-stopping operation is performed on the joint with leakage; 2 rows of jet grouting piles 2 are adopted to close the space between the plain concrete underground continuous wall 1 and the mixing piles 3; more than one dewatering well 4 is arranged in the reinforcing area outside the diameter of the shield tunnel.
The stirring pile 3 adopts a phi 850@600 triaxial stirring pile.
The 3 reinforced width of stirring stake is 3 meters respectively for the outer side about shield tunnel scope and the tunnel structure outside, and vertical real stake reinforcing range is 5m about the shield tunnel structure.
The rock-entering of the plain concrete underground continuous wall 1 is not less than 1 m.
The specification of the jet grouting pile 2 is phi 800@ 500.
The plain concrete underground continuous wall 1 is a C15 plain concrete underground continuous wall with the thickness of 800 mm.
And a rotary spraying pile 2 at the outer side of the plain concrete underground continuous wall 1 is arranged at the joint of the plain concrete underground continuous wall 1 and the station enclosure enclosing wall.
The construction process of the shield original plain wall closed water-stop reinforced structure comprises the following steps:
(1) arranging a C15 concave rock-entering plain concrete underground continuous wall 1 with the thickness of 800mm outside a station enclosure structure at the end of a shield starting well, wherein the rock-entering of the plain concrete underground continuous wall 1 is not less than 1m, and the plain concrete underground continuous wall and the station enclosure structure enclosure wall form a surrounding closed waterproof curtain structure, and the inside of the surrounding closed waterproof curtain structure is a reinforced area; grouting pipes 5 are embedded inside and outside the joint of the plain concrete underground diaphragm wall 1;
(2) arranging a water-stopping jet grouting pile 6 at the joint of the plain concrete underground continuous wall 1 and the station enclosure enclosing wall;
(3) reinforcing the soil body by adopting a phi 850@600 triaxial stirring pile 3 in a reinforcing area, wherein the reinforcing width of the stirring pile 3 is 3m outside the shield tunnel structure, and the reinforcing range of a vertical solid pile is 5m above and below the shield tunnel structure;
(4) 2 rows of phi 800@500 jet grouting piles 2 are adopted to close the space between the plain concrete underground continuous wall 1 and the stirring piles 3;
(5) more than one dewatering well 4 is arranged in the reinforcing area outside the diameter of the shield tunnel; before starting, the precipitation well 4 is used for precipitating soil in the reinforced area, and the water level in the pit is ensured to be reduced to 2m below the tunnel structure.
Example 2
A shield constructs the plain wall of the original and seals the water-stopping reinforced structure, the structure includes setting up in the shield constructs the agitation pile 3 of the well head of the original well and is used for strengthening the soil body; the method is characterized in that a concave rock-entering plain concrete underground continuous wall 1 is arranged on the periphery of a reinforcing area of a mixing pile 3 and forms a peripheral closed water-stop curtain structure with a station enclosure structure enclosure wall, so that the sedimentation influence range of precipitation in a pit on soil outside the pit is reduced, an effective water-stop effect is ensured, and in order to ensure the safety of a tunnel portal during breaking, the concrete plain underground continuous wall 1 is arranged on the outer side of the station enclosure structure enclosure wall, the depth is 5m below a shield tunnel structure, and the concrete plain underground continuous wall 1 and the mixing pile 3 reinforcing area periphery concave plain concrete underground continuous wall 1 form a closed mouth-shaped structure. Grouting pipes 5 are embedded in the inner side and the outer side of the joint of the plain concrete underground diaphragm wall 1 so as to perform grouting leakage-stopping operation on the joint with leakage; 2 rows of jet grouting piles 2 are adopted to close the space between the plain concrete underground continuous wall 1 and the mixing piles 3; more than one dewatering well 4 is arranged in the reinforcing area outside the diameter of the shield tunnel.
The stirring pile 3 adopts a phi 850@600 triaxial stirring pile.
The 3 reinforced width of stirring stake is 3 meters respectively for the outer side about shield tunnel scope and the tunnel structure outside, and vertical real stake reinforcing range is 5m about the shield tunnel structure.
The rock-entering of the plain concrete underground continuous wall 1 is not less than 1 m.
The specification of the jet grouting pile 2 is phi 800@ 500.
The plain concrete underground continuous wall 1 is a C15 plain concrete underground continuous wall with the thickness of 800 mm.
2-4 dewatering wells 4 are arranged outside the plain concrete underground continuous wall 1. Before starting, the reinforced area dewatering well 4 is used for dewatering soil of the reinforced area, and the water level in the pit is guaranteed to be 2m below the tunnel structure.
And a rotary spraying pile 2 at the outer side of the plain concrete underground continuous wall 1 is arranged at the joint of the plain concrete underground continuous wall 1 and the station enclosure enclosing wall.
The construction process of the shield original plain wall closed water-stop reinforced structure comprises the following steps:
(1) arranging a C15 concave rock-entering plain concrete underground continuous wall 1 with the thickness of 800mm outside a station enclosure structure at the end of a shield starting well, wherein the rock-entering of the plain concrete underground continuous wall 1 is not less than 1m, and the plain concrete underground continuous wall 1 and the station enclosure structure enclosure wall form a water-stop curtain structure with a closed periphery, wherein the inside of the water-stop curtain structure with the closed periphery is a reinforced area, the outer side of the station enclosure structure enclosure wall is provided with a concrete plain underground continuous wall 1 with the depth of 5m below a shield tunnel structure, and the water-stop curtain structure and the concave plain concrete underground continuous wall 1 at the periphery of the reinforced area of a mixing pile 3 form a closed mouth-shaped structure; grouting pipes 5 are embedded inside and outside the joint of the plain concrete underground diaphragm wall 1;
(2) arranging a water-stopping jet grouting pile 6 at the joint of the plain concrete underground continuous wall 1 and the station enclosure enclosing wall;
(3) reinforcing the soil body by adopting a phi 850@600 triaxial stirring pile 3 in a reinforcing area, wherein the reinforcing width of the stirring pile 3 is 3m outside the shield tunnel structure, and the reinforcing range of a vertical solid pile is 5m above and below the shield tunnel structure;
(4) 2 rows of phi 800@500 jet grouting piles 2 are adopted to close the space between the plain concrete underground continuous wall 1 and the stirring piles 3;
(5) more than one dewatering well 4 is arranged in the reinforcing area outside the diameter of the shield tunnel; before starting, the precipitation well 4 is used for precipitating soil in the reinforced area, and the water level in the pit is ensured to be reduced to 2m below the tunnel structure.
(6) 2-4 dewatering wells 4 are arranged outside the plain concrete underground continuous wall 1.
Claims (2)
1. A shield originating plain wall sealing water-stopping reinforcing structure is characterized by comprising a stirring pile (3) arranged at the end of a shield originating well; three plain concrete underground continuous walls (1) are arranged on the periphery of a reinforcing area of a mixing pile (3) to form a 'concave' rock-entering plain concrete underground continuous wall (1), a water-stop curtain structure with a station enclosure structure enclosure wall and a closed periphery is formed, and grouting pipes (5) are embedded on the inner side and the outer side of a joint of the plain concrete underground continuous wall (1); 2 rows of rotary spraying piles (2) are adopted to close the space between the plain concrete underground continuous wall (1) and the stirring piles (3); more than one dewatering well (4) is arranged in the reinforcing area outside the diameter of the shield tunnel;
the stirring pile (3) adopts a phi 850@600 triaxial stirring pile (3);
the reinforcing width of the stirring pile (3) is 3 meters respectively in the shield tunnel range and the left and right outer sides of the outer side of the tunnel structure, and the reinforcing range of the vertical solid pile is 5m above and below the shield tunnel structure;
the rock entering of the plain concrete underground continuous wall (1) is not less than 1 m;
the specification of the jet grouting pile (2) is phi 800@ 500;
the plain concrete underground continuous wall (1) is a C15 plain concrete underground continuous wall (1) with the thickness of 800 mm;
2-4 dewatering wells (4) are arranged outside the plain concrete underground continuous wall (1);
a water-stopping rotary jet grouting pile (2) is arranged at the joint of the plain concrete underground continuous wall (1) and the station enclosure enclosing structure enclosing wall;
a plain concrete underground continuous wall (1) is arranged on the outer side of the station enclosure structure enclosure wall, the depth of the plain concrete underground continuous wall is 5m below the shield tunnel structure, and the plain concrete underground continuous wall and the concave plain concrete underground continuous wall (1) on the periphery of a reinforced area of a stirring pile (3) form a closed mouth-shaped structure.
2. The construction process of the shield-initiated plain wall closed water-stop reinforced structure according to claim 1, characterized by comprising the following steps:
arranging a C15 concave rock-entering plain concrete underground continuous wall (1) with the thickness of 800mm outside a station enclosure structure at the end of a shield starting well, wherein the rock-entering of the plain concrete underground continuous wall (1) is not less than 1m, and the plain concrete underground continuous wall and the station enclosure structure enclosure wall form a surrounding closed water-stop curtain structure, wherein a reinforced area is arranged in the surrounding closed water-stop curtain structure; grouting pipes (5) are embedded inside and outside the joint of the plain concrete underground continuous wall (1);
secondly, arranging a water stopping rotary jet pile (2) at the joint of the plain concrete underground continuous wall (1) and the station enclosure enclosing structure enclosing wall;
thirdly, reinforcing the soil body in the reinforcing area by adopting a phi 850@600 triaxial stirring pile (3), wherein the reinforcing width of the stirring pile (3) is 3m of the shield tunnel structure and the outer side of the structure, and the reinforcing range of the vertical solid pile is 5m above and below the shield tunnel structure;
closing the plain concrete underground continuous wall (1) and the stirring piles (3) by adopting 2 rows of phi 800@500 jet grouting piles;
more than two dewatering wells (4) are arranged in the reinforcing area outside the diameter of the shield tunnel; before starting, the soil body of the reinforced area is subjected to precipitation by using the precipitation well (4), and the water level in the pit is ensured to be reduced to 2m below the tunnel structure.
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| CN107326924A (en) * | 2017-07-20 | 2017-11-07 | 常州市建筑科学研究院集团股份有限公司 | Outer wall of underground structure HCMW engineering methods overlap wall and its construction method |
| CN107524144B (en) * | 2017-07-28 | 2019-10-01 | 同济大学 | A kind of hardened system and reinforcement means for soft soil foundation before tunnel excavation |
| CN108798686A (en) * | 2018-06-27 | 2018-11-13 | 中铁十二局集团有限公司 | Tunneling boring water-rich sand layer shield receives construction method |
| CN112302668B (en) * | 2020-12-01 | 2022-11-01 | 长江勘测规划设计研究有限责任公司 | Subway shield arrival construction method and structure with limited reinforcement range |
| CN114960711A (en) * | 2021-02-24 | 2022-08-30 | 中交隧道工程局有限公司 | End reinforcement construction method based on shield tunneling |
| CN113494294B (en) * | 2021-07-26 | 2023-02-10 | 中铁一局集团(广州)建设工程有限公司 | Reinforcing method for shield launching or arrival end |
| CN113464150A (en) * | 2021-08-13 | 2021-10-01 | 中国建设基础设施有限公司 | Shield end reinforcing structure and reinforcing construction method |
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| CN101696573A (en) * | 2009-10-23 | 2010-04-21 | 广东省基础工程公司 | Construction method for forming pile wall type retaining wall |
| US20120210665A1 (en) * | 2011-02-17 | 2012-08-23 | Strongplus Co., Ltd. | Fireproof Panel Equipped with Coupling Holes and Method of Manufacturing the Same, and Mold for the Fireproof Panel |
| CN103643961A (en) * | 2013-12-04 | 2014-03-19 | 中国水电顾问集团华东勘测设计研究院有限公司 | End-free reinforcing shield receiving structure and receiving method |
| CN105041322A (en) * | 2015-06-08 | 2015-11-11 | 上海隧道工程有限公司 | Method and system for reinforcing hole for push bench to go in and out |
| CN106050244A (en) * | 2016-08-01 | 2016-10-26 | 中铁第勘察设计院集团有限公司 | Water-rich sand-cobble stratum shield entry and exit reinforcing system and construction method thereof |
| CN106194218B (en) * | 2016-08-30 | 2019-12-06 | 中铁第四勘察设计院集团有限公司 | shield end soil body reinforcing system in high-water-head deep-thick sand layer area |
| CN206592136U (en) * | 2017-03-20 | 2017-10-27 | 中铁十四局集团有限公司 | A kind of plain wall closing water sealing consolidation structure of shield launching |
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